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HomeMy WebLinkAboutCMWD 85-401; North Batiquitos Force Sewer Main Geotech; North Batiquitos Force Sewer Main Geotech; 1996-02-14KLEINFELDER r r A report prepared for: Carlsbad Municipal Water District 5950 El Camino Real Carlsbad, Califomia 92008 Attention: Mr. Bill Plummer c [ n r [ [ [ c LIMITED GEOTECHNICAL INVESTIGATION NORTH BATIQUITOS FORCE SEWER >LAIN CMWD PROJECT NO. 85-401 CARLSBAD, CALIFORNIA Kleinfelder Project No. 51-4413-01 Prepared by: KLEINFELDER, INC. Todd L. JorgenSon Staff Engineer KLEINFELDER. INC. 9555 Chesapeake Drive, Suite 101 San Diego. Califomia 92123 Rick E. Larson, GE 2027 Senior Associate Febmary 14, 1996 5I-4413-0I/5I7RC033.DOC 1997 Kleinfelder. Inc. Pase ii of ili Februar>- 14. 1997 KLEINFELDER r [ I. TABLE OF CONTENTS Section 1.0 INTRODUCTION 1 1.1 PROJECT DESCRIPTION 1 L2 PURPOSE AND SCOPE OF SERVICES 1 1.3 AUTHORIZATION 2 2.0 INVESTIGATIVE METHODS 3 2.1 FIELD EXPLORATION 3 2.2 LABORATORY TESTING 4 3.0 SITE AND SUBSURFACE CONDITIONS 5 3.1 SITE CONDITIONS 5 3.2 SUBSURFACE CONDITIONS 5 3.3 GROUNDWATER CONDITIONS 6 n 4.0 DISCUSSION, CONCLUSIONS, AND RECOMMENDATIONS 7 1 4.1 SOIL PARAMETERS FOR USE IN BURIED PIPE AKD THRUST BLOCK DESIGN 7 r 4.2 CUT-AND-COVER CONSTRUCTION CONSIDERATIONS 8 I' 4.2.1 Dewatering 8 4.2.2 Temporary Trench Excavations 8 4.2.3 Pipe Bedding And Trench Backfill 9 4.2.4 Unstable Trench Bottom 9 4.2.5 Rock in Trench Bottom 10 4.2.6 Concrete Slope Anchors 10 5.0 ADDITIONAL SERVICES 11 6.0 LIMITATIONS 12 FIGURES Figure 1 Vicinity Map Figure 2 Boring Location Map APPENDICES Appendix A Logs of Borings Appendix B Laboratory Test Results Appendix C ASFE Insert 5I-4413-01/5I7RG033.DOC Pagciiiofiii Fcbruao' 14. 1997 1997 Kleinfelder, Inc. KLEINFELDER 1.0 INTRODUCTION Kleinfelder Inc. (Kleinfelder) was retained by Carlsbad Municipal Water District (CMWD) to conduct a limited geotechnical in\estigation for the proposed North Batiquitos Force Sewer Main, in Carlsbad, Califomia. The site location is presented as Figure I. Vicinity Map. The scope of ser\ ices was presented in our proposal entitled, "Proposal for Limited Geotechnical Exploration. North Batiquitos Sewage Force Main, CMWD Project No. 85- 401, Carlsbad, Califomia, dated December 24,1996. 1.1 PROJECT DESCRIPTION The project is located in Carlsbad in the general vicinity north of the Batiquitos Lagoon. The proposed construction will consist of installing approximately 1,670 lineal feet of 14" sewage force main from about project Station 10+00 to Station 26+69. The force main will be installed by conventional cut and cover methods; the pipe material will consist of PVC. Appurtenant structures such as thrust blocks, cutoff walls, and concrete slope anchors will be included. Paving is not anticipated on this project. The site is generally flal from Station 18+00 to 26+69. The approximate elevation of this section is six to ten feet above Mean Sea Level (MSL). Steep terrace escarpments with approximately 100 foot differences in elevation and one low hill exist from Stations 10+00 to 18+00. The proposed depth of burial of the force main will be approximately five feet, but will approach burial depths of eight to twenty-two feet between Stations 12 and 18. 1.2 PURPOSE AND SCOPE OF SERVICES The purpose ofthis study was to evaluate the geotechnical characteristics of the proposed force sewer main site with respect to site preparation and force main design. We explored the subsurface conditions at the site, performed Iaborator>' tests and engineering analyses, and developed conclusions and recommendations regarding underground structures, lateral earth pressures, and construction considerations including earthwork. 5I-44I3-0I/517RG033.DOC Page I of 12 Februan' 14. 1997 1997 Kleinfelder. Inc. KLEINFELDER The recommendations contained within this report are subject to the limitations presented in Section 7.0. An infomiation sheet prepared by ASFE (the .Association of Engineering Firms Practicing in the Geosciences) is also included as .Appendix C. We recommend lhal ail individuals utilizing this report read the limitations along with the attached documenl. 1.3 AUTHORIZATION Our work was authorized by a signed agreement with Mr. Bill Plummer of CMWD. Our field work was delayed several weeks due lo the winter rains and our ability to access the site with truck-mounted equipment. 