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Home My WebLink About3307; CARLSBAD BLVD SHORE PROTECTION; DESIGN MEMORADUMS; 1990-10-15I E I Woodward. Clyde Consultants AdGlk w Project No. 9051.141E-0001 WoodwardiClydeCcnsuitants DESIGN MEMORANDUM CARLSBAD BOULEVARD SHORE PROTECTION CITY OF CARLSBAD, CALIFORNIA PROJECT NO. 3307 Prepared for: City of Carlsbad, California By: Woodward-Clyde Consultants October, 1990 b/1j18 o1 1550 Hotel Circle North San Diego, CA 92108 (619) 294-9400 FAX: (619) 293-7920 Woodward-Clyde Consultants October 15, 1990 Project No. 9051141E-0001 City of Carlsbad 2075 Las Palmas Drive Carlsbad, California 92009-4859 Attention: Pat Entezari DESIGN MEMORANDUM CARLSBAD BOULEVARD SHORE PROTECTION CARLSBAD, CALIFORNIA Gentlemen: As a part of our Agreement to prepare complete plans and specifications for the Carlsbad Boulevard Shore Protection wall, we have prepared a Design Memorandum. This memorandum is complete and is transmitted to you herewith for your information and use. It is presently planned to include the "Geotechnical Investigations - Attachment A" as an attachment to the Technical Specifications. If you have any questions, please call at your convenience. Very truly yours, WOOD WARD-CLYDE CONSULTANTS Louis J. Le R.E.14129 LJL/eg (blljl8) Attachment No.014129 j ggiives 3/31/13 I \ cIvl'. OF CA -r Consulting Engineers, Geologists and Environmental Scientists Offices in Other Principal Cities Project No. 9051141E-0001. Woodwàrd-IdeConsuftants TABLE OF CONTENTS Page No. INTRODUCTION 1 BACKGROUND INFORMATION 2 GENERAL PROJECT DESCRIPTION . 2 GENERAL SURFACE CONDITIONS . 3 North End . 3 . Middle Area . 4 South End 5 Slopes and Beach Profiles 5 GENERAL SUBSURFACE CONDITIONS 6 GENERAL COASTAL CONDITIONS 7 General . 7 Maximum Tide and Still Water Level 8 DESIGN CRITERIA FOR SHORE PROTECTION 9 Rock Revetments 10 Cantilever Sheet Pile Wall 11 CONSTRUCTION CONSIDERATIONS 13 Existing Utilities . 14 Existing Underground Obstructions 14 Coastal Environment 14 LIMITATIONS . 15 REFERENCES 16 Appendices Geotechnical Investigation Calculations b/1j18 i Project]p. 905 1141E-0001 Woodward.Clyde:Consuftants DESIGN MEMORANDUM CARLSBAD BOULEVARD SHORE PROTECTION CITY OF CARLSBAD PROJECT NO. 3307 INTRODUCTION Carlsbad State Beach - Area 3 generally covers the area from the south end of the jetties at the entrance to Agua Hedionda Lagoon to the north end of the residential development along Tierra del Oro Street in the City of Carlsbad, California (Figure 1). The subject portion of Carlsbad Boulevard within Area 3 where the shore protection is proposed is approximately 3,600 feet long. Carlsbad Boulevard is directly adjacent to the beach along this area and drops down to its lowest level, approximate elevations +13 to +16 feet (City of Carlsbad - Mean Sea Level Datum). This area of the roadway has been historically subject to erosion and damage during high tides and major storms. Much of the walkway, parking area and west side of the road was damaged or eroded away in the 1983 storms. In 1988 and 1989, this portion of Carlsbad Boulevard was widened and improved; a bike lane, parking and a sidewalk were constructed along the west (beach) side of the road. Plans for the Improvement of Carlsbad Boulevard - Phase II were prepared by Keitner & Associates, Inc. and are dated September 15, 1988. In order to protect these improvements, as well as existing underground utilities in the roadway, and to reduce maintenance costs, the City of Carlsbad wishes to construct shore protection along this portion of Carlsbad Boulevard. A feasibility study for the shore protection project was conducted by Woodward-Clyde Consultants and the results were issued in a report dated August 8, 1988. Based on the results of the feasibility study, it appeared that a suitable shore protection structure would consist of a vertical, steel sheet pile wall with a concrete cap with rock revetments at each end that tie into existing jetties or groins. It was also concluded that the structure would have an acceptable Benefit-Cost Ratio. b/1j18 -1- Project No. 9051141E-0001 Woodward.Clyde Consultants BACKGROUND INFORMATION In order to provide a basis for design of the proposed shore protection, input was obtained from the City of Carlsbad, California Department of Boating and Waterways, California Department of Parks and Recreation and California Coastal Commission. The plans for the improvements of Carlsbad Boulevard between approximate stations 20+00 and 56+00 were used for preliminary evaluations and design. A new ground and aerial survey was performed by SB&O, Inc. (July 1990) to provide base maps for final design. A reduced copy of the topographic plan is presented on Figure 2. Geotechnical and coastal information from the feasibility study was supplemented with additional investigations by Woodward-Clyde Consultants. The geotechnical information has been combined and summarized and is presented in Appendix A. Design calculations are presented in Appendix B. GENERAL PROJECT DESCRIPTION The primary purpose of the shore protection project is to protect the subject portion of Carlsbad Boulevard from damage and erosion during high tides and major storms. Other considerations include public beach access, handicapped use and access, protection of lifeguard facilities, vehicle access for lifeguards and emergency equipment, beach encroachment, access for San Diego Gas and Electric Company (SDG&E) equipment during beach nourishment operations, visual appearance and other public facilities (benches, trash containers, etc.). The City of Carlsbad is also considering the inclusion of a public art element. In order to minimize encroachment onto the beach and to avoid any major excavation or rebuilding of Carlsbad Boulevard and the existing improvements, a cantilever sheet pile wall has been selected as the primary shore protection structure. Based on the above considerations and the general site conditions, the selected project generally consists of the following: Improvement and repair of the existing rock and rubble revetment from the jetty at the north end of the project (approximate station 20+00) to b/1j18 -2- Project No. 9051141E-0001 Woodward!Iyde Cc nsultants approximate station 24+04 (stationing is from the Carlsbad Boulevard Improvement Plans). Existing rock and rubble extending beyond approximate station 24+40 will be removed to provide more usable beach area. A new cantilever steel sheet pile wall with a reinforced concrete cap and a toe stone apron from approximate station 24+00 to approximate station 46+50 and from approximate station 48+50 to approximate station 51+50. Three new beach access ramps with lifeguard pads, handicapped viewing area and public facilities at approximate stations 29+00, 35+50 and 42+50. Two new beach access stairs with public facilities at approximate stations 32+00 and 39+00. A new rock revetment at the south end of the project to protect the road fill slope between approximate stations 52+00 to 56+00. This revetment will tie into the existing groin at approximate station 52+00 and the existing natural bluff at approximate station 56+00. A new rock emergency access ramp for lifeguard vehicles along the toe of the new south revetment. This ramp will be covered with sand and cobbles during normal weather conditions. GENERAL SURFACE CONDITIONS North End The proposed shore protection will generally extend Out from the existing Right-of-Way along the west side of the Carlsbad Boulevard Improvements within the subject area. The project starts at the north-end (approximate station 20+00) at the existing jetty and bridge. This end of the project generally consists of an existing approximately 2:1 (horizontal to vertical) rock fill slope extending down from the sidewalk along the western edge of b/1j18 -3- Project No. 9051141E- 1 Woodwarduclydeconsultants Carlsbad Boulevard to the cobble beach. The top of the slope ranges in elevation from approximately +22 feet (MSL) at the north end near the jetty to approximately +15 feet (MSL) at the southern extremity (station 24+04) of the proposed revetment. The toe of the slope encounters the cobble beach at about elevation +4 feet (MSL) in this area. The beach area is nonexistent or very narrow in this area and is generally covered with cobbles. The upper portion of the slope has been eroded and damaged to a near vertical condition. The middle and lower portions of the slope are partially protected by dumped rock and rubble. Buried rock and rubble are present throughout this area. The exposed existing rock in this area generally ranges in size from a maximum of approximately 2 tons down to 5- to 10- pound stone. The average size is estimated to be about 400 to 500 pounds. Some rubble mixed with the rock generally consists of broken concrete of various sizes. Middle Area Starting at approximate station 24+00 the road levels out with gentle undulations extending for the next approximately 2,400 feet (station 48+00 at the SDG&E warm water outlet). Low spots along the sidewalk in this area generally range from approximate elevations +12.5 to +13.5 (MSL) feet and high spots from approximate elevations +14 to +15.5 feet (MSL). The beach area along the west side of the sidewalk is typically about 150 to 200 feet wide (to Mean Lower Low Water); it narrows at the north end near the jetty at the entrance to Agua Hediona Lagoon and widens at the south end near the jetty for the SDG&E. warm water outlet. There is typically a relatively level, sandy surface about 40 to 60 feet wide adjacent to and west of the sidewalk. This area grades into a cobble berm that slopes down at an inclination of approximately 5:1 to 10:1 (horizontal to vertical) to elevation 0-feet (MSL). The beach surface below 0-feet (MSL) becomes sandy again with some scattered cobbles and flattens to inclinations on the order of 30:1 to 50:1 beyond this point. Existing dumped rock extends Out from the sidewalk at approximate station 44+50 to the end of the warm water outlet jetty (approximate station 47+50) and protects a relatively level sandy pad at the south end of this area. b/Ijl8 -4- Project No. 9.Oi4-0001 Woodward-Clyde Consultants South End The area on both sides of the warm water outlet have been built outward and are protected by dumped rock and the rock jetties for the outlet. These areas are fenced off and generally extend from approximate stations 46+50 to 47+30 on the north side and 48+20 to 49+00 on the south side. The road has a low elevation of approximately +12.5 feet (MSL) at approximate station 48+50 on the south side of the warm water outlet and then begins to climb in elevation to the south. The beach between the south jetty for the outlet and a rock groin along the existing fuel intake line (approximate station 52+00) appears to be relatively wide (200 feet or more) and relatively stable. The warm water outlet jetties and the fuel intake line groin appear to maintain the beach sand in this area. A new road fill has been placed for the Carlsbad Boulevard Improvements from approximate station 52+00 to approximate station 56+00. The top of this fill slope along the west edge of the sidewalk ranges from approximate elevation +20 feet (MSL) at station 52+00 to approximate elevation +35 feet (MSL) at station 56+00. The fill slopes down from the sidewalk at an inclination of approximately 2:1 (horizontal to vertical) and encounters a cobble berm at an approximate elevation of +12 feet (MSL). The slope is currently covered with sparse vegetation and weeds. There is a relatively level, sandy portion of the beach at the toe of the fill adjacent to and south of the fuel intake line groin that is partially protected by dump rock extending out from the groin towards the fill. The beach narrows to the south of this sandy area and becomes all cobbles beyond about station 53+00. Bedrock is exposed at the base of the coastal bluff at the south end of the fill (approximate .station 56+00) at an elevation of approximately +12 feet (MSL). Slopes and Beach Profiles Profiles at the north area generally indicate that the existing fill slope ranges in height from approximately 6 to 17 feet and has an average inclination ranging from approximately 1- 3/4:1 to 2-1/2:1 (horizontal to vertical) from top to toe. The top of the slope along the west edge of the sidewalk ranges from approximate elevation +22 to +15 feet (MSL), decreasing b/1j18 -5- Project No. 9051141E-0001 Woodward-Clyde Consultants from north to south. The top of the existing rock protection generally ranges from approximately +12 to +16 feet (MSL) and the cobble/sand beach along the toe begins at approximate elevation +3 to +4 feet (MSL). Profiles in the middle area indicate that the sand surface generally extends out from the sidewalk at an elevation of approximately +14 to +13 feet (MSL) for a distance of about 40 to 60 feet. A cobble berm is exposed at this point which slopes down at an inclination of approximately 5:1 to 10:1 (horizontal to vertical) to approximately +0 feet (MSL). Profiles at the south area generally indicate that the new fill slope ranges in height from approximately 6 to 18 feet and has an inclination ranging from approximately 1-3/4:1 near the north and to 2-1/2:1 near the south end. The