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HomeMy WebLinkAbout2621 ACUNA CT; ; 86-518; PermitDECLARATIONS - OWNEWBUILDER CONTRACTOR In LENDER WORKER'S COMPENSATION II 2 + L I c ,i t - L whltp - InsPector Green - (1) F~nance Yellow - Assessor Plnk - Applicant Gold - Thporary File L L T 1 ! -1 I + t c J t I \ FINAL BUILDING INSPECTION PLAN CHECK NUMBER: 86-518 DATE: 10-13-87 PROJECT NAME ADDRESS: 2621 ACUM Ct. PROJECT NO.: UNIT NUMBER: PHASE NO.: ' sfd TYPE OF UNIT: NUMBER OF UNITS 1 CONTACT PERSON: Steve Hiaski CONTACT TELEPHONE 753-1551 all dept INSPECTED DATE BY INSPECTED: APPROVED - DISAPPROVED __ INSPECTED DATE BY INSPECTED: APPROVED - DISAPPROVED - RW. 1186 WHITE Suspense BLUE Water Dlstrlot GREEN Engineering CANARY Ulllllles PINK Plannlng GOLD Flre F' FINAL BUILDING INSPECTION PLAN CHECK NUMBER 86-5 18 DATE 10-13-87 PROJECT NAME ADDRESS 2621 Acura Ct. PROJECT NO.: UNIT NUMBER ofd Stave Bieaki WPE OF UNIT NUMBER OF UNITS: CONTACT PERSON: CONTACT TELEPHONE: INSPECTED DATE (&k/yy / BY: INSPECTED: APPROVED __ DISAPPRPVED __ INSPECTED DATE BY: INSPECTED: APPROVED __ DISAPPROVED __ INSPECTED BY: DATE INSPECTED: APPROVED __ DISAPPROVED __ COMMENTS: I Revilla3 WHITE: Suspense BLUE Water Distrkt GREEN Engfneerlng CANARY: Ulllllle8 PINK: Plannlng GOLD: Fh 1' FINAL BUILDING INSPECTION .. PLAN CHECK NUMBER: 86-518 10-13-87 DATE PROJECT NAME: ADDRESS: 2621 Acma Ct. PROJECT NO.: UNIT NUMBER: PHASE NO.: sfd TYPE OF UNIT: NUMBER OF UNITS: 1 CONTACT PERSON: Steve Hiaskl CONTACT TELEPHONE: 753-1551 all dept INSPECTED BY DATE INSPECTED APPROVED ~ DISAPPROVED ~ INSPECTED DATE BY INSPECTED APPROVED ~ DISAPPROVED ~ COMMENTS: Rw. 1181) WHITE Suspense BLUE: Water District GREEN Englnsering CANARY: Utilities PINK Plannlng GOLD Flre FINAL BUILDING INSPECTION 86-518 PLAN CHECK NUMBER: DATE: 10-13-87 PROJECT NAME Z6?1 Aclna Ct. ADDRESS PROJECT NO.: UNIT NUMBER: PHASE NO.: TYPE OF UNIT: NUMBER OF UNITS: af d Stave Hinskf 1 CONTACT PERSON: " 753-1351 CONTACT TELEPHONE: INSPECTED BY: rQQ INSPECTED BY INSPECTED DATE INSPECTED DATE INSPECTED DATE INSPECTED: J APPROVED - APPROVED - APPROVED - DISAPPROVED ~ DISAPPROVED - DISAPPROVED ~ COMMENTS: Rev. 1IM WHITE Suspense BLUE Water Dlstrkt GREEN: Engineering CANARY: Utilities PINK Planning GOLD Fire PLAN CHECK NUMBER 86518 10-13-87 DATE PROJECT NAME 2621 Acme Ct. ADDRESS PROJECT NO.: PHASE NO.: TYPE OF UNIT: NUMBER OF UNITS 1 Steve Hlaaki 753-1351 all degr CONTACT PERSON: CONTACT TELEPHONE INSPECTED DATE BY INSPECTED APPROVED ~ DISAPPROVED ~ INSPECTED DATE BY INSPECTED: APPROVED - DISAPPROVED ~ INSPECTED DATE BY: INSPECTED APPROVED - DISAPPQOVED - COMMENTS %!U p4 Rev. lie4 WHITE: Suspense BLUE Water District GREEN Engineering CANARY Utilities PINK Plannlng ,GOLD: Flre ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 DATE : \ o\ .Zd/ 86 JURISDICTION: CWLS@G-O PLAN CHECK NO: Bs -5 I g-3.C PROJECT ADDRESS: 84. ~VAI~ CT, 0 DESIGNER The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply - with the jurisdiction's building codes when minor deficien- U cies identified checked by building department staff. .- are resolved and 0 identified on the enclosed check list and should be corrected The plans transmitted herewith have significant deficiencies and resubmitted for a complete recheck. The check list transmitted herewith is for your, information. plans are submitted for recheck. .. The applicant's copy of the check list is enclosed for the I 0 The p:lans are being held at ESgil Corp. until corrected 0 jurisdiction to return to the applicant contact person. 0 The applicant's copy of the check list has been sent to: . .r , : . Esgil staff did not advise the applicant contact person that plan check has been completed. 0 been completed. Person contacted: Esgil staff did advise applicant that the plan check has Date contacted: Telephone 8- 0 REMARKS: .. I ., ! ., .. .. E$GIL CORPORATION J ESGIL CORPORATION 9320 CHESAPEAKE DR.. SUITE 708 SAN DIEGO. CA 92 I23 (610) 560-1468 JURISDICTION: CITY OF CARLSBAD a PLAN CHECKER PLAN CHECK NO: 86 - 5 18 -E PROJECT ADDRESS: by 8 9 *cud Yl CY8 FILE COPY DESIGNER PROJECT NAME: k-by EGs. 0 0 O rn 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is the jurisdiction's Esgil Corp. until corrected plans are submitted for recheck. copy for your information. The plans are being held at The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. are resolved and II The applicant's copy of the check list has been sent to: e4 E336 N~Y?TCIN~T - WE, LEUC4D1 +I; CflL 3 9 20 24 CLIFF MILLS PEs(ci~ Esgil staff did not advise the applicant contact person that a plan check has been completed,~"tl+~ M*luN~. 0 been completed. Person contacted: Esgil staff did advise applicant that the plan check has Date contacted: Telephone #- REMARKS : Applicant contact person: \ CLIFF MIL^ Telephone: - PmsEwnp Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plmbing Code, Uniform Mechanical Code, National Electrical Code and state laws attenuation and access for the handicapped. regulating energy conservation. noise The plan check is based on regulations enforced by the Building Inspection Depa+tmenr. You may have other corrections based on laws and Engineering oepartment or other dqartments. ordinances enforced by the Planning Department, Present California law dates that and the following model codes: residential construction comply with Title 24 1982 UPC (eff. lOlll85) 1982 UBC (eff. 7/1/85) 1982 rplc (eff. 3/1/85) 1984 NBC (eff. lO/l/85) The abave regulations apply to residential construction, regardless of the code editions adopted by ordinance. modification or change. All items have to be The circled items need clarification, satisfied before the plana will be in conformance with the cited codes and Building Code, the approval of the plans does regulations. Per See. 303 (c), 1982 Uniform not permit the violation of any state, county / Fa1 \ Carlsbad List 10, Single Family Dwelling and Duplex With All Supplements 3/25/86 1 A- lldpi P &/ trsings and submit two new sets of prints, and Please make all corrections on the original any original plan sets that may have been returned to you by the jurisdiction, to: / hgil Corporation, 9320 -a* Drive, Suite #ZW, SM Diego, California 92123, (619) 560-1468. 0 Please all corrections on the original tracings and submit two new sets of prints, and any original plan sets ulat may have been returned to you by the jurisdiction, to: l%e jurisdiction's building deparrment. Indicate on the Title Sheet of the plans, responsible for the preparation of the plans. Section 302 (a) 7. / the name of the legal owner and nam of person / be signed by a California state licensed Plans, specifications and calculations shall engineer or architect. (California Business and Rofessions Code). J specify on the Title ht of the plans the gmss floor area of each element of this project including dwelling, garage, carport, patio, deck and balcony. Section 302 (c). 