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1999-5917 G/TE Street Address 0 Category Serial # 69 7 7 Name Description Plan ck. # Year i SOIL cnon'c'cslnc consciucamn, February 10, 1999 ®rs,-5— ' TO: Mr. Lee McEachern California Coastal Commission ' FROM: Mr. Bob Mahony & John Niven Soil Engineering Construction, Inc. ' RE: Preliminary Geotechnical Evaluation / Request for Emergency Processing Proposed Lower Bluff Seawall & Upper Bluff Retention System Mattingley Residence, 794 Neptune Avenue i Encinitas California ' Soil Engineering Construction (SEC) has prepared the following, preliminary geotechnical evaluation in response to recent lower and upper bluff failures at the subject site. As noted in the conclusions of this review, the sudden and unexpected failure of approximately 1 to 2 feet of limited rear yard area, across the northern half of the property, occurring on January 24, 1999, as well as other failures occurring during the past 60 days, have promoted a level of ' bluff instability which places the residence on this property under imminent threat of failure. This review includes the results of our lower and upper bluff stability analyses, conclusions and ' recommendations for the proposed seawall and upper bluff retention system. ' This review utilizes, as a base for substantiating our analyses, information presented in the following reports, which have been previously submitted, to the California Coastal Commission: 1. " Geotechnical Report / Request for Emergency Processing, Proposed Lower Bluff Seawall, Johnson & Downing Properties, 788, 790 Neptune Avenue, Encinitas California ", prepared by Soil Engineering Construction, Inc., dated July 29, 1996. 2. "ADDENDUM, Geotechnical Report / Request for Emergency Processing, Proposed ' Lower Bluff Seawall, Johnson & Downing Properties, 788, 790 Neptune Avenue, Encinitas California ", prepared by Soil Engineering Construction, Inc., dated August ' 19, 1996. ' 3. "Addendum to Geotechnical Report, Johnson & Downing Lower Seawall, 788 & 790 Neptune Avenue, Encinitas, California ", prepared by Soil Engineering Construction, Inc., dated May 20, 1997. 1 927 Arguello Street, Redwood City, California 94063 -1310 (650) 367 -9595 • FAX (650) 367 -8139 Mr. Lee McEachern California Coastal Commission ' February 10, 1999 Page 2 ' 4. "Addendum No. 2, Geotechnical Report, Johnson & Downing Lower Seawall, 788 & 790 Neptune Avenue, Encinitas, California ", prepared by Soil Engineering Construction, Inc., dated September 11, 1997. 5. "Updated Geotechnical Review / Request for Emergency Processing, Proposed Upper ' Bluff Retention System, Downing Residence, 790 Neptune Avenue, Encinitas, California" prepared by Soil Engineering Construction, Inc., dated April 27, 1998. ' Geotechnical Review Request for Emergency Process Proposed 6. Updated / q g �y g, P Upper ' Bluff Retention System, Johnson Residence, 788 Neptune Avenue, Encinitas, California" prepared by Soil Engineering Construction, Inc., dated May 29, 1998. Specific recommendations provided under the purview of this review supersede those presented in the referenced documents. SITE DESCRIPTION ' The project site is located at 794 Neptune Avenue in Encinitas. The site consists of a relatively level building pad area (El. +92' +/- M.S.L.) and is occupied by a two -story residential ' dwelling of standard construction with appurtenant improvements. The project site is bounded to the east by Neptune Avenue, single family residences on the north and south and on the ' west by an approximately 92 foot high, steeply sloping westerly facing sea bluff. ' Based on our observations of the subject site, it appears that the site conditions have degraded significantly in the past 60 days. As observed on the beach, large blocks of the lower Ardath ' formation have recently failed and are located on the beach in front of the bluff area. Near the base of the bluff, at approximately +8' M.S.L., a clay seam exists across the 794 property and appears to extend across the properties to the north and south. Major slides appear to ' have occurred on this clay seam in properties to the north and south. t PROJECT DESCRIPTION ' The proposed project will consist of a seawall 50 lineal feet in length along the base of the 794geol .rpt Mr. Lee McEachern California Coastal Commission ' February 10, 1999 Page 3 ' existing bluff and an upper bluff retention system along the existing top bluff (50 lineal feet) and along the northern property line (16 lineal feet), see construction plans. The lower bluff seawall will be constructed of reinforced concrete with two rows of tieback anchors approximately 45 to 55 feet in length. The proposed seawall will match the height and appearance of the neighboring seawall located to the south. The exposed surfaces of the seawall will be textured and colored to resemble the surrounding bluff areas. The upper bluff retention system will be constructed utilizing drilled steel reinforced concrete caissons, ' approximately 40 feet in depth with a grade beam and tieback retaining system along the existing top of bluff. The proposed upper bluff retaining system will be built in a similar fashion to the existing upper bluff retention systems located on the adjacent properties to the south. SUBSURFACE CONDITIONS As described in the referenced reports, the site is underlain by minor amounts of fill materials, Terrace deposits, Ardath formation and Torrey formation. Boring B -1 was drilled to a ' maximum depth of approximately 76.5 feet on July 17, 1996 and was located near the property line between 790 and 794 Neptune Avenue (see Figure 1). SEC is planning to advance ' another boring on the subject property on February 17, 1999 to confirm the findings and assumptions presented in this report. Presented below are the subsurface conditions encountered in B -1. Fill Soils Fill materials were encountered in Boring B -1 to a maximum depth of about 3 feet. The fill ' consisted of brown, moist, loose to medium dense, silty sand with varying amounts of concrete debris. Based on a review of available topographic maps and our subsurface exploration, it appears that the fill may vary in thickness across the site. Terrace Deposits ' Terrace deposits were encountered in Boring B -1. These deposits consisted of light brown, yellow brown and orange brown, dry to slightly moist, medium dense to dense, slightly silty, 794geol .rpt Mr. Lee McEachern California Coastal Commission ' February 10, 1999 Page 4 ' fine to medium grain sands. Based on the observations during the field exploration, it appears that the terrace deposits have a thickness of about 65 feet. Ardath Formation ' This formational material was encountered underlying the terrace deposits in the exploratory boring B -1. The Ardath formation encountered consist of grey, slightly moist, hard, siltstone, ' with occasional lenses of sandstone and clay seams. As observed form the beach, it is estimated that the formation is dipping about 2.5 degrees in a northerly direction. ' Torrey Formation The Torrey formation was observed underlying the Ardath formation as seen south of the project (on the beach). This formation consists of yellowish brown to brown, very dense, ' sandstone. As seen from the beach, the Torrey sandstone dips to the north at about 2.5 degrees. SLOPE STABILITY ANALYSES ' Presented herein are the results of our bluff slope stability analyses for the subject site. The purpose of the analyses was to find the minimum factors of safety with respect to sliding for ' the existing (before construction) and the post construction conditions. The analyses was performed for both static and pseudo static conditions utilizing the Modified Bishops Method ' of Slices (STABLSM computer program) and the results are discussed herein. The location of the assumed most critical bluff cross section A -A', and cross section A -A' are shown on the ' attached Figure 1, and represent the bluff slope used in our analyses. The computer printouts are included in this review and are attached. 794geo Lrpt Mr. Lee McEachern California Coastal Commission ' February 10, 1999 Page 5 ' Assumed design oil parameters used for our analysis are as follows: � P Y Material Total Unit Cohesion Friction Angle Weight (Pd) (PSO (degrees) Terrace Deposits 120 270 35 (Upper- Bluff) Clay Seam 100 0 7 ' Ardath Formation 110 500 25 Torrey Sandstone 125 1000 40 t ' Seismic criteria are included in the slope stability analyses. The slope stability analysis uses a pseudo- static method with a Seismic Coefficient of 0.12 gravity. The calculated factor of ' safety with respect to sliding for each load case are presented below: Bluff Condition Minimum Calculated X- Section A A' Factor of Safety ' Existing Bluff Analysis Before Seawall Construction Static Analysis- 1.07 Pseudo - Static Analysis- 0.90 Bluff Analysis After Construction of Seawall Static Analysis- 1.51 Pseudo - Static Analysis- 1.24 Upper Bluff Analysis Before Upper Bluff Retention Static Analysis- 1.27 Pseudo - Static Analysis- 1.05 ' Upper Bluff Analysis After Upper Bluff Retention Static Analysis- 1.50 Pseudo - Static Analysis- 1.23 794goo Lrpt 1 Mr. Lee McEachern California Coastal Commission ' February 10, 1999 Page 6 ' CONCLUSIONS AND RECOMMENDATIONS The threat to the property is two fold: 1. The bluff can fail in a large volume slide based on the referred to clay seam. The lower wall deals with this. It acts both to counteract the slide and ' to prevent erosion from wave actions. 2. The upper bluff structure interrupts the ongoing failures and expected flattening of the Terrace deposits above the bedrock and protects the ' residential structure against otherwise expected underminement and failure. ' It is recommended, based on our slope stability analyses, that the proposed seawall be designed to resist a force of 45 kips per lineal foot. Tiebacks for the lower wall should be designed accordingly, using a minimum bond stress of 20 pounds per square inch. The bottom ' of the wall should extend to a minimum elevation of +2' M.S.L.. It is recommended that three hydroaugers be installed at various locations along the length of the proposed seawall. The hydroaugers should be installed in a three inch diameter borings, drilled at a slope of about +2% and be a minimum of 50 feet in length. The outer ten feet of the hydroauger should not ' be perforated. ' It is recommended that the caissons for the upper bluff retention system be a minimum of 36 feet in depth. Caissons should not be spaced greater than eight feet center to center. Minimum diameter of the caissons should not be less than 30 inches. Tiebacks for the upper ' bluff retention system should be designed using a minimum bond stress of 13 pounds per square inch. Based on the findings presented above, it is recommended that a lower bluff seawall and an ' upper bluff retention system be constructed at the site. Our engineering analyses, supported by our recent observations, of lower and upper bluff failures at the property, indicates that the recommended construction of the lower bluff seawall proceed immediately followed by the ' construction of an upper bluff retention system and their presence is imperative to prevent imminent substantial failure of a degree sufficient to impact the residential structures on the ' site. ' If the proposed seawall project is delayed, we recommend that the City of Encinitas and the 794geol.rpt Mr. Lee McEachern California Coastal Commission ' February 10, 1999 Page 7 ' California Coastal Commission provide SEC and the owner assurance that these conditions will not adversely effect the subject property. ' Thank you, in advance, for providing your immediate attention, review and comments to this review. If you have any questions, require additional materials, or would desire an on -site meeting, please call me a (760) 633 -3470. Sincerely, ' SOIL ENGINEERING CONSTRUCTION, Inc. . K < ' Robert Mahony, G. 554, C.E.G. 847 J Niven, R.C.E. 57517 Principal Geotechnical Engineer Project Engineer QRgfESS /ON ,,:► �, \N ER /N�� pNAlpl� p. Mq o� � S Z 06/30/01 N o. GE 554 m �� : N 847 EX �� w NO. C57517 m �w• LIC. o. ;y/ EXR12/31/fl1 "D P. f v •. ' •k �, ;�� 1 .. EXP. 08/31/00: • � tpf 9T �TECFt ;1��' Z�� rt ll�gT• • ... .De q in. 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BEFORE LOWER BLUFF REPAIR ' BOUNDARY COORDINATES ' 7 Top Boundaries 11 Total Boundaries ' Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 105.00 113.80 107.80 2 2 113.80 107.80 114.00 108.00 3 3 114.00 108.00 122.00 110.00 2 ' 4 122.00 110.00 128.00 126.00 2 5 128.00 126.00 188.00 180.00 1 6 188.00 180.00 194.00 192.00 1 7 194.00 192.00 294.00 192.00 1 ' 8 128.00 126.00 294.00 126.00 2 9 114.00 108.00 294.00 108.00 3 10 113.80 107.80 294.00 107.80 2 11 100.00 97.50 294.00 97.50 --------------------------- ----------- ----------- ----------- ------------------ ' ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil 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. 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 3 100.0 110.0 .0 7.0 .00 .0 0 ' 4 125.0 130.0 1000.0 40.0 .00 .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 = 113.90 ft. ' and X = 113.90 ft. ' Each Surface Terminates Between X = 194.00 ft. and X = 294.00 ft. ' Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. ' 21.00 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 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.90 107.83 3 155.22 113.14 ' 4 173.50 123.47 5 188.53 138.14 6 199.31 156.16 7 205.11 176.34 8 205.45 192.00 Circle Center At X = 124.8 ; Y = 187.9 and Radius, 80.7 1 * ** 1.066 * ** Individual data on the 14 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge 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 .5 .0 .0 .0 .0 .0 .0 .0 2 8.0 970.1 .0 .0 .0 .0 .0 .0 .0 3 6.0 6681.0 .0 .0 .0 .0 .0 .0 • ' 4 6.9 16341.4 .0 .0 .0 .0 .0 . • 5 .6 1765.0 .0 .0 .0 .0 .0 .0 .0 6 19.7 70337.4 .0 .0 .0 .0 .0 . • 7 18.3 87263.8 .0 .0 .0 .0 .0 .0 .0 8 2.6 13445.7 .0 .0 .0 .0 .0 .0 .0 9 11.9 61211.1 .0 .0 .0 .0 .0 .0 .0 10 .5 2720.8 .0 .0 .0 .0 .0 .0 .0 ' 11 5.5 28754.8 .0 .0 .0 .0. .0 .0 .0 12 5.3 25657.6 .0 .0 .0 .0 .0 .0 .0 13 5.8 17938.4 .0 .0 .0 .0 .0 .0 .0 14 .3 314.2 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.65 111.13 3 154.18 118.85 4 171.52 130.69 5 185.83 146.07 6 196.39 164.22 7 202.69 184.25 8 203.33 192.00 Circle Center At X = 110.2 ; Y = 201.4 and Radius, 93.6 * ** 1.159 * ** ------------------------------------------------------------------------------- Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf 1 No. (ft) (ft) ' 1 113.90 107.90 2 134.71 110.74 3 154.41 118.00 4 172.08 129.36 5 186.88 144.26 6 198.11 162.00 ' 7 205.24 181.75 8 206.56 192.00 ' Circle Center At X = 111.7 ; Y = 203.4 and Radius, 95.5 * ** 1.159 * ** Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.40 112.46 3 153.98 120.06 ' 4 172.19 130.51 5 188.62 143.59 6 202.89 159.00 ' 7 214.68 176.38 8 222.13 192.00 Circle Center At X = 94.3 ; Y = 244.8 and Radius, 138.3 * ** 1.168 * ** -------- ----------------------- - - Failure - Surface - Specified - By - - 9 - Coordinate Points - Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.80 110.00 3 154.94 115.95 ' 4 173.62 125.53 5 190.21 138.41 6 204.11 154.15 7 214.85 172.19 8 222.05 191.92 9 222.07 192.00 Circle Center At X = 113.1 ; Y = 220.5 and Radius, 112.6 * ** 1.189 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.86 109.23 3 155.17 114.56 ' 4 174.09 123.68 5 190.91 136.25 6 205.00 151.82 7 215.86 169.79 8 223.06 189.52 9 223.46 192.00 ' Circle Center At X = 117.5 ; Y = 216.9 and Radius, 109.1 ' * ** 1.207 * ** ------------------------------------------------------------------------------- Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 113.90 107.90 2 134.89 107.26 ' 3 155.38 111.86 4 174.08 121.41 5 189.82 135.31 ' 6 201.61 152.69 7 208.71 172.46 8 210.54 192.00 Circle Center At X = 127.0 ; Y = 190.4 and Radius, 83.6 ' * ** 1.220 * ** Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.71 110.72 3 154.85 116.67 4 173.84 125.63 5 191.25 137.38 6 206.66 151.64 ' 7 219.72 168.09 8 230.11 186.33 9 232.28 192.00 ' Circle Center At X = 106.0 ; Y = 245.0 and Radius, 137.3 ' * ** 1.221 * ** t----------------------------- ------------------------------------------------- Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 ' 2 134.90 108.26 3 155.44 112.63 4 174.76 120.86 5 192.15 132.63 6 206.97 147.51 7 218.67 164.95 8 226.81 184.30 ' 9 228.41 192.00 - Circle Center At X = 122.5 ; Y - 216.8 and Radius, 109.2 ' * ** 1.233 * ** ' Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 113.90 107.90 2 134.75 110.41 3 154.97 116.08 4 174.09 124.77 5 191.65 136.28 6 207.25 150.35 7 220.51 166.63 8 231.13 184.75 9 234.00 192.00 - Circle Center At X - 108.0 Y 244.7 and Radius, 137.0 * ** 1.234 * ** 1 In L6 11 Jm M-. LO Ncm �um W -H ",j r. ' a"i 01 ui sN W� C14h C-0 m .tea _ P•� d S1 0 0 0 0 IA •_ ::. C9 3 X tlr3 � Sya mf�0000 Zp n 61 (4 J i9 mm r Imil W , - I 4 400 0 `• _ � ~ VV �c��il -I-I = L6 H� E � no 00 � ' W' 40 0 IC-1 ON a+ 14 ' po W a LM 0 WE Wx y WO W 00000*a -I b' 31 Q+ r` r (m In 6i In X+} Im Lr) ' N a4« rl I� ' M a a WE W M M =M J� oq-q v WS I � N L6 WZ ;v L6q r. ZI- rh ax r) I—I l f'! � inc xu Poo h 5 V �rl Wrt I I th ? Al Ci Q ? 7� � I I cm ,art ' Iff IA C In CIA *i i� ' ** PCSTABLSM ** ' by Purdue University -------------------------------------------------------------------------------- ' - -Slope Stability Analysis- - Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 02 -11 -99 ' Time of Run: 10:38am Run By: JWN Input Data Filename: C:MAC5I.DAT ' Output Filename: C:MAC5I.OUT Plotted Output Filename: C:MAC5I.PLT PROBLEM DESCRIPTION 794 NEPTUNE AVE. PSEUDO STATIC ' EXISITING F.S. BEFORE LOWER BLUFF REPAIR ' BOUNDARY COORDINATES ' 7 Top Boundaries 11 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 105.00 113.80 107.80 2 2 113.80 107.80 114.00 108.00 3 3 114.00 108.00 122.00 110.00 2 4 122.00 110.00 128.00 126.00 2 5 128.00 126.00 188.00 180.00 1 6 188.00 180.00 194.00 192.00 1 7 194.00 192.00 294.00 192.00 1 8 128.00 126.00 294.00 126.00 2 9 114.00 108.00 294.00 108.00 3 10 113.80 107.80 294.00 107.80 2 ----------- 11 - - - - -- 100_00 97.50 294.00 -- --- -- - - - - - 4 --------------------------- - - - - -- --- - - - - -- ' ISOTROPIC SOIL PARAMETERS ' 4 Type(s) of Soil 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. 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 1 3 100.0 110.0 .0 7.0 .00 .0 0 4 125.0 130.0 1000.0 40.0 .00 .0 0 A Horizontal Earthquake Loading Coefficient Of .120 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 Beer. Specified. 100 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 1 Points Equally Spaced Along The Ground Surface Between X = 113.90 ft. ' and X = 113.90 ft. ' Each Surface Terminates Between. X = 194.00 ft. and X = 294.00 ft. ' Unless Further Limitations Were Imposed, The Minimum Elevation. At Which A Surface Extends Is Y = .00 ft. 21.00 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 g Coordinate Points Point X -Surf Y -Surf No (ft) (ft) i ' 1 113.90 107.90 2 134.90 107.83 3 155.22 113.14 i 4 173.50 123.47 5 188.53 138.14 6 199.31 156.16 7 205.11 176.34 8 205.45 192.00 Circle Center At X = 124.8 ; Y = 187.9 and Radius, 80.7 * ** .897 * ** i Individual data on the 14 slices i Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load f o. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 1 .1 .5 .0 .0 .0 .0) .1 .0 .0 2 8.0 970.1 .0 .0 .0 .0 116.4 .0 .0 3 6.0 6681.0 .0 .0 .0 .0 801.7 .0 .0 i 4 6.9 16341.4 .0 .0 .0 .0 1961.0 .0 .0 5 .6 1765.0 .0 .0 .0 .0 211.8 .0 .0 6 19.7 70337.4 .0 .0 .0 .0 8440.5 .0 .0 i 7 18.3 87263.8 .0 .0 .0 .0 10471.7 .0 .0 8 2.6 13445.7 .0 .0 .0 .0 1613.5 .0 .0 9 11.9 61211.1 .0 .0 .0 .0 7345.3 .0 .0 11 10 .5 2720.8 .0 .0 .0 .0 326.5 .0 .0 11 5.5 28754.8 .0 .0 .0 .0 3450.6 .0 .0 12 5.3 25657.6 .0 .0 .0 .0 3078.9 .0 .0 13 5.8 17938.4 .0 .0 .0 .0 2152.6 .0 .0 i 14 .3 314.2 .0 .0 .0 .0 37.7 .0 .0 Failure Surface Specified By 8 Coordinate Points i Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.40 112.46 ' 3 153.98 120.06 4 172.19 130.51 5 188.62 143.59 6 202.89 159.00 7 214.68 176.38 8 222.13 192.00 i Circle Center At X = 94.3 ; Y = 244.8 and Radius, 138.3 i * ** .966 * ** --------------- e-------------- - - - - -- -------------------------------------- Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.71 110.74 3 154.41 118.00 4 172.08 129.36 5 186.88 144.26 6 198.11 162.00 ' 7 205.24 181.75 8 206.56 192.00 Circle Center At X = 111.7 ; Y = 203.4 and Radius, 95.5 * ** .977 * ** Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.65 111.13 3 154.18 118.85 4 171.52 130.69 5 185.83 146.07 6 196.39 164.22 7 202.69 184.25 8 203.33 192.00 Circle Center At X = 110.2 ; Y = 201.4 and Radius, 93.6 * ** .978 * ** ------- ------- ------- --------- -- - ---------- --------------------------- Failure Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.80 110.00 3 154.94 115.95 ' 4 173.62 125.53 5 190.21 138.41 6 204.11 154.15 7 214.85 172.19 ' 8 222.05 191.92 9 222.07 192.00 ' Circle Center At X = 113.1 ; Y = 220.5 and Radius, 112.6 * ** .990 * ** ' Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 } 2 134.71 110.72 3 154.85 116.67 4 173.84 125.63 5 191.25 137.38 6 206.66 151.64 7 219.72 168.09 8 230.11 186.33 9 232.28 192.00 ' Circle Center At X = 106.0 ; Y = 245.0 and Radius, 137.3 * ** 1.003 * ** ------------------------------------------------------------------------------ Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.86 109.23 ' 3 155.17 114.56 4 174.09 123.68 5 190.91 136.25 6 205.00 151.82 7 215.86 169.79 8 223.06 1 8 9. 5 2 9 223.46 192.00 Circle Center At X = 117.5 ; Y = 216.9 and Radius, 109.1 ' * ** 1.005 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.75 110.41 ' 3 154.97 116.08 4 174.09 124.77 5 191.65 136.28 6 207.25 150.35 7 220.51 166.63 8 231.13 184.75 ' 9 234.00 192.00 - Circle Center At X = 108.0 ; Y 244.7 and Radius, 137.0 ' * ** 1.013 * ** ------------------------------------------------------------------------------ Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.75 110.38 3 155.00 115.97 4 174.17 124.52 ' 5 191.85 135.86 6 207.63 149.72 7 221.14 165.80 8 232.09 183.71 9 235.58 192.00 Circle Center At X = 107.9 ; Y = 247.3 and Radius, 139.6 * ** 1.018 * ** ' Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 ' 2 134.90 108.26 3 155.44 112.63 4 174.76 120.86 ' 5 192.15 132.63 6 206.97 147.51 7 218.67 164.95 8 226.81 184.30 9 228.41 192.00 Circle Center At X = 122.5 Y = 216.8 and Radius, 109.2 * ** 1.024 * ** u� m m 0 IA m JM 3•• i4Qw •� � HN 41 to 1w r I o x qr Z fm ' �.. 1 XN0000 - W� n N H ri P4 do on 0 171 Y7 ' a � mcar� •a a ll W • n 0 a,w U IAo0 0 _ W� P'ix7t17 0*i W Zz #.n E 3c - no 00 +° NN.�m J W ..��•�•� as q U 3r ++0001ri u Q+� +r QNy i 44 . €+ W� '•" wfi kn :m 0 J$ Z Nmmq rid G4117 �a �a Ud �a ti0 �a 0 w HH ' ' z' Nmgmn�ar - Como *� IA �y � N a Y x+} Im Ih ' w ro .� as •� Iw i 1 u7 m J•• J+•1 Q wo 'o a� in WIS N in 31 N ' ON VZ ' AM = T cv V', PCI- 4r WJ HN IA W . c, a X WV Inc "4x az ' _ wt ' W� Im � -4 Z z op,4 a Wa L' IC G poi^ 1r7 X+? Im u7 cu cv .