top of the slope along the west side 'of the sidewalk ranges from approximate elevation +20 to +35 feet (MSL), increasing from north to south. The cobble/sand beach along the toe of the fill begins at approximate elevation +10 to +14 feet. Beyond the general beach area, the surface flattens to inclinations on the order of 30:1 to 50:1 within a distance of approximately 200 to 500 feet offshore; within this area a sand berm generally develops in the profile during the winter. This berm is generally flattened during the summer and disappears after major storms. Beyond a distance of about 500 feet, the bottom surface appears to be relatively stable and has an offshore inclination of about 60:1 to 70:1 extending at least 2,000 to 3,000 feet offshore. A series of profiles taken by Tekmarine near the middle of the project during the period of September 1987 to October 1989 are presented on Figure 3. GENERAL SUBSURFACE CONDITIONS The project area is located along the lower lying coastal margin of Agua Hedionda Lagoon. Agua Hedionda Lagoon represents the backfilled channel or "drowned river mouth" of Agua Hedionda Creek. Similar to other coastal lagoons, longshore drift has produced a barrier beach along the mouth of the lagoon. The subsurface materials along this beach generally consist of medium dense to very dense sands, gravels and cobbles. Along the Carlsbad Boulevard Right-of-Way, west of the sidewalk, the soil profile generally consists blljl8 -6- Project No. 9051141E-0001 Woodward-Clyde Consultants of 1 to 3 feet of dredged sand underlain by 6 to 8 feet of sandy gravel and cobbles which generally range in size from approximately 1 to 6 inches in diameter. The gravels and cobbles are also exposed on the beach foreshore. Underlying the gravel and cobble layer are interbedded sand and gravel deposits of probable beach and channel origins. These materials extend to a depth of over 50 feet along most of the alignment. The sampler penetration values in these materials generally range from approximately 20 to over 70 blows per foot, generally increasing with depth. Buried rock and debris may also be encountered along the entire alignment, but particularly at the north end near the inlet jetty, and at the south end around the warm water outlet and the area near the fuel intake line. Bedrock (consisting of Tertiary sedimentary formations) is exposed at the far south end of the project (station 56+00) at an elevation of approximate +12 feet (MSL). The bedrock surface generally slopes down to the north and was not encountered in any of the borings made north of the warm water outlet (maximum depth explored was 50 feet or approximate elevation -38 feet (MSL). It is anticipated that the groundwater level along the proposed shore protection alignment will generally follow the tide levels. Measurements of the water level in the lagoon (east of Carlsbad Boulevard) indicate that there may be a one to two hour time lag between the water level in the ocean and the water level in the lagoon. The average water level in the lagoon also appears to be 1 to 2 feet higher than in the ocean. GENERAL COASTAL CONDITIONS General The subject area is located along a barrier beach at the mouth of the Agua Hedionda lagoon between the inlet jetties for the outer portion of the lagoon and the beginning of the coastal bluff approximately 400 feet south of the fuel intake line groin. The elevations along Carlsbad Boulevard in this area, which extends along the berm at the back of the beach, generally range from approximately +13 to +35 feet (MSL). Carlsbad Boulevard is b/1j18 -7- Project No. 9051141E-0001 Woodward-Clyde Consultants partially protected by the beach which is typically 150 to 200 feet wide, including a 6 to 10 foot high berm that is generally composed of gravel and cobbles. The sand levels vary seasonally and are mostly removed during high tides and storms during the winter. The subject area is generally situated near the middle of the Oceanside littoral cell. A recent report by Tekmarine, Inc. (1988) indicated that the Oceanside littoral cell is basically "sand- starved." However, despite the deficiency of sand, the coastline of Carlsbad manages to maintain a finite beach width; this appears to be due to the abundance of gravel and cobbles in the area. The subject area also receives sand nourishment every 2 to 3 years from dredging of the lagoon. Erosion of the beach and damage to the roadway due to high tides and storm waves occurs on a periodic basis. The maximum recorded erosion since 1982 in the subject area along the west side of Carlsbad Boulevard during a storm was down to approximate elevation +6 feet (MSL). Maximum Tide and Still Water Level Based on observations from 1906 to 1970, the Army Corps of Engineers' Shore Protection Manual gives a maximum observed extreme storm surge water level at San Diego of +8.3 feet above MLLW. The corrections to the high water predictions are 0.90 for La Jolla, south of Carlsbad, and 0.91 for San Clemente, north of Carlsbad, implying that conditions along this portion of the coast, including those at Carlsbad, are fairly uniform. Flick and Cayan (1984) have examined extreme high water levels at San Diego, including the 1982-83 winter, which included high astronomical tides, meteorological effects associated with the many storms, and the extreme effects of El Niño. The highest recorded level at San Diego is +8.5 (MLLW) feet in late January, 1983. This was nearly a foot above the predicted level. Applying the correction for La Jolla - San Clemente gives a value of 0.91 x 8.5 = +7.74 feet (MLLW) for the Carlsbad site. Adding an allowance for 0.35 feet sea level rise in 50 years, and 0.5 feet for local wave set-up, gives the following Design Still Water Level: b/1j18 -8- Project No. 9051141E-0001 Woodward-Clyde Consultants Maximum Observed Tide Sea Level Rise Local Wave Set-Up Design Still Water Level or approximately 7.74 feet MLLW (Mean Low Low Water) .35 .50 8.59 8.6 feet MLLW (or 5.7 MSLD) It is further noted that Inman and Jenkins (1989) indicate that during extreme events, such as the combination of the perigean spring tide and an El Niño, a predominate swash component to the runup can result in higher than normal runup on seawalls. NOTE: In the calculations, Mean Lower Low Water (MLLW), the datum for both nautical charts and tide tables, is taken as the vertical datum. The Mean Sea Level Datum of 1929, which is generally used for onshore topographic maps, is approximately 2.9 feet above MLLW. DESIGN CRITERIA FOR SHORE PROTECTION A review was made of possible shore protection structures and the various options were discussed with the interested government agencies. Based on this review and the discussions, a cantilevered, steel sheet pile wall with a concrete cap was selected for the primary structure with stone revetments at each end to protect existing fill slopes and to tie into existing stone jetties and groins. The main structure will have three ramps and two stairways through it to provide beach access and other public facilities. The south revetment will also have a rock ramp for lifeguard access. Portions of the north revetment and the cantilever sheet pile wall will be below the anticipated run-up during maximum tide and storm conditions. This is to provide better public viewing during normal weather conditions. This may result in short periods of flooding of Carlsbad Boulevard, but should not result in significant damage. The design criteria for the shore protection structures are summarized in the following paragraphs and design calculations are attached in Appendix B. b/ljl8 -9- Project No. 9051141E-0001 Woodward-Clyde Consultants Rock Revetments The design criteria used for the rock revetments is in general accordance with the criteria contained in the U.S. Army Corps of Engineers' Shore Protection Manual, Volumes I and II, 1984 and the data gathered as part of this work. The following coastal engineering criteria were selected for use in general design of the rock revetments. Elevations are referenced to City of Carlsbad - Mean Sea Level Datum. Highest Estimated Still Water Level Maximum Depth of Scour at Toe of Revetment Average Near shore Slope (vertical to horizontal) Design Wave Height at Toe of Revetment Kd for Two Layers of Armor Rock Specific Weight of Armor Rock Slope Inclination of Armor Rock Maximum Run-Up on 1-1/2:1 Rock Slope = +5.7 feet (MSL) = -1 to -3 feet (MSL) = 1 foot in 60 feet = 6.7 to 8.7 feet = 2.0 = 160 pcf = 1-1/2:1 (H:V) = +17.5 to +21 feet (MSL) It is estimated that maximum scour depths should generally not exceed a depth of -1.0 feet (MSL) during normal storm conditions. However, maximum depth of scour during extreme conditions is estimated to be approximate -3 feet (MSL). It is further estimated that scour will generally be deeper at the north revetment than at the south revetment. The design depth of the revetment is based on a scour level of -3 feet (MSL) and the armor rock size is based on a wave height of 7.6 feet. For the maximum design storm and a scour depth of -3 feet (MSL), it is expected that damage to the revetment would be on the order of 10 to 15 percent (0 to 5 percent for normal conditions) and that run-up may exceed an approximate elevation +20 feet. The rock revetments will consist of a five-layer rock system underlain by geotextile filter fabric. The top of the revetment is at elevation +20 feet (MSL), except for a portion of the north revetment which is at elevation +17.5 feet (MSL). The level is generally at or below the sidewalk level, except for a portion at the south end of the north revetment where the sidewalk is at approximate elevation +15 to +17 feet (MSL). For the extreme wave design condition, 2 to, 3 feet of overtopping may occur where the top of the north revetment is at b/1j18 -10- Project No. 9051141E-0001 Woodward-Clyde Consultants elevation +17.5 feet (MSL). The toe of the rock revetment is at -3 feet (MSL) and the face has an inclination of 1-1/2:1 (horizontal to vertical). The rock layers Consists of 2 layers of armor rock having a design weight of 3 tons, 2 layers of underlayer rock having a design weight of 600 pounds, and a 12-inch thick layer of bedding rock (quarry waste). The rock is underlain by a geotextile filter fabric which is supported on a prepared subgrade. The north revetment ties into the existing rock jetty at the north end and extends down in front of the sheet pile wall at the south end. The south revetment ties into the existing rock groin at the north end and into the coastal bluff at the south end. The existing rock within the area of the new revetments may be saved, separated into appropriate sizes and selectively used in the new revetments. All concrete, asphalt and other debris must be disposed off-site. Cantilever Sheet Pile Wall The design criteria for the cantilever, steel sheet pile wall with a reinforced concrete cap and toe stone is generally based on data developed from the coastal and geotechnical engineering studies made for the project. The subsurface soils at the site generally consist of hydraulic fill and beach deposits composed of medium dense to very dense clean sands, gravels and cobbles (localized buried boulders may also be encountered). The general soil characteristics used for design are: 0 = 380 (angle of internal friction) C = 0 psf (cohesion) 'YL = 125 pcf (saturated total unit weight) The average design ground surface behind the wall was assumed to be elevation +15 feet (MSL). The design groundwater level was assumed to be at an elevation equal to the depth of scour. The toe stone is assumed to be placed adjacent to the wall at an elevation between +3 and +6 feet. The sheeting size and depth was based on static conditions with a b/1j18 -11- Project No. 9051141E-0001 Woodward-Clyde Consultants maximum scour depth of +3 feet (MSL) elevation and no surcharge load. The wall was then checked for cases including surcharge loads due to vehicle parking, a 3-foot water differential due to tidal lag, a seismic load due to earthquake of 0.2g. and a maximum scour depth of 0 feet (MSL). Maximum deflections and moments occur under earthquake loads and a scour depth of 0 feet (MSL). Significant permanent wall deformation and damage to toe stone could occur if scour depth exceeds approximate elevation -3 feet (MSL). The U.S.S. Steel Sheet Piling-Design Manual (1984) was used for our analyses. The results of our analyses give the following design: Design Section: U.S.S. PZ 22 (or equivalent) Minimum pile tip elevation = -13 feet (MSL) Average length of pile = 30 feet Estimated maximum design moment with scour @ 0' = 319 in-kip/ft Estimate design deflections with scour @ 0': at elev. + 15' = 0.5 in, at elev. +6' = 0.2 in. Estimated maximum moment with earthquake load 0.2g and scour @ +3' = 317 in-kip/ft Estimated deflections with earthquake load 0.2g and scour @ +3' at elev. +15' = 1.0 in. The recommended design section is U.S.S. PZ 22 (equivalent or greater) with the following properties: Weight = 40.3 lbs/lineal ft. pile = 22.0 lbs/sq. ft. of wall Section Modulus = 19.0 in. 3, lineal ft. of wall Moment of Inertia = 91.1 in.4/lineal ft. of wall b/1j18 -12- Project No. 9051141E-0001 Woodward-Clyde Consultants The upper portion of the