9 the plans that .this project Shall comply with Pmvide a statement on the Title Sheet of Title 24 and 1982 UBC. UMC, and upc and 1984 NBC. / Submit fully dimensioned plot plan dram to scale showing location, size, and use of all existing and proposed structures on the lot. Identify property lines and show lot dimensions and all "to. Show location of all cut or fill slopes and approximate finish floor elevations for all structures and show elevations at all lot corners. section 302 (c). a/ Indicate distance from center line of street or alley to property line and distance from property lines to proposed building. Section 302 (c) . B- ,/ Walls closer 3 feet to property lines openings, and shall have 30 inch parapets when shall be one-hour rated construction, have no the building floor area exceeds 1,000 square feet on any floor. (Table 5. A. Section 1709 (a)). Projections, including eaves. may not Land more than 12 inches into the 3 foot setback from the property line. Eaves over required windows shall be not leas than 30 inches from the side and re8r property lines. Section 1710 and Section 504 (a) and (b). >. Plastic skylights shall not be installed within 8' of an exterior wall located where openings in such exterior wall are prohibited or required to be protected. Section 5207 (a) 7. Projections, including eaves, shall be fire-resistive construction, heavy project into the.3' setback area from the timber or of noncombustible material if they property line. Section 1710. r/ how location of permanently wired smob detactor, cantrally located in corridor leading to sleeping rooms or abve stair if sleeping moms are on upper level. Section 1210. /A make detector shall be installed in the which opens from the basement into the dwelling. basanent of dwelling units ham a stairway Such detector shall be connected to a sounding device or other detector to provide an alarm which will be audible in the sleeping area. Section 1210. # Habitable rooms, other than kitchens, shall contain at least 70 square feat of floor area. Section 1207 (b). { Window area must be at least 1/10 of the floor area and a minh of 10 square feet per Section 1205 (a). Appears to be deficient in Openable window area in habitable roormr similar room 1/20 of area is required and minimum is 1.5 sq. ft. (Section 1205 (a)). 5 square feet. In bathrows, laundry rooms and At least 112 of the comon well wt be and have an opening not less than 25 sq. ft. if 1-t and ventilation is being supplied fmm an adjacent room. Section 1205 (a). / Required window shall not open into a / feet and the longer side is at least 65% open. roofed porch unless the ceiling is at least 7 Section 1205 (a). Rovida aechanical vantilation capable of diding five air changes per hour in bathrooms, water closet compartments, laundry rooms and sinila+ moms if required openable windows are not provided. Section 1205 (a). ,d No habitable mom, other than a kitchen, shall be less than 7'0" in any dimension. Section 1207 (c). is a minimum of 7'6". Section 1207 (a). Show that ceiling height for habitable Show ceiling height for laundry rooms, hallways, corridors, and bathrocma is a minh of 7'0". Section 1207 (a). jd. Section 511 (a). in front of water closet. Dimension on the plans, the 30" clear width . for water closet compartments and 24" clearance ,d specify dety glazing for glazing in hazardcus locations such as glass doors, glazing walking surfaces. Section 5406. adjacent to such doors and glazing adjacent to A. Glazing, in the same wall plane as a door, mast be safety glazing if within 12" of the door and less than 60" abve tha walking surface, unless the glazing is leaded on faceted glass. Section 5406 (d) 7. /./ P Glazing in shower and tub enclosures ahall be tempered, laminated or approved plastic (including window within 5 feet of tub or shovs+ floor). Section 5406 (d) 5. Sleeping rooms ahall have a window or exterior door for emergency exit. Sill height shall not exceed 44" ah the floor. The window mst have an opnable area of at least 5.7 square feet with the minirrmm openable width Section 1204. 20" and the minimum openable height 24". 2 A mezzanine is an int8rmdiat.e floor and percant of the total floor area in the room y not have a floor area exceeding 33 113 below. The mezzanine floor mst have a clear height of 7 feat, above and below, and must have posts and protective walls or railings not the long side open to the room below except for exceeding 42" in height. Section 1716. The loft you show does not c-ly a Linin8 floor and is, by Uniform Building Code definition, a story. Section 1716. 3 3/25/86 D- g Ip Floors above the second story shall have less than 2 exits. Section 3303 (a). / Required exit doorways shall be not less than 36" in width and not less than 6'8" in height, and shall be capable of opening at least 90 de-. Seetion 3304 (e). porches, balconies, and open sides of stair landings. ws between railings shall be less than 6". Section 1711. provide 36" high protective railing for #. show bar guardrail connection details are adequate to support 20 pamds per lin~l foot at a right angle to the top rail. Table 23-B. 4 Provide stairway and landing details. Section 3306 (b) h (c). a. Iyuh rise 8" and min- run is 9" . r/ pd Ep.ery stsinray landing shall have a dimemion. measured in the direction of travel, at least equal to the stairway width. Section 3306 (g). provided the door, in any position, does not A door may open over a stairway landing reduce the clear area of the landing in the direction of stairway travel, to less than one-half the required width of the stairway. Seetion 3306 (e). )/ A door may open inward at the top step of a stairway provided the top step is not mare than 7 112" lower tban the floor level. Section 3304 (h). bide details of winding stainmy omplying with Section 3306 (a): a. Uiniamm tread is 6 inches at any point and minimm 9 inches at a point 12 inches from where the treads are narrowest. b. ninjmm headnxrm is 6'6". b. )(aXh rise is 8 inches. c. klinimm width is 30". C. ninirrrmD width is 30 inches. /satisfy the following: @ handrails per Section 3306 (j), shall r" /da Y Mde spiral stairway details, per Section 3306 (f): Provide handrail for stairways with 4 a. klinimm run is 7 11.2 inches measured or mare risers. at a point 12 inches from when the Handrail shall be 30" to 34" nhve ths treads are the narrowest. nosing Of treads. b. PLaUima rise is 9 112 incherr. "J handgrip portion of handrail shall be not leas than 1 114" nor mare than 2'' in cross-sectional dimeasion. (See attached). r( . Minh headmom is 6 feet 6 in&ma. Spiral stairways may not be used for mphed axits when the area served ia greater than 400 sq. ft. Section 3306 (f). 4 3/25/86 Spiral stairways must have a clear walking p' n he mawb slope for a fire retardanr of 26 inches between the column and hilt-up roof, with rock or gravel surfacing, is handrail, show dimension. Section 3306 (f). 3 inches in 12 inches, Section 3203 (e) 2. Provide I.C.B.O. RMW& Report and Number metal stairway, or submit plans and ilt-up roof, with cap sheet surfacing, is 112 Ihe mininma slope for a fire retardant calculatiom and approved fabricator resisted with the building dapartmMt or nota that the inch in 12 inches. Section 3203 (e) 3. stairway fabrication shall be done under special Specify minb 1/4 inch per foot roof Section 306 (a) 4B and Section 306 (f). inspection per the approved fabrication plans. &e for drainage or design to suppart accrnarlated water. Section 3207 (a), Section 2305 (f) and Section 2511 (d) 6. In buildings over 2 stories in height, openings in the exterior wall below or within 10 feet horizontally of an exterior stairway. An yt5Yz.vy\~-luPi ?OlSLBL 3/4 hour fire-rated essemblies for all Show roof drains and overflows. J exit balcony with 2 separated stairways is exeqt. Section 3306 (1). d / Exterior stairways shall not project into Section 3306 (n). 3 foot setback frm the property lines. Ihe walls and soffits of the enclosed .usable space under interior stdn shall be protected on the enclosed side as quid for one-hour fire-resistive construction. Section 3306 (m). E. mmJE / specify roof slope. P@ 'R~\w 7 Roof slope is not adequate for roof type specified. Table 32-B; Section 3203 (h). -L, P Chapter 32. Specify roof material and application. roof materials not covered in U.B.C., e.