5I-44I3-01.5I7RG033.DOC Page 2 of 12 Fcbruar>- 14. 1997 1997 Kleinfelder, Inc. KLEINFELDER 2.0 INVESTIGATIVE METHODS 2.1 FIELD EXPLOR.\TION The geotechnical field exploration was conducted on January 22, 1997 and consisted of drilling three exploraion' test borings and performing a dynamic cone penetrometer sounding. Two ofthe test borings were drilled with a truck-mounted drill rig using 8-inch diameter hollow stem auger to depths of 10 and 15 feet below the existing ground surface. The dynamic cone sounding was completed lo a depth of 5.5 feel. Due to site access limitaiions, the third boring was a hand-auger boring completed adjacent the cone sounding to a depth of three feet. The approximate locations of the lest borings and cone sounding are indicaled on the Site Plan, Figure 2. The soil borings (machine and hand augered) were logged by our staff engineer. The materials encountered in the soil borings were visually classified in the field in accordance with generally accepted standards of practice. The logs of the borings are found in Appendix A. At the time ofthe investigation, the pipeline between Stations 10+00 and 12+00 was already under construction. The cut had been raade, the pipe had been placed, and backfill material had been placed in some locations. Our staff engineer walked along the length of the open trench and noted the soils found on the walls of the Irench. • Representative soil samples were obtained by collecting cuttings from the drilling operation and by taking driven samples using Califoraia samplers (3-inch O.D.; 2.5 inch I.D.). The samples were labeled, sealed, and retumed to our laboratory for testing. The machine augered boreholes remained open for a period of time lo better assess the ground waler level wilhin the boreholes. On February 1, 1997, the groundwater le\els within the boreholes were recorded and the boreholes were backfilled using soil cuttings. The groundwater level measurements are found on the respective boring logs found in Appendix A. 51-44U-0I/517RG033.DOC Page3of 12 Fcbn;r> 14. 1997 1997 Kleinfelder. Inc. KLEINFELDER 2.2 LABORATORV TESTING At lhe conclusion of our field exploration, the soil samples were transported to our San Diego laboratory- for testing. The purpose of this lesting program was designed to e\ aluate selected physical characteristics and engineering properties of the materials encountered. These tests included evaluating moisture content, dry unil weighi. and particle size distribution. Test results ofthe moisture contents and dry unit weights are presented on the boring logs in Appendix A. The remainder of the laboratory test results are presented in Appendix B. 51-4413-01/517RG033.DOC Pagc4of 12 Februao 14. 1997 1997 Kleinfelder, Inc. KLEINFELDER 3.0 SITE AND SUBSURFACE CONDITIONS 3.1 SITE CONDITIONS The North Batiquitos Sewer Main site is located along the northem edge of the Batiquitos Lagoon. The pipeline exiends down a slope with a grade of about 40% (Station 10-00 to Station 17+00), through a small hill (Station 17+00 to Station 18-^00), and along the relatively flal northerly shore area of the Batiquitos Lagoon lo the recently constructed pump station (Station 18+00 to 26+69). The course of the pipeline is from northwest to southeast from Slation 10+00 to Slation 20+00 and is from west to easi for ihe remainder of the line. To the north and northwest are relatively steep slopes: to the west is Interstate 5; lo the south is Batiquitos Lagoon; and to the east is the new sewage pump station. Drainage is generally to the south. Bare soil covers much of the proposed constmction. At the time of the site exploration, the site was covered wiih a shallow pond from Slation 20+00 to about Station 21+00. 