� a�« •� ** PCSTABLSM ** by Purdue University ------------------------------------------------------------------------------ - -Slope Stability Analysis- - Simplified Janbu, Simplified Bishop ' or Spencer's Method of Slices ' Run Date: 02 -08 -99 Time of Run: 1:43pm Run By: JWN Input Data Filename: C:MAC42.DAT Output Filename: C:MAC42.OUT Plotted Output Filename: C:MAC42.PLT ' PROBLEM DESCRIPTION MATTINGLY RES. 794 NEPTUNE AVE AFTER CONSTRUCT LOWER SEWALL F.S. BOUNDARY COORDINATES Y 7 Top Boundaries 11 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd ' 1 100.00 105.00 113.80 107.80 2 2 113.80 107.80 114.00 108.00 3 3 114.00 108.00 122.00 110.00 2 4 122.00 110.00 128.00 126.00 2 5 128.00 126.00 188.00 180.00 1 6 188.00 180.00 194.00 192.00 1 7 194.00 192.00 294.00 192.00 1 8 128.00 126.00 294.00 126.00 2 9 114.00 108.00 294.00 108.00 3 ' 10 113.80 107.80 294.00 107.80 2 11 100.00 97.50 294.00 97.50 4 -------------------------------------------------------------------------- ISOTROPIC SOIL PARAMETERS ' 4 Type(s) of Soil 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. 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 3 100.0 110.0 .0 7.0 .00 .0 0 4 125.0 130.0 1000.0 40.0 .00 -------------------------------- ----------------------------------o------------- ' TIEBACK LOAD(S) ' 2 Tieback Load(s) Specified Tieback X -Pos Y -Pos Load Spacing Inclination Length ' No. (ft) (ft) (lbs) (ft) (deg) (ft) ' 1 123.00 112.67 180000.0 8.0 30.00 50.0 2 126.00 120.67 180000.0 8.0 30.00 50.0 ' NOTE - An Equivalent Line Load Is Calculated For Each Row Of Tiebacks Assuming A Uniform Distribution Of Load Horizontally Between ---------------- Individual - Tiebacks -------------------------------------- - - - - -- 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 = 113.90 ft. and X = 113.90 ft. Each Surface Terminates Between X = 194.00 ft. and X = 294.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation ' At Which A Surface Extends Is Y = .00 ft. ' 21.00 ft. Line Segments Define Each Trial Failure Surface. --------------------------------------------------- ------- - Are - Displayed - The - Ten Following 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 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.90 107.83 3 155.22 113.14 4 173.50 123.47 5 188.53 138.14 6 199.31 156.16 7 205.11 176.34 8 205.45 192.00 ' Circle Center At X = 124.8 ; Y = 187.9 and Radius, 80.7 ' * ** 1.511 * ** t Individual data on the 14 slices ' Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge lice 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 .5 .0 .0 .0 .0 .0 .0 .0 2 8.0 970.1 .0 .0 .0 .0 .0 .0 .0 3 6.0 6681.0 .0 .0 8707.3 2649.5 .0 .0 .0 4 6.9 16341.4 .0 .0 6451.5 6453.5 .0 .0 .0 1 5 .6 1765.0 .0 .0 591.7 458.2 .0 .0 .0 6 19.7 70337.4 .0 .0 8558.9 13100.6 .0 .0 .0 7 18.3 87263.8 .0 .0 3864.8 7081.8 .0 .0 . 8 2.6 13445.7 .0 .0 595.1 810.6 .0 .0 .0 ' 9 11.9 61211.1 .0 .0 1841.0 3133.2 .0 .0 .0 10 .5 2720.8 .0 .0 60.2 120.1 .0 .0 .0 11 5.5 28754.8 .0 .0 1059.0 1332.9 .0 .0 .0 12 5.3 25657.6 .0 .0 735.6 1101.1 .0 .0 .0 13 5.8 17938.4 .0 .0 1283.4 1435.0 .0 .0 .0 14 .3 314.2 .0 .0 709.7 613.1 .0 .0 . Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.90 108.26 3 155.44 112.63 4 174.76 120.86 ' 5 192.15 132.63 6 206.97 147.51 7 218.67 164.95 ' 8 226.81 184.30 9 228.41 192.00 Circle Center At X = 122.5 ; Y = 216.8 and Radius, 109.2 * ** 1.610 * ** ------------------------------------------------------------------------------ Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.71 110.72 3 154.85 116.67 4 173.84 125.63 5 191.25 137.38 6 206.66 151.64 ' 7 219.72 168.09 8 230.11 186.33 9 232.28 192.00 Circle Center At X = 106.0 ; Y = 245.0 and Radius, 137.3 * ** 1.613 * ** Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.86 109.23 3 155.17 114.56 4 174.09 123.68 5 190.91 136.25 6 205.00 151.82 7 215.86 169.79 8 223.06 189.52 9 223.46 192.00 ' Circle Center At X = 117.5 ; Y = 216.9 and Radius, 109.1 ' * ** 1.617 * ** ------------------------------------------------------------------------------- Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 ' 2 134.75 110.41 3 154.97 116.08 4 174.09 124.77 5 191.65 136.28 ' 6 207.25 150.35 7 220.51 166.63 8 231.13 184.75 ' 9 234.00 192.00 Circle Center At X = 108.0 ; Y = 244.7 and Radius, 137.0 * ** 1.617 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 113.90 107.90 2 134.80 110.00 3 154.94 115.95 4 173.62 125.53 5 190.21 138.41 ' 6 204.11 154.15 7 214.85 172.19 8 222.05 191.92 9 222.07 192.00 Circle Center At X = 113.1 ; Y = 220.5 and Radius, 112.6 1.618 ------------------------------------------------------------------------------ Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.75 110.38 3 155.00 115.97 4 174.17 124.52 5 191.85 135.86 6 207.63 149.72 7 221.14 165.80 8 232.09 183.71 9 235.58 192.00 Circle Center At X = 107.9 ; Y = 247.3 and Radius, 139.6 * ** 1.621 * ** ' Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf >> No. (ft) (ft) ti 1 113.90 107.90 2 134.89 108.47 3 155.48 112.60 ' 4 175.07 120.18 5 193.08 130.98 6 208.98 144.69 7 222.33 160.91 8 232.71 179.16 9 237.35 192.00 ' Circle Center At X = 121.1 ; Y = 230.6 and Radius, 122.9 ' * ** 1.627 * ** ------------------------------------------------------------------------------ Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 113.90 107.90 2 134.89 107.16 1 3 155.62 110.50 4 175.31 117.80 5 193.21 128.79 6 208.63 143.03 ' 7 221.00 160.01 8 229.84 179.06 9 232.99 192.00 Circle Center At X = 128.2 ; Y = 214.6 and Radius, 107.7 * ** 1.627 * ** Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.88 106.92 3 155.56 110.59 4 174.92 118.71 5 192.02 130.90 ' 6 206.02 146.55 7 216.24 164.90 >> 8 222.16 185.05 9 222.61 192.00 Circle Center At X = 128.8 ; Y = 201.6 and Radius, 94.8 * ** 1.638 * ** i 1 1 I . I � r� �f I i i i t I 1 Im it ^ 0000 1 II 1 co x ftqlr u 0000 uj II tA 1 C—j II + �h — Y W !, 1 b.412 44 ° o `x 1 — 1 1— II u �� I \. I A� 1 1 ate II %CMLM -.4 ,_ 1 I I 1 II 1 IjNeg thh- G,Ci II 00 On I � (adL II n CQ.-i OCV =c it 0- V000 No4ta C9 1 In as x+> m In 1 he 1 u� 1 I I f CA W.a �I N UE T�� °�° ! 'N Hu r Mc 6—'T i OA w� I aj a IC i ' 9 i Iel 4 � 'r11'4 4� ' LO X+ Ln +* DyC R L L JM *fir - b .r r D.rrducY T "4i rc j +- L uL uu�.. x/111 v -_ ._a1 ...Y - - Siv n C Stability Analysis N r .Y Si.i 1 if, CA 7u-) , C;-"l i -P i Cd 1 :24 iivp ' V1 . N Cnc Vr ` s Method of S11VV ' Ru.-. DatC. 02 - 11_ 99 TiMIC vi D'u ii : 9 : l0 m " Drrr R.r• TWN L. ull __y . V .. 1. I1191,-Y,..'at Data Fiienam C:MTC50.DT'I' ' 0 tp F Icn an.c C : MAC 5v vv Plotted v'ut F ilC na:re: . ' PP.QRLEM DESCRIPTION 794 *7EPT -* 17 �'E DCVTTDO STrTIC . TFTED OnMCMP.IICT T nWVP. SE:7ALT F S RQ:. COOR DINA T ES , ' 7 To E0u1^lda 11 Total Boundaries ' Rr\rirY rinr.r V T r 4f t Vy V- Pyrrha V_D; r•rh ` C!-, I T'rr� uv ulauuLY a�11 vi y1a 1.1yc Lrr/ TIC ft \ Rc+l �r.� 1: /A • t L � , �. � , � L � Ll �. 1 V YY 111A 1 l 0 7 . On ` V• 1 V . V V 1-13.40 107.40 114.00 104.00 3 3 114.00 10 144: 7r • 00 110.80 4 1l) n . n 110 00 i 0n l 0n 4 [. V V V 1 4 0 V 5 124.00 12 .00 144 14 00 .00 1 v . 1 140.00 194.0 1 °2.00 1 ' 7 194.00 192.00 294.00 192.00 1 8 8 1 00 T "'r_ 00 294 00 i �ti nn 1 4 0 . 1 1. V• • 1 L V . V V L 9 114.00 104.00 294.00 104.00 3 10 113.40 107 294.00 107.40 2 ii 'Inn 00 a7 50 man 00 0'7 rn 4 1 1 1 V V• L J T• J/• V TCnMVnDT0 Sv TT DTP TMET 1.../V 11�V11V 1L L 4 Type��) of So ' SoilTotal Sat'arated Cohesion Frictioll Porn Press'�re Piez. Type T :7t. TT-it :7t. Intercept Tngle Pressure Constant Surface No. ( (pcf 1psfj (deg) Daraii. (Nsfy No. i 120.0 125.0 2 ',0.0 35.0 .00 . 0 0 2 110.0 120 500 n 25 0 nn n n • V 1 4 V J V V. V 4 J• • V V . V V ' 3 100.0 110.0 .0 7. .00 .0 0 4 125.0 130.0 i000.0 40.0 00 0 0 ' T Horizontal Earthquake LoG'aJ;♦i ng Coeffici L1 Horizontal 71 U11 y Coeffici Of .120 Has B een Assigned ' A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned t Cav i tation Pressure e • 0 psf 1 � u L �. v - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TIEBACK LOAD(S) ' 2 T ieback Load Specified `' \ I N ' Tieback V -Do° V -Pos Load Spacing Incl ination T Length 11li lJU VJI ll J 1 VJ V V 1 17 Lt.11 11 No (ft) (ft) (lbs) (ft) (deg) (ft) y / / ' 1 123.00 112.67 180000.0 8.0 30.00 50.0 2 125.00 120.57 180000.0 8.0 30.00 50.0 ' NOTE - An Equivalent Line Load Is Calculated For Each Ro.•. Of Tiebacks Assum Assum ing A Uni form Di Of Load Hor izontal ly y B et we e n ing 11L Llll 1V4..L 1 L VU1111 �. I.. YV \.11 individual Tiebacks . ---------- _--------- ____________ _______________________________ ' A Critical Failure Surf Searching M , Usi ng A Random l aAL �. •.IUL ! V4 Il Technique For Generating Circular S urfaces, Has Been Specified. 100 Trial Sur faces H av e Bee Genera V V 111U1 UL H ave V 11 VV 100 Surfaces initiate From Each Of 1 Points E Spacer? 1 V V Surfaces initiate U l..V L �./lll L V 1 V 1 6.J VLJU�IiU Along The Ground Surface B etween X = 113.90 ft. and ii 113.90 ft. Each Surface T erminates Betwee X = 194.00 ft. and v = 294.00 ft Unless Further Limitations Were imposed, The :Minimum Elevation ' At Which A Surface Extends Is Y - .00 ft. 21.00 ft. Li Ce De fine Each Trial Failure Surface. -------------------------------------------------------------------------------- Folio. -Jin � Tie D� spl e d The Tc ag n lloS C al c of mho Tri al y yJlly Y L.11 11 J VL r it 1V VL 1aV LL ky F.ai - S p ur f- " °s- Exame - The" A- 0r'I ered - Most Cr1 + ir-ol L UVVJ 1 S L u VJ t.y Vlay First. S F actor s Are Caicu d Br The m i fied 'B is hop me�..hod FC , iiiure vuifu�e uN�vif ieu Di, 0 v C o-dJ nate P n t✓ D ^vint X -Slur f V - Sur f L P:C. 1F i �Fti 1 113.90 107.90 ' 2 134.90 157.83 155.22 113.14 z 4 73.50 123.47 444.53 134.14 6 199.31 156.16 7 2 n 5. 1 1 1 - 7 6. 3 4 8 2 5.45 192.00 Circle 1entcr At X 124. i V - 1 an u Dauiuu� 80.7 inui v'iu'uui u n+- the 1-4 SsiiceU i Tie Eaiti "� aa�uul��. F ord F ord F ord F orce Forc-- Surcharge F T lr.^ TITi 1-^l+ -T', T .vhf To^ Bv. *:viiii Tarn u r,r � L oau .^... Ft r.; j .Tu a T '`..S ;1- L bs ; ;1- j i., . h ...�., ;1-y j i., �`.."., `�> J 1 `°.' \ �" % ia,�...� -i • j i.,. � 1- y � i - .a l I ` % 1 .y .5 .0 .0 .0 .0 .1 .0 .0 2 4.0 970.1 .0 .0 .0 .0 115.4 • n .0 • V 6.0 55 0 4 7 n 7 3 '� V 49 •✓ 4n 0 1.7 n n J V y V V L • V . V 4 6.9 15341.4 .0 .0 6451.5 5453.5 1961.0 .0 .0 F .6 1765 5: . 0 0 n 5oa 7 APZ4� �� 4 .0 6 19.7 70337.4 0 • 0 4558 9 13100 . 6 8440.5 0 0 7 44.3 47263.4 .0 .0 3454.4 7081.4 10471.7 .0 .0 2 2.6 13445.7 .0 .0 595.1 410.5 1513 5 0 0 9 i i. 9 v i 2 i i i v v i 4 4 i v -133.2 7 3 1 5. 3 • v 110 .5 2720.4 .0 .0 60.2 120.1 325.5 .0 .0 11 5.5 24754.4 .0 .0 1059.0 1332.9 3450.6 .0 .0 t i 2 5.3 25657.6 0 0 735.6 1101.1 3078.9 0 0 3 5.4 17938.4 .0 .0 1283.4 1435.0 2152.5 .0 .0 14 .3 314.2 .0 .0 709.7 613.1 37.7 .0 .0 ' 1 i' l aii'ur- n S'urfav- S °d R uY 9 wvrdi Poi Point X -S'ur f Y - S::r f No l f t � \ -F+- 1 113.90 107.90 2 134.71 110.72 3 154.85 116.57 4 173.84 125.63 5 i 9 i• 2 5 137.3 6 206.6 1 5 i 6 4 7 79 0 7 ) 1 -0 �1Q L y / • V V 8 230.11 1 V V• J J 9 232. 192.00 Nt V - log . n n V .= 24 0 Por7i iic 9 37 3 �yt V�.la VV1 V V / 1 5 ` J • V an u lAy 6lU � y / - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Failt:re - ------ - V - -i-i-- - 9 Coordinate Points Point X -Surf v.-Surf N v. � ft\ �ft\ 1 113.90 107.90 2 134.75 110.41 3 154.97 115.08 4 174.09 124 5 191.65 136.2- 6 2x7.25 150.35 7 220.51 166.63 8 231.13 184.75 9 234.00 192.00 Circlo C--.-.t--r At X - 108.0 Y = 244.7 and Radius 137.0 *4e � 1.2x4 v ' L'ni l i,r S"-f --- d Rts O Coor P oints ' Pviiit � - u'ur f Y -u::r f No. ftN eft` 1 113.90 107.90 2 134.75 110.38 3 155.On- 115.97 4 =74.17 =2 4.52 5 191.85 135. 6 207.63 1=9.72 ' 7 221.14 155.80 4 232.09 143.71 9 235.58 192.00 Circie Center At v 107.9 ; Y 247.3 a ^.d Radi -, i39.v ' ±* 1 -inn � ** • J V V - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Failure Surface Specified By 9 Coordinate Points ' V -Qur f Y -Q,I f U 1 No. ,f*N 1 113.90 107.90 2 134.49 104.47 3 155.44 112.60 4 175.07 120.1E 5 193.08 130.98 5 208.98 144.69 7 222.33 160.91 4 232.71 170.16 9 23'' ''S 1 0 - ).00 7� / • J 1 Circie C °rate= At X 121.1 ; Y 230.6 and Radius =22.9 1 V Failure S Specified B', 9 Coordi Poi Point X- S ,,, - f Y -Surf �� 1 113.90 101 90 2 i ')nan 1ng 1 J T• V 1 V J 155 1 1 2 5 3 4 174.76 120.45 5 192.15 132.63 6 206.97 147.51 7 218.67 164.95 4 22.41 144.30 9 224.41 192.00 Circie Center 3t v - =22.5 Y - 215.8 and Radius 1 09.2 ** -------------------------------------------------------------------------------- ' - . r 1 . 11 Coo „ at Point l Uai �. i./ larU rdi 111 o Pviiit X - vur i Y - sur f TTn / f+ \ / ft \ 1 113. 1017 : 2 i 3 4. 9 v i v - 1 3 3 155.76 iiv.3 A 176 =15. 5 195.93 122.30 6 ')l n . / 2 1 13 4 1 T .7 232.30 143 .25 4 248 . AA 156. . Z Z 262. -3 1;1.0191 101 2/ JV i ii 277 52 192. Ci rr.l o yore - ter or T�- 144 • V - 1 7n i i/ = 240 • F ur�ra P�r7i iii 9 47 01 la.l a� t -- / V .n UU1UJ, 1012 * * 1 317 Fai es Cii- -Fa S- cified By 9 Coordi Po Point X - u'a: V -Cl F 1 1 1 11 3. - V 1 01 /' . Q V 2 134.40 110.Olo ' 3 154.94 115.95 4 173. J 1 2 G 5 3 5 1 13 6 2 014.11 154.15 214 • 4 05 1'72. 1- 4 222.05 1 91.92 9 222.07 i-2 . 0101 Circle C -enter At X - 113.1 ; Y = 22.5 and Radius 112.6 ** Z1 7 ** -------------------------------------------------------------------------------- 1 ' Failure Surface Specified By 9 Coo-i „ato Doi „ +c V LaA lal 6..V L 111VV ' Point Ciirf V -�i rf r. X - Ua11 L al fft` k i 1 113.9 107.90 2 131.¢6 109.23 3 155.17 11=.56 4 174.09 223.6¢ ' S 190. 136.25 6 205.00 151.82 1 5.86 i60�70 7 2 g 223.06 189.52 9 223.46 192.00 Cir - .ie venter At v 127 .5 j Y - 216.9 and Dadi 1 - 09. 1 1 110 Fa i e r ace spc cIf ied By 9 C- r Do intS ' rQT/i�llt ll�uKrf Y -Sur f l V • ' 1 113.90 107 2 134.89 107.16 3 155.62 110.50 4 175.31 117.80 ' 5 193 128.79 6 208.63 143.03 7 221.00 160.01 ' 8 229.84 179.06 9 232.99 192.00 C; r e Center Tt Y - 1 74 • 2 • V - 11 A • 6 and glad i sac , 1 07 7 V 1 1 V 1 V L � V -` 1 4 V / 1 "� 4 1 Z an lA u l 1 G W m Rw Z � O m V 03 La... WN Jo Q� •� N Lo Got � IA ti.• L6� ' L6 0�4p.0000 N - ax mc a.. aa0000 ': m W T Gr174 � E" Ey N 04 _ N w , ~ as��tt* •� �*� ' •J Inc .i W d' V IA r-O 0 ' •V p4mn70*q 4, Wx WV 3 �Lt7000 m � +1 UNN.Im J '" •�� W r6 {in =,,4 +1Q000117 CmV4 ' mri ON W Er 94-4-44.4 ZV .-4 0 to ~ t`- 0 tJ� *-IN m In 117 r C t!J N m Co Co Ch ^I .4 '1 m WG1 GrrmmmmmNmmmm a1- J :0 *4 Nm 0 Z ~ . a Im 1s H Y�7 X+r 117 ' C C C" N N �-I '1 i%0 fX m W a a 0% m vas m 1 � W4► I Jco � al � 3 uj cm aJ H H v � IA ' m GX inc I.a 9-1 F W� W"� M G W .•I Z•-4 W� z lb as Nc« ' •� WIA �a ' J E7 � Z f— 3 -r4^ a E CLI w W4 as ' ** PCSTABL5M ** ' by Purdue University -------------------------------------------------------------------------------- ' - -Slope Stability Analysis- - Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 02 -08 -99 Time of Run: 2:09pm Run By: JWN Input Data Filename: C:MAC43.DAT ' Output Filename: C:MAC43.OUT Plotted Output Filename: C:MAC43.PLT PROBLEM DESCRIPTION MATTINGLY RES. 794 NEPTUNE AVE EX. F.S. ' UPPER BLUFF W /SWALL• BEFORE CONST UPPER BOUNDARY COORDINATES ' 7 Top Boundaries 11 Total Boundaries ' Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd ' 1 100.00 105.00 113.80 107.80 2 2 113.80 107.80 114.00 108.00 3 3 114.00 108.00 122.00 110.00 2 ' 4 122.00 110.00 128.00 126.00 2 5 128.00 126.00 188.00 180.00 1 6 188.00 180.00 194.00 192.00 1 7 194.00 192.00 294.00 192.00 1 8 128.00 126.00 294.00 126.00 2 9 114.00 108.00 294.00 108.00 3 10 113.80 107.80 294.00 107.80 2 ' ------------ 11 -- - - - - -- 100_00 - - - -- - 97_50 294.00 -- --- -- - - - - - 4 ------ ----- --- - - - - -- ISOTROPIC SOIL PARAMETERS ' 4 Type(s) of Soil ' 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. 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 ' 3 100.0 110.0 .0 7.0 .00 .0 0 4 125.0 130.0 1000.0 40.0 .00 ---------------------------------- --------------------------------0------------- ' TIEBACK LOAD(S) ' 2 Tieback Load(s) Specified Tieback X -Pos Y -Pos Load Spacing Inclination Length No. (ft) (ft) (lbs) (ft) (deg) (ft) ' 1 123.00 112.67 180000.0 8.0 30.00 50.0 2 126.00 120.67 180000.0 8.0 30.00 50.0 ' NOTE - An Equivalent Line Load Is Calculated For Each Row Of Tiebacks Assuming A Uniform Distribution Of Load Horizontally Between l ---------------- Individual Tiebacks -------------------------------- ------ - - - - -- ' A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. ' 500 Trial Surfaces Have Been Generated. ' 100 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 127.00 ft. and X = 167.00 ft. Each Surface Terminates Between X = 201.00 ft. and X = 294.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 21.00 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 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 ' 2 146.66 130.72 3 164.91 141.10 4 181.30 154.23 5 195.42 169.77 6 206.92 187.35 7 209.01 192.00 ' Circle Center At X = 90.2 ; Y = 251.1 and Radius, 133.0 ' * ** 1.273 * ** Individual data on the 10 slices ' Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge r lice 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 1.0 125.9 .0 .0 .0 .0 .0 .0 .0 2 6.1 2777.5 .0 .0 .0 .0 .0 .0 .0 3 12.6 13240.5 .0 .0 .0 .0 .0 .0 .0 4 18.3 33075.8 .0 .0 .0 .0 .0 .0 .0 5 16.4 37241.9 .0 .0 .0 .0 .0 .0 .0 6 6.7 15325.2 .0 .0 .0 .0 .0 .0 .0 7 6.0 15190.9 .0 .0 .0 .0 .0 .0 .0 8 1.4 3932.9 .0 .0 .0 .0 .0 .0 .0 9 11.5 18543.5 .0 .0 .0 .0 .0 .0 .0 10 2.1 582.4 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf ' No. ( ft) (ft) 1 127.00 123.33 2 146.67 130.69 3 164.87 141.17 4 181.09 154.50 5 194.91 170.32 ' 6 205.94 188.19 7 207.49 192.00 Circle Center At X = 92.4 ; Y = 245.9 and Radius, 127.3 * ** 1.275 * ** ------------------------------------------------------------------ Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 146.81 130.29 3 165.33 140.21 4 182.10 152.84 5 196.74 167.90 6 208.89 185.03 7 212.38 192.00 Circle Center At X = 91.8 ; Y = 255.3 and Radius, 136.6 ' * ** 1.276 * ** Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 146.95 129.88 3 165.63 139.48 4 182.57 151.90 ' 5 197.34 166.82 6 209.58 183.89 7 213.65 192.00 Circle Center At X = 95.6 ; Y = 252.8 and Radius, 133.2 * ** 1.283 * ** ------------------------------------------------------------------------------ Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 146.14 131.97 ' 3 163.94 143.11 4 180.08 156.56 5 194.24 172.06 6 206.18 189.33 ' 7 207.54 192.00 Circle Center At X = 73.0 ; Y = 268.7 and Radius, 155.0 * ** 1.284 * ** ' Failure Surface Specified By 7 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 146.36 131.47 3 164.66 141.78 4 181.64 154.13 ' 5 197.08 168.37 6 210.78 184.28 7 216.00 192.00 Circle Center At X = 66.4 ; Y = 294.6 and Radius, 181.7 ' * ** 1.286 * ** ------------------------------------------------------------------------------ Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 ' 2 147.08 129.49 3 166.04 138.51 4 183.48 150.21 5 199.02 164.34 6 212.32 180.59 7 219.15 192.00 Circle Center At X = 95.2 ; Y = 262.9 and Radius, 143.1 * ** 1.307 * ** 1 ' Failure Surface Specified By 7 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.29 128.73 3 165.94 138.39 4 182.06 151.86 5 194.88 168.49 6 203.81 187.50 7 204.82 192.00 Circle Center At X = 112.5 ; Y = 218.8 and Radius, 96.6 * ** 1.307 * ** ------------------------------------------------------------------------------- ' Failure Surface Specified By 7 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.44 128.17 3 166.43 137.12 4 183.18 149.80 5 196.94 165.66 6 207.13 184.02 7 209.59 192.00 ' Circle Center At X = 114.0 ; Y = 223.7 and Radius, 101.2 ' * ** 1.309 * ** Failure Surface Specified By 7 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.18 129.14 3 166.33 137.77 ' 4 184.04 149.05 5 199.97 162.73 6 213.78 178.56 ' 7 222.48 192.00 Circle Center At X = 96.6 Y = 266.9 and Radius, 146.7 ' * ** 1.328 * ** Ira W a a z of W 4L W J J I � *� I Ih O fr OOO I as �D d' � yr /' '• ' '• �'M g "f a x o JO: a' waoOO I` Wai r I H '� I ' \ is H 4400 0 xx W .. I Ln + J Wo I ' 34 .00 O w + cq�l N a O ' A F *yam *i*y ' W II. W +? II oar I%, 4, Wz i+?� I IA Liz II 0Y7 a r0 w C• oa C+m I I ' W w In II ig,000O0O0000 z II 44 4 4 4 444 4 4 ' it •-! tV C7 �1' !t? ti0 co Ch 0 i I - W ? �h CD co co v Lo co Lo ' V In I V a I� ' W O D M ' u m Wp. a Wa Was JI M ' 3M M 3 L6 W � C4G4� W F- E " E•i v ;k ;w • IA 0 M Y ou r Lnc j X�' W Aw ol ' M I 9, i C IA z., Z :7 X+' t17 7+ ** PCSTABL51M, ** by Purdue University ----------------------------------------------------------------------------- - -Slope Stability °l� i-- Slope Ar l iu _Y J c;- plified Janbu, Simplified Bishop yyL " or Spencer's Method of Slices Run Date: 02 -11 - 99 Time of Run: 2:26pm Run By: JLL7N Input Data Filename: C:MAC52.DAT Output Filename: ' ITT C.MAC ✓ 1 P 0*4-�A Output F l enam° . ( • M7j( F 7 D 1 1.s VV VI llt. V • V. • LLL VJ L . L ' PROBLEM DESCRIP'T'IO *T 7014 NEPTUNE PSEUDO STI F.S. PROBLEM L J 1 1 L\ J ATTC E T NEPTUNE AVE L PSEUDO J 1 1 >. UPPER W CTONT T BEFO C`ONOM TTUDFD 1 L LLB V L L JJL 1J CON OM 1 1 L1\ BOUNDARY COORDINATES 7 Top Boundaries 11 Total Boundaries .0i n \1 V- ef} V -T °f t V -Rig h -D i l rt' C i t m \r o B �,LL�ar. L-�.. �. > LL V L > � y LL� - __ G No (f rft' (ft) (ft) Belo:•. Brd 1 100.0^ 1n '' . . �� 4 0 10 4 n V V✓ V 1 1 J V / V V 4 2 113. 107.80 114.00 104.00 3 3 114.00 108.00 122.00 110.00 2 4 122.00 110.00 124.00 125.00 2 5 124.00 126.00 148.00 140.00 1 ' 6 184.00 140.00 194.00 192.00 1 7 194.00 192.00 294.00 192.00 1 4 128.00 126.00 294.00 126.00 2 9 114.00 104.00 294.0 104.00 3 ' �n 1Z Q0 10740 01 n.QQ 107°n 2 1 V i J. V 1 . V 2/ T . V V 11 100.00 97 . 50 294.00 97.50 4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ISOTROPIC SOIL PARAMETERS 4 rri . , / S N of Soil Soil Total Sat urated Co::esio ^. Friction Pore Pressure Pi °z Typ- Unit :Jt. Unit : "it. IL ^.t-rC- Arg1c Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf)- No. 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 I 3 100.0 110.0 .0 7.0 .00 .0 0 4 125.0 130.0 1000.0 40.0 .00 .0 0 ' A Horizontal Earthquake Loading Coefficient Of .120 Has Been Assigned A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned ' . Cavitation Pressure = 0 psf --------------------------------------------------------------- i TIEBACK LOAD(S) 2 Tieback Load(s) Specified Tieback X -Pos Y -Pos Load Spacing Inclination Length ' No. (ft) (ft) (lbs) (ft) (deg) (ft) ' 1 123.00 112.57 180000.0 8.0 30.00 50.0 2 126.00 120.57 180000.0 8.0 30.00 50.0 NOTE - An Equivalent Lire Load Is Calculated For Each Row Of Tiebacks Assuming A Uniform Distribution Of Load Horizontally Between Individual Tiebacks. t-------------------------------- ---------------------------------------------- ' A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. ' 500 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 127.00 ft. and X = 167.00 ft. Each Surface Terminates Between X = 201.00 ft. and X = 2 94.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 21.00 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 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 ' 2 146.81 130.29 3 165.33 140.21 4 182.10 152.84 5 196.74 167.90 6 208.89 185.03 7 212.38 192.00 ' Circle Center At X = 91.8 ; Y = 255.3 and Radius, 136.6 ' * ** 1.053 * ** Individual data on the 10 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge �*T lice W dt :":eight Top B i ot orm Tan Ho. Ver T ^nA �- r r.� v Lb° v N T bs r V,) r bs (rn ) Lbs (kg Lbs (kg Lbs (kg ) Lbs (kg ) No . F ( i b - -( . g ) s - (- I - u� - l y / 1 1.0 127.2 .0 .0 .0 .0 15.3 .0 . 2 6.6 3142.8 .0 .0 .0 .0 381.9 .0 .0 3 12.2 13619.9 .0 .0 .0 .0 1634.4 .0 .0 4 14.5 35568.4 .0 .0 .0 .0 4268.2 .0 0 5 16.8 41491.9 .0 .0 .0 .0 4979.0 6 5.9 15199.6 .0 .0 . 0 . 2073 0 1824: .0 0 .0 . 