&, Specify I.C.B.O. or U.L. approval nmk 3, etc., Section 107. &h Sections 2401 @ 5207 or provide I.C.B.O. Provide skylight details to show compliance approval number. N. Plastic sky1-t nust be separated from each other by at least 4 feet. Section 5207 (a) 6. Show attic ventilation. Minima vent area is l/lSO of attic area or 11300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents. Show required area and area provided. Section 3205 (c). 1. - /hide fireplace construction details or note construction to be per attadred fireplace standard drawing. Chapter 37. Show veneer aupport and conne&iom in 4, 5, 6, and Section 2515 (a) regarding ties and #9 wire in horizontal joints or show construction to be per attached .keeca -. 5 3/25/86 - 1. WWGI" State regulations (California Mmin. Code) attached alternative energy packages or submit require that the design satisy one of the calculations. The law also requires that many mandatory conservation items be satisfied. elements of the alternative enq package that was selected, nnd next to each elat. If calculations were used, providn element show how you are complying with each similar data on the plans. show on the Title Sheet of the plans, the The plan sheet showing the required the design element# showing CIbnpliance of the aelected energy Pack2w. and with that selected package, must be signed by either the owner or a licensed Drofessioml design professional nust note hidher state Le., architect, engineer or contractor. A license number. Section 1403 of Title 20. on the plan how shading requirtlmentr. Ihe plans are not in ccmplianca with the or design calculstim provided. Show on plane conformance as follows: n the build- ~18~ all of the tory ene.rgy conservation requirements as titled, 'Mdato~ 7 Conservation Reauiraents". system and provide heat loss calculations if the show the size, type., de. del and ocation of the space heating (or cooling) P output BRIIHr. exceeds 45.m. S.F.D. & Floor drains auat have auto-prim Note exhaust fans wnnat be ductless type city policy). New residential units mst be pre-plumW Jacks nust be installed" where the water heater the most south facing roof is in the one story garage and directly below (City Ordinance No. 8093). to the most convenient future solar Note "two 314" copper pipes mudt be panel loeation when the water heater is not in a most suuth facing roof. one story garage and is not dirsctly'below the (City Ordinance No. 8093). All piping for present or future solar heating muSt be insulated when in areas that are not heated or cooled by meChMica1 - (city policy). Incorporate the waterproofing details, on Policy 80-8, where interior living space o~curs belov grade at the masonry wa11(s). Y 0 UBC Adopting Ordlnsnce 8792 requires Fire Retardant roof on a11 structureg (Sac. 18.04.230). Show cmpllance with UBC Sectlon 3203h). Developmental Services Sheet 102683. ;p' 2L t All new residential buildings, including dditions, require a soils report. Please submit two copies. Heavy timber framing, minima 6" x 10" and minimum 8" x 8" post, for the structural beam and column supporting the fire separation between the garage and living area above, is acceptable if shown on the plans. (city policy). Please see additional corrections, or Mlarks, on the following page. The City of Carlsbad has contracted with Bsgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 6191560-1468, to perform the plan check for your project. If you have any please contact questions regarding these plan check items, ZnA at 5gil Corporation. If you have any questions please contact Carter Darnell at the City of regarding City Building permit procedures, Carlsbad, 1200 Elm Avenue, telephone 6191438-5525. Thank you. Enclosures: 1. 187. City Ordinance 9792 requires two park- ing spac4unit with clear area of ZO'X20' 1.0. no waahing machines, atc.. Show compliance. 10/6/86 13 . Dater 16!$!& CITY OF CARLSBAD Prepared by t 0 Bldg. Dept. A VALUATION AND PLAN CHECK FEE 0 Esgil PLAN CHECK NO. fit-510-X BUILDING ADDRESS LOT 89 QCUWfi cr; APPLICANT/CONTACT CL II=F MI LLS PHONE NO. 9% 2 6 BUILDING OCCUPANCY (I TYPE OF CONSTRUCTION BUILDING PORTION VALUE VALUATION BUILDING AREA MULTIPLIER I Air Conditionine I Commercial Residential I2 5.54 e 2.40 5z31P .@ Res. or Corn. Fire Sorinklers I I@ I I ~ Fee Adjusted To Reflect Ofnergy Regulations (Fee x 1.1) To tal Value I I 330,5q OHandicappsd Regulations (Fee x 1.065) t I 'r' I.! 1 AY PLAN CHECK NO. ADDRESS DATE -)-$I& Q. L PLANNING ZONE: TYPE OF PROJECT AND USE: ,"j rD - SCHOOL DISTRICT: SAN DIEGUITO ENCINITAS ok - SIDE CARLSEAD SAN MARCOS SETBACKS: FRONT REAR @,' DISCRETIONARY ACTIONS: /P OG- - I REDEVELOPMENT PERMIT REQUIRED: 3 LANDSCAPE PLAN COMMENTS: . ENVIRONMENTAL REQUIRED: ADDITIONAL COMMENTS: 1 ENGINEERING LEGAL DESCRIPTION VERIFIED? APN CHECKED? L PARK-IN-LIEU QUADRANT: N/& , FEE PER UNIT: - TOTAL FEE: P.F.F.: 4 TRAFFIC IMPACT FEE PER UNIT: $bqo TOTAL FEE: FACILITIES MGMT. FEE:&&-. lo/,/% BRIDGE & THOROUGHFARE FEE: $550 IMPROVEMENTS: FJ- dr +. - Ih J V I - FIELD CHECK DATE & INITIALS: RIGHT-OF-WAY: - - :L LATERAL: Lcv\rD INDUSTRIAL WASTE PERMIT: DING COMPLETION CERTIFIED: DPD2:DPD6:07/17/8 RESIDENTIAL VALUATION CHART EFFECTIVE 7/1/86 SFD E DUPLEXES 4241 x $ 59.00 $ 25p):7?7 APT. HOUSES E. ATTACHED MULTI-FAMILY UNITS X 47.00 GARAGE 7 9 X CARPORT x 10.00 COVERED PORCH X 5.50 COVERED PATIO X 5.50 BALCONIES/STAIRS/DECKS x 9.00 RETAINING WALLS x 11.00 PO0 LS X 24.00 SAUNAS (STEAM) VALUATION 5,600 SPAS (GUNITE) VALUATION 4,600 * SPAS (PLASTIC/FACTORY MADE) VALUATION 2,050 14.00 " c9a AIR CONDITIONING X 2.40 MANUFACTURED HOUSING ON A SINGLE-FAMILY LOT (114 OF BUILDING PERMIT FEE) TOTAL VALUATION PLAN CHECK FEE $a/- * POLICY: IT IS OUR POLICY TO CHARGE A BLANKET PERMIT FEE OF $75.00 FOR A FACTORY-MADE PLASTIC SPA. THIS FEE COVERS ALL WORK, INCLUDING PLUMBING AND ELECTRIC. THIS PERMIT FEE APPLIES TO AN IN-THE-GROUND, PERMANENTLY INSTALLED, FACTORY-MADE PLASTIC SPA, NOT TO EXCEED 400 GALLONS IN CAPACITY. THE PLUG-IN TYPE SPA IN AN APPLIANCE AND DOES - NOT REQUIRE A PERMIT. .. .. ~ .. 2- z VSE ... .. .. .,' . ..'. . .. GEOTECHNICAL INVESTIGATION FOR PROPOSED SINGLE FAMILY RESIDENCE LOT 89, ACUNA COURT LA COSTA, CALIFORNIA P c r PREPARED FOR: Azul Construction 2081 Newcastle Avenue Cardiff, California 92007 PREPARED BY: KETCHUM ENGINEERING, INC. 781 8 Quebrada Circle Carlsbad, California 92008 TABLE OF CONTENTS Page Number L c Introduction and Project Description Purpose and Scope of Project Field Investigation Laboratory Testing Findings Site Description Subsurface Soil Conditions Groundwater Seismic Survey and Rippability Characteristics Rippability Charts Rippability Characteristics of Granitic Rocks Seismic Traverse - Summary of Results Seismic Traverse Limitations Recommendations Site Preparation Selective Grading for Structures Cut and Fill Slopes Foundations and Concrete Slabs-on-Grade Pavement Drainage Earth Retaining Structures Limitations Plate 1 Vicinity Map Plate 2 Site Plan Plate 3 Unified Soil Classification Plates 4 - 8 Trench Logs Plate 9 Expansion Test Results Plates 10 - 13 Seismic Traverses 2 2 3 4 5 5 6 6 7 7 8 10 10 13 13 14 15 16 18 19 19 21 Appendix A Recommended Grading Specifications KETCHUM ENGINEERING INC August 28, 1986 r r Am1 Construction 2081 Newcastle Avenue Cardiff, California 92007 KE sa690 Report No. 1 Subject: Geotechnical Investigation for a Proposed Single Family Residence, Lot 89, Acuna Court, La Costa, California. APN 215-491-14 Reference: Final Compaction Report by Benton Engineering, dated November 18, 1976, Project No. 76-1-2P Gentlemen: r- r c r We are pleased to present the results of our geotechnical invest- igations for the subject project. This study was performed in accordance with your request and our