sheeting is to be covered with reinforced, colored (Mesa Bluff) concrete with a wave deflector. The top of the concrete should be 3'-6" above the sidewalk and follow the profile of the sidewalk. The estimated top of wall will range from approximate elevation +15.9 to +18.8 feet (MSL). The west side (ocean) of the concrete facing should extend down to elevation +3 feet (MSL); the east side (lagoon) should extend approximately 12-inches below the sidewalk. The oceanside of the wall should be provided with two layers of 1/2-ton toe stone with 6-inches of quarry waste bedding and filter cloth. The toe stone protection should extend a minimum of 15 feet out from the wall. For design storm and scour conditions, it is anticipated that some overtopping of the shore protection will occur in the low spots along the wall and revetments. For anticipated extreme storm and scour conditions most of the wall will be overtopped and wall deflections may result in some damage to the wall and the associated facilities. The sheet pile wall is designed such that it should not fail during scour to -3 feet (MSL) or during a seismic event with horizontal ground motions of up to 0.2 g. During storm and scour conditions the wall will be exposed to wave impact loads. It is anticipated that these loads will cause some deflection of the wall into the soil and the adjacent sidewalk. The connection between the sidewalk and back of the wall should be provided with a compressible material approximately 2-inches thick to lessen possible damage to the sidewalk. A wide joint filled with flexible material should also be provided between the existing and new sidewalk. The upper portion of the wall (upper 3.5 feet) should be designed for a hydrostatic load equal to 64 pcf plus a uniform load of 192 psf. CONSTRUCTION CONSIDERATIONS The proposed construction is in a relatively active beach and traffic area. In order to accommodate these conditions, a traffic plan and beach use plan will have to be prepared for construction. There are also numerous surface and underground facilities/utilities that need to be protected or maintained. In addition, there are certain subsurface and coastal environmental conditions that need to be considered for construction. A general discussion of some of these considerations is presented in the following paragraphs. This discussion b/1j18 -13- Project No. 9051141E-0001 Woodward-Clyde Consultants is not intended to relieve the contractor of his responsibility to familiarize himself with all of the site conditions, but is intended to provide input to the design of the shore protection. Existing Utilities Existing utilities within the Carlsbad Boulevard Right of Way include a 4-inch high pressure gas line, electrical lines and street lights, lifeguard telephone lines, a 12-inch water main, sign posts, storm drain inlets and pipes, SDG&E dredge spoil outfall line and offshore oil pipeline, lifeguard towers, fire rings and other associated facilities. It is anticipated that many of these facilities will not be within the construction area; however some of them may have to be re-aligned or extended through the shore protection. Two in particular are the lifeguard telephone lines and the SDG&E dredge spoil outfall. Existing Underground Obstructions It is anticipated that there will be numerous underground obstructions (in addition to utilities) along much of the proposed shore protection alignment. These obstructions generally consist of natural gravel and cobbles along the entire alignment and dumped rock and rubble in various areas. The rock may be up to 3 or 4 tons in size and should be primarily in areas where rock is exposed at the surface, but could also be encountered in other areas. Other types of material, such as wood and metal, may be encountered in localized areas. Sandstone/claystone bedrock will be encountered at the south end of the project. It is anticipated that most of these materials will be encountered within 10 to 15 feet below the existing ground surface. Excavations for rock revetments and driving of steel sheeting should take these conditions into consideration. It is anticipated that most of the existing rock can be re-used in the new revetments. All concrete, asphalt, wood, metal and other rubble and debris will have to be disposed off-site. Coastal Environment The subject project is located on the beach adjacent to the pacific ocean. This area is subject to the action of high tides, waves and along shore currents. These conditions should be taken into consideration by the contractor during construction. Protection of the area may b/1j18 -14- Project No. 9051141E-0001 Woodward-Clyde Consultants be required at certain times during construction and damage to construction may occur during adverse weather or tide conditions. Groundwater will be encountered in excavations. Therefore, it should also be anticipated that dewatering of the excavations will be required. LIMITATIONS Only a very small portion of the pertinent' soil, groundwater and coastal conditions have been observed. It should, be anticipated that variations in underground conditions along the shore protection alignment will occur and that coastal conditions may change. If unanticipated undesirable geotechnical or coastal conditions are encountered during construction, Woodward-Clyde Consultants should be consulted for further recommendations. This memorandum is intended for design purposes only and may not be sufficient to prepare an accurate bid. Geotechnical and coastal engineering and the geologic sciences are characterized by uncertainty. Professional judgements presented herein are based partly on our understanding of the proposed construction, and partly on our general experience. Our engineering work and judgements rendered meet current professional standards; we do not guarantee the performance of the project in any respect. b/1j18 -15- Project No. 9051141E-0001 Woodward-Clyde Consultants REFERENCES Fischer, Michael L., 1983. "Preliminary Report on January, 1983 Coastal Storm Damage as prepared by Mary Lou Swisher, Geologist, Energy, Technical Services Division" preliminary report to California Coastal Commission. Flick, Reinhard E., and Cayon, Daniel R., 1984, "Extreme Sea Levels on the Coast of California," reprint from the 19th Coastal Conference Proceedings, ASCE. Howe, Steve, 1978, "Wave Damage along the California Coast, Winter, 1977-78" prepared for California Coastal Commission. Inman, Douglas L., 1976 "Man's Impact along the California Coast Zone" prepared for State of California Department of Navigation and Ocean Development. Inman, Douglas L. and Jenkins, Scott A., 1989, "Wave Overtapping at San Malo Seawall, Oceanside, California" Shore and Beach. Keltner and Associates, Inc., 1988, "Plans for the Improvement of Carlsbad Boulevard- Phase 11,1,126 sheets. Kuhn, GG., and Shepard, F.P., 1984, "Sea. Cliffs, Beaches and Coastal Valleys of San Diego County: Some Amazing Histories and some Horrifying Implications" University of California Press. Kuhn, G.G., and Shepard, F.P., 1979, "Accelerated Beach - Cliff Erosion Related to Unusual Storms in Southern California," California Geology No. 32. Marine Advisors, 1960, "Design Waves for Proposed. Small Craft Harbor at Oceanside, California" prepared for U.S. Army Corps of Engineers, Los Angeles District. Meteorology International Incorporated, 1977, "Deep Water Wave Statistics for the California Coast, Station 6," Department of Navigation and Ocean Development. National Oceanic and Atmospheric Agency, 1980, "A Climatology and Oceanographic Analysis of the California Pacific and Outer Continental Shelf Region." Scripps Institute of Oceanography, 1984, "Coast of California Storm and Tidal Wave Study," prepared for U.S. Army Corps of Engineers, Los Angeles District, Planning Division. State of California, 1977, "California Coastal Engineering Data Network, Second Annual Report, January 1977 through December 1977" Department of Navigation and Ocean Development. State of California, 1977, "Assessment and Atlas of Shoreline Erosion along the California Coast," Department of Navigation and Ocean Development. b/1j18 -16- Project No. 9051141E-0001 Woodward- Clyde Consultants Tekmarine, Inc., 1988, "Semi-Annual Beach Profile Surveys and Analysis for September 1987," City of Carlsbad. Tekmarine, Inc., 1988, "Semi-Annual Beach Profile Surveys and Analysis for April 1988," City of Carlsbad. Tekmarine, Inc., 1989, "Semi-Annual Beach Profile Surveys and Analysis for April 1989," City of Carlsbad. Tekmarine, Inc., 1989, "Semi-Annual Beach Profile Surveys and Analysis for October 1989," City of Carlsbad. U.S. Army Corps of Engineers, 1984, "Shore Protection Manual," volumes I and II, U.S. Army Coastal Engineering Research Center. United States Steel, 1984, "U.S.S. Steel Sheet Piling Design Manual." Waldorf, B. Walton, Flick, Reinhard E. and Hicks, D. Murray, 1983. "Beach Sand Level Measurements - Oceanside and Carlsbad, California - December 1981 to February 1983 Data Report." S10 Reference No. 83-6. Woodward-Clyde Consultants, 1988, "Feasibility Study-Carlsbad Boulevard Shore Protection," for City of Carlsbad. Woodward-Clyde Consultants, 1989, "Design Memorandum - North and South Rock Revetments, Carlsbad Beach Park Area - 3," for City of Carlsbad. b/ljl8 -17- < ) ,I• ..M WY FWY ° ... LAIACAMINOE4( ,. . .116 . 1 9,00 SK U 7' 31 r 32 "4 6 I \ \ A4& Ic. \\ S FLORES • • z 0 •• 4, • po po • \ 0 : • Is d 5;\ .., ---S MS Nis \4. r pV J k4Ho:da \_( '.100 N '\"\ \ ..:1,\°2c \W \C3 pq City ?6 park \ --\ co CarIsbad\ç J. C. >:•.RI....\L) \ '. ',•. ' 'i' , .., \ S i ..c.. \ S • ° PROJEC1\JMrrs1 Power \ \ Encin • \ . . • Cannon • - — ;. ..:._ ........._ SCALE: 111 = 2000 LOCATION MAP CARLSBAD BOULEVARD SHORE PROTECTION DRAWN BY: eb I CHECKED BY9'2 I PROJECT NO: 9051141E-0001 .J DATE: 9-26-90 FIGURE NO: 1 W000WARDCLYOE CONSULTANTS ...-•. /7' - .--- - / I - 1. ../";'• - SCALE: r = 200 :.. ...-...):. ..- Al LEGEND B-14 INDICATES APPROXIMATE LOCATION OF TEST BORING T-i INDICATES APPROXIMATE LOCATION OF TEST PIT SITE PLAN . CARSLSBAD BOULEVARD SHORE PROTECTION DRAWN BY: DZW I CHECKED FIOUE NO: 2 DATE: 9-27-90' 1 PROJEC+NO: 9051141E-0001 W000WARO-CLYDE CONSULTANTS Line CB820 30.- -30. OCT89 • - . ........... APR89 25. 25. - -•- OCT88 APR88 JAN88 20. 20. SEP87 FROM TEKMARINE - SEMI - ANNUAL - BEACH PROFILE SURVEYS (12/89) ,-.. 15.- -15. .' -J - \.- - LU 0 . MLLW '•% '.. -0. ..-. -.. "i- -.: _5• \ ...- '.,•.• . 'S 55% S • - 55•\ .5.-.'.- - S -5..---' -5. I • , I I •I I_I •I -15. I I I I I I , 0. 100. 200. 300. 400. 500. 600. 700. 800. 900. 1000. Range (feet seaward of range line monument) • • aufliiàO: 3 WUUUWIiU-LYUt GUMULIANIO Project No. 9051141E-0001 Woodward-Clyde ConsuRants APPENDIX A GEOTECHNICAL INVESTIGATION b/1j18 Project No. 9051141E-0001 Woodward-Clyde Consultants APPENDIX A GEOTECHNICAL INVESTIGATION FOR CARLSBAD BOULEVARD SHORE PROTECTION CARLSBAD BEACH STATE PARK - AREA 3 Project Location The proposed shoreline protection project is located within Carlsbad State Beach - Area 3 in Carlsbad, California. it is generally situated along the west side of Carlsbad Boulevard between the San Diego Gas and Electric cold water pond intake jetties at the north end and the bluff located approximately 400 feet south of the San Diego Gas and Electric fuel intake line at the south end. The total project is approximately 3,600 feet long. Field Investigation On July 11, 1988, four test borings (B-i through B-4) were drilled at the approximate locations shown on Figure No. 2. The borings were advanced to depths ranging from approximately 3 feet to 42 feet. On July 10, 1990 three additional test borings (B-5 through B-7) were drilled on the north and south sides of the warm water outlet at the approximate locations shown on Figure No. 2. These borings were advanced to depths of 30 to 50 feet. The drilling was performed by an 8-inch diameter hollow stem auger mounted on a mobile B-61 drill rig and under the direction of an engineering geologist from Woodward-Clyde Consultants. The geologist logged the borings as they were advanced. Samples of the subsurface materials were obtained from the auger cuttings and by using a modified California drive sampler (2-inch inside diameter and 2-1/2-inch outside diameter) with thin metal liners. The sampler was generally driven 18 inches into the material at the bottom of the hole by a 140-pound hammer falling 30 inches. The sampler was driven less than 18 inches where gravel or cobbles prevented penetration or caused excessive damage to the sampler. The disturbed cuttings from the auger were placed in plastic bags and the thin metal liner tubes containing the relatively undisturbed samples were removed from the sampler, sealed to preserve the natural moisture content of the sample,and returned to the laboratory for examination and testing. On September 5, 1990, five backhoe test pits (T-1 through T-5) were dug at the approximate locations shown on Figure 2. The test pits were advanced to depths ranging from approximately 5 to 11 feet with a 580k case backhoe. The test pits were observed and field logs were prepared by an engineer from Woodward-Clyde Consultants. A Key to Logs is presented as Figure A-i. Final Logs of the Test Borings are presented