0 7 6.0 17274.9 .0 .0 8 2.7 8374.9 .0 .0 .0 .0 1005.0 .0 •0 9 12.2 22660.9 .0 .0 .0 .0 2719.3 .0 •0 0 3.5 1457.7 .0 .0 .0 .0 174.9 .0 •0 1 Fail::re Surface Specified By 7 Ccordinat� Points P- X -Surf Y - Sur f No. (ft) (ft) 1 127.00 123.33 2 146.66 130.72 ' 3 164.91 141.10 4 181.30 154.23 5 195.42 169.77 6 206.92 187.35 7 209.01 192.00 Circle Center At X = 90.2 ; Y = 251.1 and Radius, 133.0 * ** 1.054 * ** ------------------------------------------------------ Failure Surface Specified By 7 Coordinate Points- Point X - Sul rf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 t 2 146.36 131.47 3 164.66 141.78 ' 4 181.64 154.13 5 107.08 168.37 6 210.78 184.28 ' 7 216.00 192.00 - Circle Center At X = 66.4 ; Y - 294.6 and Radius, 181.7 * ** 1.054 * ** Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf / ft No. (ft) } 1 127.00 123.33 ' 2 146.67 130.69 3 164.87 141.17 4 181.00 154.50 5 194.91 170.32 6 205.94 188.19 7 207.49 192.00 ' Circle Center At X 92.4 ; Y = 245.9 and Radius, 127.3 * ** 1.058 * ** I _ ______________________ _______________________________ _ Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 146.95 129.88 3 165.63 139.48 ' 4 182.57 151.90 5 197.34 166.82 6 209.58 183.89 ' 7 213.65 192.00 Circle Center At X = 95.6 ; Y = 252.8 and Radius, 133.2 * ** 1.058 * ** ' Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf NO. (f+-) (ft) 1 127.00 123.33 ' 2 146.14 131.97 3 163.94 143.11 4 180.08 156.56 5 194.24 172.06 6 206.18 189.33 7 207.54 192.00 ' Circle Center At X = 73.0 ; Y = 268.7 and Radius, 155.0 ' * ** 1.063 * ** t ------------------------------------------------------------------------------ --------------- Faiiurc Surface Specified By 7 Coordinate Polnts Point X -Surf Y -Surf 1 127.00 123.33 2 147.08 129.49 3 166.04 138.51 4 183.48 150.21 5 199.02 164.34 ' 6 212.32 180.59 7 219.15 192.00 Circle Center At X = 95.2 ; Y = 262.9 and Radius, 143.1 * ** 1.072 * ** Failure Surface Specified By 7 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 145.78 132.73 3 163.84 143.46 4 181.07 155.45 5 197.39 168.66 a 6 212.72 183.02 7 221.03 192.00 ' Circle Center At X = 6.3 ; Y = 388.1 and Radius, 291.0 ** , 3 * ** 1.OEJ 1 ------------------------------------------------------------------------------ Failure Surface Specified By 7 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.1E 129.14 3 166.33 137.77 4 184.04 149.05 ' 5 199.07 162.73 6 213.78 178.56 7 222.48 192.00 ' Circle Center At X = 96.6 • Y = 266.9 and Radius 1 6.7 Center C • V / 4 Radius, 1Z ' * ** 1.086 * *± Failure Surface Specified By 7 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.44 128.17 3 166.43 137.12 ' 4 183.18 149.80 5 196.94 165.66 6 207.13 184.02 7 209.59 192.00 Circle Center At X = 114.0 Y = 223.7 and Radius, 101.2 * ** 1.089 * ** L11 ' = M ra F- ' W W � a M a� J 30�+ Nfm N w rM •N aim hb ;;�� ,•, 4r t. V 313 spa .............' _ J 0404 OO OO "r, � Ih r G,~ Cox O'�7 Mc 9410000 + '' ° x Z IM 'y Illon O A MCM a� as � W ^ O = IA c ' oO O = �' cVc�vu WE cu 2 c"LnO00 M 117 #' 0 NN-4M J INC 04 -P-1 U +1QM -4ON W � �N•- 1O�'�t � =,S4 M �*iri*i*1 qru .w N� M IA rlJZ .4m Mqr LM W a c 0 0 0 IN M na aN094N d wlnu7v��i�,u7va�aa�a z 4 - 4 NM d' 0 +l, M00 .4 IA ' z w7 0 u7 x4.) is N7 N N +-1 1� a� N Z c4 O rr Z cim t W IX*i ' W•• ' JQti 33 In al ' Wttif iz 03 W.. ... om ZJ F+ F �+ 004 (� UI 10 •w Wo Ina .•I I L6Z x a V W ass � zt IA H� W� Z� d' 41 •<« Ifs W� J.� c7 a X+� Is V4 CC" •-1 I �+ 1 ** PCSTABL5M ** ' by Purdue University -------------------------------------------------------------------------------- ' - -Slope Stability Analysis- - Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 02 -08 -99 ' Time of Run: 2:17pm Run By: JWN Input Data Filename: C:MAC44.DAT ' Output Filename: C:MAC44.OUT Plotted Output Filename: C:MAC44.PLT PROBLEM DESCRIPTION MATTINGLY RES. 794 NEPTUNE AVE AFTER CONST. OF LOW. SEAWALL &UPPER RETENTION 1 BOUNDARY COORDINATES ' 7 Top Boundaries 11 Total Boundaries ' Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 105.00 113.80 107.80 2 2 113.80 107.80 114.00 108.00 3 3 114.00 108.00 122.00 110.00 2 ' 4 122.00 110.00 128.00 126.00 2 5 128.00 126.00 188.00 180.00 1 6 188.00 180.00 194.00 192.00 1 ' 7 194.00 192.00 294.00 192.00 1 8 128.00 126.00 294.00 126.00 2 9 114.00 108.00 294.00 108.00 3 10 113.80 107.80 294.00 107.80 2 ' -------- - - - - 11 - - -- 100_00 97.50 294.00 - - - - -- 97_50 - - - - - 4 - - -- ----- ------ --- - - - - -- ISOTROPIC SOIL PARAMETERS ' 4 Type(s) of Soil ' 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. 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 ' 3 100.0 110.0 .0 7.0 .00 .0 0 4 125.0 130.0 1000.0 40.0 .00 .0 0 -------------------------------------------------------------------------------- TIEBACK LOAD(S) ' 2 Tieback Load(s) Specified ' Tieback X -Pos Y -Pos Load Spacing Inclination Length No. (ft) (ft) (lbs) (ft) (deg) (ft) ' 1 123.00 112.67 180000.0 8.0 30.00 50.0 2 126.00 120.67 180000.0 8.0 30.00 50.0 ' NOTE - An Equivalent Line Load Is Calculated For Each Row Of Tiebacks Assuming A Uniform Distribution Of Load Horizontally Between '---------------- Individual Tiebacks ------------------------------------- - - - - - -- ' Searching Routine Will Be Limited To An Area Defined By 1 Boundaries Of Which The First 0 Boundaries Will Deflect Surfaces Upward ' Boundary X -Left Y -Left X -Right Y -Right No. (ft) (ft) (ft) (ft) ' ------------- 1 -------- 200_00 - - - -- 152_00 - - - -- 200_10 - - - -- 192_00 ------------ - - - - -- ' A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. ' 500 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 127.00 ft. and X = 167.00 ft. Each Surface Terminates Between X = 201.00 ft. and X = 294.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. ' 21.00 ft. Line Segments Define Each Trial Failure Surface. F --------------------------------- - - - - -- - Most Critical Of The Trial ---------- -- Following Are Displayed The Ten Failure Surfaces Examined. They Are Ordered - Most Critical ' First. ' * * Safety Factors Are Calculated By The Modified Bishop Method ' Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.87 125.67 3 168.08 131.37 ' 4 187.09 140.29 5 204.40 152.19 6 219.53 166.75 7 232.09 183.58 ' 8 236.44 192.00 Circle Center At X = 123.6 ; Y = 250.3 and Radius, 127.0 ' * ** 1.498 * ** ' Individual data on the 11 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge 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 1.0 140.4 .0 .0 .0 .0 .0 .0 .0 2 19.9 24475.8 .0 .0 .0 .0 .0 .0 .0 3 1.2 2627.8 .0 .0 .0 .0 .0 .0 .0 ' 4 19.0 56693.4 .0 .0 .0 .0 .0 .0 .0 5 19.0 79389.9 .0 .0 .0 .0 .0 .0 .0 6 .9 4243.7 .0 .0 .0 .0 .0 .0 .0 7 6.0 30977.3 .0 .0 .0 .0 .0 .0 .0 ' 8 10.4 54129.8 .0 .0 .0 .0 .0 .0 .0 9 15.1 59078.9 .0 .0 .0 .0 .0 .0 .0 10 12.6 25373.6 .0 .0 .0 .0 .0 .0 .0 11 4.4 2200.9 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.73 126.71 ' 3 167.78 132.93 4 186.78 141.88 5 204.35 153.38 6 220.15 167.22 ' 7 233.88 183.11 8 239.61 192.00 ' Circle Center At X = 113.7 ; Y = 271.8 and Radius, 149.0 * ** 1.500 * ** ----------------------------------------------------------------------------- Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' ' 1 127.00 123.33 2 147.96 124.59 ' 3 168.35 129.61 4 187.50 138.23 5 204.77 150.18 6 219.60 165.05 7 231.50 182.36 8 235.81 192.00 Circle Center At X = 130.9 ; Y = 237.6 and Radius, 114.4 ' * ** 1.522 * ** Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.91 121.36 3 168.58 125.06 4 187.51 134.16 5 203.31 147.99 6 214.82 165.55 r 7 221.22 185.55 ' 8 221.47 192.00 Circle Center At X = 144.8 ; Y = 198.1 and Radius, 76.9 r * ** 1.529 * ** r -------------------------------------------------------------------------------- r Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 148.00 123.62 3 168.54 127.97 r 4 187.85 136.22 5 205.20 148.06 6 219.91 163.04 r 7 231.44 180.60 8 236.07 192.00 Circle Center At X = 136.3 ; Y = 229.5 and Radilts, 106.6 r * ** 1.551 * ** r r Failure Surface Specified By 8 Coordinate Points r Point X -Surf Y -Surf No. (ft) (ft) r 1 127.00 123.33 2 147.89 121.17 3 168.64 124.41 4 187.88 132.83 5 204.33 145.88 6 216.91 162.69 7 224.79 182.16 8 226.04 192.00 Circle Center At X = 145.9 ; Y = 201.8 and Radius, 80.7 ' * ** 1.556 * ** -------------------------------------------------------------------------------- 1 ' Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.86 120.93 3 168.65 123.89 4 188.02 132.02 ' 5 204.69 144.78 6 217.60 161.35 7 225.88 180.65 8 227.59 192.00 Circle Center At X = 146.9 ; Y = 202.2 and Radius, 81.3 ' * ** 1.574 * ** ' Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 127.00 123.33 2 147.97 122.24 3 168.73 125.44 4 188.40 132.79 ' 5 206.17 143.98 6 221.29 158.56 7 233.13 175.90 8 239.83 192.00 Circle Center At X = 142.9 ; Y = 224.3 and Radius, 102.2 ' * ** 1.603 * ** ------------------------------------------------------------------------------ ' Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 ' 2 148.00 123.07 3 168.69 126.68 4 188.36 134.04 5 206.33 144.90 6 222.00 158.87 7 234.83 175.50 8 243.26 192.00 ' Circle Center At X = 139.0 ; Y = 235.8 and Radius, 113.1 ' * ** 1.613 * ** Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 127.00 123.33 2 147.66 119.55 ' 3 168.56 121.57 4 188.12 129.23 5 204.83 141.94 ' 6 217.43 158.74 7 224.95 178.35 8 226.17 192.00 ' Circle Center At X = 151.0 Y = 194.7 and Radius, 75.3 ' * ** 1.622 * ** 1 ao W �. II �r 41 � �, � .• I I I I � ' II �a0000 .Jz f i.p- ............ n. UM II xa: 0 0 tA 1 �• � ti �= /I� Ire wm 4-00 01 1 in c �v I 0 0 NO 0 I % ; I Isa 34- 000n1 y I CON. CON.. . O �� I a a p" oz I ~ I a� II II 5n C17t� 0C8WO+00•iN Z` II w NcQ mcq Nmmmm i V Lo X+3 J V 1 1 I IM 1 0 1 WM I I � 31 1 =R , , N ,= I� J I� 0 j ........... 1 w °� 1 tXI Wc �` 1 cu u� I I 1 0 � I f.A IA I 1 I Im a I i Z I I i X+' I U7 rq I w+ 1 ++ T) ('CT71 v T FTd ++ N Y -------------------------------------------------------------------------------- ' - -Si --- Stahl ----y T - ysys__ S --I i - 7 , C?i-- I,fi ^A Ri r, r 1lll L.I111141A Va.All"../4A ✓llll t./1111414 L/L U.1V t.! or Spcnccr % s Mc ho �.f C l i nr,o ' VL ✓4./411441 J Ll41..11VU VL ✓1144) V 4 1 ' T- .^. D'l:. 9:10 uiii Y jWN Inpult Data C.MAC48.OTT v'ait n aiiie: • C :M At- ZB. nTjT ' Pivtted Out Filename: C•MAC48.D PDOB.T�EM DESCRIPTIO *: 7O *:EPTU *:E A��E PSEUDO STATIC AFTER ' CO *:ST. OF LOG.. SEAINIA r.TTDD RETENTION BOU * :DARY COORDINATES ' 7 To^ Boundaries N 11 Total Boundaries ' Boundary X -Left Y -Left X -Right Y -Right Soil Type *70. (ft) (ft) (ft) (ft) Belo.•. Bnd 1 100.00 105.00 113.80 107.80 2 113.80 107.80 114.00 108.00 3 3 114.00 108.00 122.00 110.00 2 ' 4 122.00 110.00 128.00 126.00 2 5 128.00 126.00 188.00 180.00 1 6 188.00 180.00 194.00 192.00 1 7 194.00 192.00 294.00 192.00 1 8 128.00 126.00 294.00 126.00 2 9 114.00 108.00 294.00 108.00 3 10 113 00 T n7 Qn ->an . 00 107 80 V V 1 V/. V V V/ Z 1' 100 00 0 -n �a4 n0 o7 n ' ISOTROPIC SOI PA R AM E T E RS i 4 Type o f Soil INS -k- I ' Soil Total Saturat - -d Cohesion Fricti Pie, on: Pore Press'.:re . T vTiZit U74- vTniit Wt. T-+------+- A. Pr e."i.°_aur e Constant Surf ace rN i (psf) No. (p f) (pcf) (psf) (deg) Param. No. ' 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 ' 3 100.0 110.0 .0 7.0 : 00 : 0 0 4 125.0 130.0 1000.0 40.0 00 0 0 A Horizontal Earthquake Loading Coefficient Of .120 Has Been Assigned ' A vertical Earthquake Loading Coefficient Of .000 Has Been Assigned CaT�itation Pressure = .0 psf ------------------------------------------------------------------------------ TIEBACK LOAD(S) ' 3 Tieback Load(s) Specified Tieback X -Pos Y -Pos Load Spacing Inclination Length No. (ft) (ft) (lbs) (ft) (deg) (ft) ' 1 123.00 112.67 180000.0 8.0 30.00 50.0 2 126.00 120.67 180000.0 8.0 30.00 50.0 3 200.00 192.00 60000.0 8.0 15.00 40.0 NOTE - An -Equivalent Line Load Is Calculated For Each v P.oza Of Tieback.-- Assuming A Uniform Distribution Of Load Horizontally Between Individual Tiebacks. ------------------------------------------------------------------------------ ' Searching Routine Will Be Limited To An Area Defined By 1 Boundaries Of Which The First 0 Boundaries Will c U Deflect Surfaces �d T ..� a r ' Boundary X -Left Y -Left X- Right Y -Right No. (ft) (ft) (ft) (ft) ' 1 200.00 152.00 200.10 192.00 -------------------------------------------------------------------------------- A Critical Failure Surface Searching ethod U-in Ra ndom g s VJlll A �,a11dJm Technique For Generating Circular Surfaces, Has Been Specified 500 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 127.00 ft. ' and X = 167.00 ft. ' Each Surface Terminates Between X _ 201.00 ft. and X = 294.00 ft ' Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. ' 21.00 f} L ine Se n h T r; Fa u ac �. �..� �egmen De fine Eac.. ��aZ Su rf ac e. ------------------------------------------------------------------------------ Following Are Displayed The Ter. Most Critical Of The Trial ' Failure Surfaces Examined. They Are Ordered - Most Critical First. ' * * Safety Factors Are Calculated By The Modified Bishop Method f Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.73 126.71 3 167.78 132.93 ' 4 186.78 141.88 5 204.35 153.38 6 220.15 167.22 7 233.88 183.11 8 239.61 192.00 Circle Center At X = 113.7 ; Y = 271.8 and Radius 149.0 ** 1.233 ** Individual data on the 11 slices Water :dater Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tar. Hor Ver Load ' No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 1 1.0 137.6 .0 .0 .0 0 16.5 .0 0 2 15.4 14883.5 .0 .0 .0 .0 1786.0 .0 .0 3 4.4 8064.0 .0 .0 .0 .0 967.7 .0 .0 ' 4 20.1 55265.1 .0 .0 .0 .0 6631.8 .0 .0 5 19.0 75118.1 .0 .0 .0 .0 9014.2 0 .0 6 1.2 5430.9 .0 .0 1.7 -1.9 651.7 .0 .0 ' 7 6.0 29774.8 .0 .0 53.2 -51.3 3573.5 .0 .0 8 10.4 52181.5 .0 .0 391.8 -267.6 6261.8 .0 .0 9 15.8 60104.8 .0 .0 2298.8 -840.0 7212.6 .0 .0 10 13.7 27727.6 .0 .0 4189.0 654.0 3327.3 .0 11 5.7 3057.4 .0 .0 1709.5 830.8 355.9 .0 .0 Failure Surface Specified BY 8 Coordinate Points Point X -Surf Y -Surf No. (ft; (ft; 1 127.00 123.33 2 147.87 125.67 ' 3 168.08 131.37 4 187.09 140.29 5 204.40 152.19 6 219.53 166.75 7 232.09 183.58 8 236.44 192.00 ' Circle Center X = 123.6 ; Y - 250.3 ardiRadius 127.0 *± 1.234 ** ------------------------------------------------------------------------------ Fa l ure Surface spec; f; er' R• 8 Coordinate Points 411 1 V 11U Uj./ 1 1 VGA LS Point X -Surf Y -Surf ' No. (ft; (ft) ' 127.00 123.33 1 2 147.96 124.59 ' 3 168.35 129.61 4 187.50 138.23 5 204.77 150.18 6 219.60 165.05 7 231.50 182.36 8 235.81 192.00 ' Circle Ce. ^.ter At X - 130.9 : Y - 237.6 a ^.d Radius 114. 4 ' * ** 1.255 ± ** Fai Su--F--- Covr dinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.91 121.36 3 168.58 125.06 ' 4 187.51 134.16 5 203.31 147.99 6 214.82 165.55 ' 7 221.22 185.55 8 221.47 192.00 Circle Center At X 144.8 ; Y = 198.1 and Radius, 76.9 * ** 1.275 * ** 1 ------ - - - - Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) . ' 1 127.00 123.33 2 148.00 123.62 ' 3 168.54 127.97 4 187.85 136.22 5 205.20 148.06 6 219.91 163.04 7 231.44 180.60 8 236.07 192.00 ' Circle Center At X = 136.3 ; Y = 229.5 and Radius, 106.6 ' * ** 1.278 * ** ' Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.89 121.17 3 168.64 124.41 ' 4 187.88 132.83 5 204.33 145.88 6 216.91 162.69 7 ' 1 24. 79 182.-6 ' 8 226.04 192.00 ^'r ^V 1 'e Center At X - 145.9 ; Y 201.8 and Radius, 80.7 V 1 1 ± *,t , . 294 ** 1 4 ' Failure Surface Specified By 9 Coordinate Pcints ' Pcint X -Surf Y -S•lrf ul No. (ft) (ft) ' - 121 123.33 2 147.39 128.36 3 167.34 134.92 ' 4 186.74 142.96 5 205.47 152.45 6 223.44 163.32 7 240.53 175.52 ' 8 256.66 188.98 9 250,77 19 ' Circle Center At X = 70.7 ; Y - 395.4 and Radius 277.8 ' Failure Surface Specified By 9 Coordinate Points ' PCint X -S ua f }( -yurf 1 L No. (ft) (ft) ' 1 127.00 123.33 2 147.18 129.14 3 1 -66.97 1'S ,7 J . 1 ' 4 286.29 ion 10 1 -4 . 11 5 205.08 153.79 6 223.25 164.31 7 240.74 -75.92 ' 8 257.50 188.59 9 261.48 192.00 ' Circle Center At X - 42.3 ; Y 455.9 any a u r ------------------------------------------------------------------------------ Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y- Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.86 120.93 ' 3 168.65 123.89 4 188.02 132.02 5 204.69 144.78 ' 6 217.60 161.35 7 225.88 180.65 8 227.59 192.00 ' Circle Center At X = 146.9 ; Y = 202.2 and Radius, 81.3 ' * ** 1.307 * ** T Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.97 122.24 3 168.73 125.44 ' 4 188.40 132.79 5 206.17 143.98 6 221.29 158.56 ' 7 233.13 175.90 8 239.83 192.00 ' Circle Center At X = 142.9 ; Y = 224.3 and Radius, 102.2 * ** 1.316 * ** JOB 7u N E. ,4 V SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. ' OF I� 927 Arguello Street �7� Rod REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE (650) 367 - 9595 CHECKED BY DATE FAX (650) 367 -8139 ^ _ SCALE '07 �7 FEB � N I s4 , t+ G.o Pi S T �./ C-7r 1 1 ht 0 _ 1/* Lr N f� �/ F f�G ��h 7- a i-4 �' �•) A -I,L. H LT 7z v cam?" 1 N � c v T �1�+ TS T � � eT►�i� �� -�_ � N � �� N/ I Q ROFESS /p �c0 pONAl0,y91 c� EXR 06 /30/01 � �� CH CA N�� , L` r+. NODUCT ^ Si-.oe n+sisi ZCE+ viaaeu JOB F�� T %- 14 E, AV SOIL ENGINEERING CONSTRUCTION, INC SHEET NO L of 10) 927 Arguello Street — Z — C?q REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY b DATE (650) 367.9595 CHECKED BY �"�� DATE FAX (650) 367 -8139 SCALE . C N P 1✓r . .. ...... __T- v 1Z' Fit } T r.ora __ .... V `-7 . S Tf 7 v.. T ► �-t �-i. rt.S `�=1 t ...... + .....+ .................. E... .......... g. 'h 4-T _ 7�f :..._. ..._....ifs ._...._ sw r..... So�.............!..........�... S P 5 . F . ... ... ..... F. ...... ... ............. .... . F.-4, . .!F'*f' _....._1 .... 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LA Tz _ � _ S �' �`P...... ... s V°P.t........ s... ! .......... ......._I *..... . (6) E X14 �S l, � o. = _. __��''T� t 41 7 ................ . .... .._ ................... . 0 Q, /7-7 a 1� S 1-7- p P I lid O 1-7 L-- I e e. r i� ? S � R S S '.S n " � � w s = i • � i w ■ S t -: : f t� i H Y 3 j n w n .Z w .t w w . w w • w S L 1 :s IL • w w • w v m w • . Y • ft* � � %I • • • • - - � w w � S f C6 i . r r r . r r . . . r r • . • e N � •' w • rills 8 S s 9 2 8 4 w r � 1. . sr � � . •� �� t j* ;- i • _7 I.. .2 3: •- t t I d o' 1 5 a i M M 7.2 -39 1 7e - NJ"-T v NE,,, Ate/ , IAML 31011 ;CTXM " NO FR F ;;9IMwC0HESM AND FRCnW ICTIONAL RIT93TAMC� ACTIVE PREMSIURES I Z a NeG T OF •• _ 7�i C r / FAIL \ TEN=* MW r.0 ...� LURt =p SWIM& ° N C80 ,� Y. � FAI LURE w : 2 PA A PA ` , , f Ic (43 - *1) zo = 2 cir zo = t-�y �w c4s. biz) Wiaw►r OI► =rZ —t �A =rZrAN r 2C4I1 Ff►`I�r►+�2 PA= rH2/2 -2C PA ( } ' 2 )MW -*t).M tzcth► PASSIVE pow -wivj IrS FAILURE 0`•4 2 C 2 C TAN (45 ) RE N P O �� 43� 454-M I<p + TAM J43 t ) U _ � =rZt2C ffp = up rz ep r rZ T71M ( 43+x) +2 CTANc4S +tM ►a=,rN% *PZ f rH P0q � T71N ) 2 c 43+�) +2CH= , � (4s+*t) GRAPHIC SOLUTION FOR SOWING sACKRL.L PA r �,!_S�►SSIVE WO" ,I 1 .10 RN X IM'Ja1LESS 3W S WN I;WM SM=FILL. VALUES OF KA AND Kp. AND POSfToa Cr FAILURE ARE GTIIEN N flues S AND 4 MUNECT RLY. FOR 30i IMTTH C AND #,M POSITION OF THE M& UM 3LRFPM 13 MWIMIMED BY M A YZM TRIAL WE= w TO OBTAIN iUTA>aWAI %AIAAA[ OT FA ADO YION UY 1i WA THE CAS.! - MM WALvIE TML FOL1 wwn Ammmornaw. L WT=k#A.s ARE Imp Mmewm 2 ""M"T IWVEMfT HAS O= AVM 30 *W 5"WETH ON M WnURE 9URI0111M is CCUPLETIMY MOWJ=11. 7. WALL M VE NMAL.NO !AFAR 10RI3ES AIE FREMIT ON M OF MAX.REOtAJAWT FOIDES ARE NORImKTAL. IUMM TRIM CLt4TOiltiIEMAJOUT PPE?. MM ARE ACT1M AM POSOW VML =, AND MmgUIE MMWA E IS A 1TROANT FLA IK TM XM HM OF WU L. VFWM OF MAK NUM AND Q40 OIMATM AMMUp AM NOT FIGURE 2 Computation of Simple Active and Paseive Pressures Change 1. SeDtembez 19g6 7.2 -62 of o • 0.20 Q n (for m 0.41 H W.10.16+nT1'1 t�tM rN RH P - 0.5500, resultant force w f , L offs 1.28 (form >0.41 PH - i� resultant force Fig. 9 — Lateral pressure due to line load (8oussinesq equation modified by experiment) (after Terzsghi =t l Strip Loads — Highways and railroads are examples of strip loads. When they are parallel to a sheet pile wall, the lateral pressure distribution on the wall may be calculated as shown in Figure 10. i S all--' 213 10 - sinO cos 2 0 1 N E/wn.w View Fig. 10 — Lateral pressure dueso strip load (8oussinesq equation modified by experiment) (after Teng Based on the relationships given above, Figure 11 shows plots of the lateral pressure distributions under point and line loads and gives the positions of the resultant force for various values of the parameter m. Low Lour ti.w� UMM 0 0.7 � = tn•0.7 \ ` x•0.2 v 0-4 c I O ' 0.3 iw • 0.4 > t CIO OF O.f h 01 60M 0.8 / 0.3 .60H 0.2 .72 SON as 56H 0.4 .le s9H io O 7 -.• ! A 10 0 s t.0 • t.5 M N . VALUE os °Mja`t VALUE OF • H iO; Fig. 11 — Horizontal pressures due to point and line loads (after Navdocks" ) f � W 2 lJ �" � a U4 jk:- r o a _ c M a Z 9 v �1 w w 4 Q p • � � fit - a d M w y 1 7, I � s 0 Z u J S t 411 �tl Q o p 0 0 0 U4" 2 1" 96 1:.: 43 %2760633347 U SEC � V1 ,it rn < frT rb < n r + < .. � �► i` l"f ;? Q �_ I S An Or t C7 � � Z 0 • ° v y f Tl r C O9 � X11 1 � � � � ■ !r ■ - p } / 1 if L, �v HOC // 1 N7cj 1 ' - N E.? T % L 4+ J Table 1 � Threadbar Anchor (Technical Data) Stool Nomi- Cross Ultimate Working load relative Yield Working load relative i Grade nal section load to the ultimate load load to the yield load dia. area F„ F 0.75 F t 0.6 F t A f„ • A F0.6 F„ /1.7 F„ 11.8 F,/2.0 f - A (F (F F KSI inch - sq. in. KIP KIP KIP KIP KIP KIP KIP KIP - KIP N /mm' i mm mm= kN kN kN kN kN kN kN kN kN J 150 I 1 0.85 127.5 79.7 75.0 70.8 63.8 104.6 78.5 62.8 59.8 835/1030 26.5 551 568 355 334 316 284 460 345 276 263 150 VA A 1.25 187.5 117.2 110.3 104.2 93.8 153.8 115.4 92.3 87.9 835/1030 32.0 804 828 518 487, , 460 414 671 503 403 384 150 1.3/8 1.58 237.0 148.1 139.4 131.7 118.5 194.3 145.7 116.6 111.0 i 835/1030 1 36.0 1018 1048 655 617 583 524 850 637 510 486 178 ' 1 0.85 151.3 94.6 89.0 84.1 75.7 132.9 99.7 79.7 75.9 1080/1230 26.5 551 678 424 399 377 339 595 446 357 340 j 178 1'/4 1.25 222.5 139.1 130.9 123.6 111.3 195.4 146.6 117.2 1 111.7 108011230 32.0 804 989 618 582 549 .495 868 651 521 496 i 178 1 -3/8 1.58 281.2 175.8 165.4 156.2 140.6 246.9 185.2 148.1 j 141.1 108011230 36.0 - 1018 1252 783 736 696 626 1099 824 - �- 659 1_ 628 Table 2 Mu/tistrand Anchor with 0.6 - dia.. 270ksi and St 157011770 strand respectively (rechnical Data) No. of Nomi Cross Ultimate Working toad relative Yield Working load relative strands nal section load to the ultimate load load to the yield load dia. area F I F = 0.75 F 0.6 F A. f A F„/1.6 F„ /1.7 I F.11.8 F.12.0 t • A (F (F F ry -- inch sq. in. KIP KIP KIP KIP KIP KIP KIP KIP KIP mm mm2 kN kN kN kN kN kN kN kN kN 1 0.6 0.217 58.6 36.6 34S 32.6 29.3 49.8 r 37 4 29.9 I 28.5 ' 1 0.6 140 248 155 146 138 124 220 165 ( 132 126 4 1 0.6 0.868 234.4 146.5 137.9 130.2 117.2 199.2 149.4 I 119.5 113.8 4 0.6 560 991 619 583 551 496 879 659 527 502 9 0.6 ! 1.953 527.3 329.6 310.2 292.0 263.7 448.2 336.2 268.9 256.1 1 9 0.6 ( 1260 2230 1394 1312 1239 1115 1978 1487 1 1187 I 1130 12 0.6 2.604 703.1 439.4 413.6 390.6 351.6 597.6 448.2 I 358.6 341.5 �12 0.6 i 1680 2974 1858 1749 1652 1487 2638 1983 ` 1583 1507 15 0.6 t 3.255 878.9 549.3 517.0 488. ' 3 439.5 747.0 550.3 448.2 426.9 .15 0.6 i 2100 3717 2323 2186 2065 ! 1858 3297 2479 1978 1884 19 0.6 4.12 1113.2 695.8654.8 618.4 I 556.6 946.2 709.7 567.7 540.7 .19 0.6 I 2660 4708 2943 2769 2616 2354 4176 3132 2506 1 2386 27 0.6 5.857 1582.2 988.9 930.7 i 879.0 i 791.1 1344.6 1008.5 I 806.8 768.3 127 0.6 3780 6691 4182 ' 3936 3717 I 3346 5935 4451 3561 ' 3391 f 37 0.6 i 8.029 2168.2 1355.1 i 1275.4 1204.6 1084.1 1842.6 1382.0. 1105.6 1052.9 1 37 0.6 5180 - 9169 5731 5393 , 5094 I 4584 8133 6100 4880 4647 61 0.6 I 13.237 3574.6 222 4 1 2102.7 1985.9 I 1787.3 3037.8 2278.4 1822.7 1735.9 1 61 0.6 ! 8540 1511E 944a 8892 8398 7558 13408 10056 8045 7662 Note By omitting one or mart! Strands from the s'andard sizes given above. anchor tendons of any ntetmea,ate 4420 can be formed AISc avarlltt]'t: are aicnc,,r tendons from diflerenf size strann tiirh a• n c JOB 7Gf 4" 14 M F� lwv SOIL ENGINEERING CONSTRUCTION, INC. 927 Arguello Street SHEET Ho. of ' 11 9 REDWOOD CITY, CALIFORNIA 94063 CALCUTATEDBY DATE (650) 367.9595 �� -1`.7 FAX (650) 367.8139 CHECKED BY DATE SCALE ... ...... .... .. .... . ...... . 