3.2 SUBSURFACE CONDITIONS In test borings 1 and 2 we encountered three to four feet of fill. From beneath the fill to about seven feet deep, the soils in these test borings consist of medium-dense clayey sands. In test boring 2 we encountered a layer of loose silt}' sand below seven feel. However, in lest boring 1 we encountered alternating layers of medium stiff sandy clay and medium dense clayey sand. Roots encountered in the soil investigation were less than 1/8 inch in diameter. In the hand-auger boring performed adjacent to the dynamic cone-sounding, we encountered sandy-silty clays with some claystone near the surface. We encountered effective auger refusal at a depth of three feet. The dynamic cone sounding indicated lhat a dense or very stiff material is found three feet below the ground surface at that location. The open trench from Stations 10+00 to 12+00 exposes a red-brown sandstone which consists of medium to flne grained sand lhal is weakly lo moderately cemented w ith some silt and clay. 51-4413-01/517RG033.DOC Page5ofl2 Februan 14.1997 1997 Kleinfelder. Inc. KLEINFELDER [ r r [ 3.3 GROUNDWATER CONDITIONS Groundwater was encountered at the bottom of lest boring I and at 5.5 feet below the ground surface of test boring 2. Both borings remained open for a period of several da\ s and the water levels were measured again. The final water le\ els were se\ en feet and four feet below the ground surface for test borings 1 and 2. respectively. In the hand auger boring adjacent the cone sounding, water was encountered at a depth of two feet. Before the hole was backfilled, the water level rose to the top of the hand auger borehole and overflowed the top. This overtlowing of the water suggests that the groundwater at this location may be under artesian pressure. I" r i: i: 5I-4413-01/517RG033.DOC Page6o: 12 February' 14. 1997 1997 Kleinfelder, Inc. KLEINFELDER [ n r r • 4.0 DISCUSSION, CONCLUSIONS, AND RECOMMENDATIONS ' 4.1 SOIL PARAMETERS FOR USE IN BURIED PIPE AND THRUST BLOCK DESIGN p We recommend the following soil parameters for use in pipe or conduit design: • Total unit weight y = 130 pcf • Modulus of soil reaction, E' = 400 psi for clays, sandy clays, and clayey sands (alluvium) = 1,000 psi for undisturbed formation materials = 1,000 psi for pipe provided with bedding (4-inch minimum) and gravel pipe zone to one foot over pipe We recommend the following parameters for use in design of thrust blocks: • Maximum allowable soil bearing pressure, q^ = 1,000 psf for alluvium and backfilled areas and 3,500 psf for the undisturbed formational materials between Slation 10+00 and Station 12+50. These values can be increased by one-third seismic loads. • Equivalent fluid weight (efw) for lateral earth loads = 130 pcf for the "at rest" case. This 1^ condition includes an allowance for hydrostatic pressure. ^ All backfill should be placed in 8 inch thick loose lifts and compacted to 90% relative [ compaction. The onsite soiis can be used as backfill. 5I-44I3-01/517RG033.DOC Page7of 12 February 14, 1997 1997 Kleinfelder, Inc. |{1 KLEINFELDER 4.2 CUT-AND-COXTR CONSTRUCTION CONSIDERATIONS 4.2.1 Dewatering Due to fluctuations in the water table, excavations may extend below the water table. The conlractor should retain his own geotechnical engineer for design of a dewatering s> stem. The dewatering system should be inslalled by a contractor specializing in dewatering. A system using well points should use \"acuum well-points due to the high silt content in the soils. If sump pumping is used to remove accumulated surface water in trenches or excavations, the pumping zone should be lined w ith filter fabric to reduce the potential of pumping out fines resulting in loss of stability to excavation slopes and subgrades. The Regional Water Quality' Control Board is likely to restrict the discharge of water removed from excavations. Temporary' conslruetion dewatering lhat is not pumped into the local sewer system will require an NPDES permit. 4.2.2 Temporary Trench Excavations All utilily trench excavation work should comply with the current requiremenls of OSHA. The onsite soils are generally classified as Type C soils for evaluating OSHA sloping or shoring requirements. All discussion in this section regarding stable exca\'ation slopes assumes minimal equipmenl vibration and adequate setback of exca\'ated materials and construction equipment from the foundation excavation. We recommend that the minimum setback distance from the near edge of the excavation be equivalent to the adjacent excavation deplh. If exca\'ated materials are stockpiled adjacent to the exca\'ation, the weight of this malerial should be considered as a surcharge load for lateral earth pressure calculations. Configuration values presented in the OSRA regulations assume thai the soils in the cut face do nol change in moisture content significantly. Slope configuration estiraates should not be considered applicable for personnel safety. The contractor must detemiine slopes for safety of personnel and meet all regulations covering excavation stability and safety. 