on Figures A-2 through A-il. Final Logs of test pits are presented on Figures A-12 through A-16. The descriptions on the logs are based on the field logs, sample inspection, and laboratory test results. The ground surface elevation at the boring and test pit locations were estimated from the topography on the "Plans for the Improvement of Carlsbad Boulevard," City of Carlsbad, Project No. 3205. A disturbed surface sample of the exposed gravel and cobbles was also obtained from the beach area. b/1j18 A-i Project No. 9051141E-0001 Woodward.ChJde Consultants Laboratory Tests The materials observed from the auger cuttings and in the samples obtained from the test borings were visually classified and evaluated with respect to strength, dry density, and moisture content. The classifications were substantiated in the laboratory by performing grain size analyses of representative samples of the soils. A gradation analysis and specific gravity of the gravel and cobble sample was also performed. Moisture content and dry density determinations were made on relatively undisturbed samples from the borings. The results of the moisture content and dry density tests are presented on the Logs of Test Borings at the corresponding sample location. The results of the grain size analyses are shown on Figures A-17, A-18 and A-19. The specific gravity of the cobbles is presented on Figure A-19. One sample of sand was also tested for corrosive characteristics. These tests were performed by Clarkson Laboratory and Supply Inc. and the results are presented on the attached Laboratory Report (Figure A-20). General Geologic Setting and Subsurface Soil Conditions The study area is located along the low-lying coastal margin of Agua Hedionda Lagoon. Agua Hedionda Lagoon represents the backfilled channel or "drowned river mouth" of Agua Hedionda Creek. Like other river courses in coastal San Diego County, Agua Hedionda Creek incised (or eroded down into) its channel during the last major late Pleistocene glacial low stand of sea level (approximately 15,000 to 20,000 years ago). During the past 10,000 years (Holocene epoch), post-glacial sea level rise to its present level resulted in a reduced capacity of the creek to transport sediment. Consequently, predominantly fine-grained sediment was deposited within the channels. Similar to other coastal lagoons, longshore drift has produced a barrier beach along the mouth of the lagoon. The migration of the lagoon's outlet channel at the mouth of the lagoon has, in the recent geologic past, eroded away older Pleistocene and Eocene sediments and deposited the sand and gravel materials encountered in our subsurface explorations. Elevations along the existing Carlsbad Boulevard, which extends along the top of the beach, vary from roughly 13 to 16 feet above Mean Sea Level. Our subsurface investigation encountered beach and channel sands and gravels to depths of up to 50 feet from the ground surface. The upper 9 to 15 feet of each boring was generally composed of 1 to 5 feet of recently dredged sand underlain by rounded gravel and cobbles approximately 1 to 6 inches in diameter. These recent gravel and cobble deposits represent back-beach berm deposition by high energy winter storm events. The gravel and cobbles are also exposed on the beach foreshore. Underlying the cobble berm are interbedded sand and gravel deposits of probable beach and channel origins. The sampler penetration values in these materials generally ranged from approximately 20 to over 70 blows per foot. Most of the higher values were influenced by gravels. The moisture contents and dry densities in these materials generally ranged from approximately 15 to 25 percent and 90 to 100 pounds per cubic foot, respectively. Bedrock (consisting of tertiary sedimentary formations) is exposed at the far south end of the project at an approximate elevation of +12 feet (MSL). Bedrock was also encountered in test pit T-1 at a depth of approximately 4 feet (+1 feet MSL) and in test borings B-6 and B-7 at depths of 24 and 26.5 feet, respectively (-11 feet and -13.5 feet MSL). b/1j18 A-2 Project No. 9051141E-0001 WoodwardCIfrdeConsuftants Large rock and debris are exposed at the surface within the project area, particularly at and near the intake and outlet jetties and the fuel intake line groin. Refusal to drilling was also encountered at a depth of approximately 2-1/2 feet in boring B-3. Buried rock and debris should be anticipated along the entire alignment. The current groundwater level along the proposed shore protection alignment generally follows the tide level. Some measurements also indicate that the average water level in the lagoon is about 1 to 2 feet higher than in the ocean. It should be anticipated that there may be some lag of the water level behind any shoreline protection structure. General Geotechnical Design Criteria for Sheet Pile Wall The subsurface soils at the site generally consist of hydraulic fill and beach deposits composed of medium dense to very dense clean sands, gravels and cobbles (localized buried boulders and debris may also be encountered). The general soil characteristics used for design are: 0 = 38° (angle of internal friction) C =0 psf (cohesion) 'Yt = 125 pcf (saturated total unit weight) The average design ground surface behind the wall was assumed to be elevation +15 feet (actual ground surface ranges from approximately +12.5 to +16 feet MSL). The design groundwater level was assumed to be at an elevation equal to the depth of scour (actual groundwater level varies from approximately +6 feet to -3 feet MSL). Additional possible loads on the wall include vehicle parking, a 3-foot water differential due to tidal lag and a seismic load due to an earthquake generating maximum ground accelerations of 0.2g. Toe stone is used to help control the depth of scour. Limitations Only a very small portion of the pertinent soil and groundwater conditions have been observed. It should be anticipated that variations in underground conditions along the shore protection alignment will occur. If unanticipated undesirable geotechnical conditions are encountered during construction, Woodward-Clyde Consultants should be consulted for further recommendations. This geotechnical information is intended for design purposes only and may not be sufficient to prepare an accurate bid. Geotechnical engineering and the geologic sciences are characterized by uncertainty. Professional judgements presented herein are based partly on our understanding of the proposed construction, and partly on our general experience. Our engineering work and judgements rendered meet current professional standards; we do not guarantee the performance of the project in any respect. b/1j18 A-3 Project: Carlsbad Boulevard Shore Protection KEY TO LOGS Date Drilled: Water Depth: Measured: Type of Boring: Type of Drill Rig: Hammer: . Material Description .,- a Cl) Surface Elevation: 0 ... - DISTURBED SAMPLE LOCATION - Sample was obtained by collecting cuttings in a bag. - - - DRIVE SAMPLE LOCATION - - Sample with recorded blows per foot was obtained by using' a Modified California drive sampler (2" inside diameter, 2.5" - outside diameter). The sampler was driven into the soil 5- at the bottom of the hole with a 140 pound hammer falling - 30" inches. 10- - - Fill - Sand Clay 15_ - Gravel Sand/Gravel 20_ - 25 * GS - Grain Size Distribution Analysis - 30 Project No: 9051141 E.000l Woodward-Clyde Consultants Figure: A-i Project: Carlsbad Boulevard Shore Protection Log of Boring No: 1 Date Drilled: 7-11-88 Water Depth: 14.5'. Measured: At time of drilling Type of Boring: 8" HSA Type of Drill Rig: B-61 Hammer: 140 # at 30"drop - * see Key to_Logs, Fig. A-i CD Material Description• .- t1 a - U) - Surface Elevation: Approximately 14' MSL 0 2.5" Asphalt concrete; 7.5" gravel base over moist, light gray brown, silty sand - FILL 11 GS Loose to medium dense, moist, gray, sandy gravel and gravelly • - . sand with 2" to 4" cobbles (GP-SP) - 5- - - - - -. Medium dense wet gray with light reddish brown (mottled locally) 10 - - 17 poorly graded fine sand (SP) - 18 96 GS - 12X Dense wet gray, gravelly sand (SP) with sandy gravel (GP) 15 - - - - 1-3 layers - - - 14X - 12/ 6'* "On gravel - - 20 — - - - 15 31/ 6" On gravel - Very dense wet gray, poorly graded fine to medium sand - (SP -SM) with silt and pebbes and shells locally 25- 1-6 76 On gravel - 18 111 GS 30,,, Project No: 9051141E-0001 Woodward-Clyde Consultants Figure: A-2 Project: Carlsbad Boulevard Shore Protection Log of Boring No: 1(Cont'd) Material Description - Co cc 2 c_) 30 - 74 (Continued) very dense wet gray, poorly graded tine to1-7 - medium sand (SP SM) with silt and pebbles and shells - locally - 35 - - - - 18 60 17 112 GS 40- - 19 95 - Bottom of Boring at 41.5 feet - 4.5- - 50- 55- 60- 65J Project No: 9051141E-0001 1 Woodward-Clyde Consultants Figure: A-3 Project: Carlsbad Boulevard Shore Protection Log of Boring No: 2 Date Drilled: 7-11-88 Water Depth: 13' Measured: At time of drilling Type of Boring: 8" HSA Type of Drill Rig: B61 - Hammer: 140# at 30" drop see Key to Logs, Fig. A-i CD - CL CL E Material Description a -j3 C CL Cl) O. Surface Elevation: Approximately 13' MSL o 21 3" Asphalt concrete; 6" gravel base over moist, gray, silty sand - 2-2 FILL Loose to medium dense, moist, gray, sandy gravel (GP) - : with rounded cobbles (2"-4") - Grades to---------------- --- -- - Dense, wet, gray, gravelly sand to sandy gravel (SP-GP) - 10 - .2-3 51 - Medium dense wet gray, poorly graded fine sand (SP) with Xx layers of shells and pebbles locally 15- HE - 24 10/ On gravel - 24 90 GS 6" 20 - ] Sandy gravel layer (GP) with shells - 25 45/ 6* *On gravel - Bottom of Boring at 21.5 feet - 25- - 30- Li Project No: 905114lE-000l I Woodward-Clyde Consultants Figure: A-4 Project: Carlsbad Boulevard Shore Protection Log of Boring No: 3 Date Drilled: 7-11-88 Water Depth: None encountered Measured: At time of drilling Type of Boring: 8" HSA Type of Drill Rig: B61 Hammer: 140# at 30" drop * see Key to_Logs, Fig. A-i - CD E 0 Material Description - a cc Cl) Surface Elevation: Approximately 13' MSL o Dry to moist, brown, silty sand with gravel • FILL - - Loose to medium dense, moist, gray, sandy gravel (GP) with - rounded cobbles (3"-4") - Refusal at 2.5' on cobbles - 5- 10- 15- 20- 25- 301 Project No 9051141E-0001 Woodward-Clyde Consultants Figure: A-5 Project: Carlsbad Boulevard Shore Protection Log of Boring No: 4 Date Drilled: 7-11-88 Water Depth: 14' Measured: At time of drilling Type of Boring: 8" HSA Type of Drill Rig: B61 Hammer: 140# at 30" drop see Key to Logs, Fig. A-i - Material Description . - U) . . Surface Elevation: Approximately 15.5' MSL 0 - - 6" Asphalt concrete over moist, olive brown, sandy gravel - FILL - 4-1 . - Moist, olive brown, gravelly sand FILL - 4-2 :: Loose to medium dense, moist, gray, sandy gravel (GP) 5- Medium dense moist light gray, poorly graded fine sand (SP) 10 - with interbeds of silty sand shells and fine gravel layer4-3 - 16 6 94 GS 00 15- - 44 10/ 24 98 GS 6 On gravel Dense, wet, gray, gravelly fine sand (SP-GP) 20 - . - - 4-5 61 *On gravel - b4 Dense, wet, dark gray, poorly graded fine sand with gravel (SM)) - — — Bottom of Boring at 22.5 feet - - 25- 3O Project No: 9051141 E-0001 I Woodward-Clyde Consultants Figure: A6 Project: CARLSBAD SEAWALL Log of Boring No: 5 Date Drilled: 7-10-90 Water Depth: 9.5 feet Measured: At time of drilling Type of Boring: 8 HSA Type of Drill Rig: B-61 Mobile Hammer: 140 lb. at 30" drop * see _Key to_Logs, Fig. A-i Ii Material Description CD I Surface Elevation: Approximately 12' MSL Datum 0 FILL • Moist, gray, sandy gravel and gravelly sand with 2"-4" cobbles GS, PH 5-i • SULF RESIV 5- - Q24 BEACH DEPOSITS Loose to medium dense, moist, gray, poorly graded sandy gravel and poorly graded gravelly sand with 2"-4" cobbles (GP-SP) - • rounded • - • - 10 - Medium dense, moist, gray, poorly graded sandy gravel (GP) 5-2 rounded - GS 15----- Dense to very dense moist gray, poorly graded sand with zones of gravel and fragments of shells (SP) - 32 ' No sample recovery - 20- - 25- - ggm 53 70 7 138 GS 30..., Project No: 9051141E-0001 Woodward-Clyde Consultants AIX Figure: A-7 Project: CARLSBAD SEAWALL Log of Boring No: 5 (Contd.) 