proposal dated August 11, 1986. The results of our field investigation and laboratory tests, as well as our conclusions and recommendations, are presented in the accompanying report. We appreciate this opportunity to be of professional service. If you have any questions, you are welcome to contact this office at your convenience. Respectfully submitted, XETCHUM ENGINEERING, INC. E. N. KetLhum, R.C.E. 26267 President ENK/ c t (5) Submitted P KE S8690 Page 2 . GEOTECHNICAL INVESTIGATION FOR PROPOSED SINGLE FAMILY RESIDENCE LOT 89, ACUNA COURT LA COSTA, CALIFORNIA INTRODUCTION r This report presents the results of our geotechnical investi- gation for the subject site. The vicinity map for this project is presented on Plate Number 1. Plate Number 2 shows the site configuration and the locations of our subsurface explorations. To assist in the preparation of this report, we were provided with preliminary site plans that were developed by Cliff Mills. PROJECT DESCRIPTION This project is located in the La Costa area in the city of Carlsbad, County of San Diego, California. The site is presently undeveloped. Development of this site is proposed to consist of constructing a two story, wood frame home with raised floor system. PURPOSE AND SCOPE OF PROJECT The purpose of this investigation is to develop information re- garding the on-site soil conditions to determine their suitability to receive the proposed development. The scope of this study includes the following: r a) Explore the subsurface conditions to the depths influ- enced by the proposed construction. KETCHUM ENGINEERING INC r P C) r h h) P Page 3 Evaluate, by laboratory tests, the pertinent engineer- ing properties of the various strata which will influ- ence the development, including their bearing capacities, expansive characteristics and settlement potential. Define the general geology at the site including possi- ble geologic hazards which could have an effect on the site development. Develop soil engineering criteria for site grading and provide design information regarding the stability of cut and fill slopes. Complete a seismic survey to determine the rippability characteristics of the dense on-site materials. Determine potential construction difficulties and pro- vide recommendations concerning these problems. Recommend an appropriate foundation system for the type of structures anticipated and develop soil engineering design criteria for the recommended foundation design. Prepare a report that presents our findings, conclusions and recommendations. FIELD INVESTIGATION Our field investigation was conducted on August 20, 1986 and con- sisted of visual observations of the existing surface conditions and completion of five subsurface excavations. These excavations were made by means of a backhoe under the observation of our KETCHUM ENGINEERING INC t r c engineering personnel. All soils encountered were visually classified in accordance with Unified Soil Classification System that is presented on Plate Number 3. The representative soil samples obtained were transported to the laboratory for testing. Please refer to Plates Numbers 4 through 8 for the field logs. The seismic survey for this study was performed on August 14, 1986 and included the performance of four shallow refraction engineer- ing seismograph traverses using a Bison Instrument Signal Enhance- ment Seismograph Model 1570B. The locations of the traverses are shown on the attached Plate Number 2. Results of the seismic traverses are included herein on Plates 9 through 12. A summary of these traverses is presented on Page LABORATORY TESTING Laboratory testing on selected soil samples were completed in. conformance with the general practices and procedures as recom- mended by the American Society for Testing and Materials (A.S.T.M.). These tests are briefly outlined below: a. Soil Sample Classification: By visual examination, the sampled soil classifications made in the field were further evaluated in accordance with the Unified Soil Classification System. The final classifications are presented on the exploratory logs. b. Field Moisture Content and Dry Soil Density: The moisture content in percent of the soils dry weight and the dry unit weight in pounds per cubic foot were determined for selected soil samples. Please refer to the exploration logs for the results of these tests. c KETCHUM ENGINEERING INC KE 2.8690 Page 5 r c.. Direct Shear Test: Direct shear tests were performed to determine the failure envelope based on yield shear strength. The shear box was designed to accommodate a sample having diameters of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at dif- ferent vertical loads and at saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inches per minute. The results of these tests are presented on attached Plate Number 9. &. Expansion Tests: The expansive potential of clayey soils was determined in accordance with one of the following test procedures and the results of these tests appear on Plate Number 9. 1) Allow the trimmed, undisturbed or remolded sample to air dry to a constant moisture content, at a temper- ature of 100 degrees F. Place the dried sample in the consolidometer and allow to compress under a load of 150 psf. Allow moisture to contact the sample and measure its expansion from an air dried to saturated condition. FINDINGS SITE DESCRIPTION The site is a nearly rectangular parcel of land that slopes gently towards the southwest. It is located on the south, down hill side KETCHUM ENGINEERING INC. KE S8690 Page 6 of Acuna Court near the end of the cul-de-sac. Existing residen- tial properties are present to the west, south and east of the parcel. The site is covered with the native grasses and some stockpiled soils. SUBSURFACE SOIL CONDITIONS P r The site is capped with about one and one-half (14) to two and one-half (24) feet of a reddish-brown, sandy silty clay that was dry and medium stiff in consistency. In trench T-l, a clayey silty sand was encountered to a depth of about seven and one-half (74) feet. Underlying these upper materials are the very dense metavolcanic rock which was observed to be fairly fractured. Please refer to the seismic survey.section of this report for the detailed analysis of these igneous materials. GROUNDWATER Based on our investigation we do not believe that a shallow groundwater table exists at the site. No water table was en- countered in any of the test trenches. We do not, therefore, anticipate any major groundwater related problems, either during or after construction. However, it should be recognized that minor groundwater seepage problems may occur after development of a site even where none were present before development. These are usually minor phenomena'and are often the results of an al- teration of the permeability characteristics of the soil, an alteration in drainage patterns and an increase in irrigation water. Based on the permeability characteristics of the soil and the anticipated usage of the development, it is our opinion that minor seepage problems may occur at random locations. It is further our opinion that these problems can be most effect- ively corrected on an individual basis if and when they develop. KETCHUM ENGINEERING INC. KE S8690 Page 7 r r r r SEISMIC SURVEY AND RIPPABILITY CHARACTERISTICS The intent of the seismic refraction survey performed at the site was specifically to facilitate the project planning by determining the variations in seismic velocity of the underlying materials and to determine a reasonable approximation of the depth from the surface to the boundaries between rippable, marginally rippable, and non-rippable bedrock. Four refraction