'PT . ..... .�� ..........P. --rl ............ ............... . ... LS t� } .... ... . ... . ....... ................ ........ .......... . ..... . . . . .. .... . ......... . ............ ....... .... _ . .... . . . ............ _ . V S _ ► r...... . -�4 7 .... !o ....cj P- !°t._.... . .......:_ `i�_.... :..1z 7.. `� ��'h .4Ti o.i•l S .... 2 -� A f ....T..E._ .. . .... :� s .. r1-t S S Fiji T L,. G.o ,o 1� S N ..... ............. M PrT.. ,.. +1. C7 � .... __ 1� 17 f �� = �,, 7. E o - = 44 P* o JOB H E-P7 E► - SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. / Z i9 927 Arguello Street DF REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY � DATE (650) 367.9595 FAX (650) 367.8139 CHECKED BY DATE SCALE .... ........ _...... _ __ ... ..... ` � s__ °._............... / .. .. ........_ ......._ ......................... ....... .. . � L ..... . ......... ..... ............................... ...... . ... . 'lz ........... .... 5 1'1-- U G � A-c 33.6 IL �__ 4-1 _ .... ..... ....._ T - _ J z I 433 71N cos 3 = ' . _ f2-, 57 7 .......... A L t� T a L� s vu i t; b Y. I S� L . 3 JOB `�°iAt N Lr 7\-/ $4 E, A/ . SOIL ENGINEERING CONSTRUCTION, INC. 927 Arguello Street SHEET NO. � 3 OF REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY �H DATE " Z S'�'? (650) 367.9595 FAX (650) 367.8139 CHECKED BY- tI DATE SCALE C. _ ..._ T ? A- C- A -? -A c--( T T —.. B>✓ _._I NG ....L�°. _ ........ V_S (Z) I=mo T PA's �Z- .o�. �► s s I N 5 cam. �,� T A- C+-- >✓ Z L. -7 • �. `7 Ae = �•�� { u z � t�-T . X 0 1 A T r--a c -rte e �� -, N s '✓ r, v lr't ( �T - -a—u =� A-1-+c 1. I4 c� 7-1 4 .cY- — T Er -4 'E-- L;t---H 1 o� `t om �.� = L{`� 7- 7 A, CE T om- o, S i� ►r? A A JOB �l qL(' N APT y N I✓ A-V . q SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. OF 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE (650) 367 -9595 Z�-- FAX (650) 367 -8139 CHECKED BY DATE I SCALE Ti .• . o.�. .. +I.... Tim /, C Ae-- $ _.......... n'' S 1 C -"7 e 7 = a = P f P �`� P� A c-- f u � S � 1 � c-T-- i L t4 T i V > A S ! 4 E-f4T p + p� I l/° Nt> v n S `-� 1` E T p 1, — /�,� TP ' l" JOB I - � L � � �} E--f T Q S- E, - SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. , I OF ` 1 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE (� 7 (650) 367 -9595 CHECKED BY �� t FAX (650) 367 -8139 DATE SCALE P �l 4) G (lL' CAJ 1, _ L / , JL : s�7 _ �� C�� kC� 468 — _ � f � } d p. �� fL/. t� IBS r/ 3c` � • `7 W2-1 - IV �j c T= 7 :� @ Joe SOIL ENGINEERING CONSTRUCTION, INC. SHEET N O. OF 927 Arguello Street 0".! REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY � DATE �} (650) 367 -9595 FAX (650) 367 -8139 CHECKED BY WT '�� DATE SCALE .... _ .... _ 14 o O ZBr - o Z +. _ P�� A C 71 P t- Z �.JB C I ---t -!- CA f --- C �- Ar .) $ . T �S T C- L-� TS - S cX I -- C q _ 4+-� Arm try + r` T `7 1 , 4- TA- CA ILt -- ,- r +� r \ 12- 1 JOB SOIL ENGINEERING CONSTRUCTION, INC. p SHEET NO. � ' - 7 OF I _ 927 Arguello Street �7R REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY PIM DATE L�— (650) 367 -9595 FAX (650) 367.8139 CHECKED BY 1T1 oar SCALE �E= S l �' �1 c F Ci c.�_�'� 15�•— A- (J' Fi T C. c � ��' ' _ U S� �o� =t7 v (�Pc - . � s G — � Et...c- ��+.� -T i✓Pc'T�i� l� �• � �� _ ► �,� _ (� � � �x.a -+ l c.�s{ .off � s � uv � v t�� '� Gr I'�, -•� �L _ 6 r. ter` (a ;) T- . l A, _ S;) 2�to Ze- r a)j A +4— �--� �-, �� ! A- G a JOB - 1 G) r Tu �4 L A SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. I � OF Ig 927 Arguello Street CALCULATED BY DATE REDWOOD CITY, CALIFORNIA 94063 (650) 367.9595 CHECKED BY V%-r7 DATE ' - Z FAX (650) 367 -8139 SCALE s L I S >F S SA- = Z��S -� �•l. _ O•g� "t Lr,� �:i� IZ" Le o• � i I 1 � - 4 ,} e- a v SOIL ENGINEERING SHEET NO. 19 Iq CONSTRUCTION, INC of Northern California of 927 Arguello Street CALC ULATED BY y� REDWOOD CITY, CALIFORNIA 94063 CHEC DATE (415) 367.9595 FAX (415) 367.8139 SCALE ' r— L, t7 &-*4-T us H '7`7f It-i ! N 3 .ckv i c 4. Ls T-`ofZ_ l sip ! p 1 C--T-- S V %r_, c. C-r4- S S �b ►� z P Cwt C� S ( 4-A,-r L X11 - - N'cn. -h d -r4�� r lZ F&A-7-r Arm LA-r ,Ar L+ Ste. . L- � VF, t S 7 ! N I N C-44 f< S l• 3 (,1 ' �c IL ZA0" C7 v7v C4fT--C.+r-- -1-11 t4 . t 1 E A s+j T T• 1<A I M o �� rti x SOIL manisinc consciucoon., February 18, 1999 0\32:1 Mr. Lee McEachern, Senior Planner VIA MAIL & FAX (619) 521 -%72 California Coastal Commission —San Diego Coast Area 3111 Camino del Rio North San Diego, California 92108 FEB Re: Supplemental Geotechnical Information 794 Neptune Avenue, Encinitas, California I Dear Mr. McEachern: The following letter has been prepared to provide supplemental geotechnical information for the subject project. On February 17, 1999, SEC advanced a boring on the property to a depth of approximately 95 feet. The purpose of this subsurface exploration was to confirm information presented in our report "Preliminary Geotechnical Evaluation / Request for Emergency Processing, Proposed Lower Bluff Seawall & Upper Bluff Retention System, Mattingley Residence, 794 Neptune Avenue, Encinitas, California ", dated February 10, 1999. As noted above, our subsurface exploration consisted of advancing a boring, B -1 .794, to a maximum depth of about 95 feet. The boring location is shown on Plate 5. An engineer from this office logged the boring, collected disturbed and relatively undisturbed soil samples, and oversaw the drilling operation. The boring was advanced using a CME 75 High Torque truck mounted drilling rig, equipped with 8 -inch hollow -stem augers and a automatic trip hammer for soil sampling. The drill rig and operator were supplied by Tri- County Drilling, Inc., of San Diego, California. I Subsurface soils were visually classified in the field in general accordance with the procedures of ASTM D2488 -84 and the Unified Soil Classification System (USCS). Logs of the boring are presented on Plate 1 through 4 and are attached to this correspondence. As encountered in the boring, the site is underlain by up to about 3 feet of fill consisting of silty sands. Underlying the said fill are Terrace deposits to a depth of approximately 69.5 feet. Underlying the fill and the Terrace deposits is the Ardath formation. The Ardath formation was continuously sampled, using a continuous core barrel, to observe any clay seams and/or shear zones. No clay seams or shear zones were observed from the recovered samples. At a depth of approximately 93 feet, Torrey formation was encountered. A trace of groundwater was observed, perched over the Ardath formation at a depth of approximately 69 feet. i i I ?27 Ara�e �'rAer ?•e� .. ^o _., . _cf! crn��a °=Ob•3 C " 0 't)50' -6 - 595 FAX s Mr. Lee McEachern California Coastal Commission February 18, 1999 Page 2 Based on these findings, it is our opinion that the information presented in our February 10, 1999 report are appropriate for the purposes of recommending geotechnical design parameters for the design and construction of a lower bluff seawall and an upper bluff retention system If you should have any questions, please call us at (760) 633 -3470. Ve truly I yo �l j—G4 n1r Je.L Jo iven, P.E. Robert D. Mahony, G.E., C.E.G. C: Mr. Richard Mattingly DRILLING COMPANY: TRI COUNTY DRILLING BORING DIAMETER: 8 Inch Hollow Stem DATE: 2H7/99 Auw Fw - Dry Moisture Soil Clem Dsh (M Counts Density Conosnt ( %) (U.S.C.S) Boring No. B-1@704 SOIL DESCRIPTION Elevation 94' +P M.S.L. 0 ncrsts averment Q +/- 4 "thick SM FILL: Brown ally Band MUK medium dense SM TERRACE DEPOSITS: Orange brown ally sand, moist, medium dense 5 SPT 21 RINGS 10 34 SP/SM Q 10' becomes yellow brown d9W silly sand, sightly moist, medium dense 15 , f, 20 SPT 58 Q 20' becomes W gray brown sightly afty sand, slightly moiK very dense 25 RINGS 98 Q 25' same as above except becomes dense 30 SPT 50 30' same as above LOG OF BORING Plate No. 1 SOIL ENGINEERING CONSTRUCTION 580 N. Highway 101, Suite 5, En cB CA 92024 NOTE: SPT- Standard Pentradon Test RINGS- 2.5" Drive Sample DRILLING COMPANY: TRI COUNTY DRILLING BORING DIAMETER: 8 Inch I lolow Stem DATE: 2M7199 Blow Dry ti/oitaas Sd C,laes Auger Depth (111 Counts DsnWY Content( %) (U.S.C.S) Boring No. B -1Q794 SOIL DESCRIPTION 30 Elevation 94' fF M.S.L. 35 40 RINGS 80 SP Q 40' becomes W Yellow 3 grey brown, fins to medium sand, do* ffwK dent 45 'f I 50 SPT 52 Q 50' becomes W Yellow a grey, fine to medium sand, dry. very dens I i I I 55 I I . _ I au RINGS 100 SPISM 1 0 W becomes W brown to brown sand dry dense LOG OF BORING Plate No. 2 SOIL ENGINEERING CONSTRUCTION 5130 N. Highway 101, Suite 5, Encinitas, CA 92024 NOTE. SPT- Standard Pentration Test RINGS- 2.5 " DrNe Sample DRILLING COMPANY: TRI COUNTY DRILLING BORING DIAMETER: 81nch Holow Stern DATE 2M7M Auger Blow Dry Moisture Sol Cues. Depth (1t) I Counts Density Content ( %) (U.S.C.S) Boring No. B -1Q794 SOIL DESCRIPTION Elevation 934' M.S.L. 80 85 it W Groundwater pwdwd over Ardath 70 ML Q 69.5' ARDATH FORMATION: Grey siltsone vw some sand, dry to slightly rrxxK very hard SPT 125 for Begin contirnous coring Q 70' no day seems or shear zones observed in rec. samde hard riming 75 End continuous coring Q 75' Sample recovery 35 RINGS 152 for 9 Same as above r Begin continuous coring Q 75.5 no day seams or sheer zones observed in rec. sample BO End continuous coring Q 80' Sample recovery 3.3' Begin continuous coring Q 80' no day seems or shear zones observed in rec. sample Same as Above 85 End continuous coring Q 85' Sample recovery 4' Begin continuous coring Q 85 no day seams or shear zones observed in rec. sample Sane se above End continuous corm 90' Sam recovery g Q Pte 3' Begin continuous corm 90' no clay seams or shear zones observed in rec. sample LOG OF BORING Plate No. 3 SOIL ENGINEERING CONSTRUCTION 580 N. Highway 101, Suits 5, Encinitas, CA 92024 NOTE: SPT- Standard Pentation Test RINGS- 2.5 " Drive Sample DRILLING COMPANY: TRI COUNTY DRILLING BORING DIAMETER: 8 Inch Hollow Stem DATE. 2H7199 Blow Dry � Soil CNaas Auger Depth (It) Cmft Dwm* Content ( %) (U.S.C.S) Boning No. B -1Q794 SOIL DESCRIPTION EWAdJon 94' +A M.S.L. 90 Begm corronuous coiirg Q 90' no day isms or Meer zones observed to reo mnpls Sams as above Q94' TORREY FORMATION: Gray brown sandebns, dry, very donna 95 End condmmxn corim t2 95' Samcis recoverv 5' BORING ENDED Q APPROXIMATELY 95 FEET GROUNDWATER OBSERVED PERCHED OVER ARDATH FORMATION Q +/- 89 FEET LOG OF BORING Plats No. 4 SOIL ENGINEERING CONSTRUCTION 580 N. Highway 101, Suits 5, Encinitas, CA 92024 NOTE: SPT- Standard Perrtraft Test RINGS - 2-5" Drfiro Sampis o �x GENERAL NOTES: F ' 9 I. 0•/w 4rw eanellbece e C e M avonp -M 1yt11 V.- lea Cadoa Z L +tow .p o woomi..o, U Are. 0 1 Ern awtw « 4ew.eb o+oeoe wq t. Z ^ sr.tr w raw tenerlene ..tuna Si 'j tines « eapbletea W 4. M Con- Iw11tM CeiOele t1r bw U C Z ito- •1 01 4.000 YY R 23 dm W t ]. Y 'boob'" na. IT 0nl, M`oM M A 36. J a. aria . ' t b- Cl- ao rw f• b— N e an »eoy Pe•oN. 7. Y e.0ere ebn ~. Y e". le a a•b.•.M v aeeteo .eA eotn000I EMite fM• vv ntlt swMla "." / cewee .stn ow z V & S•Ced Ka teetsw Y low, y Z O r.won.p aeol et•o.rolV one li.e.eeo. w U e1M. (USC t .12). M ba4w sew O W b 7 V1 = a. Soabw a 4en trust" part Two ape (.2 444111111 W fwwl e.y. Z Z W O l0. robes was U a U. •••a oRwwe O'�eN• •we oy.1w� e.�ewa ANDS) b. Vr O.6 Sr, G. 270 KoL (a) wore e.ww a Tabu spa N a t' C000m . ES ae�.a a ae.�a •oeq e.Ie. one /v o pP w � a ur eaa.w ewtwnaw • 10' CG 1 64• ? MO 'ti'1 '"s Ur (2) Tn. e0nrdlton av aw. C !I YWtlebO/tt AweLOr oentnne.e M M name. 1/a C. 16115f Na GE 55 I. T b loose TI a rt s t) 1 E)m.e - 10 -01 s Tm a ft" t ( - N 207.o . M } y T a • * s Of Ol . 107. 0 111 YO » - ..r1 .111 �� t « xio . '�� • �,p or AIIF� 64001✓' 011✓ M V�f bent to 11 Gout b M anent �r • /evbr- eeT..1 re1Y (.p) « Q11 b OS • S yot. pr ra Ate. w w 273 of enw /ywa AA- ui PROFfLE S t-A s .r.l Iw _' Q EC A -A t� « bNteea trw. b » '"" a SANDSTONE) SCALL 1'.10 v14s. Iv ban"If a.1 b ► Q V / Seeer etge « WM erect M • w ••y W 1•Tennp t � a ` /� !e ©ny •o•rNra mWb b— at�ss ee1Naw CL z O gw z a. cn a u- u- ABBREVIATIONS / M1L -ty1 er fova m / W N.I.C. -1141 M tellbeel C.C. -C•ww 10 env A/ Z U.1LO. -Woos robe abM.o LL JILDING FOOTPRINT MATTINGLEY _ - 5 - kE - 79Lf s :SIDENCE 794 NEPTUNE AVENUE ¢ 0 z z 7. O o LAJ J BENCNM _ARK �- W TME er>rclntARlc usW rblt rMS PLAT rs S AN 2 U olEOO couNn (n W NO. O.C. 1111. LOOCATMD C �� SID MON UMENT � W F N Z Intl. lot. 150' sot7m OF TIE CE1REnL1NE CF - ) C Q C PORTAL 6391] M.S. STRCET IN ThE CJiY OF ENCINOAS. u Q 0 .L Z Z a. Z W �=dU � t« t+ ra ...e1 APPROZIVATE ..o PROPERTY LNE , owes PLAN o� scxe .lo NORTH �� '—:-' 2 OF 3 JOB SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. I OF 927 Arguello Street CALCULATED BY DATE REDWOOD CITY, CALIFORNIA 94063 q (650) 367 -9595 CHECKED BY DATE 2 — & — FAX (650) 367 -8139 SCALE N 't'� l�� 'r I N C. ('c –) I I �`7 �f S ✓'I�'I I ? A V t-i v i` � q 4 N E,� T�/ r+ Ar V .� 1✓ N c 11ti i �!� 1 FEB 4 S a r lr F✓M G 1 iv �E �. (► 4. t`f " � .� C-7 I N C . / S E G F- T I C A� -T I o N S S G C N -P— l -- rr - --tat � d 3 4tA-145 Gr Zr ,� r.t �� F. N v Fk l� — N ► Ga v co • 1 �'' �� A V I G I c l ice+ L -r o f tia � f}- � 1=r � � >✓ E M G I �+ r '; `�- a. Q ROFESS /p I <2 0 GE 54 m (P�9lF0lFCHN�G� 3� At is 0 JOB P, 1 N SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. y OF 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE (650) 367 -9595 CHECKED BY -7 DATE FAX (650) 367 -8139 SCALE Ta i1 S I S T� S ► C N Go Nc i $ a 4 Je vv AT 1, LQ�� Z Iti f � C:- o N c� P r r-t r r G� N I ►�ti o S oc -ma `1 p• f* '✓ `:, =,c* v t 1 5. C7 N Fj - t - 7 1►. i gv V�{.f -��, , E�tST 0 �.1�u L - --7" T— r`1 v TzS 1 A�T� Crt�� -w s �c�., Wit✓ ��k . S S � ± T r, q-7 1-I T rt I tr.�p �.S✓ 1,C,c� -(�v . �c-r (.L�f� 1 rti 1'+0 - 2I , �' PF�� car►�1 / 0- i"c- �►, �. -, ; � � �.., . *._: t�� P Fi+= �r �--�'� �� T�� l T � , c�t4 -S ��' T r T--� L 1 F - s C-71 —ty x li G•c' _ .� : ( ��A -�,�t_ �- + \� l5L J A�Pi� ��( -�-+- T- 1 l-+_ A N T( u f t J {> l� E r '�l fl. l p / (a A- j t k L Z L 'F��'t – z �'�' y S o lion --�� U iti = t S �'. "c' �J JOB SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. J OF 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY �j DATE (650) 367 -9595 CHECKED BY DATE L ✓ [ FAX (650) 367 -8139 SCALE i'tz� Qv a ZC' - t7 S L • t 17 S L �) ►IC// (2� r. lw S o F t�� Tr i�b rt C� S ��R �� ((ry L` � � • S . 1 �P FCC. � �.�? .� s i :4� 1 L l T i S c,•op� �^" t �� (r � �4 - QT'S � � v�-�- �- c= � � F F''_,o ��. A-s= u E-A-77 7t+Ta c N S Sr-- C- o k4 o 4-- C C -F t 4 cti _ -- T z T = T 1 z S � A't-7 h o c 3� d. (2>'77 Y Table 1 ) Threadbar Anchor (Tecl)nlea/ Data) 1 Steel Nemi- Cross ultimata Working load relative Yield Working loud relative Grade real sactIon load to the ultimate load land to the yield load { dia. area Fw M Fir m 0.75 F ' 0.6F I A 1„ A F„ /1.6 F, n-7 F„ /1.8 F„ /2.0 f • A (F (F F I KSl Inctl s4 In. KIP KIP KIP KIP KIP KIP KIP KIP KIP N /mm mm _ mma kN kN kN _ . kN kN kN kN kN _ M 8 J 150 1 0.85 127.5 79.7 75.0 70.8 63. 104.6 78.5 62.8 59.8 835/1030 28.5 551 $68 355 334 316 284 460 345 276 263 150 1 t /• . 1.25 187.5 117.2 110.3 104.2 93.8 153.8 115.4 92.3 67.9 835/1030 32.0 804 828 518 487. 460 414 671 503 403 384 150 1.3/8 1.58 237.0 148.1 139.4 131.7 118.5 194.3 145.7 i 116.6 111.0 835/1030 1 36.0 1018 11748 655 617 583 524 850 637 +` 510 486 178 ; 1 0.85 151.3 94.6 89.0 84.1 75.7 132.9 29.7 f 79.7 I 75.9 1080/1230 26.5 - 551 678 424 399 377 339 595 446 357 I 340 ; 178 1'/4 1.25 222.5 139.1 130.9 123.6 111.3 195.4 146.6 1172 i 111.7 1080/1230 32.0 8M 989 618 582 549 495 868 651 521 496 178 1.318 1.58 281.2 175.8 165.4 156.2 140.6 246.9 185.2 148.1 141.1 1080/1230 36.0 1018 1252 783 736 696 626 1099 824 659 628 Table 2 Mulristrand Anchor wrrh 0.6" dia.. 270ksi and S1157011770 strand respectively (Techn►cal Oaia) No. of Nomi .Cross Ultimate W o rking load relative Yield Working load relative strands nal section load to the ultimate load load to the yield load dia. ,area At f, A F,/1.6 F/1.7 { F„/1.8 F,12.0 l A� F,11.33) F 1 9 /1.75 inch sq. ire. KIP KIP KIP KIP KIP KIP KIP KIP KIP -- -- mm mm? kN kN kN kN kN kN kN kN kN _ _ _ 1 0.6 0.217 58.6 - 36.6 34 5 32.6 29.3 49. - 37.4 29.9 28.5 1 0.6 140 �2at3 155 146 138 124 220 165 132 125 4 0.6 0.868 234.4 146.5 137.9 130.2 117.2 199.2 149.4 I 119.5 ( 113.8 ' 4 0.6 f 560 991 619 583 551 496 879 659 1 527 1 502 9 0.6 ! 1.953 527.3 329.6 310.2 292.0 263.7 448.2 336.2 i 268.9 256.1 -� 9 0.6 I 1260 2230 1394 1312 1239 11 i5 1978 1487 ++' 1187 I 1130 l 12 0.6 2.604 703.1 439.4 413.6 390.6 351.6 597.6 I C) ; 12 0.6 I 1680 2.974 1858 174, f 1552 1487 44e -2 358.6 3415 2638 1983 1583 ' 1507 1 15 0.6 1 3.255 878.9 549.3 517.0 488.3 439.5 747.0 -� 560.3 448.2 426.9 115 0.6 1 2100 3717 2323 2186 2065 1858 3297 t9 0.6 4.12 1113.2 6958 654.8 r 618.4 556.6 Z4T9 1978 1884 19 0.6 ; 2660 4708 2943 2769 2616 94 6'2 709.7 567.7 540.7 27 0.6 2354 4176 3132 2506 2386 5.857 1 582.2 988.9. 930.7 879.0 79 t .1 1344.6 t 008.5 806.8 768.3 q 127 0.6 3780 6691 4182 3936 3717 3346 5935 4051 3561 ` 33 1 (37 0.6 i 8.029 2168.2 1355.1 i 1275 4 1204 6 1084 1 i 37 0.6 5180 - 9169 5731 j 5393 , 5094 4584 1842.6 1382.0 1105.6 1052.9 I 8133 6100 4880 4647 61 06 � 13.237 3574.5 2.. ^.3a 1 ? 102.7 1985.9 1787.3 3037.8 61 0.6 ' 8500 151 1 E 9000 8892 2278.4 1622.7 1735.9 8398 7558 13408 10056 8045 7662 Notes Br omanrnq one or morn strands frnm the ty,ner�nc Vanaarrt stze A150 avapinve ate ancnGr tencyons frnm Size st Ane, a II an..rn G � , DO�� OI a ny i11 C�fnfC32Q ii= be - 1 Ormea &can JOB r�- i i ( I � N � ( - SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. J OF `1 927 Arguello Street �) REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY , Y DATE 7 2 - - (650) 367 - 9595 CHECKED BY DATE FAX (650) 367.8139 SCALE - T a l,a r L') V L� Z. v � �l ✓1 S-� / L � �( J JOB SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. OF 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE L- �9 (650) 367 -9595 CHECKED BY - V� DATE 2- FAX (650) 367 -8139 SCALE 1 N 7o C�o`trt P 1= �•+ T S try t - r P Z"n u ��_ „ `� i I i•, 1� 4 ' ✓L ,; T I A- C lam, T 114 — A 1= TU� C L C- S T= V I-1. 1� �� - o� � / G•o .� �� lac_,/ � �-(� � � -ti-! � � S 1✓ i ` -•tom �._. T \,�� 1 -. -1 J ' 1. ` ✓ r: t-- �C r T� -7- w �. Joe SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. OF 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY � DATE (650) 367 - 9595 CHECKED BY - "' DATE - -�� FAX (650) 367 -8139 SCALE i ►.� r_ t= -� �+� % - - 7;j Lam. /� v ll p ✓� �� -�- ..� �. ',•, �d `� � �� rt I � F<=.� (tom. � t1 - �� 11-t STa �� Z' lam% ,air,, Li L w iz = Zz- r�� L L 1 JOB SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. OF 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE (650) 367 - 9595 CHECKED BY- FAX (650) 367 -8139 SCALE / �lo c�3 S ot-1 �FiH S ( . =: J-4 r `dam 12, C.C. f -7 . - 7 1 E-T--A-CA 27 It + T I -t-2-- = �� \ `7- ►� �In = U C t y L � � •o � _ � C-� . `7 � ;- / C� . 4-a r cam,' j( � � �, S i k=> JOB SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. OF 927 Arguello Street CALCULATED BY � Z — 6 -9 `�1 REDWOOD CITY, CALIFORNIA 94063 DATE (650) 367 -9595 CHECKED BY DATE FAX (650) 367 -8139 SCALE 4t vvc- - •) jl4otc -TE =T C/(' — S a CTI $.� �,o !� o� Sao •" 17 -jSS 7-^; Z !- CAN C—i N C -per. ��_ o.�,� .PLO - T al + > l off-! _ \ `-✓° '-7 t = N �' Uf` . N ^ ?� +q'+ �/ t C .� SOIL 211clnBER111 consiAU00 i March 9, 1999 I Department of Engineering City of Encinitas i 505 South Vulcan Avenue Encinitas, California I RE: Tieback Anchor Grout Specifications 794 Neptune Avenue Emergency Coastal Permit No. 6- 99 -35 -G Attention: Mr. Greg Shields provided for your approval. The annum The following tieback anchor grout specification is p r square inch, and the compressive strength of the Pro po gr out is 3000 pou nds p � � posed tieback anchor gro de . water /cement ratio is 0.45. UNITS WEIGHT (Ibs.) Sp. Gr. Abs. Vol. MATERIAL 94 3.15 1 Cement 1 Sack 68 Water 5 Gal. 41.7 1 1.68 136.7 - Total to the above mix design, the annulus of the tieback anchor hole may be fill with a As alternative Attached to this correspondence is the proposed mix design 67P 3000 0 psi pea gravel concrete mix. (Superior Ready Mix) which is submitted for your review and app royal. If you should have any questions, please call us at (760) 633 -3470. Ve truly yours, - John W Niven, P.E. C Engineering Inspection uelio 5rreer. Red%voOd C California 94063 -1310 (650) 367 -9595 FAX (650) 367 -8139 927 a r g 3-11 9 : 1 7AM FROM SUPERIOR READY � 1 I X 61 97dO9557 P. 2 SUPERIOR READY MIX CONCRETE, L.P. 1508 MISSION ROAD ESCONDIDO, CA 92029 760- 745 - 055:6 CONCRETE MIX DESIGN 67P [ ]. 3000 PSI 03/11/99 CONTRACTOR SOIL ENGINEERING CONSTRUCTION PROJECT : 794 NEPTUNE, ENCINITAS SOURCE OF CONCRETE :SUPERIOR READY MIX CONCRETE, L.P. CON'S'V!PUCT I ON TYPE _ VARIOUS PLACEMENT 3/8" PUMP WFIGHTS PER CUBIC YAR (SATURATED, SURFACE -DRY) YIELD, CU FT ASTM: -0;150 TYPE /V CEMENT (MITSUBISHI), LB 658 3.35 ASTM -053 WA CONC. SAND (SUPERIOR), LB 1824 11.11 ASTM -C33 #8 ROCK. (SUPERIOR), LB 1000 6.1.2 WATER', LS (GAL -US) 384 { 46.0) 6.1.5, A ENTRAINMENT, $ 1.0 0.27 TOTAL 27.00 MASTER BUILDERS POZZ 322N, OZ-US 19.7 WATER /CEMENT RATIO, LBS /LB 0.58 SLUMP, IN 6.00 CONCRETE UNIT WEIGHT, PCF 143.2 jDRERAR>E;D: BY SU YERTOR READY MI) CONCRETE, L.P. 3-11 9: 1 7AH FRO 4 SUPERIOR READY i 1 I ;, 6197409557 P. 3 MIX #67P MIX ANALYSIS: MIX VOLUME, CU. FT 27.00 COARSENESS (Q / (Q + I)} 3.8 WORKABILITY 53 - W -- ADJUST 56.4 PERCENT MORTAR 70.6 TOTAL FINENESS MODULUS 3.96 45 ;---- �- - --- -; - - - --- ----- ------ ;- - - - - -- -; 1 1 t 1 t 40 --------- ;--------- ;--------- ; --------- ; 1 I w O x 35 1 --- - - - --- _ - - - - - -- 1 --------- 1 - - . • • . 1 A. t 1 1 I A i i i 1 1 1 = I L 30 ; -- - --- -- -- ; -------- ;---- - - - - -; C T �....... ... 1 .1 1 1 Y 25 '..... --- ------------------ t --------- x - TOTAL MIX i n - AGGREGATES ;. BOTH ' 20 --------- --------- -- - - -; __ ;---- - - - - -� 100 80 60 4G 20 0 C O A R S E N E S S j Q l (Q + I) ] MATERIALS CHARACTERISTICS STONE SAND DENSITY, SP G 2.62 2.63 % PASSING 3/8 ' SIEVE 95.0 100.0 % PASSING # 8 SIEVE 1.0 83.0 FINENESS MODULUS 5..84 2.93 PERCENT OF AGGREGATE 35.5 64.5 NO SEVERE EXPOSURE 3 -11 -1999 9 :17AM FROM SUPERIOR READY riIX 61974 09557 P.a MIX #67P FULL GRADATION ANALX.SIS SIEVE: STONE SAND PASTE TOTAL AGGR - 1 ,�� 2 •• - - - - - -- - - - - -- 100.0 100.0 1 tt 10.0.0 100.0 3/ 4 •V 1.00.0 100.0 112 ,• 100 100.0 100.0 3/8 95.0 100.0 98.9 98.2 # 4 20.0 98.0 81.1 70.3 # 8 1.0 83.0 70.6 53.9 # 16 - 63.0 62.1 40.6 # 30 - 39.0 52.2 25.2 # 50 18.0 43.6 11.6 # 100 - 6.0 38.7 3.9 # 200 - 2.9 104,.0 37.4 1.9 # 325 - - 94..9 34.3 - Liquid - - 65.7 23.8 - GRADATION CHART 1 t --- I 1 c 90 r 1 1 r t t t J t 1 t 1 t r r I - t c '" [ 1 t ' t '� t' X-- --- - j - - - - - R J t t I s 70 ter_ 7 I t I 1 t t 1 ,,, t s' s t - ... 1 - -__ _ X- - - -_ ------------------ �_... N F,0 - t -_ t _ I _ - - - t 1 - -- - 'X s 1 1 r t t ------ 1 A qq ^1 7 .. _ 1 �. 1 - -' -' ... 1 _.. r _ - -_ _... . - ------ x - - - -- 1 - 7 S ^ 2 S 1 t I 1 1 1 1 I p 1 t t t t 1 7 I 1 1 I 1 1 1 X` x t S ,30 t +_ 1 r - t 1 l 1 i 1 1 1 I 1 f 1 N 20 r I t t t t - t- - j - j- 1 ... - t •- I l 1 1 t t s t 1 a 1 1 1 t t 1 1. 