0. Material Description a CD cis Cl) 30 - - (Continued) dense to very dense moist gray, poorly graded sand with zones of gravel and fragments of shells (SP) - - 35 50/ No sample recovery 40- - - - 45 50/ No sample recovery - 50- Bottom of hole at 50 feet 55- - 60- - 651 Project No: 9051141E-0001 Woodward-Clyde Consultants Figure: A-8 Project: CARLSBAD SEAWALL Log of Boring No: 6 Date Drilled: 7-10-90 Water Depth: Not observed Measured: At time of drilling Type of Boring: 8" HSA Type of Drill Rig: B-61 Mobile Hammer: 140 lb. at 30" drop * see Key to Logs, Fig. A-i Material Description a Surface Elevation: Approximately 13' MSL Datum -. -- 0 FILL - • Loose, moist, gray, poorly graded sand YA - - VA BEACH DEPOSITS • Medium dense, moist, gray, poorly graded sandy gravel to - 5 - 4 poorly graded gravelly sand (2"-4") (few 6"-8") (SP/GP) - - • Increased gravel - • - 10- - 4 • 4 • - 1 Increased gravel Medium dense to dense moist gray, poorly graded sand 15 - with occasional zones of gravel (SP) and fragments of shells - - - 20- - V SANTIAGO FORMATION • 25 - Hard to very hard, moist, pale olive, sandy lean clay (CL) - 7 with zones of reddish brown, silty sand (claystone/sandstone) - / • Project No: 9051141E-000l I Woodward-Clyde Consultants Figure: A-9 Project: CARLSBAD SEAWALL Log of Boring No: 6 (Contd.) Material Description a Cl) ffin 30 / (Continued) hard to very hard, moist, pale olive, sandy clay (CL) - with zones of reddish brown, silty sand (claystone/sandstone) - 35— / - 40— - Bottom of hole at 42 feet 45— - 50— - 55— - 60— - 65 Project No: 905114IE-0001 I Woodward-Clyde Consultants Figure: A-b Project: CARLSBAD SEAWALL Log of Boring No: 7 Date Drilled: 7-10-90 Water Depth: Not observed Measured: At time of drilling Type of Boring: 8" HSA Type of Drill Rig: B-61 Mobile Hammer: 140 lb. at 30" drop see Key to Logs, Fig. A-i Material Description C0 0 Surface Elevation: Approximately 13' 0 - BEACH DEPOSITS - Loose, moist, gray, poorly graded sandy gravel to poorly - - ' graded gravelly sand (GP-SP) - - - 5- - - - - Medium dense to very dense moist gray, poorly graded sand 10 - with zones of gravel and shell fragments - - Becomes more dense to very dense 15- - 20- - 25- - SANTIAGO FORMATION - Hard to very hard, moist, pale olive, sandy lean clay (CL) with zones of reddish brown, silty sand (claystone/sandstone) - 30 Bottom of hole at 30 feet Project No: 9051141 E-0001 I Woodward-Clyde Consultants Figure: A-li Project: CARLSBAD BOULEVARD SHORE PROTECTION Log of Test Pit No: TP-1 Date Excavated: 9-5-90 Water Depth: Dry Measured: At time of excavation Type of Excavation: 36" Backhoe Type of Rig: 580K Case Extendahoe * see Key to Logs, Fig. A-i U) cc — Material Description - n Cn Surface Elevation: Approximately +5 feet BEACH DEPOSITS - Loose to medium dense moist gray and dark gray, - poorly graded medium to fine sand (SP) with gravels 1 - and cobbles - 2 - - SANTIAGO FORMATION - - Very dense moist light gray and tan silty, medium to fine 5 sand (SM), slightly cemented - — - Bottom of hole at 5 feet - - - 8- - - - - 13- 14- 15 - Project No: 905ii4iE-000i Woodward-Clyde Consultants Figure: A-12 Project: CARLSBAD BOULEVARD SHORE PROTECTION Log -of Test 1131it No: TP-2 Date Excavated: 9-5-90 Water Depth: Not, Measured Measured: At time of excavation Type of Excavation: 36" Backhoe Type of Rig: 580K Case Extendahoe * seeKey to Logs, Fig. A-i (I) 2 - Material Description . a CD Surface Elevation: Elevation: Approximately +5 feet V BEACH DEPOSITS Loose to medium dense moist to wet gray and dark gray, poorly graded medium to fine sand (SP) with gravels 1 - and cobbles - 2 - 3- 4 - 5 - Water seepage on test pit sides at approximately 5 feet - caving at depth - - 8- 9- 10 - Bottom of hole at 10 feet 12- 13- 14- 15 !'Project No: 9051141 E-00oi I Woodward-Clyde Consultants Figure: A-13 Project: CARLSBAD BOULEVARD SHORE PROTECTION Log of Test Pit No: TP-3 Date Excavated: 9-5-90 Water Depth: Dry Measured: At time of rexcavation Type of Excavation: 36" Backhoe Type of Rig: 580K Case Extendahoe "see _Key to_Logs, Fig. A-i . - CL t Material Description c a Cl) Surface Elevation: Approximately +13 feet - FILL AND/OR BEACH DEPOSITS Loose to medium dense moist light gray, medium gray and light brown poorly graded fine to medium sand (SP-GP) with 1 - abundant gravels and cobbles - 2 - - - 6 - Mostly gravels (GP) at depth - - - - - Bottom of hole at 11 feet caving - - - 14 - Ll5 oject No: 9051141 E-0001 Woodward-Clyde Consultants Figure: A-14 Project: CARLSBAD BOULEVARD SHORE PROTECTION Log of Test Pit No: TP-4 Date Excavated: 9-5-90 Water Depth: Dry Measured: At time of excavation Type of Excavation: 36 Backhoe Type of Rig: 580K Case Extendahoe * see Key to_Logs, Fig. A-i 0 Material Description 0 CD CIO Surface Elevation: Elevation: Approximately +12 feet V FILL Moist, light gray, poorly graded medium to fine sand 1- - 2 -FILL AND/OR BEACH DEPOSITS - Medium dense to dense moist light brown and gray brown - 3 - poorly graded fine to medium sand (SP GP) with abundant gravels, cobbles and boulders - 4- - 5 -.1all 011 Mostly gravels (GP) at depth - - - - 9__• - Bottom of hole at 9 feet caving - - - 14- - 15 Project No: 9051141E-0001 Woodward-Clyde Consultants Figure: A15 Project: CARLSBAD BOULEVARD SHORE, PROTECTION Log of Test Pit No: TP-5 Date Excavated: 9-5-90 Water Depth: Dry Measured: At time of excavation Type of Excavation: 36" Backhoe Type of Rig: 580K Case Extendahoe * see Key to Logs, Fig. A-i - U) - CIL - .9 Material Description MA 4 0 Surface Elevation: Approximately +8 feet • FILL - Moist, light gray, poorly graded medium to fine sand - 1- - :.:.:.:.:.::: FILL AND/OR BEACH DEPOSITS Medium dense to dense, moist light brown and gray brown poorly graded fine to medium sand (SP-GP) with abundant 2 - gravels and cobbles 3- 4- - 5- f: - 00 - - - 10--• - Bottom of hole at 10 feet caving - • • - - 13-- 14" - 15 - Project No: 9051141E-0001 Woodward-Clyde Consultants Figure: A-16 Kc 0 I 30 100 . UNIFIED SOIL CLASSIFICATION I GRAVEL I. SAND I COBBLES cas I FINE I n SILT OR CLAY U.S. smvs M= IN nfemm I U.S. &flNDAI) SMU No. I )IYDRO)IET GRAIN SIZE IN M1LLIMFER SYMBOL BORING DEPTH P1 (ft) (,$) DESCRIPTION o i—i POORLY GRADED SAND WITH GRAVEL (SP) o 1-2-4 POORLY GRADED FINE SAND (SP) 1-6-4 POORLY GRADED FINE TO MEDIUM SAND WITH SILT O 1-8-4 POORLY GRADED FINE TO MEDIUM SAND (SP-SM) (SP) Remark 905114 IE-0001 CARLSBAD BLVD. SHORE PROJECT WOodwerd Clyde. Consultant. GRAIN SIZE DISTRIBUTION Figure No. A-VT San Diego. CA UNIFIED SOIL CL1F1CAT1ON CRA 4VS'L I SAND I COBBLES °° I MEDIUM I nNE I US. SIEVR IN INCEM u. StANDM SIEVE No. I SILT OR CLAY 3 3/43/8 4 10 20 4080 140200 161 20 40 60 C.) p4 i] 100 ra I __I __II___l =MINOR MEN __III_ MEN =MINES i__I _E,ilong iii__I __II_ ME1100liii _I I_ ON I=MINION ME1101 1111I_ ON I GRAIN SIZE IN MIILThLI?TER DEPTH P1 SYMBOL BORING (ft) s (is) DESCRIPTION 2-4-4 POORLY GRADED FINE, SAND (SP) 4-3-4 POORLY GRADED FINE SAND (Si') 4-4-4 POORLY GRADED FINE SAND (SP) Remark : 9051141E-0001 CARLSBAD BLVD. SHORE PROJECT Woodward Clyde Consultants GRAIN SIZE DISTRIBUTION Figure No. A-18 San Diego, CA UNIFIED SOIL CLASSIFICATION I GRA VEL SAND SILT OR CLAY COBBLES I COARSE I FiNE COARSEI MEDIUM FINE U.S. SIEVE SIZE IN INCHES U.S. STANDARD SIEVE No. RYDROILETEB 3 3/4 3/8 4 10 20 40 60 140 200 100 ---- -- ________ - - 0 80 __ I -- ------ __-- --20 Z 60 - ------ --40 z z 40 --60 C-) _ 20 1180 _________ -- TTT TT T-rr T T t. • 100 . - 10.1) 10 1 lirL icr2 io GRAIN SIZE IN MILLIMETER SYMBOL BORING DEPTH (11) () DESCRIPTION o 5-1 POORLY GRADED GRAVEL WITH SAND (GP) o 5-2 POORLY GRADED SAND WITH GRAVEL (SP) 5-3-4 POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM) COBBLES POORLY GRADED GRAVEL (GP) AVG. SPECIFIC GRAVITY = 277 Remark 9051141E 0001 CARLSBAD SEAWALL Woodward Clyde Consultants GRAIN SIZE DISTRIBUTION Figure No. A-19 San Diego, CA LABORATORY REPORT Telephone (619) 425-1993 Established 1928 CLARKSON LABORATORY AND SUPPLY INC. 350 Trousdale Dr. Chula Vista, Ca. 92010 ANALYTICAL AND CONSULTING CHEMIST'S Date: 07-19-90 Purchase Order Number: Job # 9051141-E0001 Account Code: WOO To: *_________------------------------------* WOOIABD CLYDE 1550 Hotel Circle North, Suite 200 San Diego, CA 92108 Attention: Lou Lee Laboratory Number: SO-2590 Customers Phone No: 294-9400 Sample Designation: *--------* One soil sample received on 07-16-90, from Carlsbad Sea Wall, sample #5-1, Job No. 9051141-E0001. ANALYSIS: By Test Method No. California 643, 1978, Department of Transportation, Division of Construction, Method for Estimating the Service Life of Steel Culverts. SAMPLE pH 8.7 Water Added (ml) Resistivity (ohm-cm) 100 37920 50 18960 50 12010 50 9160 50 6320 50 5690 50 5690 50 5690 The above results indicate 62 years to perforation for a 16 gauge metal culvert. Water Soluble Sulfates 0.0006 % aP rtega APO/MV FIGURE A-20 Project No. 9051141E-0001 - Woodward.Iyde4consuItants APPENDIX B CALCULATIONS b/Ij18 C c v\ C 30 r .( 0 ( (Isi ptJi'iS C- scfeftc ~c, (eiI ik (3SL ct kV -1 L) c.ic.L r cec( £Cc +0 o krL cL__._4 jl - /e e kcr c oo Itc (,tc.c Cio C'C jcLc - 0.2. Woodward Clyde Consultants 0 1550 Hotel Circle North San Diego, California 92108 ll) r I PROJECT NAME G"i s JOCACJ' SAc c?C1C(A JOB NO. 7gf/L(7E -oocJ DATE DRAWNBY L.JL CHECKED BY C6'$ C q4) to'k P'5'_j9c 97 : ).' C C S _____ OesiytA Mc.f ê Ec'L Qqc (üe1cie-14. CF. cc.) eov'e4cf -. 1iI 313 + ri ..- LtD 733 ,753 62 17 - S-- o Dst.\ kL: P/a. c5S •- o.5s z ivA crecisc q.o4 ç-- s. 1)4 6,6, 9124 Mric.yi k 1• i-; . (F. R1 3 I N ~k' 3-2- = ,OD —. ok \. .0 / n- q. •j- L Woodward-Clyde Consultants 0 1550 Hotel Circle North San Diego, California 92108 ( PROJECT NAME Soc.(1? sL. P'0fec" . c'1 JOB NO. 5051I43E - (- DATE cfzi/W DRAWN BY _______JL ____________ CHECKED BY /#/;p____ I I / /-'--- ( a-= 27D(tO I 9. 1, ( 'I V1 "/'C~_ K \- (ez3s ).iC A -Q -Z -7 lK. (0 K i i ct4c o (ekvi ts) :105 i S, o5) ( -S -1-204- q. c2o'.{-x It&, + z+-.zo 60v V7 v-10"91. X(270q) 1 0 L(Q'L4-69 V' 10b0)_( KlOI~3 ic 1oR)J JLfL{.Lf ,tST + .11+13) 047 •'i. c c(çe kv.i-) c(c. o' .tOVcl!tlrtc 3'10 qk c - LA,'e" It ___ (r'-. ) Dc' 4 seet: ecw'..C1 Kp j = L?J A 3'i- 19 .9 --4 C' •Ig' O11A - XJL4 tol' olc \ .4 .. .. Cc , 0.0 Woodward-Clyde Consultants 0 JOB NO. tQ511cK E 000/ 1550 Hotel Circle North DATE 3/ui /c () San Diego, California 92108 7) DRAWN BY ___________________ PROJECTNAME Cr,e(.,d' c.~ftoC ft.i CHECKEDBY 1 C- L K x ). (( f 92 fl 2. f13 2- - 33Co 04"C 04"CO pc.fvC) cLte to A32.'. 4. -m'(( ,o ivck - 152.. +SS 2.07 jLt.k5 ôk A if' jcc( c U&+C( - = Y 's.i SS I 90 1zI ILK4 --- t/ (o C 3& f J L 7=T, / ,U. AOrf - . tb I j,3 l8.9 ie 9 15i,2- - Tcr( ok W. OPkr_f'oLi — &Lj.Q 00L14 1 U\. . Woodward-Clyde Consultants 0 JOB NO. 9 05/I 4-3E- ooJ 1550 Hotel Circle North -10 DATE _______________________ _____ _San Diego, California 92108 I DRAWNBY I_-J L PROJECT NAME O'I L .5 'LIC e,A41ej CHECKED BY ____________________ C ( T c( ./C4C. c- ci?-c jj-gi4 J( o. +O.3 'r 0040..S3 1+I"I. . Woodward-Clyde Consultants ArA w 1550 Hotel Circle North San Diego, California 92108 PROJECT NAME C6kJ fflj JOB NO. -oO i_( DATE I JL DRAWN BY __________________ CHECKEDBY A9- C C- i'3 C- £}cck . — ft D ' SZ1-i1,,' 3 Mp ' 0.5/ x40, 235 A :6 ( le) 614 /c4. —296 /q:, B . ZO 2S0 X (ZS (o.23s) 3'315,5 be _(zso) Ll -LI +tsl fo4c( jtLC .sb!cJt -'I- SCo4 *\i (±L) St 160 I if C . 6° ' fl/i .11 ' 8' £+7 'Cp/~.4k - 723= 3 f) 01 1,4 yi oSS o,2-S iI (is) IV.o / 39 T' ac' ecO'- - . 3 •+ , ?.. •5"1. c z.c '3 + Woodward-Clyde Consultants ArA MIF JOB NO. - q0(1 -0031 1550 Hotel Circle North eAl /90 ___________________ San Diego, California 92108 DATE U L , 4 / DRAWN BY _______________________ PROJECTNAME - . ou(cWz" ..-"O' CHECKEDBY I fl Woodward-Clyde Consultants 0 1550 Hotel Circle North San Diego, California 92108 PROJECTNAME L) 'd.. JOB NO. 3/I3t-000) DATE DRAWN BY LJL CHECKED BY C cLC1. çcr Scc i-c. —3 ' £-) s' --/ 0sSK18 q,q L2.3' J 'L 70 1). 1 -7 =. :A 1.4 13.1 I YL f1S htg A 0.51 K 0.135 .6( l)FIL £LL Z j Z ZS. • 7s 1/çJ 1-7 S9 x C306)11 - 'I L IDl7 Dc(O'Y ft C S c•i0c, 1 0 c?'('- - k ?ci(;c CC.4(DA - f so 4 -f-3 ,t45L ce pe,J vc r3 Ljr O11 Dep-L f 4 JS ( 13 f1 t& LAJ t C' -c'bLjc '?S 1-ofwe locv, k (\ _ - ' ,sco'- ctpkL ' ms (c.Lec&, rol o ac ioe (AS) ' -e, t çj Co AgLc$ oc o e) XZ 7 - . --ii.o ç ctM) DeL wt ID o.0o117 2100 ,c o,OooctO ,e OOSS z.20 72. 3Z.i- — Woodward. Clyde Consultants ArA 1550 Hotel Circle North San Diego, California 92108 PROJECTNAME CO~A,14._Ji'-'rJ cL JOB NO'. 7OS1i'1-E—OOOf DATE DRAWN BY__LJL CHECKED BY C- VJCC)L Fø- 6 ': C - Of 1O /,OZc / 1.Le .z' cri 0 a' g LtC( C1t-L doL efJ colordCoCC( k iSt C .S+!"5 / Taajo(t\ i 7?r---------.. 0; 'ftlo S1t01 aeto. 'i: 'lkl c 6k Le - -L 1L a(4(lfy U0k1.1. e:Ik -r± - i,cck ço )ç,i yv0'O "'" c/1t 0,.0005 / ,o (s) 8L (Ly I 29 l. I4Ie ç 3 Si I I . / -'A ciL45sC ji '-4' Woodward-Clyde Consultants qW 1550 Hotel Circle North San Diego, California 92108 PROJECT NAME .s I)d VD',C) Sliolc Pcfcc ç{o'-c JOB NO. 90511'-F3E-000l DATE DRAWN BY LJL CHECKED BY REDUCTION FACTOR (R) OF Kq FOR VARIOUS RATIOS OF -8/0 .410 -0.7 -0.6 -0.5 -0.4 -0.3 -0.2 -0.1 -0.0 10 1 .978 .962 .946 .929 .912 .898 1 .752 .881 .864 15 .961 .934 .907 .881 .854 .830 .803 .775 20 .939 .901 .862 .824. .787 .716 .678 25 .912 .860 1.808 .759 .711 1.666 .620 .574 30 .878 .811 .746 .686 .627 .574 .520 .467 35 .836 .752 .674 .603 .536 .475 .417 1 .362 40 .783 .682 .592 .512 .439 .375 .316 .262 45 1.718 .600 .500 .414 .339 1 276 .221 .174 2U.0 UI cc 10.0 U) U) UI 9.0 E8.o Lu 7.0 6.0 5.0 U. 4.0 I- z w3.0 LL U. Lu 2.0 PlO = +.6 plo = PlO = 13/0 =0 = -.2 = -.4 13/0 = -.6 13/0= -.8 P/0 = -.9 6-0 :: }P/,..4 2:0 :: }--. -to 0 10 20 30 40 45 ANGLE OF INTERNAL FRICTION 0. DEGREES Fig. 5(a) - Active and passive coefficients with wall friction (sloping backfill) (after Caquot and Kerisel21) Steel Sheet Piling Sections Driv- Weight Section Modulus Area Moment of Inertia Profile Section Index District Rolled ing tance Dis.Thick- T Per Per Foot Per Per Per Foot per Pile Pile of Pile Pile of Wall Wai In. Lbs Lbs. In. In.' h PSX32 H. 16'/2 44.0 32.0 29% 3.3 2.4 12.94 5.1 3.7 IQ PS32 H.S. 15 40.0 32.0 1/2 2.4 1.9 11.77 3.6 2.9 1~f '114 1 PS28 H.S. 15 35.0 28.0 ye 2.4 1.9 10.30 3.5 2.8 Vj \14 I- PSA28* H. 16 37.3 28.0 1/2 3.3 2.5 10.98 6.0 4.5 0 tf : - C., PSA23 H.S. 16 30.7 23.0 % 3.2 2.4 8.99 5.5 4.1 % PDA27 H.S. 16 36.0 27.0 y8 14.3 10.7 10.59 53.0 39.8 C., PMA22 H.S. 19% 36.0 22.0 y8 8.8 5.4 10.59 22.4 13.7 _ 3,. _-- 3, tr PZ38 H. 18 57.0 38.0 y8 70.2 46.8 16.77 421.2 280.8 . 