seismograph traverses were extended using a Bison Instrument Signal Enchancement Seismograph Model 157.OB. The traverses were located in areas where buildings or road cuts are anticipated. The approximate location of each seismograph traverse is shown on the enclosed Map, Plate 2. The seismograph's depth of investigation is closely related to the length of the seismic traverse. For a particular length of traverse, e.g., 60 feet, using a ratio of 3:l between length and depth, we conclude that this length of survey line will detect the boundaries between materials of varying density and velocity to a depth of approximately 20 feet. RIPPABILITY CHARTS Due to the presence of rock-soil units, we are including three rippability charts which apply to the site conditions. Two of the charts have been developed by the Caterpillar Tractor Company for use with the D-9 and D-8 Caterpillar Tractor with No. 9 Series D Ripper and No. 8 Series D Ripper, respectively ("Hand- book of Ripping", Caterpillar Tractor Company, Fourth Edition, April, 1972). The third chart is a modification of charts by the Caterpillar Company and an article in "Roads and Streets", September 1967, which we feel approximately defines rippability with the D-9 using a conventional #9 Single Shank Ripper. KETCHUM ENGINEERING INC. r” KE S8690 Page 8 RIPPABILITY CHARACTERISTICS OF GRANITIC ROCKS Rippable Condition (0-4,500 Ft/Sec) This velocity range indicates rippable materials which may consist of topsoil and weathered or decomposed rocks which may possess random hardrock floaters. These materials typically will break down into slightly silty, well-graded sand. Materials within the velocity range of from 3,500 to 4,000 fps are rippable with difficulty by backhoes and other light trenching equipment. r r r Marginally Rippable Condition (4,500 - 5,500 Ft/Sec) This range is rippable with effort by D-9 in only slightly weathered materials. This velocity range may also include numerous areas of very dense rock with the possibility of extensive areas of fractured material. Excavations may produce material that will partially break down into a gravelly, coarse sand containing a high percentage of cobble or boulder-sized materials. Less fractured or weather- ed materials may be found in this velocity range that would require blasting to facilitate removal. Materials within this velocity range are beyond the capabil- ity of backhoes and lighter trenching equipment. Difficulty of excavation would also be realized by gradalls and other heavy trenching equipment. Nonrippable Condition (5,500 Ft/Sec and Greater) This velocity range includes nonrippable material consisting of primarily fractured materials at lower velocities with increasing hardness at higher velocities. In its natural KETCHUM ENGINEERING INC. KE S8690 Page 9 r r c r state, it is not desirable for building pad subgrade. Blast- ing will most likely produce oversize material requiring disposal. The upper limits of rippability have been based on Rippability Chart No. 3 utilized for this report. However, as noted in the two Caterpillar charts (Nos. 1 and 21, the upper limits of rippa- bility may sometimes be increased. Chart No. 1 D9G Cat - No. 9 Series D Ripper Rippable 0 - 7,000 fps Marginally Rippable 7,000 - 8,000 fps Nonrippable 8,000 f fps Chart No. 2 D8H Cat - No. 8 Series D Ripper Rippable 0 - 5,800 fps Marginally Rippable 5,800 - 6,800 fps Nonrippable 6,800 f fps Chart No. 3" D9 Cat - No. 9 Shingle Shank Ripper (Conventional) Rippable 0 - 4,500 fps Marginally Rippable l+,500 - 5,500 fps Nonrippable 5,500 f fps *This chart has been utilized for defining rippability character- istics of the subject site for this report. KETCHUM ENGINEERING INC. Page 10 KE S8690 SEISMIC TRAVERSE - SUMMARY OF RESULTS f- TABLE I iFt/Secy Velocit Traverse Rippability ST-1 1,200 3,800 10,000 0 - 4.7' 4.7' - 10' 10' c Rippable Rippable Nonrippable h ST-2 ST-3 1,700 .4,200 0 - 10' 10 + Rippable Marginally Rippable r 2,400 6,000 Rippable Nonrippable c ST-4 2,400 20,000 + Rippable Nonrippable Practical economical refusal in our test excavations with the backhoe used was encountered as follows: r Trench No. SEISMIC TRAVERSE LIMITATIONS The results of the seismic survey for this investigation reflec rippability conditions only for the areas of the traverses. t KETCHUM ENGINEERING INC. KE S8690 Page 11 r c e r However, the conditions of the various soil-rock units appear to be similar for the remainder of the site and may be assumed to possess similar characteristics. Our reporting is presently limited in.that refraction seismic surveys do not allow for predicting a percentage of expectable oversize or hardrock floaters. Subsurface variations in the degree of weathered rock to fractured rock are not accurately predictable, but have been indicated where thought to possibly exist. The seismic refraction method requires that materials become increasingly dense with depth. In areas where denser, higher velocity materials are underlain by lower velocity materials, the lower velocity materials would not be indicated by our survey. All of the velocities used as upper limits from Rippability Chart No. 3 are subject to fluctuation depending upon such local varia- tions in rock conditions are: a) Fractures, Faults and Planes of Weakness of Any Kind b) Weathering and Degree of Decomposition c) Brittleness and Crystalline Nature d) Grain Size Further, the range of rippability using Caterpillar equipment may be increased using the equipment listed in Charts 1 and 2. How- ever, it should be noted that ripping of higher velocity materials may become totally dependent on the time available and the eco- nomics of the project. Ripping of higher velocity materials can be achieved but it may become economically unfeasible. c KETCHUM ENGINEERING INC. KE S8690 Page 12 r Based on the findings of this study, we conclude that with res- pect to geotechnical aspects, the subject site is suitable for the proposed project provided the recommendations contained in this report are fully complied with. r The on-site near soils were determined to have a high expansive potential and, therefore, will require special design consideration. r The upper topsoils are loose and not suitable to receive struc- tural loads. We, therefore, recommend that they be removed and replaced as an engineered fill prior to building construction. It isour understanding that the materials obtained from cuts to be made on the eastern side of the lot are to be placed in a pro- posed six (6) foot fill at the western end of the site. Further, the importation of soils is also proposed. It appears that the proposed cuts can probably be made at the eastern side of the site judging from seismic traverses ST-I, ST-2 and trench T-4 which indicated rippable materials to depths of ten (IO) feet, ten (10) feet, and seven point five (7.5) feet respectively. We recommend that the level portions of the cut be undercut to a depth of at least 12 inches for landscaping purposes and the build- ing area be undercut to a depth of at least 12 inches below the deepest footing. This procedure allows for utility and footing trench excavation, and ease in landscaping. r Considering that soils are to be imported, we strongly recommend that select, non-expansive soils be brought on-site to cap the building pad and areas to be paved with at least three (3) fee,t and 12 inches respectively. c r KETCHUM ENGINEERING INC. KE sa690 Page 13 Considering the on-site soil conditions and the very dense rock present, it is suggested that the pad grade be elevated to mini- mize the amount of ripping that may be encountered at the eastern cut. RECOMMENDATIONS SITE