1 3 1 3 # # # # # 1 2 3 L SIEVE / // 4 8 1 3 5 0 0 2 i 5 4 2 8 6 0 0 0 0 5 q x - ALL COMPONENTS o - AGGREGATES * - BOTH SOIL Enanioune consciucclon,M March 9, 1999 I Department of Engineering City of Encinitas 505 South Vulcan Avenue Encinitas, California RE: Concrete Mix Design Submittal 794 Neptune Avenue Coastal Emergency Permit No. 6- 99 -35 -G Attention: Mr. Greg Shields Attached please find two concrete mix designs submitted for your approval. The concrete mix design identification numbers are 375 PAE and 68P (Superior Ready Mix Concrete). Both mix designs meet and/or exceed the minimum concrete design specifications for this project. If you should have any questions, please call us at (760) 633 -3470. Very truly yours, John W. Niven, P.E. i i c: Engineering Inspection I 927 Argue!!o Srreer, Redwood City, California 94068 -1310 (650) 867 -9595 FAX (650) 867 -8139 Sent by: SUPERIOR READY MIX CONCRETE L.P.760 740 9556; 03/09/99 12:58PIv1;j #984; Page 3/8 . w SUPERIOR READY MIX CONCRETE, L.P. 1508 MISSION ROAD ESCONDIDO, CA 92029 760- 745 -0556 CONCRETE MIX DESIGN 375PAE [ 4000 PSI 03/09/99 CONTRACTOR SOIL ENGINEERING CONSTRUCTIONC PROJECT : 794 NEPTUNE, ENCINITAS SOURCE OF CONCRETE SUPERIOR READY MIX CONCRETE, L.P. CONSTRUCTION TYPE VARIOUS PLACEMENT 4" PUMP /PLACE WEIGHTS PER CUBIC YARD (SATURATED, SURACE -DRY) YIELD, CU FT ASTM -C150 TYPE II /V CEMENT (MITSUBISHI), LB 705 3.59 ASTM -C33 WASHED CONC. SAND (SUPERIOR), LB 1320 8.04 ASTM-C33 #57 ROCK (SUPERIOR), LB 1286 7.87 ASTM -C33 #8 ROCK (SUPERIOR), LB 321 1.97 WATER, LB (GAL -US) 295 ( 35.3) 4.73 AIR ENTRAINMENT, 3.0 1.0 0.81 TOTAL 27.00 MASTER BUILDERS POZZ 322N, OZ -US 28.2 MASTER BUILDERS MICRO AIR, OZ -US 1.8 WATER /CEMENT RATIO, LBS /LB 0.42 SLUMP, IN 4.00 CONCRETE UNIT WEIGHT, PCF 145.5 PREPARED BY SUPERIOR READY MIX 68NCRETE, L.P. Sent by: SUPERIOR READY MIX CONCRETE L.P.760 740 9556; 03/09/99 12:59PM;j #984; Page 418 MIX #375PAE MIX ANALYSIS MIX VOLUME, CU FT 27.00 COARSENESS (Q / {Q a I)) 70.9 WORKABILITY 37.5 W - ADJUST 41 PERCENT MORTAR 58.6 TOTAL FINENESS MODULUS 5.10 45 1 1 -- ------- --------- , -- ------- ' --------- ' 40 i i i i i I 1 X 1 I I 1 '--------- '--------- '--------- '--------- '--------- ' W 1 I , I 1 1 O , 1 a 1 1 1 •......., R K 35 --------- ;--------- ;------ • - - -;- ...............� .................. A 1 1 I I 1 1 [ I 1 L 30 ' -------- '- .............. - -- ;-- - - - - -- '---- - - - - -' 1 1 I 1 T Y i:......... i i i 25 ;•::: - - -- --------- I---------- ;------- _- ---- - - - - -� ;• ; ; x - TOTAL MIX AGGREGATES HOTH 20 '--------- '--- - - -•-- '--------- t - - - - - -- '----- - - - - -' 100 80 60 40 20 0 C O A R S E N E S S [ Q/ (Q + I) ] MATERIALS CHARACTERISTICS STONE 1 STONE 2 SAND DENSITY, SP G 2.62 2.62 2.63 $ PASSING 3/8 SIEVE 1.0 93.0 100.0 % PASSING # 8 SIEVE - 1.0 83.0 FINENESS MODULUS 7.14 5.84 2.93 PERCENT OP AGGREGATE 44.0 11.0 45.0 NO SEVERE EXPOSURE Sent by: SUPERIOR READY MIX CONCRETE L.P.760 740 9556; 03/09/99 12:59PM;J #984;Page 5/8 MIX #375PAE FULL GRADATION ANALYSIS SIEVE STONE 1 STONE 2 SAND PASTE TOTAL AOGR 1 -1/2 " 100.0 100.0 1 " 100.0 100.0 100.0 3/4 " 84.0 95.3 93.0 1/2 " 25.0 100.0 78.2 67.0 3/8 1.0 93.0 100.0 70.7 55.7 # 4 1.0 22.0 9810 64.9 47.0 # 8 - 1.0 83.0 58.6 37.5 # 16 - - 63.0 52.6 28.4 # 30 - - 39.0 45.4 17.6 # 50 - - 18.0 39.2 8. # 100 - - 610 35.6 2.7 # 200 - - 2.9 100.0 34.7 1.3 # 325 - - - 94.1 31.8 - Liquid - - - 60.7 20.5 - GRADATION CHART s 100 *-- - * -' -- ' ' -- '--- _. -- '-- ..._ + -- - - - -- - 1 r 1 i 1 1 1 I I 1 1 1 1 1 p r 1 1 r 1 I I 1 1 1 1 1 1 1 1 1 I t 1 I 1 { I I 1 1 I 8 0 , - X - , - - - , R C 70 _ I 1 1 t 1 1 1 I 1 f 1 1 1 E N 60 1 _ _ 1 1 1 1 - - - - - - ^ - ' ' - ' ------ 1 1 I T 50 i ------------------------------i------------- -i -- 1 I 1 t I 1 1 1 1 P I r 1 1 1 � I 1 R s 30 1 - 1 I_ _ I_ 1 1 1 N 20 ;--- ;- ;--- ;- ;-- -; - - -- ;--- o--- ;------ ;---- �;-- -� - - ^x G '- - -' -'- "' -'--------- '- - -'- _'- -'- -'- 10 1 r I - 1 , 1 , , __- , _ 0 - - - -- , - -- 1 - 1 _- 1 i i i i i i i O j 1 1 0 �--- i- j --- �_�._ -�_- _- i- - - --�� i --- -- -- - o-- -0 - - -0 1 1 3 1 3 # # # # # 1 2 3 L SIEVE / // 4 8 1 3 5 0 0 2 i 5 4 2 8 6 0 0 0 0 5 q x - ALL COMPONENTS o AGGREGATES * - BOTH Sent by: SUPERIOR READY MIX CONCRETE L.P.760 740 9556; 03/09/99 12:59PM;j #984;Page 6/8 SUPERIOR READY MIX CONCRETE, L.P. 1508 MISSION ROAD ESCONDIDO, CA 92029 760- 745 -0556 CONCRETE MIX DESIGN 68P [ ] 4000 PSI 03/09/99 CONTRACTOR SOIL ENGINEERING CONSTRUCTION PROJECT : 794 NEPTUNE, ENCINITAS SOURCE OF CONCRETE SUPERIOR READY MIX CONCRETE, L.P. CONSTRUCTION TYPE VARIOUS PLACEMENT 3/8" PUMP WEIGHTS PER CUBIC YARD (SATURATED, SURFACE--DRY) YIELD, CU FT ASTM-C150 TYPE II /V CEMENT (MITSUBISHI), LB 752 3.53 ASTM-C33 WASHED CONC. SAND (SUPERIOR), LB 1747 10.65 ASTM -C33 #8 ROCK (SUPERIOR), LB 951 5.82 WATER, LB (GAL-US) 385 { 46.1) 6.17 AIR ENTRAINMENT, $ 2.0 +/- 1.0 0.54 TOTAL 27.00 MASTER BUILDERS POZZ 322N, OZ -US 30.1 WATER /CEMENT RATIO, LBS /LB 0.51 SLUMP, IN 6.00 CONCRETE UNIT WEIGHT, PCF 142.1 PREPARED BY SUPERIOR READY MIX CONCRETE, L.P. Sent by' SUPERIOR READY MIX CONCRETE L.P.760 740 9556; 03!09199 1:OOPM;J #984;P2ge 718 MIX #68P MIX ANALYSIS MIX VOLUME, CU FT 27.00 COARSENESS {Q / (Q + I)) 3.8 WORKABILITY 54.0 W - ADJUST 59.0 PERCENT MORTAR 72.0 TOTAL FINENESS MODULUS 3.96 1 1 1 I I l 1 t 1 1 t I t I 1 1 1 I 40 --- - - -- -- ----- -- -- --------- ---------;--------- W 1 1 1 1 1 1 0 1 t 1 1 • r. • f K35 '--------- '--------- ' ---- - - - - -' ................' A r r 1 I t 1 1 1 r 1 1 L 30 '--------- '- ....:..:...... - -- '--------- '-- - - - - -- ' t t I t 1 T • 1 I I I 1 1 t 1 I Y ,.......... 1 I )I 1 25 '... •---- --'-------- '--------- '--------- '--- __ -_ -' ,:• I I � - 1 x - TOTAL NTX o - AGGREGATES t - 80TH ' 1 20 4 ' -- ---- - -' ---- ----- '-- - - - - -- ' - - - - - -- t --- - - - - -' t 1 t - 1 ' 1 100 80 60 40 20 0 C O A R S E N E S S [ Q/ (Q + I) ] MATERIALS CHARACTERISTICS STONE SAND DENSITY, SP G 2.62 2.63 PASSING 3/8 " SIEVE 95.0 100.0 PASSING # 8 SIEVE 1.0 83.0 FINENESS MODULUS 5.84 2.93 PERCENT OF AGGREGATE 35.3 64.7 NO SEVERE EXPOSURE Sent by: SUPERIOR READY MIX CONCRETE L.P.760 740 9556; 03/09/99 1:00PM;J #984; Page 8/8 MIX #68P FALL GRADATION ANALYSIS SIEVE STONE SAND PASTE TOTAL AGGR 1 - 112 " 100.0 100.0 1 100.0 10010 3/4 " 100.0 100.0 1/2 100.0 100.4 100.0 3/8 " 95,0 100.0 98.9 98.2 # 4 20.0 98.0 82.0 70.4 # 8 1.0 83.0 72.0 54.0 # 16 - 63.0 63.9 40.7 # 30 - 39.0 54.4 25.2 # 50 - 18.0 46.1 11.6 # 100 - 6.0 41.4 3.9 # 200 - 2.9 100.0 40.2 1.9 # 325 - - 94.6 36.9 - Liquid - - 63.7 24.9 - GRADATION CHART 100 - - - - - -; - -- ;-- -i - - -� J 1 f 1 t 1 f I 1 I I ( 1 1 e t r t J t t s t t t P E80 '-- -' -' -- ' ' -- -' -- '-- -- -' -- ' -t_ t t r R - - - - - - 7a '--- '- '--- ' -'- -- - - -- -- '----- '_-- '' C 1 1 1 t l o X` -- I 1 1 t w - � - - - ; E , , 1 J 1 , 1 x 1 1 1 I I t N60 '--- '- ' - - -' -' --'----- '----- '----- '--- '------ '- - - - -'- ' - - -` T 50 - - - -- ' -- '- '--- '- '-- -' - - -- '----- '- _--- '--- ' - P A 40 ;--- ;- ;--- ;- ;--- ;----- ;---- -o - - -- ; ;------ x----- x-- -; - - -; i i i i I t i i i i i i x i S30 '--- '- '-- -' -' -- '----- '---- _'__-- -' - - -' 1 1 1 I i 1 1 I 1 1 t , 0 x I J 1 1 N 20 ;--- i- i---;-;--- ;------ ;----- ;----- ;___;------ ' r t t I I i 1 0 f 1 1 1 3 1 3 # # # # # 1 2 3 L SIEVE j // 4 8 1 3 5 0 0 2 i 5 4 2 8 6 0 0 0 0 5 q x - ALL COMPONENTS o - AGGREGATES * - BOTH JOB `1Gt �f' N Tu N F. 4FY V SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. I OF 927 Arguello Street DATE REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY (650) 367 -9595 FAX (650) 367 -8139 CHECKED BY DATE / SCALE s 71-4 A I i3�74 s rhlti�"r t `-�� °l?.� N E -f 1 ................. .................... . FE .._Q .................... ................ ............... .................... .................. Tii',or(iz S T-o vT'P Fib_ t�>ti — utz-� LX- lxj 1 - 'T - 1 E- T.0' '� . C "C °�G1 la' _ S I ._ ..k G.c?►`! �.t A l $ S f-YN S II. /1�t �I N It-+- _ _ GAP{ S' '�.`- �C-::r .c�N.._� �P'f (, EG J LA S T pGFESS /p .t ppNALp, XP. 06/30/0 °PODUCT 204 - 15;901¢ Sn"IS12;5 -1 P400e0) - ..:...... JOB �Gi�f' N E - f T 6/ t4 E, All . SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. I L OF lft • 927 Arguello Street � REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE (650) 367.9595 CHECKED BY t-li77 DATE FAX (650) 367 -8139 SCALE T— S 1 C. tom{ P t4=- .... v -► cwt -i r+.� -.1. �_ � -f _ _ .._.._.. .. ........ ...... . s sT.f ... ......... 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T s 1 t+S Sob I , -d'i7 S I LA c- 1F^'t 'r I G P - TT;�� 7-4f of= C7 rZro uT S 1 JOB j i v N F, AV SOIL ENGINEERING CONSTRUCTION, INC SHEET NO ' Dp 1C i 927 Arguello Street I 7i8 REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY v" DATE (650) 367 -9595 CHECKED BY V DATE FAX (650) 367.8139 SCALE ........................ . _.. _.. . ............................... . _.. ._...._. ... _ ....... _... ........... _... . .... ..........................................__._.. ....._....__........._........_ .......... _ .............................. . . NAT _ ............... S _ p ..... -- r-.= -13 _._ �-+-f s . i .. rte'? T� L-- a4•1_._ , ....:............... ........ ......................... _ ... .. ...._.. ... - 33 .......:...._ ........ ........ t4 s - .............. ._ I •� —f l Ptz opos Vt:" s\.d L'�6. a f✓l . ZS �o AOF Sit 4• - _ _ lit , . ? i a s s s a s a s s a s s s x s s w w _ .. .. I w L L t qD •rte L i 3 S � w e t � .•. '• i .•. n w � w � w •• w r w w w � ' � { Y LL r • j]i M �iZ �i vi•. C •Z " w i r i " • • � A • • � w w w w : e • IL M QI � � = � •► • A .► • • • • r • Y • iii• =ra 0 O • O • • • O O "' • • • N • i ! � � � 7 � ± , e • • , 1 1 1 . . 1 1 1 . V\ r i ._i i A r r A A M w • =�o�Y •' • � �_ � g s v a � � � � w � j 3 y7 •. r T " � 3 41 w t i r am y Z• • C •: 3 :� •` �� y7 � • :.. mo y ` f� �� 3� � � �! � ; iY 1 S . l, = 7 k t 6 9 M M 7.2 -39 CONESVE sots, NO FRCnMft RMSTANX =11Wm ooaEStcN, m rnor. AL'T1VE PAE95URE3 wvo�ELrT NOME 1TAL r i cos o r/ c.♦ OF �I / FAtss • ..3 r c f sQ SUkFAC9 H °� C so A FAILURE : �= PA FAI F A i 1 4V KA=TAN - *V Zp s2Cfr YO = )TAN (43 +*2) W A a KA r2 Oft ' rZ - 2 oA srZ �(4S -zc�w s g►'KAr�`t �� =rHZi=•tcH. � � ( )�(4s- �,n� -M PASSIVE PRO M 2 C TAN (45 *4h) k4' op / RE SURFACE s b pp 4s• 45 +t/2 tcp s TANZ (454. 6� __rz *tc ap =K )1z Or YZ TAN2 ( 45► *2 ) +2 CTAtr(45 +*g , sKp r� pp` �- r� ♦2CH PO X( JF ro )TM2(45+#2 +2CH= (4s +*W MAPHtC WLUT10N FOR BLOPWQ SACKFtLL PA 19 1 f 7ACnVE / PASSIVE WO" w PO PA i � i� t� L S90ML.E!!S SM 9 WM SAPNA MCKM -L, VALUES OF KA AND Kp, AND P=rKM CF MULURE ARE OM N FOX= 340 4 �?ECTtVELT. FOR '.aL WIM C AND #,T1t POst OF THE RULYR SlJMFMZ n DETOMM1ED 811 ANALrZM TRIAL WEDGO �► M CDTAw NMNW %NU E Or ti IMO wF WUr NMLLE W THE CAS! 94=N wmwa THE FvLLa w Ammswndm. L MATUM 3 ARE MCAIDiE umm z %WWWff tiarE3Wr 40 OmJ MM aD SHEM 51TOMTH CM MOTU 1E SAM= n COMPLETELY MOGU= & MOLL m VEfTr4-NO SN AR lOOICES Nth F EWfr ON ONK OF 1MLLMSULTAMMT POrWES ARE NOMMWAL. LOOM THEE CC= fl7BNNl,PKSULM r PNESSATAO AIK ALTM AND R%SX E wu,ES. AND R AMM s11W#Ci 13 A sTwAt W PLAW T+waNH MM Or WN L. EATS Of suWWWAND " r L M OM1A Ut VMMM p NK trot F ICURE 2 Computation of Simple Active and Passive Pressures Change 1, Seotember 1986 1.2 -62 of o <_ • lo•1e (for "of fN I P H - 0.550Q, resultant force N • � L a H - 1.282 (form >0.41 P - �� 0.64 OQ ► esultant forts H t r..Uwe v,on Fig. 9 - Lateral pressure due to fine load (Boussinesq equation modified by experiment) (after Tetzaghi Strip Loads - Highways and railroads are examples of strip loads. When they are ' parallel to a sheet pile wall, the lateral pressure distribution on the wall may be catculated as shown in Figure 10. ftm i i 2 Q i (_ � {B - sinp cos T a 1 f H oN s EUW%W V ior , Fig. 10 — Lateral prassure due to strip load (Boussinesq equation modified by experiment) (after Teng . Based on the relationships given above, Figure 11 shows plots of the lateral pressure distributions under point and line loads and gives the positions of the resultant force for various values of the parameter m. Low Loos Awl Loom 0 w•0.1 � 0.7 � � �•Ob "'•OE \ - Ja c I O , w -0.3 , ,e•0.4 a 0.4 L 01 60M / 0-3 GO" 0.1 .1• S9M Me 0 S SGN 0.4 7e S9N / � .eM o.E .f! uM �a O 2 0 .3 1d • t.5 M M• v.w( os 0"i VALUE Of eM 160, • Fig. 11 — Horizontal pressures due to point and line loads (after Navdocks") CA 4- - w lu ui � w Z A a Tp • a Y_ M Z 1 i. �1.A • J, �.1 g __ ° 0 0 - p z 311 Of �. t'- w z �- o Z u J wo U� %Y1:9b 1'.: '`7606333470 SE(; yJ UUl . F'AC;II" It; UCI:.AN r s �► r -'Did , (7 .� C i �•i .._ w c ... < rTi r_ r•i r 7 Dn �p �u �Z a a 1 r � rill i • Jf as Cp C c f' C .►+r (� �a1r O ro v0 HOC � Z 7 1 i - e c ti (7) l7 -ti { <7cl Z 14 E.XTQ x t tae • S Nit i 1 Table 1 ! Threadbar Anchor (Technical Data) Steel Nomi- Cross Ultimate Working toad relative Yield Working load relative I Grade nal section load to the ultimate load load to the yield load dia. area F - F 0.75 F ' 0.6 F A 1, • A F,11.6 F„11.7 F„ /1.8 F„/2.0 t • A (F (F F0.75 KSI inch sq.in. KIP KIP KIP KIP KIP KIP KIP KIP - KIP N /mm' mm mm: kN kN kN kN kN kN kN kN kN 150 ( - 1 0.85 127.5 79.7 75.0 70.8 63.8 104.6 78.5 62.8 59.8 835/1030 26.5 551 568 355 334 316 284 460 345 276 263 150 1 1.25 187.5 117.2 110.3 104.2 93.8 153.8 115.4 92.3 87.9 835/1030 32.0 804 828 518 487. 460 414 671 503 403 384 150 1 -3/8 1.58 237.0 148.1 139.4 131.7 118.5 194.3 145.7 t 116.6 111.0 835/1030 1 36.0 1018 1048 655 617 583 524 850 637 I � 510 486 i 178 � 1 0.85 151 94.6 89.0 84.1 73.7 132.9 99 1 79.7 I 75.9 1080/1230 26.5 551 678 424 399 377 339 595 446 357 340 178 1 1 /4 1.25 222.5 139.1 130.9 123.6 111.3 195.4 146.6 117.2 i 111.7 1080/1230 32.0 604 989 618 582 549 .495 868 651 521 496 178 1 -3/8 1.58 281.2 175.8 165.4 156.2 140.6 246.9 185.2 148.1 j 141.1 1080/1230 36.0 1018 1252 783 736 696 626 1 1099 824 I 659 628 Table 2 +!!� Multistrand Anchor with 0.6" dia.. 270 ksi and St 157011770 strand respectively (Technical Data) No. of Nomi rose Ultimate Working load relative Yield Working load relative strands nat 1 section load to the ultimate load load to the yield load dia. 1 area F„ ! F 0.75 F 0.6 F _ A. f„ • A. F,/1.6 F I F,11.8 F„ /2.0 t • A. (F (F F inch sq. in. KIP KIP KIP KIP KIP KIP KIP KIP KIP mm - mm kN_ kN kN kN kN _ kN kN _ M kN 1 0.6 0.217 58.6 36.6 345 32.6 29.3 49.8 37.4 29.9 I 28.5 1 0.6 140 248 155 146 138 124 220 165 i 132 ' 126 4 1 0.6 0.868 234.4 146.5 137.9 130.2 117.2 199.2 149.4 1 119.5 113.8 4 0.6 560 991 619 583 551 496 879 659 i 527 ! 502 9 0.6 ! 1.953 527.3 329.6 310.2 ! 292.0 263.7 448.2 336.2 i 268.9 256.1 9 0.6 I 1260 2230 1394 1312 1239 1115 1978 1487 ` 1187 I 1130 12 0.6 2.604 703.1 439.4 413.6 390.6 351.6 597.6 448.2 J 358.6 1 341.5 112 0.6 l 1680 2974 1858 1749 I 1652 1487 2638 1983 i 1583 i 1507 15 0.6 f 3.255 878.9 549.3 517.0 488.3 439.5 747.0 560.3 448.2 425.9 .15 0.6 i 2100 3717 2323 2186 2065 ! 1858 3297 2479 1978 i 1884 19 0.6 ' 4.121 1113.2 695.8 654.8 618.4 `! 556.6 946.2 709.7 567.7 540.7 '* .19 0.6 2660 4708 2943 2769 I 2616 I 2354 4176 3132 2506 2386 27 0.6 5.857 1582.2 988.9 930.7 i 879.0 + 791.1 1344.6 1 008.5 I 806.8 768.3 127 0.6 3780 6691 4182 3936 3717 1 3346 5935 4451 3561 3391 37 0.6 8.029 2168.2 1355.1 1275.4 1204.6 1084.1 1842.6 1382.0 1105.6 1052.9 1 37 0.6 5180 - 9169 5731 i 5393 , 5094 4584 8133 6100 4880 4647 61 0.6 I 13.237 3574.6 2 234 1 2102.7 1985.9 1787.3 3037.8 2278.4 1822.7 1735.9 , 61 0.6 ! 8540 1511E 9448 8892 8398 1 7558 13408 10056 8045 7662 vote By omitting one or more strands from the S! a'laara sizes given above, anchor tendons of any inteime0ilte gaze can be formed Alsc .ivd,l; tore are ancriur tendons from d,tleren! size stranrt a ,wh =a n 4 -A n r,;- a.. joa '7`14/ - 14 1=i1'7 - y tit E- lwv SOIL ENGINEERING CONSTRUCTION, INC. SHEET NO. 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED ev DATE (650) 367.9595 TZ t'1 DATE � 7 FAX (650) 367.8139 CHECKED BY SCALE .....:........................ .......... _ . .......... t c'_ ( . ...P .! °..... . A'* ...........,lz � 1 _........F_... , a -T t o ? K C . _!. 5 .......... . _ ..... ... ..... ..... ........ / .. ...... .... ................... ... ......... ...... : . .. . . . ...... _ .... ..._ s ........ N �T _._ _Tf- c�e�, -- r r- ,a-�,, �4!sf .....T�._ T�. $E/ _ .. .. ........ ............. ... 79- - I L ..... -�^ N G4 L- 0 =777 +, ............:..... " ...... ...... � S 1 s.(s�ts7�iC -) .. � V.. � 'Fart ^ 1�{• `' � � � � _ ) - Z t�l C �{ •_ (� • �w� P� = cam, r ! } = Lr I �T I'S �✓ JOB SHEET NO. SOIL ENGINEERING CONSTRUCTION, INC. Z OF 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY " - ' }►/ DATE �j (650) 367.9595 CHECKED BY ! DATE FAX (650) 367.8139 SCALE ........, .. . p,�t••ss�vg� S ��ss �,�� .utter _ l.• �' . 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I OF-- 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY 1 DATE FAX 5 367.9 8 5 CHECKED BY �T7 DATE 1 ' 41 SCALE T A-C -� 7 7 1 _ ............................. / / At C-1 - T� J 7 S.. —# 2)- .off V s E, I A A - P_ A'N L G tz2 0 Z t t.► A-T l� *�T r--,4- V s t-- r U L T f 4 - T ! t A- COIL Cr T i I-� °� -t T A A-- SOS SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. 1 4 OF (� 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY �j -' 1 DATE 1 (650) 367.9595 CHECKED BY �`�� DATE 1 + FAX (650) 367 -8139 SCALE t 1�v rim. -tr 11h. Tu' *-(,ti T 1 Lip. h- Ck S _. c.7 ' ........................... ............ .. ............ .............:... --�{ -� TF �►4�� T S A S �1�T PZ fP�{ Pp � s - �s - T - 1 L� P�I1-- �K�� 1 1 1 L- L'— F� v n Ze- a Zo.t� < 1 Joe_ . SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. �S OF 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE (650) 367.9595 FAX (650) 367.8139 CHECKED BY DATE SCALE ........ ? 7-r g� icy_ 4-°m s>�M �1.4��, 4 �� i�, �) _ �12L� ..icy _ . ...... .. .... .. �r�1f-�oizC�lZLc -r-T ST�-�L �t _ R s � 7 _ i � /.� � Z16 z. .. .. • _ � --- � / � 1` f # 11 i �O f.1 � O l:c� � j �.,.� P C� �, � b � s i''—�! G � ' /LIB � / 6-7 T TY" v` l� T I S I ro'` �� ) % JOB N Ef- -T y r A-V SOIL ENGINEERING CnNSTRUCTION, INC SHEET NO. OF 927 Arguello Street t-44 j t �: !aq REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY, DATE (650) 367 -9595 CHECKED BY GATE FAX (650) 367 -8139 SCALE $ ta i C�� (?��l i- I �°�1iM ' .... _. - T EiN S v L't, I f-F - 'C G,� ... ....... __ _.. _:..... L . _ o BIZ .......... . P rte_ �- C�T o .� � � ( � o • � ZI � o. � IZ � `o , � 33 .' • � • � ' . ....................... 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C N S A-77 1 i'1 N v Ar t4 S c, T3Z_ v C- v J yo c> 7 �� y GE 554 < m F TECHN� c OF CAQ- '-000Gli)4 ESN:, Snr!n 'CCem JOB t 7 A-7 I N (.,E SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. 7i OF 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE (650) 367 - 9595 CHECKED BY DATE FAX (650) 367 -8139 SCALE TES t S 70 S�G f N A— 7t. w r - � pfi 7 - "F - C�;n o N ,6 - c P r +-t l - 1- G•o ti I ►.i. o S -.4-fy o Cop N Ems, S I L L 7� ZCmq It, - t - ) A o� - �, -- J � = -��=�t � �A�w •x� l t �, l� M ��? ►�7 To _ (� tiI T� � 1zS Fs - cam T% 4i p ,`, uL i t,�. � - u N `r �y�,c s - 1 - trt 5 u� -,a-w -7- t UV- I HC L: y _T= F J 7%� A'l.. (� � l T ► �r-4 -S ,a�T' T 7'� �• J I A-7 7t7.aX +✓ ,� C-,=,�— L � 1 -- — ?—r at ft—o, �- A -rz� f - � N �r I - A 1 �— I � / L/� � � l/L.�'l.. �.14'� ...(a T� � � � /< �. 1 vSI �� J G TE Sri 'eOCGC" 1 ^Jt .." . eeisi Z ^5 1 i��aeer JOB SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. OF ` 927 Arguello Street — �— REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE J� (650) 367 - 9595 CHECKED BY - "� DATE FAX (650) 367 -8139 SCALE 1 . c \ ( Gcvtz.S ) I S 1 f j+ Ic7 77 L + 2 SL t --r I Lt Tt ..................... ......... . ............................ ....................... ................. . A4C:7'S lA.,� S S c i O k4, rr i �� 1, /� ' T—: A1 cam. c�T7 T �i It-+ IM la - TEST L 1 14 (�� -ors (� � , _/� CD, l r% c •oT4+F�� S. � == -.1� ; :'s -�f,� :� �„� _ � lip , o Table t � Threadbar Anchor (Technical Data) Ste_ N Nom1- Cross Ultlmato Working load relati - - Y1Nd Working load relative Grade nal section bad to the ultimate load load to the yield load dia. area F dR F 0.75 F ' 0.6 F 1 A f . As F.A.6 F, M.7 F F,)2.0 I • A (F (F F I KSI Inch m In. KIP KIP KIP KIP KIP KIP KIP KIP - KIP ' N /mm' mm mmv kN kN kN kN kN kN kN kN kN ISO ` - 1 0.85 127.5 79.7 75.0 70.8 63.8 104.6 78.5 62.8 59.8 835/1030 26.5 551 558 355 334 316 284 460 345 276 263 ISO 1 1 / 6' • 1.25 187.5 117.2 110.3 104.2 93.8 153.8 115.4 92.3 87.9 835/1030 32.0 804 628 518 487. 460 414 671 503 403 394 r 150 1.3/8 1.58 237.0 148.1 139.4 131.7 118.5 194.3 145.7 i 116.6 111.0 835/1030 36.0 1018 1048 655 617 583 524 850 637 t 510 485 173 1 1 0.85 151.3 94.6 89.0 84.1 75.7 132.9 99.7 79.7 75.9 , 1080/1230 26.5 - 551 678 424 399 377 339 595 446 357 340 178 1 1 /4 1.25 222.5 139.1 130.9 123.6 111.3 195.4 146.6 1172 111.7 ' 10SW1230 32.0 804 989 618 582 549 495 868 651 521 496 178 1.318 1.58 281.2 175.8 165.4 156.2 140.6 246.9 185.2 148.1 ' 141.1 1080/1230 36.0 1018 1252 783 736 696 626 1099 824 659 628 Table 2 Mu/listrand Anchor with 0_6 dia.. 270 ksi and St 1570/1770 strand respectively (Technical Data) No. of Nomi Cross I Ultimate Working load relative Yleld Working load m4alive strands nal section load to the ultimate toad toad to the yield load dia. i area F M f F � � v � O.TSF 0.6F A. f„ A� F„/1.6 F j F F„l2.0 Iy . A (F�J1.33) (F F - -. -_ inch sq. in. KIP KIP KIP KIP KIP KIP KIP KIP KIP mm mm kN kN kN kN kN kN kN kN kN 1 0.6 0.217 58.6_ 36.6 34 5 32.6 29.3 49. - 37.4 29.9 i 28.5 1 0.6 140 48 155 146 138 124 220 165 132 138 4 I 0.6 0.868 234.4 146.5 137.9 130 -2 11 T.2 199.2 149.4 1 119.5 113.8 ' 4 0.6 $60 991 619 583 551 496 879 659 527 i 502 9 0.6 ! 1.953 527.3 329.6 310.2 292.0 263.7 448.2 336.2 268.9 256.1 9 0.6 I 1260 2230 1394 1312 1239 1115 1978 1487 ' 1187 i 1130 12 0.6 2.604 703.1 439.4 413.6 390.6 351.6 597.6 448.2 I 358.6 341.5 112 0.6 I 1680 2974 1858 1749 1652 1487 2638 1983 ` 1583 1507 15 0.6 ► 3.255 878.9 549.3 517.0 488.3 439.5 747.0 560.3 448.2 426.9 .15 0.6 i 2100 3717 2323 2186 2065 1858 3297 2479 1978 1884 U 4 ! 19 0.6 4.123, 1113.2 695.8 654.8 618.4 556.6 946.2 709.7 567.7 540.7 19 0.6 2660 4708 2943 2769 2616 2354 4176 3132 2506 2386 27 0.6 5.857 1582.2 988.9. 930.7 879.0 791.1 1344.6 1008.5 806.8 768.3 (27 0.6 3780 6691 4182 3936 3717 3346 5935 4451 1 3Sbt 3391 '2 37 0.6 i 8.029 2168.2 1355.1 12754 12046 , 10841 1842.6 1382.0. 1105.6 1052.9 1 37 0.6 5180 - 9169 5731 j 5393 5094 4588 8133 6100 4880 4647 ' 61 0 6 13.237 3574.6 2 ^34.1 2102.7. 1985.9 1787.3 3037.8 2278.4 1822.7 1735.9 61 0.6 ' 8540 1511E 9448 8892 8398 f 7558 13408 10056 8045 7662 +rote• By arnmonq one or morn strands ffnm In* S!a"dard sizes given above, ancthor lenoong of �n Also ava,iaore are ancnor tendons from d ... erent size suanrn .,,�h Ae n c ,. n c:.. ..., y 'ntcs�meaate We can be formed. JOB 7 A-77 l N SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. OF 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE (650) 367 -9595 CHECKED BY DATE FAX (650) 367 -8139 SCALE A - C o P'' A- f T�t4' t ••'� C.,��t- �c.��- .off 'j F�� L''� r f � r i� 44- S g JOB 7 A-TT SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. OF c� 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE (650) 367 - 9595 CHECKED BY DATE — — FAX (650) 367 -8139 SCALE 1�H� S 7��t S 7 Zt:. l.(o L°7 2 l �Gl�° �'S-f- �� t`�,3 � Si :• -_, A—?y ,f E E A - C S 1k� I LA j C, S Fi A-� . A- l tit Z T r o / L(- . o '� v '� 7 1 cal • -� ( vf — g Y X C7 ✓ l Z 2 - s �- F A - L L. o ►= =s ,� /� 1 .- V � ��/�"� � -_ .� _ L:� ...�... i t. -� i`'. i� � �"'� �..�/� { l c —^ 1 � r_ `� • 71 a.ODL,T JOB A-TT t'+C, i.�1 7a-E-S . SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. OF 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY '� DATE c (650) 367 -9595 CHECKED BY DATE FAX (650) 367 -8139 SCALE i ,4- S Fr C�� -r-+ � ► U � 1� ► P� S L �� - 1`� � �— IN tom' - ('ice - h A�� ►�'f �.{a� � �-- Caz�,a%r� tT'r�"l/ r I N 7 —o C,7f= 7 �i4-t �� , e a� l.