00 PZ32 H. 21 56.0 32.0 y8 67.0 38.3 16.47 385.7 220.4 og LZ en _-- 0.- _ PZ27 H. 18 40.5 27.0 ¼ 45.3 30.2 11.91 276.3 184.2 \ - 31F !z22 ftn4o2o%34.8 9011.979H _____ 40 Sections PS32 and PSA28 are infre- quently rolled and we do not advise their use in a design unless an adequate ton- nage can be ordered at one time to assure a minimum rolling. Complete data regarding these sections will be found in a separate publication entitled "USS Steel Sheet Piling." H-Homestead, Pa. (Pittsburgh District) S-South Chicago (Chicago District) Suggested Allowable Design Stresses-Sheet Piling Minimum Yield Allowable Design Stress, Steel Brand or Grade Point, psi psi USS-EX-TEN 55 (ASTM A572 GR 55) 55,000 - 35,000 USS EX-TEN 50 (ASTM A572 GR 50) 50,000 32,000 USS MARINER STEEL 50,000 32,000 USS EX-TEN 45 (ASTM A572 GR 45) 45,000 29,000 Regular Carbon Grade (ASTM A 328) 38,500 25,000 eksscpel nn 65w. nf rnlnlnu..., ..;nl.i .....;.., ...... --- ._.. ---... - -. Allowable Bending Moments for Steel Sheet Piling Sections 180C 170C 1600 1500 ,21100 ME 100 2021. 22 23 24 25 26 27 28 29 30 31 33 34 35 36 Design Stress-psi (thousands) OMMENEENEENEEN RAW , ___ _ - - - --. MEMNON 1300 MEMNON NONE 1400 OMMENENO RAPMEMME12 MEMEIg I NONE 0 1200 did PH 1000 00APA NONE 0.09191al j 900 Uid I 1 800 WOMEN 400 ______ 1 ~7.0~~ZM _- RN oom MWE 300 200 ===Mira __ Regular Carbe - 45 EX - *: I - u rermanenistressesoaseuongeneraiiyaccepteuuesugnpractice Rankine Earth Pressure Coefficients for Level Back Fill 10° 12.5° 15° 17.50 20°22.5° 25° 27.5° 30° 32.5° 350 37•5 400 Ka 0.70 0.64 0.59 0.54 0.49 0.45 0.41 0.37 0.33 0.30 0.27 0.24 022 Kp 1.42 1.55 1.70 1.86 2.04 2.24 2.46 2.72 3.00 3.32 3.69 4.11 SB 'PE 51 OF •coeeEre, &O:..:: ..•. l2 I •• I I PA 41a,r q) ZOA/r rye 9 - 4a149 c'vLg -#4 (V) Lv 16C.. .401)C / '.e. S 4(11) .c") en" #4(x)4g-ev&jp TO I F4( of P120 S.4'UT pilEs 3o 'I'A1t- •. . •PErA i - .3. .•'• B1!LENgA4 :srE(L/1.z23 L±. .:: •• •.... r LYRO £r6S23 - - -- D1 ø,p,iwEp I . Wfl AV To F.4e( Of :.. I t3 -.1 - -- SIGNA1URE . - . JOB NO. •.,. DESIGNED BY IF CHECKED BY DATE ......SHEET 1/9D .{ NO. //:t! ..... 68&O, INC. 3615 Kearny Wia Road, Swt. 201, Son Diego Cahfonua 92123 (619) 560-1141 FAX (619) 5608157 3' .. - SREA F, .5rgES.c- 4r ,,ir6,V4 OF OWCRETE .e410 ñ'a' St6TT P/Li fl/c •f14.r.1c4P Co'l#'OCITE nt1a6 'WJ44 LE tt2 .As A 641JTILEL/64 4/1 J.MIOi sTH 4 TKOWOVIAA LOAD. TIl E f1x D F'D'NT ic Ar A 'cflrH :F /z t H OF Fv4,W cL( TO. LL~.S crit .sWier :DM TIMVL4 ,ttO4,2 15 .0(47/V( /.cv6. w [__•• W1235)(7)2 441' : :.:::.: .. .•.... :. ...i . - .. . . . -. . ., .•_ . - . •- . •. .. . • .• . • . .. . . .-' •.• • JOB NO. . DESIGNED BY r~CMIED BY . DATE . SHEET NO... " SB&O, INC. 3615 reamy Wia Road, Suits 201, Son Dgo Chfo 92125 (619) 560-1141 FAX(619)560-8157 .. - *tc SEcyi,J - $f2-23 wl 4000,'s; COAX ETC W5 9 H - . i WE WA,JT To FM/LI S11E4R1#.'b £r5s T ioiA/T w,igg is TT . '2 Ar THE Aorrom .aF rWE .4p i'O AT TI/( /OjMT .JW#WAI 1/1 fl! I c5trlo 'J . ... .. - P'-Me SPZ -23, . .. 2o g , 4/(e MAG This As . 4 W rrc.TV v (. 'x•• j4 e.g. -j 4 oz& a4v IT Sc), Ot/l ,MOflEL ' b1 .14 43 e 2 • o.C. '-1 ç st 48 o& t r TIlE TOTAL .,yogizema r-41. .rHcAtt 7° 86 f CSIS76.0 ,,, rut 12 FF.ET 4IEU CC.C&T& (4/ Oecuje S IS :.H .2S (4000) () C ) b CO. s/b .w;iLU - . ...............! .... ZS4048 .......... /gf,,000 WskiJT TO (,f Y 7t/.. OF 1114 r s,rg 4 ' 4 .Mo( ) To tj1012D#Ir.fJ.. Sr6I., Ji IJ': 14/9k . . . WE Mci O 7/i1 w '/Lz.vSC . 4 REi34a ci, iv X# CET ,'iic .. .• ,/iIiL I - w'rH 4 pi. .. .....(i ia'E20 sr€E&6rIj 70 EI&(iJe) . . ....... ....... .. ..:: ................... - (37z I: 37i'4& .. E6A9 .., sIGNATuRE . JOB IIG DESIGNED BY CHECKED . -. ............................ GATE ....SHIEET7 3/ SB. INQ 3615y Wk Rd. Suits 201, 92123(619) 560-1141 -FAX (619) 5681 SB cc . r Pa . s 4" sjorw,4iie .& £b4O 'p tf i /?2psf 1. 3$. -. .//7 47 7633" j... F4 .!oI; :S .74 SO).. .• i 331 ja) :. •. 6 . - : 3oaOc . 3- SIGNATURE JOB PC. . DESIGNED BY • Y ATE... SHEETNM . - .. ... .• 1• q/?p 3615 amy aRoa &á 201, 6 Diego, EI 92123 (619) 56 1141 FAX (619) - Ma - e SB P/&' ..&10 /Msj94J ,1wc Ro € 4-p- c. C. OKfK :O4)r 200 vN'rr Is cA4c,ry Of •F(lrutE 7, .95 £4o00)) 2.00 ps vSE 2 "lPE .2SR2 .. .:Z. :. .. - 2çg C - ---- -- - - :4F F2E•O .. .' ' 4.I?4j: ,7g I• - . .- .. .. - ov r .j MI#s 5&I"PE -crY ........:.:.:-L:- . .....: ........ DESIGNED BY CHECKED BY . .......i.., SHEETNO. .. j MS NO. - .... . I - INC. 3615 Kearny Mile Road, She 201, San Diego Califoaioa 92123(619)560.1141 FAX (619) SSBlff - - r-' - - - - - - -( - -.H,4A) 0 it 4 •Ocr4/L. (grvcrvee4L -'iEwr3 ) I. '• S 7•D ,li vi" 1,1W.'? P(E ArcAn# i',e .qo fE "FASJC.fr YL' KW) K.SOLT if w,/ 3fl,A/ No .,/.5(%/#J.g5Q S7UL) r;•t• Mlii 2,iM# I •'• bwi,c eoLTw ____ I • 1 - - -1- - SIGNATURE JOB NO. . EDSY DATE T P . DESIGNED BY CIEOC .. .. S . . j0 r7-10 1 • 1 6/ 1 . . • - . SB&O, INC. 3615 KwEy %fla Road, Suite 201, Sun Dicgo,Cdilciniia 92123 (619) 560-1141 FAX (619)560-8157 1tT gL c fH - :11111 '1 0. LL; ILLItI*O1t 0J1[ t1\L ±! I 1_J.IL.1— L.L4LJ 'ci (I (k-!,4oi!cth I b,o8Lj _I1 6 _i__1_L_1_L_! LLJ I L4L5'LJ 4Wi_ tJsJ .'7 LI 1/6 iio.Ooó LI r Ti FTL_14L4 .LLLL4LLLL. I OO9ZO /,.Si i'/Z J I I L.L I - - 1111111 ILI5 ii iIfEi I ii I21L 1,8 ,obo''( 2,3"2_ '2. C. .1 IT -1"TrTr1TJ7mn TrT fP 11/ i_j4 Sc ''7) I Hki -i2):_ _ I (f ri EIeV&i$L T Ni /° , 0-05 t!S7 'ztS )( /0 ? f I 11gt ±JLf jo 000S+ 57 /1 ° 2. ILq 07 2.3'f 3,SO )ooI + (co - ft, /c_IS) p. Woodward-Clyde Consultants w JOB NO. - 1550 Hotel Circle North DATE 7/3/ /90 San Diego, California 92108 DRAWN BY PROJECTNAME_C4Ag_U_&Jc'ar _SLoe CHECKED BY ( C C-. C - - iii II 1.11. I I .1 I I]II1II I1I!1JI -- I I I IIIIIIt.I I - III I F I I I I I J 10• z tO Si, I I I I 1 Ck- IIiIII'IIT1ji f V. L1LrT1JItT71I --------------1LrJJ IlILFILlILI_hIL ——r — .iIiii11j.iJ..1.1 lc-~ -. T j I _o..Qi1O _o•CbZ58 003 !ô. i& ,ocoC7 2,19 3.7 -_ .. V 11 Ile ASU I i I /8 ouood3i 2! 13.2 1 13.0 )6.2 1 ,-t-irr ,rr - 2 O_Qj33_j3S_L 7-.9_S.0 - f - - % IIjII4I!I I I I}IIIiI 11111 IL1I t!IiIj 1111 t_-4tJii!rI ITIRIEIIIILTIiI' I I I I 1 1 1 I I A0Ul' 1 1 -I I 7• I I3,O7I .5715lL. I iil'IiIIiiLX oo r14 I zI (°°%c)' :' r, J1IL TJ1 Woodward-Clyde Consultants 0 1550 Hotel Circle North San Diego, California 92108 PROJECTNAME Coi-\z 6ec41 JOB NO. c,05//LI.f 5 000 DATE . 7/31/90 DRAWNBY LJL 41 CHECKED BY C C pcc3c. ci \Ieytcc.( vJI( - 7-(3) - (4 S5 40 -- ME L) Ri Y14 L L . 4.U. o OcI?,L IS-i 2.1 U.S 2.39 il-f o.0005'l ivi ?.. .c /ij + 2.B 13 0 ,60C) 2 7 Lj.. 31 9.9 cc H' o tAs LCP . . . £9 /O,QQ,S(/,ttl ,C t.c-.S 1 •' Ick .._...J._. I —.l --=--~-- '---- :-- •1 1 .._... . -.. 1 • • - :O - . f' +- PUVCKI siotm 414 ciecp 1ScotU cotet$io'&s te i.&Jc(( Lk(( bc oicopQc( aIac. kLic tper 5jtCo chOS'fc&4'C •. - cr ' eqi _c TO it S 9' i f ;rto b1 a lO 3 4 0r . prcJCvc o +L Is £*rC L014o( 71a,c CtO%jC pçOS34C To 'fq Cti 1 locct 39 ( 4TL Woodward. Clyde Consultants 0 1550 Hotel Circle North San Diego. California 92108 PROJECT NAME C4c Iocd l3ri "'I,-Ott . o(cc h JOB NO. _90.51/ffE — 000J DATE 70 i_JL CHECKEOBY ...uuiuuuiiuuii ...iiu.uiuu u..iuu...iiuu ••i•u•iiuiiiii loon ..l.HhuIu ••uuimiuuu .•uuiuuuuuiiu ..Iu.u11,uIIuI Bliuuliiuiili .I..upIuIII 5UUI itt ..uuuilihil an sill iuuiuiuuuuiuii ....u.iuiiiw uuuuuun tHU ...uiuiui 11111 Mono uuull 11111 IIflhiIU Hill .•••uauii inn 0.2 I, ;NW11 mom IUI IIII M—Ewssaw, M71 illir9 !I 0.001 0.002 0.004 0.01 0.02 H10 (after Saville, 1956) 9T 2 Figure 7-15. Wave runup on impermeable, quarrystone, 1:1.5 s l o p e v e r s u s H / g T 6.0 5.0 4.0 3.0 2.0 P.O 0.9 R 0.8 H' 0.7 0 0.6 41 ON 0.5 0.4 0.3 0.1 -- 0.00004 0.0001 0.0002 0.0004 See Figure 7-13, correction for model scale effect. !YL. l ie Isi"r ii IL! I I T1L Woodward-Clyde Consultants ADDENDUM NO. 1 TO DESIGN MEMORANDUM CARLSBAD BOULEVARD SHORE PROTECTION CITY OF CARLSBAD PROJECT NO. 3307 Prepared for: City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009-4859 IJY FJ9051141E-0005 Am Woodward-Clyde w Consultants Engineering & sciences applied to the earth & its environment December 31, 1991 Project No. 9051141E-0005 Mr. Pat Entezari Civil Engineer/Project Manager City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009-4859 ADDENDUM NO. 1 TO DESIGN MEMORANDUM CARLSBAD BOULEVARD SHORE PROTECTION CITY OF CARLSBAD, CALIFORNIA Dear Mr. Entezari: In accordance with your request and as a part of our supplemental studies for the subject project, we have prepared Addendum No. 1 to the Design Memorandum. This addendum includes a supplemental geotechnical investigation, evaluation of several types of vertical seawalls and recommendations for the design of a vertical seawall alternate at the location of the initially proposed south revetment between approximate stations 52+00 and 56+00. This addendum should be attached to and .be considered a part of the Design Memorandum, dated October 15, 1990 and is subject to the limitations stated therein. If you have any questions, please call at your convenience. Very truly yours, WOODWARD-CLYDE CONSULTANTS Vgo S, Loui riis J. < R.C.E. 1/29 s1d. C 141 ;ipVS ! 1550 Hotel Circle North • San Diego, California 92108 (619) 294-9400 • Fax (619) 293-7920 LIL/tac (E19051141E.0005) -U PI Attachments Woodward-Clyde Consultants ADDENDUM NO. 1.0 DESIGN MEMORANDUM CARLSBAD BOULEVARD SHORE PROTECTION CITY OF CARLSBAD - PROJECT NO. 3307 INTRODUCTION The initial design for the proposed shore protection along Carlsbad Boulevard within Carlsbad State Beach - Area 3 included a rock revetment along the toe of the existing fill slope between approximate Stations 52+00 and 56+00. It is anticipated that this revetment will encroach approximately 10 feet onto the existing cobble beach in this area. The purpose of the additional study is to evaluate possible alternative methods of sh,ore protection that do not encroach onto the beach and that may in fact allow for an increase in the usable beach area. The supplemental study includes an additional geotechnical investigation in the subject area, evaluation of several vertical seawall alternatives, selection of a preferred alternative, recommendation for design of a vertical seawall and an estimate of the area that may be recovered for use as beach. The geotechnical information has been summarized and is presented in Appendix A. Additional design calculations are presented in Appendix B. SITE DESCRIPTION The subject area is located at the -south end of the project between approximate Stations 52+00 and 56+00. As a part of the previous Carlsbad Boulevard improvements, a new road fill was placed in this area along the west side of Carlsbad Boulevard. The top of this fill slope extends along the west side of the sidewalk and ranges from approximate elevation +20 feet (MSL) at Station 52+00 to approximate elevation +35 feet (MSL) at Station 56+00. The fill slopes down from the sidewalk at an approximate inclination of 2:1 (horizontal to vertical). The toe of the fill is located at approximate elevation +12.5 feet (MSL) and 23 feet west of the sidewalk at Station 52 +45, approximate elevation + 10.8 feet (MSL) and 50.5 feet west of the sidewalk at Station 55+00 and approximate elevation +8.8 feet (MSL) and 56 feet west of the sidewalk at Station 55+65. The fill grades F1905I14IE-0005 - -1- Woodward-Clyde Consultants laterally into the natural bluff at approximate Stations 55+80 to 56+00. The slope is currently covered with sparse vegetation and weeds. The SDG&E fuel intake line is located north of the site at approximate Station 51+90. This pipe is protected by rock and a rock groin extending out into the ocean. There is a relatively level, sandy portion of the beach south of the pipe and along the toe of the fill between approximate Stations 52+00 and 53+00. This area is partially protected by dumped rock extending in towards the shore from the end of existing groin northwest of the fill. The beach narrows to the south of this sandy area and becomes mostly cobbles beyond about Station 53+00. Bedrock is exposed at the base of the coastal bluff at the south end of the fill (approximate Station 56 +00) at an elevation of approximately + 12 feet (MSL) SUBSURFACE SOIL AND GROUNDWATER CONDITIONS The toe of the fill slope is generally located at an elevation ranging from approximately +9 feet (MSL) at the south end near the bluff to +14 feet (MSL) at the north end near the SDG&E fuel intake line. It slopes up to the sidewalk at an inclination of approximately 2:1 and ranges from approximately 5 to 25 feet in height. The fill generally consists of a moderately, compact sand to silty sand. The near surface soils adjacent to and below the fill generally consist of approximately 3 to 10 feet of medium dense to dense, fine to medium sand, to silty sand with gravel and cobbles. The sampler penetration values in this layer generally ranged from 19 to 53 blows per foot with the higher values being on gravels. This layer is generally underlain by dense to very dense medium to fine sand, to silty sand extending to depth of approximately 5 to 35 feet below the toe of the fill. This layer had sampler penetration values ranging from 16 to 57 with an average value of approximately 40 blows