PREPARATION r c r c PRECONSTRUCTION CONFERENCE: We recommend that a preconstruction conference be held at the site with the developer, civil engineer, contractor, and geotechnical engineer in attendance. Special soil handling and the grading plans can'be discussed at that time. SPECIFICATIONS: We recommend that all earthwork'be done in accord- ance with the attached "Recommended Grading Specifications." Xetchum Engineering, Inc., should observe the grading and test compacted fills. All special site preparation recommendations presented in this. report will supercede those in the standard Recommended Grading Specifications. All embankments, structural fill and fill should be compacted to not less than 90 percent of the maximum labora- tory density. Utility trench backfill within five (5) feet of the proposed structures and beneath asphalt pavements should be compacted to not less than 90 percent of its maximum dry density. The maximum dry density of each soil type should be determined in accordance with A.S.T.M. Test Method 1557-70. DEMOLITIONS, CLEARING AND GRUBBING: During site preparation, all debris and deleterious materials derived from demolition, clearing and grubbing operations should be legally disposed of off-site prior to grading. Any existing utilities that will not be utilized should be removed and properly capped at the proper- ty lines. The removal of trees should include the removal of KETCHUM ENGINEERING INC. E 58690 Page 14 their roots. The depressions resulting from the above operation should be backfilled with soil that has been compacted to at least 90% relative compaction. GENERAL: Beneath all areas to receive fill, structural loads, sidewalks, or pavements, we recommend that the clayey, weathered metavolcanic materials, topsoils, and fill be removed to firm natural ground or dense rock and stockpiled for future use. Firm natural ground is defined as soil that possesses an in-place density equal to or greater than 85% of its maximum dry density. The stockpiled soils may then be replaced and compacted to at least 90% in six (6) to eight (8) inch lifts to desired grade. SELECTIVE GRADING FOR STRUCTURES: P r As stated in the conclusion section of this report, we strongly suggest that the upper three (3) feet of the building pad be capped with an imported select soil that has a low expansive potential. This will allow more conventional foundations to be designed and constructed. TRANSITION AREAS: We recommend that the cut area beneath struc- tures be undercut to a minimum depth of one (1) foot below the base of the deepest footing. This recommendation is submitted in an attempt to reduce the potential distress that could arise from footings founded partially on cut and partially on fill. MOISTURE CONTENT OF FILL SOILS: All fill soils placed should have moisture contents of at least 3% over optimum moisture content. AREAS TO BE PAVED: All areas to be paved should have the sub- grade soils densified to at least 90% relative compaction to a KETCHUM ENGINEERING INC. KE S8690 Page 15 r h r minimum depth of 12 inches. It is suggested that the upper 12 inches of subgrade soils be comprised of granular select, non- expansive materials. IMPORT MATERIALS: Any fill material to be imported on-site should consist of granular, non-expansive soil that contains no organic or deleterious materials. It should have sufficient cohesion to hold a vertical or near vertical cut for footing excavations. It should have at least 85% of the material pass- ing the Number 4 sieve with no rocks or chunks larger than one and one-half (11) inches. The import fill should be approved by our office prior to on-site delivery. CUT AND FILL SLOPES r It is our opinion that cut and fill slopes constructed from the native on-site materials will be stable with relation to deep- seated failures if constructed at or flatter than the following recommended slope ratios expressed in the horizontal or vertical units for the indicated heights: Cut Slopes to 15 Feet in Height 2:l Fill Slopes to 10 Feet in Height 2:l The above maximum heights were determined by using a factor of safety of 1.5. It is also recommended that footings not be founded nearer than eight (8) feet measured horizontally inward from the face of the slopes. Slopes should be planted with erosion resisting plants and natural drainage should be directed away from the top of all slopes such that no water is allowed to flow over the top. KETCHUM ENGINEERING INC. KE 58690 Page 16 r FOUNDATIONS AND CONCRETE SLABS-ON-GRADE: ALTERNATIVE I: (Foundations on soils with a low expansive poten- tial): We recommend the structure proposed for this project P be supported by a continuous spread footing foundation system .~ as recommended below. The following recommendations are sub- mitted provided the soils within the upper three (3) feet from finish grade have a-expansive potential. c h r All footings for one and two story structures should be founded a minimum of 12 and 18 inches respectively below adjacent finish grade. Footings should have a minimum width of 12 inches. Both exterior and interior continuous footings should be reinforced with two No. 4 bars positioned three (3) bars pos floor or Interior half (3h inches above the bottom of the footings and two No. 4 itioned three (3) inches clear below finish top of the foundation stem wall. slabs should be not less than three and one- ) inches in thickness, underlain by a four (4) inch blanket of clean sand or crushed rock, rein- forced with b~fx6"-#10/#10 welded wire mesh and comple ly surrouqded with a continuous footing.. Exterior slabs should be a minimum of three and one- half (38) inches in thickness and should be reinforce with 6f1x611-#l O/#lO welded wire mesh. ts d e- Surface drainage should be directed away from the pro- posed foundation. Planters should be constructed so that water is not allowed to seep beneath foundations 'or slabs. Over-irrigation of areas adjacent to founda- r KETCHUM ENGINEERING INC. KE Sa690 Page 17 r r c tions and slabs should be avoided. f) Prior to placing concrete, the foundation excavations should be inspected by a representative of this office to insure that the above recommendations have been followed . ALTERNATIVE 11: (Foundation on expansive soils): We recommend the structure proposed for this project be supported by a con- tinuous spread footing foundation system as recommended below. The following recommendations are submitted provided the soils within the upper three (3) feet from finish grade have high expansive potential. a) All footings for one and two story structures should be founded a minimum of - 24 inches below adjacent finish grade. Footings should have a minimum width of 12 inches. No isolated column should be allowed. They should be connected with grade beams that are attached to the building foundation. ". b) Both exterior and interior continuous footings should be reinforced with two No. 4 bars positioned three (3) inches above the bottom of the footings and two No. 4 bars positioned three (3) inches clear below finish floor or top of the foundation stew wall. . c) Interior slabs should be not less than four (4) inches in thickness, underlain by a four (4) inch blanket of clean sand or crushed rock, reinforced with 6'~6~'-#6/#6 welded wire mesh or #3 bars at 16 inches on center locat- ed in the center of the slab, and completely surrounded with a continuous footing. KETCHUM ENGINEERING INC. KE S8690 Page 18 P c c r r ,- d) Exterior slabs should be a minimum of three and one- half (38) inches in thickness and should be reinforced with 61~~6~~-#10/#10 welded wire mesh. e) Surface drainage should be directed away from the