�,d kSi Z'-7 JOB SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. OF 927 Arguello Street �4.� 2 REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY- DATE (650) 367 -9595 CHECKED BY v �'� DATE FAX (650) 367 -8139 SCALE -- i s 4 L Iq L L Z4 K (A — hz-� � 4 — T , s✓ � � � s � - r - I �� (1� S i I ti PP0DLC' 2741 iSinu Sreelsv 2C5 -' 'ie.eai JOB SOIL ENGINEERING CONSTRUCTION, INC SHEET NO. OF 927 Arguello Street 2 — g -9°! REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE �Q (650) 367 -9595 CHECKED BY DATE 99 FAX (650) 367 -8139 SCALE t , TL 7 - �'� A S n o 1:1T V S S ? 1 0 - C-4 r-+ C, @ Oq —f4 Ar�, n , , T Lf It c- 116. > a) r I. SOIL cnani c-unc conspucclon. February 18, 1999 0\5D Mr. Lee McEachern, Senior Planner VIA MAIL & FAX (619) 521 -%72 California Coastal Commission —San Diego Coast Area 3111 Camino del Rio North San Diego, California 92108 Re: Supplemental Geotechnical Information E8 794 Neptune Avenue, Encinitas, California I Dear Mr. McEachern: The following letter has been prepared to provide supplemental geotechnical information for the subject project. On February 17, 1999, SEC advanced a boring on the property to a depth of approximately 95 feet. The purpose of this subsurface exploration was to confirm information presented in our report "Preliminary Geotechnical Evaluation / Request for Emergency Processing, Proposed Lower Bluff Seawall & Upper Bluff Retention System, Mattingley Residence, 794 Neptune Avenue, Encinitas, California ", dated February 10, 1999. As noted above, our subsurface exploration consisted of advancing a boring, B- to a maximum depth of about 95 feet. The boring location is shown on Plate 5. An engineer from this office logged the boring, collected disturbed and relatively undisturbed soil samples, and oversaw the drilling operation. The boring was advanced using a CME 75 High Torque truck mounted drilling rig, equipped with 8 -inch hollow -stem augers and a automatic trip hammer for soil sampling. The drill rig and operator were supplied by Tri- County Drilling, Inc., of San Diego, California. i Subsurface soils were visually classified in the field in general accordance with the I procedures of ASTM D2488 -84 and the Unified Soil Classification System (USCS). Logs of the boring are presented on Plate 1 through 4 and are attached to this correspondence. As encountered in the boring, the site is underlain by up to about 3 feet of fill consisting of silty sands. Underlying the said fill are Terrace deposits to a depth of approximately 69.5 feet. Underlying the fill and the Terrace deposits is the Ardath formation. The Ardath formation was continuously sampled, using a continuous core barrel, to observe anv clav seams and/or shear zones. No clay seams or shear zones were observed from the recovered samples. At a depth of approximately 93 feet, Torrey formation was encountered. A trace of groundwater was observed, perched over the Ardath formation at a depth of approximately 69 feet. 927 Arc , -e c 3 -veer " ec 'c�Jorma- 94065- 1310 '650) 567 -9595 FAX '650) 367 -8139 Mr. Lee McEachern California Coastal Commission February 18, 1999 Page 2 Based on these fmdings, it is our opinion that the information presented in our February 10, 1999 report are appropriate for the purposes of recommending geotechnical design parameters for the design and construction of a lower bluff seawall and an upper bluff retention system. If you should have any questions, please call us at (760) 633 -3470. VV, A ej truly yo vo +�1j tJ r JeeL r i ven, P.E. Robert D. Mahony, G.E., C.E.G. C: Mr. Richard Mattingly DRILLING COMPANY: TRI COUNTY DRILLING BORING DIAMETER: 81nch Hollow Stem DATE 2117/99 Auger Blow Dry Moisture Soil Class. Depth (M Counts Density Contort ( %) (U.S.C.S) Bof ng No. 8 -14@794 SOIL DESCRIPTION FJevation 94' +I- M.S.L. p rrxets avement Q +/- 4" thick SM FILL: Brown silty sand mdst, medium dense I SM TER RACE DEPOSITS: Onmge brown silty sand, moist, medium dense 5 SPT 21 10 RINGS 34 SP/SM Q 10' becomes yelo'w brown sightly s+ty sand, sightly moist', medium dense 15 f, 20 SPT 58 Q 20' becomes light grey brown sightly o ty sand, aigl* moist, very dense 25 RINGS 98 25 same as above except becomes dense 30 SPT 50 CD 30' same as above LOG OF BORING Plate No. 1 SOIL ENGINEERING CONSTRUCTION 580 N. Highway 101, Suite 5, Encinitas, CA 92024 NOTE SPT- Standard Pormadon Test RINGS 2.5 " Drive Sampie DRLLwG COMPANY: TRI COUNTY DRIWNG BORING DIAMETER: 8 huh 1 Iolow Stem DATE 2!17196 AtKW Blow Dry Moisture Soi chm Depth M Counts Derwily Cortent( %) (U.S.C.S) 00 it No. 8 -10794 SOIL DESCRIPTION Ele►Mtiort 94' +/- M.S.L 30 35 40 Rq,�,q g0 SP 040 becomes IOM YEN & 9reY grown, rine to medium sand, slghtiy moist, derae 45 50 SPT 52 0 50' becomes igM Yellow & grey, fine to medium sand, dry, very dense 55 I RINGS 80 100 SP/ SM a w becomes W brown to brown slightly silty send diy dense LOG OF BORING Plate No. 2 SOIL ENGINEERING CONSTRUCTION 580 N. Highway 101, Suite 5, Enanitas, CA 92024 NOTE. SPT- Standard Pentration Test RINGS. 2.5 " Drive Sample DRILLING COMPANY: TRI COUNTY DRILLING BORING DIAMETER: 81nch Hollow Stem DATE 2M7189 Auger Blow Dry Moisture Sol Clew. Depth (its Counts Density Content M (U.S.C.S) Baring No. B.10794 SOIL DESCRIPTION Elevation 94' +ti M.S.L. 80 85 �' Groundwster sd over Ardatll 70 ML O 89.5' ARDATH FORMATION: Grey dbone w/ same sand, dry to dghtly moist, very hard SPT 125 Begin continocw coring a 7 no clay seams or shear zones observed in rec. sample hard drilling 75 End continuous coring Q 75' Sample recovery 3.5' RINGS 152 for 9 Same as above I ' Begin continuous coring C 75.5' no day seems or shear zones observed in roc. sample 60 End continuous coring Q ST Sample recovery 3.3' Begin continuous coring ® 80' no day seams or shear zones observed in me. sample Same as Above 85 End continuous coring Q 85' Sample recovery 4' Begin continuous coring a S no day seams or shear zones observed in rec. sample Same as above 90 End continuous coring Q 90' Sample recovery 3' Begin continuous corm 90' no clay seams or shear zones observed in rec. sample LdU Plats No. 3 SOIL ENGINEERING CONSTRUCTION 580 N. Highway 101, Suits 5, Endnitss, CA 92024 NOTE: SPT- Standard Pentration Test RINGS- 2.5' Drive Sample DRILLING COMPANY: TRI COUNTY DRILLING BORING DIAMETER: 8 teach Hollow Stem DATE. 2M7199 Apper Bbw Dry Moilk" Sol chm D40 (M Cow" Dwok Content ( %) (U.S.C.S) 804110 No. B-1 ®794 SOIL DESCRIPTION Elevation 04'+/- M.S.L cm — * — U m oorirrg Q 90' no day seams or ohm zones obaarvsd in rec. stamp* Sams as above &94' TORREY : Gmy brown =Wftmw dry, very dersis 95 End corgiMwus 95' foopywy S BORING ENDED 0 APPROXIMATELY 95 FEET GROUNDWATER OBSERVED PERCHED OVER ARDATH FORMATION Q +/- 69 FEET LOG OF BORING Plate No. 4 SOIL ENGINEERING CONSTRUCTION 560 N. Highway 101, Suite 5, Encinitas, CA 92024 NOTE: SPT- Stendard Penbation Test RINGS. 2.5 " Drive Sample F �A GENERAL NOTES: 1. O.aifn o+t twrwtlMfM. b b. w U7 ..e.nw. ITN use arw bcw Cea.a Q i M tb- tawp/lr+a .ti latall.w N U: k f-� 1 E.rt IN . .. rw sen.tbn. GM+. « eawrllttMw Z f \A t. M ea -4. (_'J � C tI-" tt z i h *.M u.M.O. w t 5. 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ItM w r I 1.. alt ~It 0 J Fbst Naf. « f..IRIM M1A t1. b• Q l.tYp N 6.ttaba M ft b'M Vow PROFILE SECTION A -A ""n""' t° °°'"" « "°w . o Q w tptA•. awat « Ir. t.... b , SCALE- 1 •.10' .mp. jrtrtl+y rr » • //y'b/ (SAMOSTMO E) ..F w nwrwq t+ela A Z O r.abr7 ...wlalat wn.4tb.nt �.sr. tartew LL �J per. �+.tarww )•tw rgts (tarn'o.lr 4 O L J Z a. L Q LL. _ LL ABBREVIATIONS /� K1L -Wwt .M I..M W W N.I.C. -Mal +� txaltr.tl E w. -E..t+ ..r _ I D C.C. -C.+M- to a.wlw w Z uxo. - uraaaa naw «n.,... L W 3 UILDING FOOTPRINT MATTINGLEY - l��q W z =z ESIDENCE 794 NEPTUNE AVENUE z W Wm 7. W o � C� % - BENCHMARK o LL `�� W IL THE EENCHWARK USM FUR THIS PLAT IS SAN N woo COUNTY VERIMAL CWROI MOMIMENT W NO. O.C. 141. LOCATED ON TIE EAST SK)E OF z HIrT 101. 150' SOUTH OF TIE CEMERUNE CF J Q" Q EL PORTAL STREET IN THE CITY OF CNCINrTAS. CA. Q w T EL 63.913 M.S.L ^ _z z Z L �= -0- � 2 r- w ..a. APPROx11AATE .w. PROPERTY LNf PLAN �. v SCALE. + -10' NORTH 2 OF 3 SOIL Enenrcrivne consciucclonim. February 10, 1999 V11 _ t TO: Mr. Lee McEachern California Coastal Commission FO ' FROM: Mr. Bob Mahony & John Niven Soil Engineering Construction, Inc. RE: Preliminary Geotechnical Evaluation / Request for Emergency Processing Proposed Lower Bluff Seawall & Upper Bluff Retention System Mattingley Residence, 794 Neptune Avenue Encinitas California ' Soil Engineering Construction (SEC) has prepared the following, preliminary geotechnical evaluation in response to recent lower and upper bluff failures at the subject site. As noted in the conclusions of this review, the sudden and unexpected failure of approximately 1 to 2 ' feet of limited rear yard area, across the northern half of the property, occurring on January 24, 1999, as well as other failures occurring during the past 60 days, have promoted a level of ' bluff instability which places the residence on this property under imminent threat of failure. ' This review includes the results of our lower and upper bluff stability analyses, conclusions and recommendations for the proposed seawall and upper bluff retention system. This review utilizes, as a base for substantiating our analyses, information presented in the following reports, which have been previously submitted, to the California Coastal Commission: ' 1. "Geotechnical Report / Request for Emergency Processing, Proposed Lower Bluff Seawall, Johnson & Downing Properties, 788, 790 Neptune Avenue, Encinitas California ", prepared by Soil Engineering Construction, Inc., dated July 29, 1996. 2. "ADDENDUM, Geotechnical Report / Request for Emergency Processing, Proposed i Lower Bluff Seawall, Johnson & Downing Properties, 788, 790 Neptune Avenue, Encinitas California ", prepared by Soil Engineering Construction, Inc., dated August 19, 1996. 3. "Addendum to Geotechnical Report, Johnson & Downing Lower Seawall, 788 & 790 Neptune Avenue, Encinitas, California ", prepared by Soil Engineering Construction, Inc., dated May 20, 1997. ' 927 Arguello Street, Redwood City, California 94063 -1310 (650) 367 -9595 • FAX (650) 367 -8139 9 Y Mr. Lee McEachern California Coastal Commission February 10, 1999 Page 2 ' 4. "Addendum No. 2, Geotechnical Report, Johnson & Downing Lower Seawall, 788 & 790 Neptune Avenue, Encinitas, California ", prepared by Soil Engineering ' Construction, Inc., dated September 11, 1997. 5. "Updated Geotechnical Review / Request for Emergency Processing, Proposed Upper Bluff Retention System, Downing Residence, 790 Neptune Avenue, Encinitas, California" prepared by Soil Engineering Construction, Inc., dated April 27, 1998. 6. Updated Geotechnical Review / Request for Emergency Processing, Proposed Upper ' Bluff Retention System, Johnson Residence, 788 Neptune Avenue, Encinitas, California" prepared by Soil Engineering Construction, Inc., dated May 29, 1998. ' Specific recommendations provided under the purview of this review supersede those presented in the referenced documents. SITE DESCRIPTION The project site is located at 794 Neptune Avenue in Encinitas. The site consists of a relatively level building pad area (El. +92' +/- M.S.L.) and is occupied by a two -story residential ' dwelling of standard construction with appurtenant improvements. The project site is bounded to the east by Neptune Avenue, single family residences on the north and south and on the west by an approximately 92 foot high, steeply sloping westerly facing sea bluff. Based on our observations of the subject site, it appears that the site conditions have degraded significantly in the past 60 days. As observed on the beach, large blocks of the lower Ardath ' formation have recently failed and are located on the beach in front of the bluff area. Near the base of the bluff, at approximately +8' M.S.L., a clay seam exists across the 794 property and appears to extend across the properties to the north and south. Major slides appear to have occurred on this clay seam in properties to the north and south. PROJECT DESCRIPTION The proposed project will consist of a seawall 50 lineal feet in length along the base of the 794geoLrpt Mr. Lee McEachern California Coastal Commission ' February 10, 1999 Page 3 t existing bluff and an upper bluff retention system along the existing top bluff (50 lineal feet) and along the northern property line (16 lineal feet), see construction plans. The lower bluff ' seawall will be constructed of reinforced concrete with two rows of tieback anchors approximately 45 to 55 feet in length. The proposed seawall will match the height and appearance of the neighboring seawall located to the south. The exposed surfaces of the ' seawall will be textured and colored to resemble the surrounding bluff areas. The upper bluff retention system will be constructed utilizing drilled steel reinforced concrete caissons, ' approximately 40 feet in depth with a grade beam and tieback retaining system along the existing top of bluff. The proposed upper bluff retaining system will be built in a similar ' fashion to the existing upper bluff retention systems located on the adjacent properties to the south. SUBSURFACE CONDITIONS ' As described in the referenced reports, the site is underlain by minor amounts of fill materials, Terrace deposits, Ardath formation and Torrey formation. Boring B -1 was drilled to a maximum depth of approximately 76.5 feet on July 17, 1996 and was located near the property line between 790 and 794 Neptune Avenue (see Figure 1). SEC is planning to advance another boring on the subject property on February 17, 1999 to confirm the findings and ' assumptions presented in this report. Presented below are the subsurface conditions encountered in B -1. Fill Soils ' Fill materials were encountered in Boring B -1 to a maximum depth of about 3 feet. The fill ' consisted of brown, moist, loose to medium dense, silty sand with varying amounts of concrete debris. Based on a review of available topographic maps and our subsurface exploration, it appears that the fill may vary in thickness across the site. 1 Terrace Deposits Terrace deposits were encountered in Boring B -1. These deposits consisted of light brown, ' yellow brown and orange brown, dry to slightly moist, medium dense to dense, slightly silty, 794geo Lrpt Mr. Lee McEachern California Coastal Commission ' February 10, 1999 Page 4 ' fine to medium grain sands. Based on the observations during the field exploration, it appears that the terrace deposits have a thickness of about 65 feet. ' Ardath Formation This formational material was encountered underlying the terrace deposits in the exploratory boring B -1. The Ardath formation encountered consist of grey, slightly moist, hard, siltstone, ' with occasional lenses of sandstone and clay seams. As observed form the beach, it is estimated that the formation is dipping about 2.5 degrees in a northerly direction. ' Torrey Formation The Torrey formation was observed underlying the Ardath formation as seen south of the project (on the beach). This formation consists of yellowish brown to brown, very dense, sandstone. As seen from the beach, the Torrey sandstone dips to the north at about 2.5 degrees. ' SLOPE STABILITY ANALYSES ' Presented herein are the results of our bluff slope stability analyses for the subject site. The purpose of the analyses was to find the minimum factors of safety with respect to sliding for ' the existing (before construction) and the post construction conditions. The analyses was performed for both static and pseudo static conditions utilizing the Modified Bishops Method ' of Slices (STABLSM computer program) and the results are discussed herein. The location of the assumed most critical bluff cross section A -A', and cross section A -A' are shown on the attached Figure 1, and represent the bluff slope used in our analyses. The computer printouts are included in this review and are attached. 794g.l .rpt Mr. Lee McEachern California Coastal Commission ' February 10, 1999 Page 5 ' Assumed design soil parameters used for our analysis are as follows: ss gn p Y Material Total Unit Cohesion Friction Angle ' Weight (pd) (psf) (degrees) Terrace Deposits 120 270 35 ' (Upper- Bluff) Clay Seam 100 0 7 ' Ardath Formation 110 500 25 Torrey Sandstone 125 1000 40 ' Seismic criteria are included in the slope stability analyses. The slope stability analysis uses a pseudo- static method with a Seismic Coefficient of 0.12 gravity. The calculated factor of ' safety with respect to sliding for each load case are presented below: ' Bluff Condition Minimum Calculated X- Section A A' Factor of Safety ' Existing Bluff Analysis Before Seawall Construction Static Analysis- 1.07 Pseudo - Static Analysis- 0.90 Bluff Analysis After Construction of Seawall Static Analysis- 1.51 Pseudo - Static Analysis- 1.24 Upper Bluff Analysis Before Upper Bluff Retention ' Static Analysis- 1.27 Pseudo - Static Analysis- 1.05 ' Upper Bluff Analysis After Upper Bluff Retention Static Analysis- 1.50 Pseudo - Static Analysis- 1.23 794geol.rpt Mr. Lee McEachern California Coastal Commission February 10, 1999 Page 6 CONCLUSIONS AND RECOMMENDATIONS ' The threat to the property is two fold: 1. The bluff can fail in a large volume slide based on the referred to clay seam. The lower wall deals with this. It acts both to counteract the slide and ' to prevent erosion from wave actions. 2. The upper bluff structure interrupts the ongoing failures and expected flattening of the Terrace deposits above the bedrock and protects the ' residential structure against otherwise expected underminement and failure. ' It is recommended, based on our slope stability analyses, that the proposed seawall be designed to resist a force of 45 kips per lineal foot. Tiebacks for the lower wall should be designed accordingly, using a minimum bond stress of 20 pounds per square inch. The bottom ' of the wall should extend to a minimum elevation of +2' M.S.L.. It is recommended that three hydroaugers be installed at various locations along the length of the proposed seawall. The ' hydroaugers should be installed in a three inch diameter borings, drilled at a slope of about +2% and be a minimum of 50 feet in length. The outer ten feet of the hydroauger should not be perforated. It is recommended that the caissons for the upper bluff retention system be a minimum of 36 feet in depth. Caissons should not be spaced greater than eight feet center to center. Minimum diameter of the caissons should not be less than 30 inches. Tiebacks for the upper ' bluff retention system should be designed using a minimum bond stress of 13 pounds per square inch. Based on the findings presented above, it is recommended that a lower bluff seawall and an ' upper bluff retention system be constructed at the site. Our engineering analyses, supported by our recent observations, of lower and upper bluff failures at the property, indicates that the recommended construction of the lower bluff seawall proceed immediately followed by the construction of an upper bluff retention system and their presence is imperative to prevent imminent substantial failure of a degree sufficient to impact the residential structures on the ' site. ' If the proposed seawall project is delayed, we recommend that the City of Encinitas and the 794geol.rpt ' Mr. Lee McEachern California Coastal Commission ' February 10, 1999 Page 7 ' California Coastal Commission provide SEC and the owner assurance that these conditions will not adversely effect the subject property. ' Thank you, in advance, for providing your immediate attention, review and comments to this review. If you have any questions, require additional materials, or would desire an on -site meeting, please call me a (760) 633 -3470. Sincerely, ' SOIL ENGINEERING CONSTRUCTION, Inc. ,a rw ' Robert Mahot554, C.E.G. 847 pProject .C.E. 57517 Principal Geo Engineer r ' -- pFESS/ F SS Nql QR p � ��,t•�EE� N�` O NO. C57517 rrn Q: G ``- ' UJ No. GE 554 r°��• •�% Exp 1uo1 UJ EXP. 06/30/01 �� °.• UC. No. 847 j \ G' � . • EXP. 08/31/00; ., • . • '. F O .r �.'• ' 794geol.rpt t oo x ' GENERAL NOTES r cr 90 .ev..e .A1t 1 9g1 use .. ar cos.. p . 2. 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' EXISITING F.S. BEFORE LOWER BLUFF REPAIR ' BOUNDARY COORDINATES ' 7 Top Boundaries 11 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 105.00 113.80 107.80 2 2 113.80 107.80 114.00 108.00 3 3 114.00 108.00 122.00 110.00 2 ' 4 122.00 110.00 128.00 126.00 2 5 128.00 126.00 188.00 180.00 1 6 188.00 180.00 194.00 192.00 1 7 194.00 192.00 294.00 192.00 1 ' 8 128.00 126.00 294.00 126.00 2 9 114.00 108.00 294.00 108.00 3 10 113.80 107.80 294.00 107.80 2 ' ------------ 11 -------- 100_00 - - - - -- 97 - - - -- 294 - - - - -- 97 _ 50 -------- 4 --- - - - - -- ' ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil ' 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. 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 ' 3 100.0 110.0 .0 7.0 .00 .0 0 4 125.0 130.0 1000.0 40.0 .00 ----------------------------------- -------------------------------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 = 113.90 ft. and X = 113.90 ft. Each Surface Terminates Between X = 194.00 ft. and X = 294.