51-4413-01/517RG033.DOC Page 8 of 12 F;bruar>' 14. 1997 1997 Kleinfelder, Inc. I I KLEINFELDER 4.2.3 Pipe Bedding And Trench Backfill Granular pipe bedding should be sand, gravel, or crushed aggregate with a sand equivalent of [ nol less than 30. Some ofthe onsite materials are too silty or clayey to meet this requiremeni. Therefore, if onsite materials are lo be used for pipe bedding, their source should be idenlified. P sampled, and tested during construction to ensure conformance to these recommendations. i Bedding should be extended the full width of the trench for the entire pipe zone, which is the zone from the bottom of the trench to 8 inches mm above the top of the pipe. The pipe bedding should be densified to 90 perceni relative compaction prior to backfilling. The bedding should be in a fimi and unyielding condition prior to commencement of any subsequent improvenients. Compaction of the pipe bedding by mechanical means is acceptable pro\ided the specificalions require compacting with pneumatic "powder puffs" and periodic density testing (which will require the contractor to provide special excavation for I . access and shoring). r f: [ [ f c We anticipate that some of the onsite soils may be reusable as trench backfill. Trench backfill shouid be placed in uniform layers not exceeding 6 inches of loose thickness, moisture conditioned to between 1 percent below lo 3 percent above optimum, and mechanically compacied. The relative compaction should be to al least 90 percent. The civil designer may elect to reduce the relative compaciion lo 85 percent in open, undex eloped areas where minor backfill settlement can be tolerated. 4.2.4 Unstable Trench Bottom If a flrm foundation is nol encountered at the grade established due lo soft, spongy, or other unsuitable soil, all such unsuitable soil under the pipe should be removed and replaced. The depth of required removal should be established by the CMWT) Engineer in the field at the lime of construction. However, if the depth of remo\ al exceeds two feet, the geotechnical engineer should be notified so that additional recommendations can be provided as required. 51-44I3-OI/5I7RG033.DOC Pags9ofl2 February-14. 1997 1997 Kleinfelder, Inc. KLEINFELDER Prior to the remo\ al. the contractor should have provided dewatering as required by the site condilions and should ha\ e kept water from re-entering the excavation. 4.2.5 Rock in Trench Bottom Where rock, in either ledge or boulder formation, is encountered, it should be remov ed and replaced wilh imported bedding material in accordance wilh Seclions 4.4.2 and 4.4.3 ofthis report. 4.2.6 Concrete Slope Anchors Concrete slope anchors are recommended on grades over 35 perceni. The slope anchor should extend a minimum of eight inches into undisturbed soil on either side of lhe irench and below the bottom of pipe. The lop of the slope anchor should be two feet below finished ground surface. The anchor should be reinforced as required by the structural engineer and should be a minimum thickness of one foot. The maximum spacing between anchors on sloping grade of 35 percent or sleeper should be 50 feet. The slope anchor found on San Diego Regional Standard Draw ing S-9 should be adequate for this site. 51-4413-O1/517RG033.IXX: Page 10 of 12 Februan- 14. ly>' 1997 Kleinfelder. Inc. KLEINFELDER r f: c i: 5.0 ADDITIONAL SERVICES The review of plans and specifications, field observations, and testing by Kleinfelder are an integral part ofthe conclusions and recomraendations made in this report. If Kleinfelder is nol retained for these services, the client agrees to assume responsibility for any potential claims thai may arise during construction. The required tests, observations, and consultation by Kleinfelder during constmction includes, but is not necessarily limited to: 1. Continuous observations and testing during earthwork excavations, compaction and placemenl of Engineered Fill. 2. Other consultation as required during conslruclion. 