pro- posed foundation. Planters should be constructed so that water is not allowed to seep beneath foundations or slabs. Over-irrigation of areas adjacent to founda- tions and slabs should be avoided. f) Prior to placing concrete, the foundation excavations should be inspected by a representative of this office to insure that the above recommendations have been followed. BEARING VALUE: An allowable soil bearing value of 2000 pounds per square foot for spread footing foundations may be used for design of the on-site structures. This bearing value should be verified for all soil conditions under all building pads. In our opinion this value can be increased by one-third for loads that include wind or seismic forces. SETTLEMENT CHARACTERISTICS: The anticipated total and/or dif- ferential settlements for the proposed structure may be consider- ed to be within tolerable limits provided the recommendations presented in this report are followed. PAVEMENT The following recommendations are submitted as preliminary guide- lines for pavement construction. The subgrade soils to a depth of at least 12 inches should be densified to at least 90%. Paved areas should be protected from moisture migrating under the pavement from adjacent water sources such as planted or r KETCHUM ENGINEERING INC. c KE S8690 Page 19 r r grass areas. Saturation of the subbase soils could result in pavement failures. Further, all paving materials and methods of construction should conform with good grading practices and with the minimum require- ments of the governing agency. DRAINAGE r We recommend that positive measures be taken to properly finish grade the pad once improvements and landscape are in place so that drainage waters are directed off the pads and away from possible foundations, floor slabs, and slope tops. No areas of ponded water should be allowed to exist. EARTH RETAINING STRUCTURES GENERAL: It is our understanding that the small retaining struc- tures that are proposed for this project will be of masonry con- struction. c r r ULTIMATE ACTIVE PRESSURE: The ultimate soil pressure for the design of earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing 35 pounds per cubic foot for walls free to yield at the top (un- restrained walls). For walls restrained at the top, a fluid pressure of 45 p.c.f. may be used. These pressures do not con- sider any surcharge loading. If any surcharge loadings are anticipated, this office should be contacted for the necessary increase in soil pressure. All earth retaining structures should have adequate weep holes or a subdrain system to prevent the buildup of hydrostatic pressure behind the wall. ULTIMATE PASSIVE PRESSURE: The passive pressure for prevailing soil conditions may be considered to be 320 pounds per square KETCHUM ENGINEERING INC. c P KE S8690 Page 20 foot per foot of depth. This pressure may be increased one- third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.37 for the resistance to lateral movement. When combining frictional and passive resistance, the latter should be reduced by one-third. ALLOWABLE SOIL BEARING PRESSURE: The foundation for the pro- posed retaining structures should consist of spread footings founded in the firm native soils or compacted fill. Firm nat- ural ground is defined as soil having an in-situ density of at least 85% of its maximum dry density. Footings may be designed for an allowable bearing pressure of 2000 p.s.f. FACTOR OF SAFETY: The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design of all earth retaining structures to reduce the possibility of overturning and sliding. BACKFILL: All backfill soils should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material within a distance of five (5) feet from the back of the wall. The retaining structure should not be backfilled until the materials in the wall have reached an adequate strength. KETCHUM ENGINEERING INC. KE S8690 r Page 21 LIMITATIONS r r The recommendations presented in this report are contingent upon our review of final plans and specifications. The soil engineer should review and verify the compliance of the final grading plan with this report. It is recommended that Ketchum Engineering, Inc., be retained to provide continuous soil engineering services during the earth- work operations. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. The recommendations and opinions expressed in this report reflect our beat estimate of the project requirements based on an eval- uation of the subsurface soil conditions encountered at the sub- surface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unex- plored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the soil engineer so that he may make mod- ifications if necessary. This office should be advised of any changes in the project scope or proposed site grading so that it may be determined if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes KETCHUM ENGINEERING INC. KE S8690 Page 22 in the state-of-the-art and/or government codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore. this report should not be relied upon after a period of two years without a review by us verifying the suitability, the con- clusions, and recommendations. L In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface con- ditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations and recommendations, but shall not be res- ponsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, expressed or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. It is the responsibility of the owners, or their representative to ensure that the information and recommendations contained herein are brought to the attention of the engineer and arch- itect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to ensure that the contractor and his subcontractors carry out such recommendations during construc- tion. Inspection services allow the testing of only a very small per- centage of the fill placed at.the site. Contractural arrange- ments with the grading contractor should contain the provision KETCHUM ENGINE'ERING INC. KE sa690 Page 23 r r that he is responsible for excavating, placing and compaction of fill in accordance with the project specifications. In- spection by the geotechnical engineer during grading should not relieve the grading contractor of his primary responsibility to perform all work in.accordance with the specifications. This firm does not practice nor consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of other than our own personnel on the site; therefore, the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. Even though our field investigation indicates that the existing fill placed on this site prior to our study is fairly well com- pacted, this firm makes no warranties or guarantees, either ex- pressed or implied, as to the competency or performance of this fill inasmuch as we made no on-site observations or did no com- paction testing during the fill placement or earthwork operations. KETCHUM ENGINEERING INC. KETCHUM "- ENGINEERING INC DATE: 8/28/86 7818 OUEBRAOA CIRCLE. C A RLSBAD (619) 944-1836 92008 PLATE NO. 1 0- SlESMlC TRAVERSE SITE PLAN JOB NO. 8690 UNIFIED SOIL CLASSIFICATION MAJOR DIVISIONS GROUP SYMBOC TYPICAL NAMES -1 GRAVELS CLEAN Well grade0 qra~els. ptauel-sand mmtures. Imle 01 no GW GRAVELS lines. Y 20 K) 1,nes. 5% FINES) 6 $Z =? el LARGER TMN z Y4v) No. 4 SIEVE 0 === MORE THAN nu GP (LESS THAN OF COARSE FRACTION IS Silty giawk. qravel-urd-si11 mixtures. ~n-plaslic li. GM GUAVEL POoIly gadcd gravels or grruel-urd rni.tuws. lillh OT WITH FINES SANDS CLEAN Chyq grabds. p,auel-sand-day mixtures. &sic lines. GC < AX c: SANDS w zwu) SW Well ptdd sands. gravelly unds. litlle 01 m lines. HALF holly graded Yndl Or prawllv UndS. little OI ID fhM. sp (~=sFl~~ fZ OF CoAtlSE FUACTION IS SMALLER THAN Silly unds. sand-silt mhtunr. nm-plastic lines. SM SANDS No. 4 SIEVE WITH w =E z FINES cl.yr* unds. und-chy mixtures. paastic lines. SC SILTS AND CLAYS LIOUID LIMIT IS LESS THAN 50% SILTS AND CLAYS UWID LMIT IS GREATERTWN 50% ~~~~~ ~~ ~ ~ ~ HIGHLY ORGANIC SOIS pt h81 nd other high(y orpane .oils. I GRAIN SIZE U.S. STANDAUD SERIES SIEVE-I- CLEAR SOWRE SIEVE OPENINGS - 200 40 x) 4 34. 