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 21.00 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 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.90 107.83 ' 3 155.22 113.14 4 173.50 123.47 5 188.53 138.14 6 199.31 156.16 ' 7 205.11 176.34 8 205.45 192.00 i Circle Center At X = 124.8 ; Y = 187.9 and Radius, 80.7 * ** 1.066 * ** ' Individual data on the 14 slices ' Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge 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 .5 .0 .0 .0 .0 .0 .0 .0 2 8.0 970.1 .0 .0 .0 .0 .0 .0 .0 3 6.0 6681.0 .0 .0 .0 .0 .0 .0 •0 4 6.9 16341.4 .0 .0 .0 .0 .0 .0 .0 5 .6 1765.0 .0 .0 .0 .0 .0 .0 .0 6 19.7 70337.4 .0 .0 .0 .0 .0 .0 .0 ' 7 18.3 87263.8 .0 .0 .0 .0 .0 .0 .0 8 2.6 13445.7 .0 .0 .0 .0 .0 .0 .0 9 11.9 61211.1 .0 .0 .0 .0 .0 .0 .0 10 .5 2720.8 .0 .0 .0 .0 .0 .0 .0 ' 11 5.5 28754.8 .0 .0 .0 .0. .0 .0 .0 12 5.3 25657.6 .0 .0 .0 .0 .0 .0 .0 13 5.8 17938.4 .0 .0 .0 .0 .0 .0 .0 ' 14 .3 314.2 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.65 111.13 3 154.18 118.85 4 171.52 130.69 5 185.83 146.07 ' 6 196.39 164.22 7 202.69 184.25 8 203.33 192.00 Circle Center At X = 110.2 ; Y = 201.4 and Radius, 93.6 * ** 1.159 * ** '------------------------------------------------------------------------------- Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.71 110.74 ' 3 154.41 118.00 4 172.08 129.36 5 186.88 144.26 6 198.11 162.00 7 205.24 181.75 8 206.56 192.00 ' Circle Center At X = 111.7 ; Y = 203.4 and Radius, 95.5 * ** 1.159 * ** ' Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.40 112.46 3 153.98 120.06 ' 4 172.19 130.51 5 188.62 143.59 6 202.89 159.00 7 214.68 176.38 8 222.13 192.00 Circle Center At X = 94.3 ; Y = 244.8 and Radius, 138.3 * ** 1.168 * ** --------------------------------------- - - - - -- ----- Specified --------------- - - - - -- Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.80 110.00 ' 3 154.94 115.95 4 173.62 125.53 5 190.21 138.41 6 204.11 154.15 7 214.85 172.19 8 222.05 191.92 9 222.07 192.00 ' Circle Center At X = 113.1 ; Y = 220.5 and Radius, 112.6 * ** 1.189 * ** ' Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.86 109.23 3 155.17 114.56 ' 4 174.09 123.68 5 190.91 136.25 6 205.00 151.82 7 215.86 169.79 8 223.06 189.52 9 223.46 192.00 ' Circle Center At X = 117.5 ; Y = 216.9 and,Radius, 109.1 * ** 1.207 * ** ,------------------------------------------------------------------------------- Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 113.90 107.90 ' 2 134.89 107.26 3 155.38 111.86 4 174.08 121.41 5 189.82 135.31 ' 6 201.61 152.69 7 208.71 172.46 8 210.54 192.00 Circle Center At X = 127.0 ; Y = 190.4 and Radius, 83.6 * ** 1.220 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.71 110.72 3 154.85 116.67 ' 4 173.84 125.63 5 191.25 137.38 6 206.66 151.64 7 219.72 168.09 8 230.11 186.33 9 232.28 192.00 Circle Center At X = 106.0 ; Y = 245.0 and Radius, 137.3 * ** 1.221 * ** '------------------------------------------------------------------------------- Failure Surface Specified By 9 Coordinate Points 1 Point X -Surf Y -Surf ' ' No. (ft) (ft) 1 113.90 107.90 ' 2 134.90 108.26 3 155.44 112.63 4 174.76 120.86 5 192.15 132.63 6 206.97 147.51 7 218.67 164.95 8 226.81 184.30 9 228.41 192.00 Circle Center At X = 122.5 ; Y = 216.8 and Radius, 109.2 ' * ** 1.233 * ** Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.75 110.41 3 154.97 116.08 4 174.09 124.77 5 191.65 136.28 6 207.25 150.35 7 220.51 166.63 8 231.13 184.75 ' 9 234.00 192.00 - Circle Center At X = 108.0 Y - 244.7 and Radius, 137.0 ' * ** 1.234 * ** try pC M Q. ui W � a � L6 E LV It JM M-. W� CT 0 0 1 V `� + L6N v W� x'1177 {i x. a °da oo o `" ... Co ..::. - a x sua L6 _ 0000 x zM APZ Mm ., 0 _ P4 W N U IA r-O p _ z ' U3 ' Amin O•i ? Li 3:MIn000 L7 ac uj.p4 O N�4 ON 04 � ^ E�*iriti•i �r . W a+- P Q IA 0 0 --4N MI � Q In W,c C wONCADwo 1• �+� L� �+ Q+ O+ G+ 0ti 0 0 o 4 .3 W 00000 4 +-I •-1 +-1 +-I z # •1 f�f C4 d' Ir7 �D C� OD as 0 Ch 1 r IA ^ 3 3 a Lt Cti! +i mss« *� I �+ 7+ 1 In 1 a M Q. as 1 WO o9-4 v Lo I � 1 0� WZ 1 M `�-- I9 C9 Zt- 4r [A rr X xu Ira W a 1 Oft az 1� 1 W� ow 0) .IA U @ ?G in W S. � u1 H Ors ' Za Ch l l 0► y p4^ >� 1 u, iS LM X+io i� 1 ' ** PCSTABLSM ** by Purdue University -------------------------------------------------------------------------------- ' - -Slope Stability Analysis- - Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 02 -11 -99 Time of Run: 10:38am Run By JWN Input Data Filename: C:MAC5I.DAT Output Filename: C:MAC5I.OUT Plotted Output Filename: C:MAC5I.PLT PROBLEM DESCRIPTION 794 NEPTUNE AVE. PSEUDO STATIC EXISITING F.S. BEFORE LOWER BLUFF REPAIR BOUNDARY COORDINATES 7 Top Boundaries 11 Total Boundaries ' Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 105.00 113.80 107.80 2 2 113.80 107.80 114.00 108.00 3 3 114.00 108.00 122.00 110.00 2 ' 4 122.00 110.00 128.00 126.00 2 5 128.00 126.00 188.00 180.00 1 6 188.00 180.00 194.00 192.00 1 ' 7 194.00 192.00 294.00 192.00 1 8 128.00 126.00 294.00 126.00 2 9 114.00 108.00 294.00 108.00 3 10 113.80 107.80 294.00 107.80 2 ------ 11 - - - - -- 100_00 - - - -- - 97_50 294.00 - - - -- - 97_50 4 - - - -- ----------------------------------------------- ISOTROPIC SOIL PAPUNMETERS ' 4 Types) of Soil ' 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. 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 3 100.0 110.0 .0 7.0 .00 .0 0 4 125.0 130.0 1000.0 40.0 .00 .0 0 A Horizontal Earthquake Loading Coefficient Of .120 Has Been Assigned t A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned -- - - - - -- Cavitation Pressure = - -----------------p-f-------------------------------------- ' 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 = 113.90 ft. ' and X = 113.90 ft. ' Each Surface Terminates Between X = 194.00 ft. and X = 294.00 ft. ' Unless Further Limitations Were Imposed, The Minimum Elevation. At Which A Surface Extends Is Y = .00 ft. i 21.00 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 8 Coordinate Points ' Point X -Surf Y -Surf *:o. (ft) (ft) ' 1 113.90 107.90 2 134.90 107.83 3 155.22 113.14 ' 4 173.50 123.47 5 188.53 138.14 6 199.31 156.16 7 205.11 176.34 8 205.45 192.00 Circle Center At X = 124.8 ; Y = 187.9 and Radius, 80.7 * .897 * ** ' Individual data on the 14 slices ' Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge 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 .5 .0 .0 .0 .01 .1 .0 .0 2 8.0 970.1 .0 .0 .0 .0 116.4 .0 .0 3 6.0 6681.0 .0 .0 .0 .0 801.7 .0 .0 4 6.9 16341.4 .0 .0 .0 .0 1961.0 .0 .0 5 .6 1765.0 .0 .0 .0 .0 211.8 .0 .0 6 19.7 70337.4 .0 .0 .0 .0 8440.5 .0 .0 ' 7 18.3 87263.8 .0 .0 .0 .0 10471.7 .0 .0 8 2.6 13445.7 .0 .0 .0 .0 1613.5 .0 .0 9 11.9 61211.1 .0 .0 .0 .0 7345.3 .0 .0 11 10 .5 2720.8 .0 .0 .0 .0 326.5 .0 .0 11 5.5 28754.8 .0 .0 .0 .0 3450.6 .0 .0 12 5.3 25657.6 .0 .0 .0 .0 3078.9 .0 .0 13 5.8 17938.4 .0 .0 .0 .0 2152.6 .0 .0 14 .3 314.2 .0 .0 .0 .0 37.7 .0 .0 Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.40 112.46 3 153.98 120.06 4 172.19 130.51 5 188.62 143.59 6 202.89 159.00 7 214.68 176.38 8 222.13 192.00 Circle Center At X = 94.3 ; Y = 244.8 and Radius, 138.3 * ** .966 * ** IF ------------------------------------------------------------------ ----------- Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.71 110.74 3 154.41 118.00 4 172.08 129.36 5 186.88 144.26 6 198.11 162.00 ' 7 205.24 181.75 8 206.56 192.00 ' Circle Center At X = 111.7 ; Y = 203.4 and Radius, 95.5 * ** .977 * ** ' Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.65 111.13 3 154.18 118.85 4 171.52 130.69 5 185.83 146.07 6 196.39 164.22 7 202.69 184.25 8 203.33 192.00 Circle Center At X = 110.2 ; Y = 201.4 and Radius, 93.6 * ** .978 * ** -------------------------------------------------------------------------------- Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.80 110.00 3 154.94 115.95 ' 4 173.62 125.53 5 190.21 138.41 6 204.11 154.15 7 214.85 172.19 8 222.05 191.92 9 222.07 192.00 ' Circle Center At X = 113.1 ; Y = 220.5 and Radius, 112.6 ' * ** .990 * ** ' Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 , 2 134.71 110.72 3 154.85 116.67 ' 4 173.84 125.63 5 191.25 137.38 6 206.66 151.64 ' 7 219.72 168.09 8 230.11 186.33 9 232.28 192.00 ' Circle Center At X = 106.0 ; Y = 245.0 and Radius, 137.3 * ** 1.003 * ** t----------------------------------------------------------------------------- Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 ' 2 134.86 109.23 3 155.17 114.56 4 174.09 123.68 5 190.91 136.25 6 205.00 151.82 7 215.86 169.79 3 223.06 139.52 9 223.46 192.00 ' Circle Center At X = 117.5 ; Y = 216.9 and Radius, 109.1 ' * ** 1.005 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.75 110.41 ' 3 154.97 116.08 4 174.09 124.77 5 191.65 136.28 ' 6 207.25 150.35 7 220.51 166.63 8 231.13 184.75 ' 9 234.00 192.00 Circle Center At X 108.0 ; Y - 244.7 and Radius, 137.0 ' * ** 1.013 * ** ------------------------------------------------------------------------------ Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.75 110.38 3 155.00 115.97 4 174.17 124.52 5 191.85 135.86 6 207.63 149.72 7 221.14 165.80 8 232.09 183.71 9 235.58 192.00 ' Circle Center At X = 107.9 ; Y = 247.3 and Radius, 139.6 * ** 1.018 * ** ' Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 ' 2 134.90 108.26 3 155.44 112.63 4 174.76 120.86 5 192.15 132.63 6 206.97 147.51 7 218.67 164.95 ' 8 226.81 184.30 9 228.41 192.00 Circle Center At X = 122.5 Y = 216.8 and Radius, 109.2 * ** 1.024 * ** 1 1 uy ca s� J� JR+? 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' to N .a ¢ .« .•1 Iv 7+ ' ** PCSTABLSM ** by Purdue University ------------------------------------------------------------------------------ - -Slope Stability Analysis- - Simplified Janbu, Simplified Bishop or Spencer's Method of Slices ' Run Date: 02 -08 -99 Time of Run: 1:43pm Run By: JWN Input Data Filename: C:MAC42.DAT Output Filename: C:MAC42.OUT Plotted Output Filename: C:MAC42.PLT PROBLEM DESCRIPTION MATTINGLY RES. 794 NEPTUNE AVE AFTER CONSTRUCT LOWER SEWALL F.S. BOUNDARY COORDINATES 7 Top Boundaries 11 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type ' No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 105.00 113.80 107.80 2 2 113.80 107.80 114.00 108.00 3 ' 3 114.00 108.00 122.00 110.00 2 4 122.00 110.00 128.00 126.00 2 5 128.00 126.00 188.00 180.00 1 6 188.00 180.00 194.00 192.00 1 7 194.00 192.00 294.00 192.00 1 8 128.00 126.00 294.00 126.00 2 ' 9 114.00 108.00 294.00 108.00 3 10 113.80 107.80 294.00 107.80 2 11 100.00 97.50 294.00 97.50 4 ' ------------------------------------------------------------- ISOTROPIC SOIL PARAMETERS 1 4 Type(s) of Soil ' 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. 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 3 100.0 110.0 .0 7.0 .00 .0 0 4 125.0 130.0 1000.0 40.0 .00 .0 0 -------------------------------------------------------------------------------- TIEBACK LOAD(S) ' 2 Tieback Load(s) Specified Tieback X -Pos Y -Pos Load Spacing Inclination Length No. (ft) (ft) (lbs) (ft) (deg) (ft) ' 1 123.00 112.67 180000.0 8.0 30.00 50.0 2 126.00 120.67 180000.0 8.0 30.00 50.0 NOTE - An Equivalent Line Load Is Calculated For Each Row Of Tiebacks Assuming A Uniform Distribution Of Load Horizontally Between ' ---------------- Individual- Tiebacks---------- ---------------------------- - - - - -- ' 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 = 113.90 ft. and X = 113.90 ft. Each Surface Terminates Between X = 194.00 ft. ' and X = 294.00 ft. ' Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. ' 21.00 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 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.90 107.83 3 155.22 113.14 4 173.50 123.47 5 188.53 138.14 6 199.31 156.16 7 205.11 176.34 ' 8 205.45 192.00 Circle Center At X = 124.8 ; Y = 187.9 and Radius, 80.7 ' * ** 1.511 * ** ' I Individual data on the 14 slices ' Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge [lice 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 .5 .0 .0 .0 .0 .0 .0 .0 2 8.0 970.1 .0 .0 .0 .0 .0 .0 .0 3 6.0 6681.0 .0 .0 8707.3 2649.5 .0 .0 .0 4 6.9 16341.4 .0 .0 6451.5 6453.5 .0 .0 .0 5 .6 1765.0 .0 .0 591.7 458.2 .0 .0 .0 6 19.7 70337.4 .0 .0 8558.9 13100.6 .0 .0 .0 7 18.3 87263.8 .0 .0 3864.8 7081.8 .0 .0 .0 8 2.6 13445.7 .0 .0 595.1 810.6 .0 .0 .0 9 11.9 61211.1 .0 .0 1841.0 3133.2 .0 .0 .0 10 .5 2720.8 .0 .0 60.2 120.1 .0 .0 .0 ' 11 5.5 28754.8 .0 .0 1059.0 1332.9 .0 .0 .0 12 5.3 25657.6 .0 .0 735.6 1101.1 .0 .0 .0 13 5.8 17938.4 .0 .0 1283.4 1435.0 .0 .0 .0 14 .3 314.2 .0 .0 709.7 613.1 .0 .0 .0 Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No.' (ft) (ft) ' 1 113.90 107.90 2 134.90 108.26 3 155.44 112.63 ' 4 174.76 120.86 5 192.15 132.63 6 206.97 147.51 7 218.67 164.95 8 226.81 184.30 9 228.41 192.00 ' Circle Center At X = 122.5 ; Y = 216.8 and Radius, 109.2 * ** 1.610 * ** r ------------------------------------------------------------------------------ Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.71 110.72 3 154.85 116.67 4 173.84 125.63 5 191.25 137.38 ' 6 206.66 151.64 7 219.72 168.09 8 230.11 186.33 9 232.28 192.00 ' Circle Center At X = 106.0 ; Y = 245.0 and Radius, 137.3 ' * ** 1.613 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 113.90 107.90 2 134.86 109.23 3 155.17 114.56 4 174.09 123.68 5 190.91 136.25 ' 6 205.00 151.82 7 215.86 169.79 8 223.06 189.52 ' 9 223.46 192.00 Circle Center At X = 117.5 ; Y = 216.9 and Radius, 109.1 ' * ** 1.617 * ** t------ 1 Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 113.90 107.90 ' 2 134.75 110.41 3 154.97 116.08 4 174.09 124.77 5 191.65 136.28 ' 6 207.25 150.35 7 220.51 166.63 8 231.13 184.75 ' 9 234.00 192.00 Circle Center At X = 108.0 ; Y = 244.7 and Radius, 137.0 s * ** 1.617 * ** ' Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 ' 2 134.80 110.00 3 154.94 115.95 4 173.62 125.53 ' 5 190.21 138.41 6 204.11 154.15 7 214.85 172.19 8 222.05 191.92 ' 9 222.07 192.00 Circle Center At X = 113.1 ; Y = 220.5 and Radius, 112.6 * ** 1.618 * ** -------------------------------------------------------------------------------- ' Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 2 134.75 110.38 3 155.00 115.97 ' 4 174.17 124.52 5 191.85 135.86 6 207.63 149.72 ' 7 221.14 165.80 8 232.09 183.71 9 235.58 192.00 ' Circle Center At X = 107.9 ; Y = 247.3 and Radius, 139.6 ' * ** 1.621 * ** Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 113.90 107.90 2 134.89 108.47 3 155.48 112.60 ' 4 175.07 120.18 5 193.08 130.98 6 208.98 144.69 ' 7 222.33 160.91 8 232.71 179.16 9 237.35 192.00 Circle Center At X = 121.1 ; Y = 230.6 and Radius, 122.9 ' * ** 1.627 * ** t ------------------------------------------------------------------------------ Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.90 107.90 ' 2 134.89 107.16 3 155.62 110.50 4 175.31 117.80 5 193.21 128.79 6 208.63 143.03 7 221.00 160.01 8 229.84 179.06 9 232.99 192.00 ' Circle Center At X = 128.2 ; Y = 214.6 and Radius, 107.7 ' * ** 1.627 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 113.90 107.90 2 134.88 106.92 ' 3 155.56 110.59 4 174.92 118.71 5 192.02 130.90 ' 6 206.02 146.55 7 216.24 164.90 , 8 222.16 185.05 9 222.61 192.00 Circle Center At X = 128.8 ; Y = 201.6 and Radius, 94.8 ' * ** 1.638 * ** I I ' Jc� I I I m II 'W iH Yl ft! A or- 0000 M .. ►�'�4004 I i. FqwtnLn 01 • If of 1.nc ;moo ol 0.4 1 % yf II � S4,rlri+•I..1 I 1N I W.y mW OA I -I CDC w II 3w 00 Or N.4 ON a 1 1 w . ", II a ��ryrn� I Fox II I if7 w I I z 11 !ACOOO*i*irocvcvN 1 al II W.- NmM MMM MM 07 I .-i em m dw [m Le N to dw 0 i 1 U7 XIP 47 � 0 lei I *i I � r' wo a I I ► I W-4 31 LO re uz ► oaa ► ON acs I ► vl U^ _ uu r x �a Inc 0 P . Wti ► i Oh r ow 54 wz j ti<C j I ,. � co ig p4^ G m L; ( X+s 0 in C H Iv �* Dy C rPTR � lk - b .I Y D'\:ru'. — LTiiiw'�i.�ii Y r ------------------------------------------------------------------------------ -- . ^ vN\ A . . c taa- ---- - . iiuNiiiiCu jar'i'u7 vimv,l if i^`'l R i nh Ar, N .w luaav o r r S ^ ay. A .i `� � iii v '^7 A F Q1 N u vi ' R'u a^. uatc - v2 —ii -00 V __ o f R.ur O 10am D.0 n R Y .. i": r\. n T - u � Luto T.'i T " C MA or, L T T Q'u + N'ut T+'yy/lYt".]YI.A• C'M1C50.^LTT V L V1AlAlll\.. A. T) Outp V i �.... v PLT ' DDORT VMS nVC!r"DTDrr1TnWT '�O � N�F'DTT7TTV A17r' DC!VYTnr) �TATTn L 1JL1 LLV VL \11 Va. E Va._ A—— L JJVLV l'A rrT \l A FTER 0 n STRLTCT T nMVD SE:": r T T F. S. BOTT?,Tn DV t-vvR✓I?,,TAMVC! ' 7 T�_ j✓ uv uaauul. 1\..� l 7 t TAol RA..n.lorye� 11 v u1 uv uaauul ' RA..nrlor.r V_T A,F+ V _T --P+- uv uaauuiY La V_'D it V —R ynh� y yl T.r\A y• l ivv v 1 n \ n . 1i3 40 1 4 1 L 113. 10 40 11A 00 1 n QO V V • � 11400 10800 122.00 lin nn 2 1 1 V • V Z 122. V V 1 1 0 V V 1 2 4 . 0 0 ,' `° n n ` 1 L V • V 5 128.00 12 .00 144 00 ion • nn 1 V V V V 1 188 00 140 00 194.00 192.00 • • 1 194.00 192.00 294 00 192.00 1 0 124.00 i .. 294.00 125.00 V 4 9 11 • VV 10 • \IV 2 • VV 108. 10 11 ((�� 3.40 107.80 294.00 1n7,4n 2 1 v \i 11 00.00 97.50 294.00 97 .50 4 ---------------------------------------------------- i ISOTROPIC S OI L PARAMET A T re (- 1 .-F So11 So 4 1 T Ata1 Sa Uor F a ^a turated Cchc�a r�ctio Dcr� Pr��s'ure V Pic, Tr'pc LTAAA.. -t .It. LT::lt : ":t. I:iter^CNt ..^.y1 CCA"Ist -ant SUrfuCe r:C. (pcf) (r� /v,cnfl /uCn� Par am. N / 1 N `-J / l `9 / � p s f) i v . i 120 0 1 2 5. v 2 7 v. v 3 5. 0 . v v v v 2 11 v v 2 5. 0 . 0 n ' 3 100.0 110. ( (� . 0 7.0 . 00 0 4 125. LI 13 V \7 . 10 4 0. 0 . 00 . v V A - V - zi ontal Lartllnlaalle Loadlnn Co ef fici ent Of .120 Has Beer Assig y B ee.". iyl A N vertical E Lo -nd- g C ff; t .,uu�yl Ce�l.�,.�er... O f .000 Has Been Assigned Cavi tatlCn Pr e ✓Jar e - n r,�f v L✓ 1. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ' TIEBACK LOAD(s) 2) T; ,.v To dfied 4 1 1 ,. J., a V r,N snoci V a IA Tieback X -PCs Y - Pos Load spacing Inclination Length iiC. (ft) (ft) (ib (ft)' ' \ (f t- ) ' 1 123.00 112.7 180000.0 8.0 30.00 50.0 2 126.00 120.7 180000.0 8.0 30.00 50.0 ' *7OTE - An Equivalent Line Load Is Calc�alated For Each Ro.•. Of Tiebacks Assuming A Uniform Distribution Of Load TiCr' " +a, ,., Rt o:.eer. y y riZo Lan I Jc Tnd, cf lyl- ...11 - ideal Ti - -- --------------------------------------------- . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --------------- T Grit;Ca1 F S u - r ce C rrclam; g 7A R'n n ��..�� 1 1L {L ul_ 1_a .,eu Method, Usin .L.. o alu Technique F or Generating Circular surfaces HaS uoo.+ "Spec y , J LV.VyI ' 100 Trial Sur f aces H ave Been Generated. 100 surfaces Ir; i-; at-n From v -acl,, f 1 ; 100 J,ILAVVy 11 L.1 L..\. a1.V1Lt L 11 O 1 1 P o i nts E S paced Along The Ground surface Bet.reer V = 113.90 ft. a a and X = 113.90 ft. E- --- surface Term; rates Bet.•1e n X - 194.00 ft. �.aa 11a11aLA ea - and X = 294.00 ft. Unless Further Limitations Were Imp The Minimum Elevation Imposed, At Which A Surface Extends Is Y .00 ft. 21 • 00 f .}... T i lY� yorvm� T\��yro Luny iriai U'ui l tiro u�ur L11a1 yllla..11 L11 V Val 1 11a41 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ' Lviiv' Arc 1-d The TC-n T RCSt Critic` °l n� Thy Tri r ar u1 .,� 111 yi 1u1 Fal -lua -C .Surfac-4s- L xnmi y� yr7 ml - Tr (1rrJor - Mnc•` 4llltal aA • 11.2' ]11.. V11AV1 1'1VU C r ltl tr ial T+'1 rc�� k * uaf -ty La tvr. ire Cui .l^..0 B The vu if 4 n shop Moth - ou Y la M ^ V L1U 1V1.J Lai i'l:r l C " a�l�. v»oni f4 e u By 4 Cvvruiiiatc Dviiit.�.a D.ni4 V - C , i 4f V -�iurf 1 113.90 107.90 ' 2 - 1 0 7. 4 3 3 1 5 5. 2 2 4 1 7 3 5 0 1 ')1 4 7 5 188.53 1 • 1 Z i99 156.16 7 205.11i 1 7 6. 3 4 4 205.45- 192.00 ' sir vil ��iitl tit v , 24 4 j V = 147 Q �nA l ° Qv 1 • 1 J • uaau ' * ** 1.234 * ** India- -- --1 uata -a ^a - 14 slit i:at�r : ":a�er Tim Tim Eartha j V i n .� i i'wr n .� a vrvi Lvr ln.� i vr uurnh o rn� i l.aaui. y l. l i ncn Gii rl+ T. ":min,. ht min Rv ` T:vrm Tn» v7°� iwau 1101. ..1ua,.aa N 1. ual iivr i, w r .�`ik ky j a T . ,�.` • , t -) i ,�i -t i ,h. � � k.r \ T h e• /Lr.\ Ti.e /L.Y1 T T I- l e� /lrnl } e / -k." u v •� • v •1 v ,�.J.v ` 8.0 970.1 . v v !1 . 0 1 i v 4 v v . v 3 6.0 6641.0 .0 0 8 707. 3 7C - A 0 5 8 r)1 7 • v v 4 6.9 1634 ^ 0 0 6451.5 6453.5 1961.0 0 • 0 1 • Z ' S : 6 176 - 5 5 . 0 V : 0 1 7 4 8. 2 2 1 1. 4 . V • v V 6 19.7 70337 . : 4 0 0 8558 . 9 =3100.6 8440.5 v v 1 47253 .v .v 3804.4 704= 1x471 7 • v • v 4 2 v 1 3 4 4 5. 7 • v v 5 9 5 1 01 0 9 11 61211 1 0 • 0 1441 3133 7345.3 • .0 . 0 la •5 2720.8 .0 .0 60. 120.1 3265 v • 0 11 5.5 24754.4 .0 .0 1059.0 1 332.9 3450.6 0 0 , 5.3 25657.6 .0 .0 735.6 1101.1 3074.9 .0 .0 13 5. 3 179 0 n 1283.4 1435.0 215 v 0 14 .3 314.2 .0 709.7 613.1 37.7 .0 .0 ' Failure S�,:rfa�e Specified By 9 Coordinate Points ' Poi. ^.t X -S�arf Y -Surf 1 113 90 107.90 2 13=.71 110.72 3 154.85 116.67 4 173.84 125.63 ' r l 191.25 137.30 V 20 6. 6 6 1 5 1. 6 4 19.72 168.09 7 2 ' 0 2 3 0. 1 1 1 or_ . 3 3 9 1 9 2 .00 71t X = 106 -0 ; Y = 24 5- 0 and Pad - 137. V11 V1�. �.. V1l 6.V1 L V - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Ci�c spec i fied R1 7 9 Coone n +c� ✓lAl f ac �. U1/ Vl rdiat P 1 �. 01 i 11 �..J ' Poi++t X -Surf Y -Surf 1 ' 1 113.90 1n7 • 0 0 V J 2 134.75 110.41 3 'F^ 0 7 116.0 1 J T • J 4 174.09 124.77 5 - �� w -)8 1 J V . L 6 207.25 1 50 . 35 ' 7 220.51 166.63 8 231.13 184.75 9 234 . 00 192.\,0 C tc t Y 9 - (� 8. 0 V = x..11 V1V �,.r.��l A , ll% , 244.7 and Radius, 137.0 7 .S=urface S p eci fied By 9 Cvvr dinate Poin u1 �. �.v11 ' Pe =rt X- Sl.:rf Y -Surf Nc• (ft, (ft) 1 113.90 107.90 2 134.75 11.38 1 3 155.00 115.97 " z 174.17 124.52 5 191.05 135.85 5 207.53 149.72 ' 7 221 155 8 232.09 183.71 9 235.50 192.00 Ciivi� v °+±��i T ` - 107. 9 Z 24� .�i a ^" Dnrli i4U i.�i9 . v 3vv t - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - a viii iuv uN °vii °u R u l. 9 �vviui. ^ .0 �� Dviii"�i D 1 113. 107.90 2 134.09 108.47 ' 3 1 rV . nQ 112.50 t ✓ ✓ z v 4 175.07 120. 193.08 9 30. ° Q ' 200.90 144.59 7 ------ 150.91 8 232.71 179.15 ' 9 237.35 192.00 Ciivi ° ��i 11t is Y _ 23 v nr, (, Do r7ii u. < 'i 922 9 i v . uaa l�uui / i.3iv �r ** F i° Q -F ^r' Q - - fi - 1 Rv Q D -+- `}- 1 113.90 107.90 ' 2 i 3 4. 9 v 1 v QQ : 2 5 3 155. 1 1 2 v 3 z 174.75 120.05 192.15 132.63 ' 6 205.97 147.51 7 210.57 154.95 3 226.31 1 8 4. 3 0 ' 9 220.41 192.00 At v - 122.5 • Y - 216.3 uiiu Duui'iv 109 ? 1.310 * ** --------------------------------------------------------------- Failure Surface Specified By 11 Coordinate Points Pviiit X- .SU- V -C!U "f 1 y No. � f l - t 1 ' 113 .90 10 V 2 134.90 107.93 3 155.76 110.3¢ 4 1 -.19 115.22 5 195.93 12 6 214.72 131.77 7 232.30 143.25 8 248.44 15.59 9 262.93 171.89 10 275. 5 188.66 ' 11 277.52 192.00 yi l Cent- At V - i24 . 1 j �i ') 89.6 - anu ' Da u. �i 10-2. v ly V ��. V or y , Failure S,:rface Specified By 9 Coordinate Poiiitca Poi++t ii - S'ur f V -Cnrf v w y y ' No. (ft; (ft; 1 113.90 107.90 2 134.80 110.00 3 1 54.9- 4 115.95 4 173.62 125.53 5 190.21 138.41 6 204.11 154.15 7 214.45 172.19 8 222.05 191.92 9 222.07 192.00 Cir vie Centel Alt X - 113. i. j Y - 22 . 5 and Radius, 1 1 6 y . )Firs{ 1 * *# - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i uii'aii uiiifu. Sr °vifi °d nu" 9 . ^ v viuiii aa. c Dv iii I r ' Doint X -Surf V- S'azrf W 1 113.90 17.90 ' 134.05 109.23 3 155.17 114.55 4 174 . v 0 9 123.50 5 190.91 135.25 2-5.0- 151.02 7 215.05 15�. 1- 4 223 . 05 109.52 9 223 .4v i92.vv C-- v °iii °r a]� ii i17 ✓ j Y 216.9 aiiu R iv9 i ' �uiiur° surface Spe- vifiac -..0 nuY 9 �vvruiiiu tea Do ^ a + .. ' Dviii a ii - vur f i� u'a,'ar ' 1 1 1 3. an 1 v 7 . 9 0 2 134 9 1 .07 . 15 3 155.52 11.50 4 175.31 117.0n 5 193.21 120.70 5 200.53 143.3 7 221.0- 15 -.r)1 ' 4 229.04 179.05 9 2 77 3 2.99 ' C--- -- v °ii��i At ii i2- . 2 i +� 214. 5 a iiu Duui'aa c i � iv7 . 7 � � 6.1 m � m � � � ■ u� m LIJ zo 00 L 6.. ■ jo N §i -z 2 07 �Cp F4� N L6 220000 . z �®' 20 ■� w \« me 2 ; 2ooOo � X N■ n & . - ©�■ o ` � ■w 0 2/ �n moo o «_ / P-m202 4-)^ W E ■o 00 m Ln omcm .4m -.1 c. 22�" -4� (S■ w �c m �� ¥� �- /� \� \� N 0 P JJ�mf $ N2 Ln ■� ON ■ ■ ■■cr ¥ ¥ ¥m 22 W mmmmmm mmmm . �¥¥4¥¥444 � � * ¥��f ■�� ■moo z ¥ - IA � � @ � �� § L 2 m m ¥ f D4 � � i W � 1 a 1 W� O� W WO► Mo I J C 0 In I N 1 UM J•• G 94 Im G4 Cm ' a W N-j F Apr v 1� x •Q ID X W C Inc I 1 �x W W� 4? 1 U, W� CD W4 W Z� I wo 1 mfd 1 • Wo Zpm J� C7 Z In Ii7 X+r Y7 F N N •-1 cc" Iti r ** PCSTABLSM ** r by Purdue University -------------------------------------------------------------------------------- ' - -Slope Stability Analysis- - Simplified Janbu, Simplified Bishop r or Spencer's Method of Slices Run Date: 02 -08 -99 Time of Run: 2:09pm Run By: JWN Input Data Filename: C:MAC43.DAT r Output Filename: C:MAC43.OUT Plotted Output Filename: C:MAC43.PLT r PROBLEM DESCRIPTION MATTINGLY RES. 794 NEPTUNE AVE EX. F.S. r UPPER BLUFF W /SWALL BEFORE CONST UPPER r BOUNDARY COORDINATES r 7 Top Boundaries 11 Total Boundaries r Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd r 1 100.00 105.00 113.80 107.80 2 2 113.80 107.80 114.00 108.00 3 3 114.00 108.00 122.00 110.00 2 r 4 122.00 110.00 128.00 126.00 2 5 128.00 126.00 188.00 180.00 1 6 188.00 180.00 194.00 192.00 1 r 7 194.00 192.00 294.00 192.00 1 8 128.00 126.00 294.00 126.00 2 9 114.00 108.00 294.00 108.00 3 10 113.80 107.80 294.00 107.80 2 11-- - - - - -- 100_00 97.50 294.00 97.50 4 ------- - - - - -- --------------------------------------------------- ' ISOTROPIC SOIL PARAMETERS ' 4 Type(s) of Soil ' Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface 1 No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 ' 3 100.0 110.0 .0 7.0 .00 .0 0 4 125.0 130.0 1000.0 40.0 .00 .0 0 -------------------------------------------------------------------------------- TIEBACK LOAD(S) ' 2 Tieback Load(s) Specified ' Tieback X -Pos Y -Pos Load Spacing Inclination Length No. (ft) (ft) (lbs) (ft) (deg) (ft) ' 1 123.00 112.67 180000.0 8.0 30.00 50.0 2 126.00 120.67 180000.0 8.0 30.00 50.0 NOTE - An Equivalent Line Load Is Calculated For Each Row Of Tiebacks Assuming A Uniform Distribution Of Load Horizontally Between '---------------- Individual Tiebacks ------------------- ,------------------------- ' A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 500 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 127.00 ft. and X = 167.00 ft. Each Surface Terminates Between X = 201.00 ft. ' and X = 294.00 ft. ' Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 21.00 ft. Line Segments Define Each Trial Failure Surface. ----------------------------------------------------------------------------- Followin g Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical ' First. * * Safety Factors Are Calculatgd By The Modified Bishop Method ' Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 146.66 130.72 3 164.91 141.10 4 181.30 154.23 1 5 195.42 169.77 6 206.92 187.35 7 209.01 192.00 ' Circle Center At X = 90.2 ; Y = 251.1 and Radius, 133.0 ' * ** 1.273 * ** Individual data on the 10 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge lice 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 1.0 125.9 .0 .0 .0 .0 .0 .0 .0 ' 2 6.1 2777.5 .0 .0 .0 .0 .0 .0 .0 3 12.6 13240.5 .0 .0 .0 .0 .0 .0 .0 4 18.3 33075.8 .0 .0 .0 .0 .0 .0 .0 5 16.4 37241.9 .0 .0 .0 .0 .0 .0 .0 6 6.7 15325.2 .0 .0 .0 .0 .0 .0 .0 7 6.0 15190.9 .0 .0 .0 .0 .0 .0 .0 8 1.4 3932.9 .0 .0 .0 .0 .0 .0 .0 ! 