per foot. These two layers generally comprise the local recent Beach Deposits. The top of either an old channel fill deposit or the highly weathered Santiago Formation generally slopes from near surface at the south end of the fill to a depth of approximately 35 feet below the north end of the fill. The weathered zone (or channel fill) generally consists of a medium dense to dense sand to silty and clayey sand with some thin sandy clay E190511415-0005 -2- Woodward-Clyde Consultants lenses, is generally approximately 15 feet thick and has sampler penetration values of approximately 31 to 46 blows per foot. The surface of the relatively firm, very dense sandstone/siltstone of the Santiago Formation slopes relatively uniformly down from south to north below the toe of the fill from approximate elevation +12 feet (MSL) at Station 56+00 to approximate elevation -38 feet (MSL) at Station 52+50. The groundwater levels in the subject area are controlled to some degree by tide levels which range from approximately +5 to -5 feet (MSL). Groundwater level elevations observed in the test borings at the time of drilling ranged from approximately +3 to +5 feet (MSL). Test Boring No. 9 was dry at the time of drilling. POSSIBLE VERTICAL SEAWALLS In order to minimize the encroachment onto the beach area and the excavation of the fill slope behind the shore protection, we have considered only vertical seawalls with a narrow footprint. The structures evaluated include the following: Steel H-piles with concrete or wood lagging Reinforced concrete supported by steel H-piles Steel sheet piles with concrete cap It is anticipated that all of these walls would have the same alignment and top elevation and that they would all require toe stone for scour protection. The primary differences would be visual appearance, construction methods and cost. The reinforced concrete wall and the steel sheet pile with concrete cap would have essentially the same appearance, where as the steel H-piles with lagging would have a rougher appearance with the steel subject to rusting and the wood to weathering. The wood lagging may also be more prone to damage by vandalism. Concrete lagging may improve the appearance and reduce damage somewhat. Construction of the steel H-piles with lagging would generally consist of driving piles, installing lagging with filter cloth between the piles as the excavation is made in front, E19051141E.0005 -3- Woodward-Clyde Consultants placing the toe rock and backfihling in the front. Driving of the H-piles could be facilitated by predrilling and by the use of welded hard points. Construction of the reinforced concrete wall on H-piles would consist of driving the H-piles, making an excavation both in front and behind the wall, placing steel reinforcing and forming on both sides, pouring concrete, Placing toe stone and backfiuing both in front and behind the wall. Backfill behind the wall would have to be properly compacted. Special procedures may be required to ensure the stability of the temporary cut slope behind the wall. Construction of the sheet pile wall would consist of driving the sheeting, making the excavation in front, placing reinforcing and forming on one side, pouring concrete, placing toe stone and backfihling in front. Driving of sheeting may be difficult, particularly at the south end. It is estimated that the cost of both the reinforced concrete wall on H-piles and the steel sheet pile wall with a concrete cap would be approximately $400,000 to $450,000. It is estimated that the steel H-pile with wood lagging would cost approximately $300,000 to $350,000. It is estimated that the use of precast, reinforced concrete lagging would increase the cost by about $50,000. CONSTRUCTION AND DESIGN CONSIDERATIONS Based on our previous studies, the top of the wall should be at a minimum elevation of + 18 feet (MSL) in order to mitigate overtopping of the wall by the design storm wave. It is. also desired to regain as much beach in front of the wall as feasible. Therefore, it is recommended that the wall generally be located along or in front of the +17 feet (MS L) contour line of the fill. This would allow the 2:1 slope behind the wall to remain and would allow the reclaiming of approximately 5 to 15 feet of beach area from the fill in front of the wall (see Figure 1A - Attachment A). In order to provide protection for people in the area, a railing will be required along the top of the wall. Construction of the reinforced concrete wall on steel H-piles would require the excavation, replacement and recompaction of the fill slope behind (east) the wall. This may require some special procedures to maintain the stability of the temporary cut slope and could encroach onto the sidewalk or Carlsbad Boulevard area. This should be avoided if possible. \2 \\\ E19051141E-0005 -4- Woodward-Clyde Consultants The wall should be designed to resist the active earth pressures due to the fill slope and variable groundwater levels behind the wall that may occur due to tide changes. Previous studies indicate that without toe protection, the beach deposits in this area may scour down to an elevation of approximately -3 feet (MSL) during a major storm. In order to control scour depth and reduce deflection of the wall, it is recommended that the wall be provided with toe stone. This will require excavation of the fill and beach in front of the wall below high tide levels. The driving of steel sheeting and steel H-piles may be difficult through the near surface gravels and cobbles and the dense to very dense sands. Refusal to driving may be encountered in the very dense Santiago Formation, particularly near the south end. It is recommended that predrilling and the use of welded hard points be considered to help mitigate this condition. SELECTED WALL AND DESIGN RECOMMENDATIONS Based on the above information and the project as a whole, it is our opinion that a cantilever steel sheet pile wall with a concrete cap would be a suitable vertical wall as an alternate to - a rock revetment at the subject location. It is further our opinion that this wall could have the same (or similar) design to the wall proposed for the north and middle portion of the project. It is recommended that the wall be located along approximate existing ground surface contour +17 feet (MSL) as shown on Figure 1A, have a top elevation of the cohcrete cap at +18 feet (MSL) and that it have a 42-inch high railing along the top. It is recommended that the wall be provided with rock toe protection in front so as to limit the depth of scour directly in front of the wall to elevation +3 feet (MSL Datum). The toe protection should consist of a minimum of two layers of 1,500-pound stone underlain by a minimum 6-inch thick layer of quarry waste and a suitable filter. cloth. The toe protection should extend E19051141E-0005 -5- Woodward-Clyde Consultants a minimum of 15 feet out from the wall. The top of the toe rock should be at a minimum elevation of +6 feet (MSL) at the wall and +3 feet (MSL) at a point 15 feet out from the wall. If the top of the wall is raised at the ends, the top of the toe rock should be raised accordingly. It is recommended that the 2:1 fill slope be maintained behind the wall from approximate elevation + 17 feet (MSL) at the wall up to the sidewalk along Carlsbad Boulevard. It is recommended that the wall be designed for the subsurface soil and groundwater conditions presented in the attached supplemental geotechnical investigation (Appendix A). It is recommended that additional loads on the wall to be considered include a 3 foot water differential behind the wall between elevations +6 to +3 feet due to tidal lag and seismic load due to an earthquake generating maximum ground accelerations of 0.2g. Design calculations for the cantilever sheet pile wall are presented in the attached Appendix B. Based on these calculations, it is recommended that the following characteristics be used for design of the steel sheeting for the south seawall extension (Station 52+10 to 55+80): Structural steel ASTM A572 - Grade 50 Section Modulus - S ~t 33 in3/lineal feet of wall Moment of Inertia - I ~: 220 in4/lineal feet of wall Design Length - L 32 feet If the design length cannot be obtained due to hard driving conditions at the south end, the height of the toe stone should be raised. The actual change, if required, should be determined by the Engineer at the time of driving. QY W9051141E-0005 -6- Woodward-Clyde Consultants This addendum should be considered a part of the original Design Memorandum for the Carlsbad Boulevard Shore Protection Project and is subject to the conditions and limitations I oted therein. Additional design criteria and construction considerations are contained in the Design Memorandum. PJ9051141E-0005 -7- Woodward-Clyde Consultants APPENDIX A SUPPLEMENTAL GEOTECHNICAL INVESTIGATION CARLSBAD BOULEVARD SHORE PROTECTION CITY OF CARLSBAD - PROJECT NO. 3307 E19051141E4)005 Woodward-Clyde Consultants APPENDIX A SUPPLEMENTAL GEOTECHNICAL INVESTIGATION CARLSBAD BOULEVARD SHORE PROTECTION CITY OF CARLSBAD - PROJECT NO. 3307 INTRODUCTION As a part of our engineering services on the subject project, we have made a supplemental geotechnical investigation in the area of the existing road fill at the south end of the project between approximate Stations 52+00 and 56 + 00. The purpose of this supplemental investigation is to provide additional subsurface soil information for the design of a vertical seawall in this area. The existing fill slope is approximately 400 feet long and extends from the SDG&E fuel intake pipeline at the north to the natural bluff at the south. The top of the fill ranges from approximate elevation +20 feet (MSL) at Station 52+00 to +35 feet (MSL) at Station 56+00 where it grades into the existing bluff. The fill slopes down from the sidewalk along he west side of Carlsbad Boulevard at an inclination of approximately 2:1 (horizontal to vertical). The toe of the fill encounters the beach at elevations ranging from approximately +14 feet (MSL) at the north to +9 feet (MSL) at the south. FIELD AND LABORATORY INVESTIGATION Field Investigation Our field investigation included making a visual reconnaissance of the existing. surface conditions, making three test borings and obtaining representative soil samples. The test borings were advanced to depths ranging from approximately 16.5 to 56.5 feet. The approximate locations of the test borings are shown on Figure 1A. The drilling was performed on September 6, 1991 under the direction of a geologist from our firm using a CME 55 drill rig with 8-inch diameter hollow stem augers. A Key to Logs is presented on E/9051141E-0005 A-i Woodward-Clyde Consultants the attached Figure 2A. Final logs of the test borings are presented on Figures 3A, 4A and 5A. The descriptions on the logs are based on field logs, sample inspection, and laboratory test results. Samples of the subsurface materials were obtained from the test borings using a modified California drive sampler (2-inch inside diameter and 2.5-inch outside diameter) with thin metal liners. The sampler was generally driven 18 inches into the material at the bottom of the hole by a 140-pound hammer falling 30 inches; blow counts were recorded for each 6-inches of penetration and the blow count for the last 12 inches is presented on the logs of borings as the sampler penetration resistance value. The thin metal liner tubes containing the soil sample were removed from the sampler, sealed to preserve the natural moisture content of the sample, and returned to the laboratory for examination and testing. The elevations of the ground surface at each boring were determined by hand level methods from estimated elevations on the sidewalk and are approximate. The locations are also measured from the sidewalk and are approximate. Laboratory Tests The materials observed in the test borings were visually classified and evaluated with respect to strength, compressibility characteristics, dry density, and moisture content. Moisture content and dry density determinations were made on selected samples and the classifications were substantiated by performing grain size analyses on representative samples of the soils. The strength of the soils was further evaluated by performing an unconfined compression test on a selected sample, and by considering the density and moisture content of the samples and the penetration resistance of the sampler. Results of the dry density, moisture content and unconfined compression tests are shown at the corresponding sample locations on the boring logs. The results of the grain size distribution tests are presented on Figure Nos. 6A and 7A. P19051141E0005 A2 Woodward-Clyde Consultants SUBSURFACE SOIL AND GROUNDWATER CONDITIONS The ground surface elevations along the toe of the fill generally range from approximately +9 feet (MSL) at the south end near the bluff (Station 56+00) to +14 feet (MSL) at the north end near the fuel intake line (Station 52 +00). The fill generally consists of moderately compacted sand to silty sand. The fill is underlain by medium dense to dense beach deposits composed of medium to fine sand to silty sand with gravels and some cobbles which ranges in thickness from several