5I-4413-0I/51-RG033.DOC Page 11 of 12 Fsbruar% 14. 1997 1997 Kleinfelder. Inc. KLEINFELDER 6.0 LIMITATIONS Recommendations contained in this report are based on our field observations, data from the field exploration, laboratory tests, and our present knowledge of the proposed construction. It is possible lhat soil conditions could vary between or beyond the points explored. If soil condilions are encountered during construction which differ from those described herein, our firm should be notified immediately in order that a review may be made and any supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes frora that described in this report, we should also review our recommendations. Addilionally, if information from this report is used in a way not described under the projeci description portion of this report, il is understood that it is being done at the designer's and owner's own risk. Our flmi has prepared this report for the use of the Carisbad Municipal Waier Dislrict, on this project in substantial accordance wilh the generally accepted geotechnical engineering practice as it exists in the site area al the time of our study. No wananty is made or intended. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by our firm during the construction phase in order to evaluate compliance with our recommendations. This report may be used only by the client and only for the purposes slaled, within a reasonable time from its issuance. Land use, site conditions (both on-site and oflsite) or Olher factors may change over time, and additional work may be required wiih the passage of tirae. Based on the intended use of the report, Kleinfelder may require lhat additional w ork be performed and that an updated report be issued. Non-compliance with any of these requirements by the ciient or anyone else will release Kleinfelder from any liability resulting from the use ofthis report by any unauthorized party. 51-44I3-01/517RG033.DOC Pagcl2ofl2 Februar% 14 1997 1997 Kleinfelder. Inc. \S21 Pacific Ocean SHORELINE- ^0 DA/SY AVE. :o5 0^. SITE BATIQUrrOS UGOON 2.400 4.800 APPROXIMATE GRAPHIC SCALE (FEET) KLEINFELDER 95S5 CHESAPEAKE DRIVE. SUfTE 101 SAN OIEGO. CALTORNIA 92123 CHECKED BY: "^C^ PROJECT NO. 51-4413-01 FN: VICMAP DATE: 1/30/97 VICINITY MAP NORTH BATIQUrrOS SEWAGE FORCE MAIN CARLSBAD MUNICIPAL WATER DISTRICT CARLSBAD, CALIFORNIA FIGURE 1 J J i •• 1 J :1 EXISTING NORTH BATIQUITOS SEWAGE PUMP STATION PIOVANA COURT BATIQUITOS LAGOON / / 80 160 LEGEND: Bl APPROXIMATE BORING LOCATION HAI C APPROXIMATE HAND AUGER LOCATION „ A APPROXIMATE DYNAMIC CONE Col A SOUNDING LOCATION APPROXIMATE GRAPHIC SCALE (FEET) KLEINFELDER CHECKED BY: jjjQ 955S CHESAPEAKE DRIVE. SUITE 101 SAN DIEGO. CALIFORNtA 92123 PROJECT NO. 51-4413-01 FN: SITEPUVN DATE: 2/11/97 SITE PLAN NORTH BATIQUITOS SEWAGE FORCE MAIN CAflLSBAD MUNICIPAL WATER DISTRICT CARLSBAD, CALIFORNIA FIGURE r PROJECT NO. 51-4413-01 ORI-UNG EQUIPMENT LOG OF BORING LEGEND PROJECT NAME LOCATION NORTH BATIQUITOS SEWAGE FORCE MAIN S--ET 1 OF 1 TYPE OF BIT HAMMER DATA: WT. LBS. DROP NCHES SURFACE ELfVATION TOP OF CASING ELEVATION STARTED: COMPLETED: BACKFLLEO: D»l_LING AGENCY LC3GED BY SURFACE CONDfTIONS SOIL DESCRIPTION GROUNDWATER ELEVATION 8- (A WELL I o z DETAILS CJ oE WELL-GRADED GRAVELS AND GRAVEL-SAND MIXTURES. Lrm-E OR NO FINES POORLY GRADED GRAVELS AND GRAVEL-SAND MIXTURES. LfTTLE OR NO FINES SILTY GRAVELS. GRAVEL-SAN0-SlLT MIXTURES CLAYET GRAVELS. GRAVEL-SAND-CLAY MIXTURES WELL-GRADED SANDS AND GRAVELLY SANDS. UTTLE OR NO FINES POORLY GRADED SANDS AND GRAVELLY SANDS. LfTTLE OR NO RNES SILTY SANDS. SAND-SILT MIXTURES CUYEY SANDS. SAND-CLAY MIXTURES INORGANIC SILTS. VERY FINE SANDS, ROCK FLOUR. SILTY OR Cl-AYEY FINE SANDS INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY. GRAVELLY CLAYS. SANDY CLAYS. SILTY CLAYS. LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS I OF LOW PLASTICITY INORGANIC SILTS. MICACEOUS OR DIATOMACEOUS FINE SANDS OR SILTS. ELASTIC SILTS INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY BENTONITE - • — •-H-: -rH CAVED j AREA CEMENT NATURAL BACKRLL I BENTONITE PACKER ,SAND mM^^^i^ BACKRLL PT PEAT, MUCK AND OTHER HIGHLY ORGANIC SOILS VATD WATER LEVEL AT TIME OF DRILUNG -S- WATER LEVEL MEASURED IN WELL SAND IVOLCLAY GROUT PIPE I SLOTTED PIPE M3L0G KLEINFELDER 9S55 CHESAPEAKE DRIVE. SUITE 101 SAN DiEGO. CAUFORNIA 92123 DATE SAMPLE NUMBER NOTES CONTINUOUS SAMPLER GRAB SAMPLE CALIFORNIA SAMPLER MODIFIED CAUFORNIA SAMPLER NO RECOVERY PITCHER SAMPLER SHELBY TUBE SAMPLER STANDARD PENETRATION SAMPLER FIGURE NO. Ai {PROJECT NO. 1 51-4413-01 LOG OF BORING 1 SHECT 1 OF 1 1 1 DRILUNG 1 EOUIPMEhTT INGERSOLL RAND A-300 PRCJECT NAME NORTH BATIQUITOS SEWAGE FORCE MAIN ' —T" ZZ r^uRFAci r LOCATION 1 STATION 26+10 | . 