9 11.5 18543.5 .0 .0 .0 .0 .0 .0 .0 10 2.1 582.4 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 127.00 123.33 ' 2 146.67 130.69 3 164.87 141.17 4 181.09 154.50 5 194.91 170.32 6 205.94 188.19 7 207.49 192.00 i Circle Center At X = 92.4 ; Y = 245.9 and Radius, 127.3 * ** 1.275 * ** - ------------- ------- --------- -- - ---------- --------------------------- Failure ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 146.81 130.29 3 165.33 140.21 ' 4 182.10 152.84 5 196.74 167.90 6 208.89 185.03 ' 7 212.38 192.00 Circle Center At X = 91.8 ; Y = 255.3 and Radius, 136.6 ' * ** 1.276 * ** ' Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 ' 2 146.95 129.88 3 165.63 139.48 4 182.57 151.90 5 197.34 166.82 6 209.58 183.89 7 213.65 192.00 Circle Center At X = 95.6 ; Y = 252.8 and Radius, 133.2 * ** 1.283 * ** ------------------------------------------------------------------------------ Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf i ' No. (ft) (ft) 1 127.00 123.33 2 146.14 131.97 3 163.94 143.11 4 180.08 156.56 5 194.24 172.06 6 206.18 189.33 7 207.54 192.00 Circle Center At X = 73.0 ; Y = 268.7 and Radius, 155.0 * ** 1.284 * ** ' Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 146.36 131.47 3 164.66 141.78 ' 4 181.64 154.13 5 197.08 168.37 6 210.78 184.28 7 216.00 192.00 ' Circle Center At X = 66.4 ; Y = 294.6 and Radius, 181.7 ' * ** 1.286 * ** ------------------------------------------------------------------------------ ' Failure Surface Specified By 7 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.08 129.49 3 166.04 138.51 4 183.48 150.21 5 199.02 164.34 6 212.32 180.59 7 219.15 192.00 ' Circle Center At X = 95.2 ; Y = 262.9 and Radius, 143.1 * ** 1.307 * ** Failure Surface Specified By 7 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.29 128.73 3 165.94 138.39 ' 4 182.06 151.86 5 194.88 168.49 6 203.81 187.50 ' 7 204.82 192.00 Circle Center At X 112.5 ; Y _ 218.8 and Radius, 96.6 ' * ** 1.307 * ** -------------------------------------------------------------------------------- ' Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.44 128.17 3 166.43 137.12 4 183.18 149.80 ' 5 196.94 165.66 6 207.13 184.02 7 209.59 192.00 ' Circle Center At X = 114.0 ; Y = 223.7 and Radius, 101.2 ' * ** 1.309 * ** Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.18 129.14 ' 3 166.33 137.77 4 184.04 149.05 5 199.97 162.73 6 213.78 178.56 ' 7 222.48 192.00 Circle Center At X = 96.6 Y = 266.9 and Radius, 146.7 ' * ** 1.328 * ** 1 0� c7 W W Z Vf �4 xN 0 .. W Jm m J I ,� N n IA #> O CQ L6 p iR; N L6= IA lmx Rr N� 'a0444 x W M �t F Ira 0 all L6lr; C.a No 4 � 4• Y7 +1 tIj :Cc L`' W•• 47 �"LnO oO M ' v NN+•�M i Imm Mc *' o (M -4ON I �u C 2 4- 4.4 -4.4 a A W II P. � a I k4z —IN M� WE cr. U1 Lf7 if7 Ira Md [� Gd T Ow � aM R r!n k D r Co Cm 0 m m m . m m m T Ln m In X+? m Ln tti I �• p W i M F`I tL� ' WQti �I 33 ' w 3 W J, ' n 04G, y � ` ' } to . r x oa ' .c I � � rll w• pz 1 is w � tJ 04 - �! W � I Q zp-4 W i i i I i I co 4' V7 tf� X+? tf5 C^• R� by � �� N Iv 7+ ** PCSTABLSM ** by Purdue University ------------------------------------------------------------------------------ - -Slope Stability Analysis -- ' Simplified Janbu, Simplified Bishop or Spencer`s Method of Slices ' Run Date: 02 -11 -99 Time of Run: 2:26pm Run By: JWN Input Data Filename: C:MAC52.DAT Output Filename: C:MAC52.OUT Plotted Output Filename: C:MAC52.PLT ' PROBLEM DESCRIPTION 794 NEPTUNE AVE PSEUDO STATIC EX. F.S. UPPER BLUFF W /SWALL BEFORE CONST UPPER. ' BOUNDARY COORDINATES ' 7 Top Boundaries 11 Total Boundaries Rr�in.ia r X -Left Y -Left X - Y -Right Soil Type iv uaauua_ Y No. (ft) (ft) (f�) (ft) Belo ft V 1 110.00 105.0 113.80 107. 2 2 113.80 107.80 114.00 108.00 3 3 114.00 108.00 122.00 110.00 2 4 122.00 110.00 128.00 126.00 2 5 128.01 126.00 188.10 180.10 1 6 188.00 180.00 194.00 192.00 1 7 194.00 192.00 294.00 192.00 1 8 128.00 126.00 294.00 126.00 2 9 114.00 108.00 294.00 108.01 3 11 113.80 117.80 294.00 117.80 2 11 100.00 91.50 294.00 91.50 4 -------------------------------------------------------------------------------- ISOTROPIC SOIL PARAMETERS ' 4 Txr ets of Soil rP k Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface ' No. (p f) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 ' 3 100.0 110.0 .0 7.0 .00 .0 0 4 125.0 130.0 1000.0 40.0 .00 .0 0 ' A Horizont Earthquake Earth „ave Loading Coefficient Of .120 Has Been Assigned A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned ' Cavitation Pressure = .0 psf -------------------------------------------------------------------------------- TIEBACK LOAD(S) ' 2 Tieback Loads) Specified Tieback X -Po_ Y-POS Load Spacing Inc ll ra,..ion Len No (ft) (ft) (lb (ft) (deg) (ft) ' 1 123.00 112.61 180000.0 8.0 30.00 50.0 2 126.00 120.67 180000.0 8.0 30.00 50.0 NOTE - An E Calculated Tine Load Is Calculated For Ea R ow Of Ti ebacks 1 1J 1 �.. a L T; i Assuming A Uniform Distribution Of Load Horizontally Bet.•.eerl Indzvid-al T; or ° ^v° --------------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ' A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 500 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 127.00 ft. and X = 157.00 ft. Each Surface Terminates Bet.aeen X - 201.00 ft. ' and X = 2 94.00 ft. TT"I ^-- Furth- T ; "4 Cations -7 - - C Imposed , T he M Ele V111 \.JU L lt.l Llllll 1 - L.I J 1 111 L1\.. At Which A Surfaces Extends Is Y .00 ft . 1' 21.00 ft. Line Segments Define Each Trial Failure Surface.- ' -------------------------------------------------------------------------------- t 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 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 ' 2 146.81 130.29 3 165.33 140.21 4 182.10 152.84 5 196.74 167.90 6 208.89 185.03 f 7 212.38 192.00 C Center At X = 91.8 ; Y = 255.3 and Radius, 136.6 Circle V 1 V ' * ** 1.053 * ** individual data on the 10 slices [/later Water Tie Tie Earthquake Force Force Force Force Force Surcharge Width rice W W Top Bot Nor Tan Hor tier Load y 1 e \.1 1 ight V.. Norm r 1 No. Ft(m) Lbs(r Lbs kg) °(g Lbs k Lbs k ) bs(Y c Y ) kg i \ Lll � ,....a \ � g ) Lb k i.' ( Ll / '-' \ "� ) g L ( g 1 1J 1 .g ) Lb Lbs '-' ( �g / ( �y 1 1.0 127.2 .0 .0 .0 .0 15.3 .0 .0 2 6.6 3182.8 .0 .0 .0 .0 381.9 .0 .0 3 12.2 13619.9 .0 .0 .0 .0 1634.4 .0 .0 4 18.5 35568.4 .0 .0 .0 .0 4268.2 .0 .0 5 16.8 41491.9 .0 .0 .0 .0 4979.0 .0 .0 6 5.9 15199.6 .0 .0 .0 .0 1824.0 .0 .0 7 6.0 17278.9 .0 .0 .0 .0 2073.5 .0 .0 8 2.7 8374.9 .0 .0 .0 .0 1005.0 .0 .0 11 9 12.2 22660.9 .0 .0 .0 .0 2719.3 .0 .0 10 3.5 1457.7 .0 .0 .0 .0 174.9 .0 .0 Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 121 123.33 2 146.66 130.72 3 164.91 141.10 4 181.30 154.23 5 195.42 1x9.77 6 206.92 147.35 7 209.01 192.00 Circle Center At X = 90.2 ; Y = 251.1 and P\adius, 133.0 ------------------------------------------------------------------------------ Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf *:o. t) (ft) (f ' 1 127.00 123.33 2 1 4 6. 1 6 1 3 1. 4 7 ' 3 164.66 141.78 ' 4 181.64 154.13 5 197.08 168.37 6 210.78 184.28 ' 7 216.00 192.00 C; -I° ( 1 -n *cr At X = 56 ^ v = 294.5 and Dad;u °, 18 '' 11 V1 V V VL A.. L 1 • Z / 1 1\ 1 U 1• / ' * ** 1.054 * ** ' Failure Surface Specified By 7 Coordinate Points Point X -Surf V -Ciir f a 1, i i vui No ( ft ) ( ft ) 1 127.0 123.33 ' 2 146.67 130.69 3 164.87 141.17 4 181.09 154.50 PZ ,.. 1 0 4 9 1 170.32 6 205.94 184.19 7 207.49 192.00 Circle Center At X 92.4 Y 245.9 and Radils 127.3 * ** 1.058 * ** r ------------------------------------------------------------------------------ Failure Surface Specified By 7 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 146.95 129.88 ' 3 165.63 139.48 4 182.57 151.90 5 107.34 166.82 6 209.58 183.89 7 213.65 192.00 Circle Center At X = 95.6 ; Y = 252.8 and Radius, 133.2 * ** 1.058 * ** ' Failure Surface Specified By 7 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 127 1 2 3. 3 3 2 146.14 131.97 3 163.94 143.11 4 180.08 156.56 ' 5 194.24 172.06 6 206.18 189.33 7 207.54 192.00 Circle Center At X = 73.0 ; Y = 268.7 and Radius, 155.0 J - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ' Fayiuro "S rf e S By i �.� ac Y 7 Coord Points Point X -Surf Y -Surf ' No. /ft\ (ft) 1 127.0 1 2 3. 3 3 ' 2 147.08 129.49 3 166.04 138.51 4 183.48 150.21 5 199.02 164.34 6 212.32 180.59 7 219.15 192.00 t Circle Center At X = 95.2 ; Y = 262.9 and Radius, 143.1 * ** 1.072 * ** ' Failure Surface Specified By 7 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 145.78 132.73 3 163.84 143.46 ' 4 181.07 155.45 5 197.39 168.66 a 6 212.72 183.02 ' 7 221.03 192.00 ' Circle Center At X = 6.3 • Y = 388.1 and Radius 291.0 ** 1.083 * ** -------------------------------------------------------------------------------- ' Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.18 129.14 166.33 137.77 4 184.04 149.05 5 199.97 162.73 6 213.78 178.56 7 222.48 192.00 Circle Center At X 96.6 ; Y 266.9 and Radius 146.7 1.086 * ** i ' Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.44 128.17 3 166.43 137.12 ' 4 183.18 149.80 5 196.94 165.66 6 207.13 184.02 ' 7 209.59 192.00 Circle Center At X = 114.0 Y = 223.7 and Radius, 101.2 * ** 1.089 * ** ' 0 M M ' W F- W Lai A, AC � 0.f M ' JN 3� �m In WGD w W N i IA � N a IA :a..•y , 313 lCoa ... 04N IA cm ' W3 `:.. X IV ................ aa0000 V ' aLMO o _ v? Wa _ oil cu �� NIn 0+-I W WE �••�' Z cu 3f++In000 C7 In W • fd 2- 4.4 -4.i �� Z"' as W +r 1ON•-IoN d�V � U1 z 4-1c m" a ox v7 W . a . c 0000 � In 4DN0.4m In In In In � a w u7 In u7 w w 44 4 4-404 4 ' Z •iNmvInwNwmo H � Z L7 0 in X+� a Ln cQ CC" W4 I �► 1 u7 O Z ' W OCR M W•• OW J� JI 3m c C N 3Z ' J� �,,.. ............... Om N (M- N +' Z ON t v pq WU Inc L6Z �x ' Q V W tS M d Z 3 W� Z� V 41 Qti � fA !4 L61 a [A J.y t9Q ' Z IA 3 u 7 m 0 X+ a � I� ** PCSTABLSM ** by Purdue University -------------------------------------------------------------------------------- ' - -Slope Stability Analysis- - Simplified Janbu, Simplified Bishop ' or Spencer's Method of Slices Run Date: 02 -08 -99 Time of Run: 2:17pm Run By: JWN Input Data Filename: C:MAC44.DAT Output Filename: C:MAC44.OUT Plotted Output Filename: C:MAC44.PLT PROBLEM DESCRIPTION MATTINGLY RES. 794 NEPTUNE AVE AFTER ' CONST. OF LOW. SEAWALL &UPPER RETENTION BOUNDARY COORDINATES ' 7 Top Boundaries 11 Total Boundaries ' Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 105.00 113.80 107.80 2 2 113.80 107.80 114.00 108.00 3 3 114.00 108.00 122.00 110.00 2 4 122.00 110.00 128.00 126.00 2 5 128.00 126.00 188.00 180.00 1 6 188.00 180.00 194.00 192.00 1 ' 7 194.00 192.00 294.00 192.00 1 8 128.00 126.00 294.00 126.00 2 9 114.00 108.00 294.00 108.00 3 10 113.80 107.80 294.00 107.80 2 11 ----------- -- - - - - -- 100_00 - - - -- - 97_50 294.00 50 4 - - - -- - 97_ ----- - - - - -- ------------------ ' ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil 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. 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 ' 3 100.0 110.0 .0 7.0 .00 .0 0 4 125.0 130.0 1000.0 40.0 .00 .0 0 -------------------------------------------------------------------------------- ' TIEBACK LOAD(S) ' 2 Tieback Load(s) Specified ' Tieback X -Pos Y -Pos Load Spacing Inclination Length No. (ft) (ft) (lbs) (ft) (deg) (ft) ' 1 123.00 112.67 180000.0 8.0 30.00 50.0 2 126.00 120.67 180000.0 8.0 30.00 50.0 ' NOTE - An Equivalent Line Load Is Calculated For Each Row Of Tiebacks Assuming A Uniform Distribution Of Load Horizontally Between '---------------- Individual Tiebacks ------------- - - - - -- ------------------------ ' Searching Routine Will Be Limited To An Area Defined By 1 Boundaries Of Which The First 0 Boundaries Will Deflect Surfaces Upward Boundary X -Left Y -Left X -Right Y -Right No. (ft) (ft) (ft) (ft) ' ------------- 1 -------- 200- 00 - - - -- 152- 00 - - - -- 200- 10 - - - -- 192_00 ------------ - - - - -- ' A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. ' 500 Trial Surfaces Have Been Generated. ' 100 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 127.00 ft. ' and X = 167.00 ft. ' Each Surface Terminates Between X = 201.00 ft. and X = 294.00 ft. ' Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. ' 21.00 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 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.87 125.67 3 168.08 131.37 ' 4 187.09 140.29 5 204.40 152.19 6 219.53 166.75 7 232.09 183.58 ` ' 8 236.44 192.00 Circle Center At X = 123.6 ; Y = 250.3 and Radius, 127.0 * ** * ** 1.498 ' Individual data on the 11 slices I Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge 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 1.0 140.4 .0 .0 .0 .0 .0 .0 .0 2 19.9 24475.8 .0 .0 .0 .0 .0 .0 .0 3 1.2 2627.8 .0 .0 .0 .0 .0 .0 .0 ' 4 19.0 56693.4 .0 .0 .0 .0 .0 .0 .0 5 19.0 79389.9 .0 .0 .0 .0 .0 .0 .0 6 .9 4243.7 .0 .0 .0 .0 .0 .0 .0 7 6.0 30977.3 .0 .0 .0 .0 .0 .0 .0 8 10.4 54129.8 .0 .0 .0 .0 .0 .0 .0 9 15.1 59078.9 .0 .0 .0 .0 .0 .0 .0 10 12.6 25373.6 .0 .0 .0 .0 .0 .0 .0 ' 11 4.4 2200.9 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.73 126.71 ' 3 167.78 132.93 4 186.78 141.88 5 204.35 153.38 6 220.15 167.22 7 233.88 183.11 8 239.61 192.00 ' Circle Center At X = 113.7 ; Y = 271.8 and Radius, 149.0 * ** 1.500 * ** t --------------------------------------------------------------------------- --- Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.96 124.59 ' 3 168.35 129.61 4 187.50 138.23 5 204.77 150.18 ' 6 219.60 165.05 7 231.50 182.36 8 235.81 192.00 ' Circle Center At X = 130.9 ; Y = 237.6 and Radius, 114.4 * ** 1.522 * ** Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.91 121.36 3 168.58 125.06 ' 4 187.51 134.16 5 203.31 147.99 6 214.82 165.55 7 221.22 185.55 8 221.47 192.00 Circle Center At X = 144.8 ; Y = 198.1 and Radius, 76.9 * ** 1.529 * ** -------------------------------------------------------------------------------- Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 148.00 123.62 3 168.54 127.97 ' 4 187.85 136.22 5 205.20 148.06 6 219.91 163.04 ' 7 231.44 180.60 8 236.07 192.00 Circle Center At X = 136.3 ; Y = 229.5 and Radhis, 106.6 * ** 1.551 * ** ' Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.89 121.17 3 168.64 124.41 ' 4 187.88 132.83 5 204.33 145.88 6 216.91 162.69 7 224.79 182.16 ' 8 226.04 192.00 Circle Center At X = 145.9 ; Y = 201.8 and Radius, 80.7 * ** 1.556 * ** -------------------------------------------------------------------------------- ' Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.86 120.93 3 168.65 123.89 4 188.02 132.02 5 204.69 144.78 6 217.60 161.35 7 225.88 180.65 8 227.59 192.00 Circle Center At X = 146.9 ; Y = 202.2 and Radius, 81.3 ' * ** 1.574 * ** Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.97 122.24 3 168.73 125.44 4 188.40 132.79 ' 5 206.17 143.98 6 221.29 158.56 7 233.13 175.90 8 239.83 192.00 ' Circle Center At X = 142.9 ; Y = 224.3 and Radius, 102.2 * ** 1.603 * ** t ------------------------------------------ ------------------------------------ Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 ' 2 148.00 123.07 3 168.69 126.68 4 188.36 134.04 ' 5 206.33 144.90 6 222.00 158.87 7 234.83 175.50 8 243.26 192.00 ' Circle Center At X = 139.0 ; Y = 235.8 and Radius, 113.1 * ** 1.613 * ** Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 127.00 123.33 2 147.66 119.55 ' 3 168.56 121.57 4 188.12 129.23 5 204.83 141.94 ' 6 217.43 158.74 7 224.95 178.35 8 226.17 192.00 ' Circle Center At X = 151.0 Y = 194.7 and Radius, 75.3 * ** 1.622 * ** Jim o I IM Llj i � I ' A4� a^ I I I I I I �q' w ,� CH W.q tA {} E ,.0000 ;::. UA L� - - I ........ cs x II quoin o Ow W� 1 o CC I cvv� o,� I s 0 I I E 1 F I �^ cy • • IE ! m 1 II F � �,•, �•, I I � NN in moo oz I c I 1 We II romm�ococao+oo,.q E I ' Zau II wmmm I I co ap n; W in X o S u� C!44 1 to 0 � I , _F Z �E � 33 og I 1 F-F- ZN ' O ( I U A � N W¢ 3'x Inc L6-- 1 cu I ! ).Opt I ' 0 :A « i 1 04 i D4 r 1 z� � i I a+ .A I� I 4- T)!'CMT R FVd *+ ,�'.+s �. y ., Y Y - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ' - - S! ^ -- Stabin't.r Tn -altr -in -- N� Y „ <\<1 1 J N1 u \A, 1.+11y1V 1V <IV or S ^enc�r`s '?iTCthod o Slices ' N Pier D--t-- v2 - 1i - 00 Ti: l- of Pion 9 L ' . 1 u ail Pun By . \ :":is Y Inp D ata File C•MTC48.,n.Tm vut F i i ena:^e : C : i�iiiCZ Q . vv P- \ott nut,\„+ F -I ena7ne. C •MAC 44 . DLr7, DVnl LT 'M D TDMTOM 704 OTT: D T TTVT�' 7� �7T�' P CT: TTnn Sm3 3FTER 11 L\ a. LL Ua. AVE ✓LUDO 1L L ' CO NST. OF LOW. SEr Em MTON TtiTATLaUPPER RVM �• LL\ L ' BOU NDARY CnnDnTmffEQ BOU NDARY VVL \D 1... ES 7 T ^ LJ r Boundaries 11 Total Boundaries ROunda V -T eft T eft V -Di T^� 7'] [�/� D tY , L\..y V i�LVt [1 \-gilt Y -Right JV11 Type No. (ft) (ft) (ft) (ft) Beloc•: Bnad ' 1 1o0.00 105.00 113.80 107.80 2 2 113.80 107.80 114.00 108.00 3 114.00 108.00 122.00 110.00 ' 4 122.00 110.00 128.00 126.00 5 128. 126.00 188.00 180.00 1 6 188.00 180.00 194.00 192.00 1 7 194. 192.00 294.00 192. n 1 8 128.00 126.00 294.00 126.00 2 9 114.00 108.o0 29-.0o 108.00 3 10 111 Q0 107.8 - 294.00 107.80 2 1 1 J U 11 100 97 29A no 07 50 4 --------------------------------------------------------------- ISOTROPIC SOIL PARAMETERS 4 TAjrpc /s1 ^ - f Soii YN`-1 / So Total • Saturated Cohesion Friction Pore Pressure Piez. Type L : ":t v : "Tt int.°i L ngle Pre - - e COnst3nt Surf-ac-c No. (pcf) (pcf) (psf) (deg) Param. (psf) No. ' 1 120.0 125.0 270.0 35.0 .00 .0 0 2 110.0 120.0 500.0 25.0 .00 .0 0 ' 3 100.0 110.0 .0 7.0 .00 .0 0 4 125.0 130.0 1000.0 40.0 .00 .0 0 ' A Horizontal Earthquake Loading Coefficient Of .120 Has Been Assigned ' A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned -- - - - - -- Cavitation Pressure = ---------------- 0 - psf--- ----------------------------------- TIEBACK LOAD(S) ' 3 Tieback Load(s) Specified ' Tieback X -Pos Y -Pos Load Spacing Inclination Length No. (ft) (ft) (lbs) (ft) , (deg) (ft) ' 1 123.00 112.67 180000.0 8.0 30.00 50.0 2 126.00 120.67 180000.0 8.0 30.00 50.0 3 200.00 192.00 60000.0 8.0 15.00 40.0 ' NOTE - An Equivalent Line Load Is Calculat i-.1� q 1 ted For Ea.,.. Row Of Tiebac Assuming A Uniform Distribution Of Load Horizontally Between --------- - - - - -- Individual Tiebacks. ----------------------------------------------------- Searching Routine Will Be Limited To An Area Defined By 1 Boundaries Of Which The First 0 Boundaries Will Deflect Surfaces Upward ' Boundary X -Left Y -Left X -Right ht Y -Right (ft, No. (ft) (ft) g� ( ft) 1 200.00 152.00 200.10 192.00 -------------------------------------------------------------------------------- A Critical F° f C Meth T s D u�lare Sur Se arching J��rg A R andom ' Technique For Generating Circular Surfaces, Has Been Specified. 500 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 5 Points Eq ually Spaced 1 Along The Ground Surface Between X = 127.00 ft. and X = 167.00 ft. ' Each Surface Terminates Between X _ 201.00 ft. and X = 294.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. ' 21.00 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 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.73 126.71 3 167.78 132.93 ' 4 186.78 141.88 5 204.35 153.38 6 220.15 167.22 ' 7 233.88 183.11 8 239.61 192.00 Circle Center At X = 113.7 ; Y = 271.8 and Radius 149.0 ** 1.233 * ** ' Individual data on the 11 slices ' Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Norm e'er Load y Top Bot Igor Tar. Hor ' No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 1 1.0 137.6 .0 .0 .0 0 16.5 .0 .0 2 15.4 14883.5 .0 .0 .0 .0 1786.0 .0 .0 3 4.4 8064.0 .0 .0 .0 .0 967.7 .0 .0 4 20.1 55265.1 .0 .0 .0 .0 6631.8 .0 .0 5 19.0 75118.1 .0 .0 0 0 9014.2 0 .0 6 1.2 5430.9 .0 .0 1.7 -1.9 651.7 .0 .0 ' 7 6.0 29778.8 .0 .0 53.2 -51.3 3573.5 .0 .0 8 Z0.4 52181.5 .0 .0 391.8 -267.6 6261.8 .0 .0 9 15.8 60104.8 .0 .0 2298.8 -840.0 7212.6 .0 .0 10 13.7 27727.6 .0 .0 4189.0 654.0 3327.3 .0 .0 11 5.7 3057.4 .0 .0 1709.5 830.8 366.9 .0 .0 Failure Surface Specified By 8 Coordinate Points- Point X -Surf v -C!11 � f 1 U61 No. (ft) (ft) 1 121.00 123.33 2 147.87 125.67 ' 3 168.08 131.37 4 187.09 140.29 5 204.40 152.19 ' 6 219.53 166.75 7 232.09 183.58 8 236.44 192.00 ' i rc e 1 en o } Y A X = 123.6 ; Y - 250.3 andiRadius 1 7.0 C C....t� ' * ** 1.234 * ** ------------------------------------------------------------------------------ Fa ilure Surface Specified By 8 coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 127.00 123.33 2 147.96 124.59 ' 3 168.35 129.61 4 187.50 138.23 5 204.77 150.18 ' 6 219.60 165.05 7 231.50 100.11r- 8 235.81 192.00 ' circle center At X - 130.9 Y - 237.6 and Radit:s 114.4 ' * ** 1.255 * ** Failure Surf= c- Specified By 8 Coordinate Point- ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.91 121.36 ' 3 168.58 125.06 4 187.51 134.16 5 203.31 147.99 6 214.82 165.55 ' 7 221.22 185.55 8 221.47 192.00 Circle Center At X 144.8 ; Y = 198.1 and Radius, 76.9 ** 1.275 * ** ------------------------------------------------=----------------------------- Failure Surface Specified By 8 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) . ' 1 127.00 123.33 2 148.00 123.62 ' 3 168.54 127.97 4 187.85 136.22 5 205.20 148.06 6 219.91 163.04 7 231.44 180.60 8 236.07 192.00 ' Circle Center At X = 136.3 ; Y = 229.5 and Radius 106.6 ' * ** 1.278 * ** ' Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.89 121.17 3 168.64 124.41 ' 4 187.88 132.83 5 204.33 145.88 6 216.91 162.69 1 7 224.79 182.16 t 8 226.04 192.00 Circle Center At X - 145.9 ; Y = 201.8 and Radius , 80.7 U * ** 1.294 * ** -------------------------------------------------------------------------------- Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.39 128.36 3 167.34 134.92 ' 4 186.74 142.96 5 205.47 152.45 6 223.44 163.32 7 240.53 175.52 8 256.66 188.98 9 2 192.00 L J J l ' Circle Center At X = 70.7 ; Y = 395.4 and Radium 277.8 ** 1.295 * ** ' Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.18 129.14 3 166.07 136.17 ' 4 186.29 144.39 5 205.08 153.79 6 223.25 164.31 7 240.74 175.92 L 8 257.50 188.59 9 261.48 192.00 Circle Center At X - 42.3 ; Y - 455.9 and Radius 343.2 ' ± ** 1 ** '------------------------------------------------------------------------------- Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 127.00 123.33 2 147.86 120.93 ' 3 168.65 123.89 4 188.02 132.02 5 204.69 144.78 ' 6 217.60 161.35 7 225.88 180.65 8 227.59 192.00 ' Circle Center At X = 146.9 ; Y = 202.2 and Radius, 81.3 ' * ** 1.307 * ** t Failure Surface Specified B 8 Coordinate p y mate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 127.00 123.33 2 147.97 122.24 3 168.73 125.44 4 188.40 132.79 5 206.17 143.98 6 221.29 158.56 7 233.13 175.90 8 239.83 192.00 Circle Center At X = 142.9 ; Y = 224.3 and Radius, 102.2 * ** 1.316 * ** 1