feet at the south end near the bluff to over 35 feet at the north end near Station 52+00. Sampler penetration values in this material generally ranged from approximately 16 to 57 blows per foot with an average value of approximately 37 blows per foot. The higher blow counts were generally on gravel and cobbles. The beach deposits are underlain by either an old channel fill deposit or highly weathered surface of the Santiago Formation that is composed of medium dense to dense sand and silty to clayey sand with lenses. of firm to hard sandy clay. This layer generally ranges from approximately 12 to 15 feet in thickness and thins to zero near the bluff. Sampler penetration values in this layer ranged from approximately 31 to 46 with an average of approximately 37 blows per foot. The very dense Santiago Formation was encountered in the test borings at a depth of approximately 51 feet near Station 52+45 (Boring B-8), approximately 12 feet near Station 55+00 (Boring B-b) and approimately 4 feet near Station 55+65 (Boring B-9). The Santiago Formation is exposed at the ground surface near Station 56+00. This material had sampler penetration values of greater than 60 blows per foot and unconfined compression strengths in excess of 20 ksf. Groundwater was encountered in Borings B-8 and B-10 at depths of 9.9 feet and 5.7 feet, respectively, at the time of drilling. This is equal to an approximate elevation of +3 to +5 feet (MSL). Borin B-9 was dry at the time of drilling. GENERAL GEOTECHNICAL DESIGN CRITERIA The subsurface soils at the site generally consist of compacted sand to silty sand fill above approximate elevation +10 feet (MSL) underlain by variable thicknesses of medium dense to dense sand, gravel and cobbles (beach deposits) which are in turn underlain by dense MA E19051141E.0005 A-3 Woodward-Clyde Consultants formational soils composed of old channel deposits, weathered sandstone and sandstone. The general characteristics of these materials recommended for use in design are: Compacted Fill: 4, = 350 c=0 = 125 pcf Beach Deposits: 4, = 380 c=0 = 125 pcf Channel Fill or Weathered Formation Soils: 4, = 42- c 0 = 125 pcf Sandstone: 4, =0 c = 5,000 psf = 130 pcf The average design surface behind the wall is assumed to be a 2:1 slope inclined upward to the street level of Carlsbad Boulevard. It is recommended that the design groundwater level behind the wall have a 3-foot higher level than in front of the wall due to tidal lag and that this water level may vary from approximate elevations +6 to -3 feet (MSL). It is also recommended that the wall be designed for a seismic load due to an earthquake generating a maximum ground acceleration of 0.2g. It is recommended that toe stone be placed in front of the wall to limit scour to a maximum depth of +3 feet (MSL). LIMITATIONS We have observed only a very small portion of the pertinent soil and groundwater conditions. I The information presented herein is based on the assumption that soil and groundwater. conditions do not deviate appreciably from those found during our field investigation. If PJ9051141E0005 A-4 Woodward-Clyde Consultants variations or undesirable geotechnical conditions are encountered during construction, we should, be consulted for further recommendations. This study is intended for design purposes only and may not be sufficient to prepare an accurate bid. Geotechnical engineering and the geologic sciences are characterized by uncertainty. Professional judgments presented herein are based partly on our understanding of the proposed construction, and partly on our general experience. Our engineering work and judgments rendered meet current professional standards; we do not guarantee the performance of the project in any respect. Prepared brJ. Louis J. Lee R.G.E. 512 oF Attachments - Figures 1A through 7A E/9051141E.000S. A-S - + I52+00 5300 CARLSBAD 54+00 0 25 BOULEVARD 55+00. 56+00 ~35 .----------- — — go* - - - - - - — . I.... II. 30 -' II . ............ ....... .......... 25 \ \ -- •:::• 20 \ \ 7_-v_.._...• 15 10 '- APPROXIMATE TOE OF EXISTING FILL SLOPE PROPOSED LOCATION OF VERTICAL SEAWALL EXISTING BLUFF 10 5 APPROXIMATE LOCATION OF SDG&E FUEL INTAKE LINE LEGEND: #8+ INDICATES APPROXIMATE LOCATION OF ADDITIONAL TEST BORINGS 53+00 INDICATES STATIONS ALONG CENTER LINE OF CARLSBAD BOULEVARD INDICATES ELEVATION CONTOURS (FEET, MSL) ::::::::::::::::::::: INDICATES APPROXIMATE AREA OF EXISTING FILL SLOPE 0 50 100 APPROXIMATE GRAPHIC SCALE (FEET) WOODWARD-CLYDE CONSULTANTS Project: CARLSBAD BLVD SHORE PROTECTION KEY TO LOGS Date Drilled: Water Depth: Measured: Type of Boring: Type of Drill Rig: Hammer: ' E Material Description - 0 Surface Elevation: 0 - - DRIVE SAMPLE LOCATION Sample with recorded blows per foot was obtained by using' a Modified California drive sampler (2" inside diameter, 2.5 outside diameter). The sampler was driven into the soil at the bottom of the hole with a 140 pound hammer falling 30" inches. 5- - 'l•O- Fill - Sand Clay - 15... 11 - .I.- Silt : • Clay/Sand% : -4 20_ - GS - Grain Size Distribution Analysis - UC - Unconfined Compression Test 25 - 2 Water table at time of drilling 30 Project No: 9051141E-0005 I Woodward-Clyde Consultants 0 Figure: 2-A Project: CARLSBAD BLVD SHORE PROTECTION Log of Boring No: 8 Date Drilled: 9-6-91 Water Depth: 9.9' Measured: At time of drilling Type of Boring: 8" HSA Type of Drill Rig: CME 55 Hammer: 1401b. at 30" drop * seeKey to Logs,. Fig. 2-A S I Material Description I In Surface Elevation: Approximately 12.6' MSL (8.9' below sidewalk) 0 - 81 53 FILL Dry, light brown, poorly graded sand - BEACH DEPOSITS Medium dense to dense, dry to wet light gray to brown silty fine sand with some rounded gravels (SM SP) - (on gravel) 5- - 8-2 50 GS Sz 10- 83 30 - Medium dense to dense, wet, light, yellowish brown to light 15— reddish brown well-graded medium to fine sand with sift (SW SM) - - 84 57 15 111 GS 20- - 85 ' 31 - 25- - 8641 - 301 Project No: 9051141 E-0005 I Woodward-Clyde. Consultants Figure: 3-A Project: CARLSBAD BLVD SHORE PROTECTION Log of Boring No: 8 (Cont'd) Material Description 30 -8-7 57 (Continued) medium dense to dense wet light yellowish - 17 109 GS brown to light reddish brown well-graded medium to fine - sand with silt (SW-SM) - 35- - 8-843 - POSSIBLY ANCIENT CHANNEL • - • I6 FILL DEPOSIT Hard wet olive brown sandy lean clay (CL) --------------------------------- - Medium dense wet light brown with some reddish brown 40 - mottled silty to poorly graded sand (SM SP) - 89 32 45- - 8-10 31 • ----------------------------------- Very dense, wet, pale gray, poorly graded, fine sand (SP) 50- - 8-11 85 '- SANTIAGO FORMATION • Very dense, wet, gray, fine sandy lean clay to clayey sand • '# (CL-SC) (sandstone) 55- - • 8-12 . 15 113 GS • Bottom of hole at 56.5 feet - 60- - 65., • Project No: 9051141E-000s I Woodward-Clyde Consultants C Figure: 3-A (Cont'd) Project: CARLSBAD BLVD SHORE PROTECTION Log of Boring No: 9 Date Drilled: 9-6-91 Water Depth: Dry Measured: At time of drilling Type -of Boring: 8" HSA Type of Drill Rig: CME 55 Hammer: 1401b. at 30" drop see Key to Logs, Fig. 2-A Material Description Surface Elevation: Approximately 8.8 MSL (24.7 below sidewalk) ° 91 19 BEACH DEPOSITS - Medium dense moist dark gray, poorly graded fine sand with some gravels (SP) - SANTIAGO FORMATION - Very dense moist to wet light olive gray to light olive brown silty to clayey fine sand (SM SC) (sandstone) 5- - 92 57 10- - - 93 68 15 113 GS 15- - 94 - 80 - Bottom of hole at 16.5 feet 20- -. 25- - 30 Project No: 6051141 E-0005 I Woodward-Clyde Consultants C Figure: 4-A Project: CARLSBAD BLVD SHORE PROTECTION Log of Boring No: 10 Date Drilled: 9-6-91' Water Depth: 5.7' Measured: At time of drilling Type of Boring: 8" HSA Type of Drill Rig: CME 55 Hammer: 140 lb. at 30" drop * see Key to Logs, Fig. 2-A U) 2 - Material Description a U) 0 Surface Elevation: Approximately 10.8' MSL (20.5' below sidewalk) - - 0 19 BEACH DEPOSITS - r Loose dry, gray, poorly graded fine sand with few gravels (SP) ------ Medium dense, moist to wet, dark gray to gray brown silty fine sand with some gravel (SM SP) - 2 102 30 - Medium dense wet light olive gray to olive gray with light reddish brown mottled silty medium to fine sand (SM) 10- - 103 16 20 108 GS SANTIAGO FORMATION Dense, wet, olive silty fine sand (SM) Dense wet light olive clayey fine sand (SC) 15- - Dense wet pale olrve well graded medium to fine sand 104 46 with sift (SW SM) 16 115 GS 20- - 105 39 25- • Dense to very dense, wet, olive gray with local dark reddish - 10-6 35 brown mottles, fine sandy to clayey silt (ML) - (Sandstone/Siltstone) 30 Project No: 9051141E-0005 I Wóodward-Clyde Consultants Figure: 5-A Project: CARLSBAD BLVD SHORE PROTECTION Log of Boring No: 10(Cont'd) Cx Material Description a 28 0 30 - 10-7 50,3" Continued) dense to very dense, wet, olive gray with local dark • reddish brown mottles, fine sandy to clayey sift (ML) (Sandstone/Siltstone) • - GS, 35- • 10-8 • 5&# 4's. - 19 112 UC= 20+ksf - Bottom of hole at 36 feet 40 - - 45- 50 - 55 J. - 60- - 65• Project No: 9051141E-0005 I Woodward-Clydë Consultants Figure: 5-A (Cont'd) 100 20 a I UNIFIED SOIL CLASSIFICATION I COBBLES GRAVEL I SAND I i COARSE I FINE ICOARSEl MEDIUM I FINE I U.S. SIEVE SIZE IN INCHES U.S. STANDARD SIEVE No. I SILT OR CLAY HYDROMETER GRAIN SIZE IN MILLIMETER n 20 40 z 60z 0 ME 100 DEPTH LL P1 SYMBOL BORING (ft) () () DESCRIPTION o 8-2-4 6 SILTY FINE SAND WITH GRAVEL (SM) o 8-4-4 16 WELL GRADED MEDIUM TO FINE SAND WITH SILT (SW-SM) 16 8-7-4 31 WELL GRADED MEDIUM TO FINE SAND WITH SILT (SW-SM) 8-12-4 56 . FINE SANDY LEAN CLAY TO CLAYEY SAND (CL-Sc) Remark 9051141E 0005 CARLSBAD BLVD. SHORE PROTECTION Woodward Clyde Consultants . GRAIN SIZE DISTRIBUTION Figure No. 6A San Diego, CA UNIFIED SOIL CLASSIFICATION COBBLES GRA VEL SAND SILT OR CLAY COARSE I FINE COARSEI MEDIUM FINE U.S. SIEVE SIZE IN INCHES U.S. STANDARD SIEVE No. HYDROMETER 3 3/4 3/8 4 10 20 40 60 140 200 100 I Q. O-i.. I I 10 80 ------\--- --20 \ -----'—--— 60 40 ----"ç -\— Z - Z I -- - --60 z 40 -----r ----- z o 't C.) 2: 80 0 100 fl 10 10 10 2 10 1 10_i 1(12 io GRAIN SIZE IN MILLIMETER DEPTH LL PT SYMBOL BORING (ft) () () DESCRIPTION o 9-3-4 11 SILTY TO CLAYEY FINE SAND (SM—SC) o 10-3-4 11 SILTY MEDIUM TO FINE SAND (SM) 10-4-4 16 WELL GRADED MEDIUM TO FINE SAND WITH SILT (SW—SM) o 10-8-4 36 FINE SANDY TO CLAYEY SILT (ML) Remark 9051141E 0005 CARLSBAD BLVD. SHORE PROTECTION Woodward Clyde Consultants GRAIN SIZE DISTRIBUTION Figure No. TA San Diego, CA Woodward-Clyde Consultants APPENDIX B SUPPLEMENTAL CALCULATIONS CARLSBAD BOULEVARD SHORE PROTECTION CITY OF CARLSBAD - PROJECT NO. 3307 E/9051141E-000S LLL_LL iI ZIJI IJIi I'_TI4T I I I - - _ - .. - . -. J.. U_.._.____ . _•TJ. AI 1- ..'.. MWII - - - . .1..- .....J_. fi .i: 1I1I1.I -ij _L1IIiIjIjII1IiiiL lo I •__ - l_• _ ._:_ :i-_ ' - j. ...iic _.tx' .... . . . , I LLJIM, / ;v..Lf I zito 141 i 44V dj5i III - Woodward-Clyde Consultants 0 1550 Hotel Circle North San Diego, California 92108 PROJECT NAME 914 6Lt fc_1'4 JOB NO. DATE I212-719/ DRAWN BY L.JL. CHECKEDBY ,4- (-_3)-7l r I oii I . IIT TLLILI a/./'3b p - 2 1VVK 7C - -- - - -- - - 1-4 eA rat- : : T i1IT 1 ii I - ----;— iri r 7 I ' rT i rnr --r - .... . __ T • y ; I : 7 7 1 , _A.1or't oii ,_f1 pil_i r ckI!et'4y 1 i4 !o4 4I TiI4 f $IT. 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LÀ Woodward-Clyde Consultants W JOB NO. _ 20511*15-00055* ______________ 1550 Hotel Circle North DATE___________________ San Diego, California 92108 3 L DRAWN BY _____________________ PROJECTNAME c-Lt30J 6 1J, sL1 occ1i CHECKED BY F-' cm Woodward- Clyde Consultants 0 1550 Hotel Circle North San Diego, California 92108 PROJECT NAME J SL Pb4&1oi JOB NO. 1051 WE -000,S DATE DRAWN BY CHECKEDBY M4- 45 .718 .600 .500 .414 .339 .276 .221 1.174 0. ----- ---- 20JO I I I I I I PASSIVE PRESSURE 6.0 '° F:KpyH2/2;FLN:Pp00S NOTE: CURVES SHOWN ARE - - FOR SAO :-I EXAMPLE: 4):25°,$/+:.2 30 ..Kp:R(Kp FOR 8/4):..I) R:.711 / 2.0 ( Kp FOR I14):.I)3$2 62 Kp.7IIz3 -2.58 - REDUCTION FACTOR (R) OF Kp FOR VARIOUS RATIOS Of 0.7 -Q6 -05 -04 -0.3 -02 -0.1 0.0 10 .978 .962 .946 .929 .912 .898 .881 .864 .7 15 .961 .934 .907 .881 .854 .830 .803 75 20 .939 .901 .862 .824 .787 .752 .716 .678 25 .912 5 .808 .759 .711 .666 .620 .574 30 .878 .811 .74.6 .686 .627 .574 .520 .467 55 .836 752 74• .603 .536 .475 .417 .362 40 .783 .682 .592 .512 .439 .375 .316 .262 URFACE 00-0 1 S RIThMIC 14 SPIRAL1 Ar - 1- 4fltI 1 1 (3/ö:+l -... LU• 1•.. - lot - % Ma %-.-- IM 0 Ii PA:KA YH2/2 I' • Pr- IflhIIUIIII FIGURE 6 Active and Passive Coefficients with Wall Friction (Sloping Backfill) 7.2-67 (3/4)= -. 2 0/4):-.6 ., (3/4): -9 L6-7L I P. -. : I. P. •••. P.- . - . e . W ME Wa' I.WR.I&aIIII U • I U __IP1___bRk\iIi iIi___uI_•II__RIIU iI//1___uIIII__W111 __ __ • • tli' iI.I_ .IIIj U lull I itUUUI 11111 U II•U usia p 0 I.. • 0 I • S $ I • I S. I :, I I I I I .1 I:..,. iIIIuIII!III lulllluhllllll IIIAhIIII____ ___ uJ'IBuII.ui MOPE ...!iifliHI!!iiiliIHi I D COHESIVE SOIL AT WEDGE LINE __ulllIP!IIIPr# __ __all iIIPiiPa __IPiIIPJi!iii NOR __Udlt!iiHIII!L..111111I 11., 111111111111 il! P41 I I 1 11 __ilCiIdhhIIHI_r"!iIUhIHIH __IllIlIlIHIlIlI___I!l!!iIOI 0011111111111111m I M FIGURE 25 Cantilever Steel Sheet Pile Wall in CohesiveSoil with Granular Backfill