1 TOTAL DEPTH ~ 1 TYPE OF BIT fiT HSA STARTED: 1/22/97 COMPLETED: 1 /22/97 BACKFILiZO: 2/l /97 DRILLING AGENCY SCOTT'S DRILUNG LOGGED ?Y TLJ SURFACE CONOmONS BARE SOIL GROUNDWATER ELEVATION DATE 1/22/97 ?• BGS 2/'/97 LOG OF MATERIAL WELL DETAILS Uii- OO 30 KC-:s OUVE BROWN CLAYEY SAND. TRACE GRAVEL. MOIST AUUVIUM FORMATION: MEDIUM DENSE THIN VENEER OF ORGANIC TOP SOIL SC ALTERNATING LAYERS OF MEDIUM STIFF DARK BROWN SANDY CLAY AND MEDIUM DENSE YELLOW BROWN CLAYEY SAND ICLH SC BORING TERMINATED ® 15' CAVING OBSERVED © IT HOLE BACKFILSXD WITH SOIL CUHINGS GROUNDWATER LEVEL MONfTORED 12 14 12 •30 FN: 4413L0G KLEINFELDER 9555 CHESAPEAKE DRWE. SUfTE 101 SAN NECO, CAUFORNIA 92123 FIGURE NO.: A2. IPROJECT NO. 1 51-4413-01 LOG OF BORING 2 SHECT 1 OF 1 1 DRILUNG 1 EOUIPMENT llNGERSOLL RAND A-300 PROJECT NAME NORTH BATIQUITOS SEWAGE FORCE MAIN LOCATION STATION 21 + 10 TYPE OF BfT a" HSA HAMMER DATA: WT. 140 LBS. DHOPZO ^CHES r_rvAT10N "9' *^SL QF BORING ^ 0' STARTED: 1/22/97 COMPLETED: 1 /22/97 BACKniilD: 2/1 /97 ORiaiNG ACENCY SCOTT'S DRILUNG LOGGED BY TLJ SURFACE CONOmONS BARE SOIL GRO_SDWATER EL£Vi-ON 10' BGS DATE 1/22/97 6' BGS 1/22/97 4' BGS 2/1/97 LOG OF MATERIAL WELL DE"AILS tn (DO 55 oo 30 o NOTES i. •0 1—I 2 3 4 5 6 7- 8- 9- 10- 11- 12- 13- 14- 15- 16- 17- 18- 19- 20- 21- 22- 23- 24- 25- 26- 27 28 29 SM DARK OLIVE BROWN GRAVELLY SAND. SOME SILT YELLOW BROWN SANDY CLAY CL AlttMtiU FORMATION: DARK GRAY SILTY SAND. TRACE ORGANICS MEDIUM DENSE GRAY SILTY CLAYEY SAND. TRACE ORGANICS. WET LOOSE GRAY SILTY SAND. WET SM BORING TERMINATED O 10' HOLE BACKFILLED WITH SOIL CUTTINGS GROUNDWATER LEVEL MONITORED CAVING OBSERVED O 6.0' 20 10 31 I 94 I •30 FN: 4413L0G KLEINFELDER 9555 CHESAPEAKE ORVE. SUtTE 101 SAN JEG:, CAJFO^A 92123 FIGURE NO.: A3_ CREW: HOLEf: FOR: LOCATION: [ r n I I [ DEPTH FT T. Jorgcnton COM Soundmg 1 Cartsbad Municipal WatM' District North BaliquitDS FofC« S» Main. SUlion 18*00 Cartsbad. Ctf'omia SURFACE ELEVATWH: WATER ON COHPLETWH: HAMMER WEIGHT: CONE AREA: DATE PERFORMED: 10fL Artasian water at 1.5 ft bgs 35 LBS. 10 SQ. CM BLOWS RESISTANCE M PER 10 CM 0.1 1 4.4 0.2 3 13.3 0.3 1 4.4 0.4 2 e.« 0.5 5 222 0.6 6 26.6 0.7 • 40.0 0.B 20 88.1 0.9 42 168.5 1 36 159.6 1.1 60 231.6 1.2 60 231.6 1.3 45 173.7 1.4 45 173.7 1.5 70 770.2 1.8 70 270.2 CONE RESISTANCE 10 100 IM Notes: TESTED CONSISTENCY SAND SILT CLAY VERY SOFT 3 VERY SOFT VERY SOFT 2 VERY SOFT 6 MEO. STIFF 7 MEO. STIFF 11 STIFF 25 VERY STIFF 25 VERY DENSE VERY DENSE HARO VERY DENSE VERY DENSE HARD VERY DENSE VERY DENSE HARD VERY DENSE VERY DENSE HARD VERY DENSE VERY DENSE HARD VERY DENSE VERY DENSE HARO VERY DENSE VERY DENSE HARO VERY DENSE VERY DENSE HARO 1 Abo«t.looto»s«-ycl.yl*«*»byaboutt«l*rtord.y*^ h HA 1 ««* eonvletad to a dapth at ttwa l.et «0.c«rt 2 F«e«t.rw««x«nte.«l.ti*P*«'»»«-lS*^«^^ tevil roia to wafaoe by lha and of mt hand auow boring. KLEI NFELDER 9S55 CHESAPEAKE DRIVE SUITE 101 SAN DIECO. CALIFORNIA 93131 ICHECKED BY: IFN: IPROJECT NO 51-4413-01 lOATE: 02/13/97 DYNAMIC CONE SOUNDING NORTH BATIQUITOS FORCE SEWER MAIN CARLSBAD MUNICIPAL WATER DiSTRiCT CARLSBAD. CAUFORNIA FIGURE A4 KLEINFELDER 1 APPENDIX B L.\BORATORY TESTING General Laboratoo' tests were performed on selected, representative samples as an aid in classifying lhe soils and to evaluate physical properties of the soils which may affect foundation design and construction procedures. A descriplion ofthe Iaborator>- testing program is presented below. Moisture and Density A moisture content and dry unit weight test was performed on a sample recovered from the test borings. Moisture content and do' unit weight was evaluated in general accordance with ASTM Test Methods D2216 and D2937. respectively. The resulls of this test is presented on the lest boring logs in Appendix A. Sieve Analysis A sieve analysis, to include washing over the #200 sieve, were performed on one soil sample of the materials encountered at the site to evaluate the gradation characteristics of lhe soils and to aid in their classification. Tests were performed in general accordance with ASTM Test Method D422. The results of this test is presented on Figure B1. 5M413.01/517RG033.DOC B-1 Fcbnian-14. 1997 Copyright 1997 Kleinfelder. Inc. [ SIEVE ANALYSIS HYDROMETER 1.5" 3/4" 3/8' -•——' 9w. U.S. STANDARD SIEVE SIZES m m m mo mo 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) GRAVEL SAND SILT CLAV coarse | fine coarse | medium | fine SILT CLAV Symbol Borins Depth (ft) Description Classification • Bl 10.0 Yellow brown dayey SAND SC B9 KLEINFELDER "PROJECT sv. 51-4413-01 North Batiquitos Force Sewer Mam Carlsbad, California GRAIN SIZE DISTRIBUTION FIGURE Bl APPENDIX B ENVIRONMENTAL FIGURE 3 DATED OCTOBER 14, 1996 BY RECON ALTERNATIVE ROUTES 1, 2 AND 3 SCALE: r.100 y////\ Goldenbush scrub Coastal sage scrub Ruderal FIGURE 3 Location of Alignment Alternatives for North Batiquitos Sewage Force Main NOT TO SCALE HtCDN APPENDIX C STANDARD DRAWINGS ACCESS HOLE ACCESS HOLE FRAME & COVER AIR-VACUUM VALVE ASSEMBLY OUTLET ON PVC MAIN VALVE BOX ASSEMBLY CONCRETE THRUST BLOCKS PLUG VALVE INSTALLATION CONCRETE ANCHOR TYPICAL PVC LINED MANHOLE INSTALLATION gTANDARD CAST IRON tfCCESSHQLE FRAME a COVER-SEE 0WG.NaS4. FftVEMENT OR RNISH GRADE. INVERT ADJUSTTJG RINGS AS REQUIRBD..MAX= 11" MIN. = 5;TOP5'=2-2K2 RINGS. WICTTH SHALL KlUAL DEPTH = MIN. 3^'PIPE DIA. SECTION C-C NOTES: ALL CAST IN PLACE CONCRETE SHALL BE TYPE 564-B-3000. ALL PIPE IN ACCESSHCLE SHALL BE PVC OR VITRIFIED CLAY PIPE AND SHALL BE INOUDED AS PART OF ACCESSHOLE. ACCESSHOLE SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C-478. STUB OUTS SHALL Hfl/E A MINIMRJM LENGTH OF 2 FEET. MANHOLE FRAIVE AND JOINTS TO BE SET IN CLASS f MORIAR. WHEN AXESSHCLE FORMS THE JUNCTION OF SEWERS AND/OR AN ANGLE IN MAIN AUGNMENT. SPECIAL C/«E SHAH BE USEO IN FORMriG THE CHANNELS TO FAQUWETHEFLOWOF SEWAGE. INVERTS SHAU- BE TRUE TO GRADE AND ALIGNTCNTANO FNSHED WITH SMOOTH SURFACE. ED BY: Ostricf icf Engineer OWGNO. SI CARLSBAD MUNKll^AL WAIlik biSIKICI STANDARD DRAWINGS FOR SEWER ACCESSHOLE Revision HALF PLAN FRAME a COVER INNER Q>/ER TOP SIDE 1 .WEIGHTS: INNER a>/ER ' 155 LBS. CUTERCOVER « 300LBS. FRAME » 330 LBS. 2. MATERIAL: CAST IRON. 3. MACHINE SEATS TO PREVENT NOSE. 4. FILLET RAOI TD BE 12" 5.IMPORTED COVERS AND FRAMES SHALL HAVE COUNTRY OF ORIGIN MARKING IN COMPUANCE wrm FEDERA. REGULATIONS. SECTION A-A AMOVED BY = CARLSBAD MUNICPAL WATtft DISTRICT STANDARD DRAWINGS R)R SEWER Reviaon 9i ApprcvBd 6y AMOVED BY = CARLSBAD MUNICPAL WATtft DISTRICT STANDARD DRAWINGS R)R SEWER District Engineer ACCESSHOLE FRAME 8 COVER DwaNaS4 ACCESSHOLE FRAME 8 COVER DwaNaS4 ACCESSHOLE FRAME 8 COVER 29 stf OONNfeTTO OUTLET ASSY NOTES: 1. SEE SPECIFICATIONS FOR SOLDERING REQUIREMENTS. 2. SEE SPECIFICATIONS FOR RAINTIN6 REOUIREMENTS. 3. SEE IMPROVEMENT PLANS FOR ASSEMBLY SIZE. gyCXFIPBEINfl) (2^ SILVER SOSRT. 30 LA Zf^C ANODE WITH ANODE LEAD W»E PER sm OMVG. Na 25. 4: Aa ViU.V£S AND FirnNGS SHALL BE SAME SIZE AS AIR VENT INLET. 5. POSITION ANODE MIDWAY BETWEEN PIPELINE AND VALVE BOX. rOOPPER rrYPE XSOFT^ 2 COPPER SERVICE pfe. OinLETON PVCfflESSURE PIPE P6a4 OOTLETONACPPIPE OUTLET ON CML6C STEEL Pig OUTLET ON DUCTILE IRON RPE. I OR 2 ANGIE METER STOR e 10R2 BRASS UNION 40 I GR 2 HEAVY DUTY OlMaNtfnpN AIR RR FASE K) |6R2" BRASS STRBE 26 II I0R2 xg BRASS NIPPLE. MET^RpOX \CIR2\6 BRASS NIPRE. 40 13 Jl I OR P" ^MPn H F 40 PWf BRASS METER COMRANION FLANGE (BRASS NUTS AND BOLTS ON 2") CARLSBAD MUNICIPAL WATER DISTRICT REVISION APPR DftTE BELOW SURF/QCEI aZ'AIR-V/OJUM VALVE ASSEMBLY 8 APaiRTENANCE STD DWG NO. W7 AUGUST 1993 AC MAIN PVC MAIN FOR WATER SERVICE CONNECTION (TYP.) PG46 40 DOUBLE BAND BRASS SERVICE SADOr RfWFPfqF STRAP SERVICE SftPOE. CORR STOP WTER SERVICE. ?9 3 4 T CORR STOP IVE OR 2'WTER SERVICE. CORR STOP FAIR VACUUM VWVEASSEMBg: 39 4^ 39 7 qjRR STDP2AIR>HCUJM UttVEASSEMBLY. 39 7 1 MANllfll AtR RR FARF A5«FMft Y 2 BLOW-OFF MANUALAW RELEASE ASSEMBLY 586 2 BLDW-OFF/AJR RELEASE ASSEMBLY. 3^ CARLSBAD MUNICIPAL WATER DISTRICT REVISION APPR OffTE OUTLETS ON AC OR F?V.C. MAIN FOR I INCH THRU 2 INCH ASSEMBLIES STD. DWG. NO. W8 AUGUST 1993 urn FINISH GRADE. ROKCMENT PLAN B RISER SHALL NOT RESTON BONNET OF VALVE.(2'MIN CLEARANCE). SECTION A-A DOMESTIC WATER NOTES: I . IN NON-RO^ AREAS PLACE GUARD POST NEXT TD V/^ BOX ASSEMBLY AS DIRECTED BY THE EN6lNEER(SEE DRAWING NO. 22). SECTION B-B RECLAIMED WATER 2 . SEE DRAWING NO 22 FOR GATE VALVE EXTENSION. 3. UPPER SIDE OF LIO TD RECEIVE 2 COATS OF RAINT SEE SPECIFICATIONS RDR BlINTTNG REOUIREMENTS VAL. BOXaCOVgR WiTW NON -SKIOC^^ IPTIBN VAL. BOXa OOVER FOR NORMALLY CLOSED VALVE. VAL.BOXa COVER MARKED 'RECLAIMED WATERT • CO^ ANb uPT HOLg. MAftKgb V^rgTT 8 C900 PVC OR ASPHftLT COATED WELL CASINS: CONCRETE COIAR POLYETHYLENE WRAP SPEC/DWG 33 CARLSBAD MUNICIPAL WATER DISTRICT REVISION APPR QCifrE VALVE BOX ASSEMBLY STDL DWG. NO. WI3 DECEMBER 1968 FmnNG OR COUPLING. CAR REINFORCING STEEL DETAIL FITTING OD END CAP BLOCK. A«l 11^221^ 4S» 50^60? VERTICAL BEND. A>llHf;22l^ (DO HORIZONTAL a VERTICAL BEND NOTES: I . FITTINGS SHALL BE DUCTILE IRON FOR DI.P d RV.C.; CAST IRON FOR AJCR (CEMENT LINED SHORT BODY). TEE (SIDE VIEW). 2 . FOR AC PIPE, A MIN. 3-3" TD A 6*-6"MAX. LENGTH INTO ANO OUT OF ALL FITTINGS. 3. CONCRETE SHALLBE 5SACK,(20OOPSI.). A MIN. 3 DAY CURING TIME KPORE HYDROSTATIC TEST 4 . SEEDWG*S.NQ 17a 18 RDR REDUCER, PLUG.8 BUTTERFLY VALVE THRUST BLOCKS. ITEM DESCRIPTION 1 CONCRETE TmJSTBUXK ''^^ PG35 19 2 POLYETHYLENE WRAP. 33 3 Na 4 RQNFnRTINfi fiTFF^,. 4 VALVE BOX ASSEMBLY 39 15 5 FLXRT OR FLXMJGATEVAIVE. 39 CARLSBAD MUNICIPAL WATER DISTRICT REV6I0N APPR QOTE CONCRETE THRUST BLOCKS FOR NON-RESTRAINED JOINTS STQDWG.NQ WIS DECEMBER 1986 I, ,1 .(TYf?) ACP BLinERFlYQR PIJLX; VOLVE. MIN. 3; Dli? PVC. 5 LINE VAIVE INSTALLATION TEE ASSEMBLY 1 FOR ACR - 30'L0NG FLXRT WALL PIPE. 2 FOR RVCa D.Ii? - 3O"L0N6 FLXMJ WALL PIPE. 3 NO.4 REINFORCINGSTFR 6*On FATtHWAY 4 CONCRETE THRUST BLDCK. (2000 RSI.) PG35 19 5 POLYETHYLENE WRAP. 33 6 FOR ACF - FLXRT ADAPTER. 7 FOR RVCa DJ.R - FLXMJ OR PJ ACWPTER. 8 CONCRETE SUPPORT. 9 SANDBAGS. CARLSBAD MUNICIPAL WATER DISTRICT REVISION APPR DATE BUTTERFLY 8 PLUG VALVE INSTALLATION POR AC.PVCa DI.P STD DWG NO. WI7 DECEMBER 1988 8" min _ I _ Trench Width . | 8"min Blocks to bt laid u tightly as possibit to downstream sidi of notch. PLAN 8'*x 8''x 16" concrati blocic Fill cores with grout 1/2" ixpansion joint mattrial or ^ti around pipe. No. 9 wire ladder type reinforcement tn all horizontal joints. ' FRONT ELEVATION SIDE ELEVATION LEGENO ON PLANS Rtvisian By Approved Oate SAN DIEGO REGIONAL STANDARD DRAWING RECOHMEMOEO IV THE SAN DIEGO lEGIONAL STANOAHOS COHHinEE a&Ja>&j^ jjic./fTs Expvi. jt tv m.s. SAN DIEGO REGIONAL STANDARD DRAWING RECOHMEMOEO IV THE SAN DIEGO lEGIONAL STANOAHOS COHHinEE a&Ja>&j^ jjic./fTs CONCRETE ANCHOR RECOHMEMOEO IV THE SAN DIEGO lEGIONAL STANOAHOS COHHinEE a&Ja>&j^ jjic./fTs CONCRETE ANCHOR CONCRETE ANCHOR DRAWING p n NUMBER 0~9 CONCRETE ANCHOR DRAWING p n NUMBER 0~9 PVC LATERAL © © © © © © CONSTRUCTION NOTES SOFFIT OF LATERAL SHALL MATCH SOFFIT OF TRUNK SEWER. PVC TURNBACK ON PVC PIPING SHALL BE A MINIMUM OF 6'. PVC TURNBACK SHALL BE HELD TIGHT TO PVC PIPING BY 1/2" STEEL BAND WITH CONTACT CEMENT ADHESIVfi APPUED TO BOTH SURFACES. INSTALL FLAT SHEET PVC ON SHELVES WITH CONTACT CEMENT ADHESIVE APPLIED TO BOTH SURFACES. OVERLAP PVC ONTO MANHOLE SHAFT AND CHANNEL LINER; WELD TO BOTH AND COMPLETE WITH 1" WELD STRIPS. INSTALL NON-SKID SURFACE ON MANHOLE SHELF INSTALL PREFORMED CORNER TURNBACK UNDER RING WELD 4- JOINT STRIPS AND FINISH BOTH EDGES WITH STRIPS WELD © © ® COMPLETE CONCRETE CHANNEL SHALL BE CONSTRUCTED WITH FORMS AND ALL BUT THE LOWER 90* SHALL BE T-LOCK LINED. THE TS" SHALL RUN VERTICAL AS IN THE MAHOLE SHAFT AND SHALL BE TACKED AT THE TERMINUS OF THE T-LOCK. SIDES AND ENDS OF THE BASE TO BE EITHER FORMED, SAND-BAGGED OR POURED AGAINST UNDISTURBED EARTH. MAHOLE SHELVES TO BE SLOPED r PER FOOT TO CHANNEL. ALL LATERAL INLETS SMALLER THAN 12' DIA SHALL HAVE PVC GAS FLAPS INSTALLED IF LATERAL INLETS ARE PLACED AGAINST MAIN CHANNEL. INSTALL I" WELD STRIPS WHERE T-LOCK IS WELDED; I.E., TOP OF CHANNEL, SHAFT TO SHELF, TURNBACK TO PIPE FACE. CORNERS. ETC. TYPICAL PVC LINED MANHOLE INSTALLATION NOT TO SCALE ^DANIEL BOYLE ENGINEERING, INC APPENDIX D LOCATION MAP LDCATIDN MAP GUEST PARKING ACCESS CDRRIDDR CMWD EASEMENT roject None! NORTH BATIQUITDS SEWER FORCE MAIN AND 12-INCH WATER MAIN REPLACEMENT PROJECT SEA CLIFF DEVELOPMENT Project No. 85-401 Appendix D