1u 12. SILTS AND CLAYS SAND I GRAVEL FINE ’ MEDIUM COARSE FINE CWE COBBLES BOULDERS R RELATIVE DENSITY CONSISTENCY PLASTIC SILTS AND I STRENGTH I BUXNS/FooT VERY LOOSE 10 -30 MEDIUM DENSE 4 -lo LOOSE 0 -‘4 VERY soFr 0-2 0 - IN SOFT 8 -16 1-2 STIFF 4-8 Ih-1 FIRM 2-4 IN - vz DENSE a -50 VERY STIFF 2-4 mu 32 OVER 4 HARD WER M 16 -32 VERY DENSE 1 I I 1 I I I Water level at time of excavation or as indicated Undisturbed driven ring or chunk sample 0 Disturbed bulk sample ~~~~ ~ I BY: ENK I JOB NO. 8690 PLATE NO. 3 'RENCH NUMBER T-1 :LEVATION DESCRIPTION - FILL silty fine to coarse sand w/end- dumued soil w/oreanic WEATHERED METAVOLCANIC Red brown silty clay METAVOLCANIC ROCK Red brown 1 Loose Medium Stiff Very Dense Y 'fn ELEVATION a DESCRIPTION TOPSOIL: Brown silty. san ~ ~~ ~ 8L WEATHERED METAVOLCANI( Red brown silty clay -7 METAVOLGANIC. ROCK Medium Stiff K ETCHUM ENGINEERING INC. 7818 OUEERADA CIRCLE, C A RLSBAD (619) 944-1836 92008 TRENCH NUMBER T-3 ELEVATION OESCRIPTION ed brown silty clay METAVOLCANIC ROCK - Very Dense BY: ENK JOB NO. a690 ~~ KETCHUM ENGINEERING INC.”X DATE‘ 8/28/86 7818 QUEBRAOA CIRCLE, C A RLSBAD (619)944-1836 92008 - PLATE NO. 6 r 0 - y 1 2 3 4 -- I 5- 6- . 7- - 8- - 9- - 10 - - 11 - - 12 - 13 - - 14 - Ij - 'RENCH NUMBER T-4 ILEVATION DESCRIPTION ~-~~ WEATHERED METAVOLCANI( Red brown silty clay ~ Yellow brown clayey sandy silt-silty sand METAVOLCANIC ROCK Dry Moist Moist Medium Stiff Medium Dense Very Dense p - " 4- - 5- 6- 7- 8- . 9- - 10 - - 11 - - 12 - . L3 - 14 - lj - z c 2 TRENCH NUMBER T-5 ELEVATION $1 DESCRIPTION - Soft- Medium Stiff Very Dense DIRECT SHEAR TEST RESULTS Angle of Sample Description T2 @ 1" 5 Undisturbed 28 200 EXPANSION TEST RESULTS Sample T3 @ 2' Undisturbed Air Dried CONDITION INITIAL M.C. (XI 77 EXPANSION [X] 12.7 I I I 1 - . ........... , . .- ~. L, ... " .. .. i-j ii . , ~ . , -3 *-. . . . . L... .. ..+... i. ..... i ...... ,. .. !~-. ............. r- ...... .. i . .. _1 ..... ... ! ..... L . ..... , ......... .......... . ........... - L" . ", ._ .~_ .- . L .. -. ... - ..... - ; . " ... .. " ... ;'' 1 :.:; ___ . . _. ._ .~. . - ... ... ....... ... .. ...I :-.:..;.: . .......... ..... ............. - . ........ -" ...... - .. 1 ....... - ..... - ~- 1 . .~. ..... " ...! ..... .... 1' .. 8 ..... I.. I... i I .. I ...... t .... I: :. .. . j' ..... ..~ ................. I:.: ....... : .......... - . . ...... -. .... .,l;::;:::;..;:!:~: .... .. - .. 1 I I .. I I .... ... ...I. .... .. -.: .... I : : ... - .. ...... .. .. -. .... - ... -~ ..... -. - .... . . - ...... ". - . .~~. .... .. ... ..... ,~ .. ...... ...... 3 8 PLATE NO. 10 ...... ........ ..... 1 .. .i ... , I .-.. .... ....,. ....... .. ... I .... ~ .I. ". I -. I' I . .- .. -~ . . - ......... ~ ._.. .. - ...... . ..... .a". -. ..... ........... i' :I.:. ... ... ". . . .... ..... I. .I .. ..> , ....... 7 .. . - .... ... ... ... -. .... ... ... .............. "" ........ .~ -. ........... ... 8 i? s a 8 a 8 8 i? 0 a 4 t 3Wll PLATE NO. 11 .. .. , ...... j I" .... ...I _. ... .. - c. - -. " .. .. ~ ~ .~ . . I. . I_. ... .... -- ... . , ....... i". . __ ........ .... .... " .. - -.. _. - 4. .............. ,.I ._.__., 0 P *. ...... _" .......... ." - . . -. , . . ..... .... .. ". ............. .. ... ......... ... I .. ... .. I .. ..... .I .... ....... 1 ..... .'I' .' .I ... .. ... ..... I .... a .. 0 I " ! -I I -1 t -1 -! -I -I m 0: ~~ PLATE NO. 12 " .. ._ . " - - ...... ....... ." . -. .. , . . ". ... _. . i I. i" 8 5 s . ....... .. - .......... .. .. - ....... ... ....... .___ I .. .___ ................. ....... .. . . - . . " . . -. , ..... "~ ...... - - . ........ .. -. "1 -. - ....... ... ...... .. : .. , . .~l - ._ , " ..~. ." , -.- - . _" _" ". .. - ................ ........ . - ......... .-__ - .. ".. ~-. . - ..... - .. - .. - .... ................... :i.i:.I- -.:_.. ... ....... ,; " .. <... .. .......... .. ..... ..... . ....... .. ._ .......... - .. ... - .................. , 8 a 9- 3 8 e PLATE NO. 13 APPENDIX A RECOMMENDED GRADING SPECIFICATIONS General Intent r c r- . The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled and placing and compacting fill soil to the lines and grades shown on the accepted plans. The recommendations con- tained in the preliminary soil investigation report are a part of the recommended grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. Inspection and Testinp; A qualified soil engineer shall be employed to observe and test the earthwork in accordance with these specifications. It will be necessary that the soil engineer or his representative pro- vide adequate observations so that he may provide a memorandum that the work was or was not accomplished as specified. Deviations from these specifications will be permitted only upon written authorization from the soil engineer. It shall be the responsi- bility of the contractor to assist the soil engineer and to keep him appraised of work schedules, changes and new information and data so that he may provide the memorandum to the owner and govern- mental agency, as required. ~ If in the opinion of the soil engineer, substandard conditions are encountered, such as questionable soil, poor moisture control, inadequate compaction, adverse weather, etc., the contractor shall stop construction until the conditions are remedied or corrected. Unless otherwise specified, fill material shall be compacted by the contractor while at a moisture content near the optimum r KETCHUM ENGINEERING INC. r r moisture content to a density that is not' less than 90% of the maximum dry density determined in accordance with A.S.T.M. Test No. D 1557-70, or other density test methods that will obtain equivalent results. Clearing and Preparation of Areas to Receive Fill All trees, brush, grass, and other objectionable material shall be collected, piled, and burned or otherwise disposed of by the contractor so as to leave the areas that have been cleared with a neat and finished appearance free from unsightly debris. All vegetable matter and objectionable material shall be removed by the contractor frowthe surface upon which the fill is to be placed, and any loose or porous soils shall be removed or com- pacted to the depth determined by the soil engineer. The surface shall then be plowed or scarified to a minimum depth of 6 inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. When the slope of the natural ground receiving fill exceeds 20% (5 horizontal to 1 vertical), the original ground shall be stepped or benched as shown on the attached Plate A. Benches shall be cut to a firm competent soil condition. The lower bench shall be at least 10 feet wide and all other benches at least 6 feet wide. Ground slopes flatter than 20% shall be benched when considered necessary by the soil engineer. Fill Material Materials for compacted fill shall consist of any material import- ed or excavated from the cut areas that, in the opinion of the soil engineer, is suitable for uae in constructing fills. The material shall contain no rocks or hard lumps greater than 12 inches in size c KETCHUM ENGINEERING INC. i- P. and shall contain at least 40% of material smaller than 1/4 inch in size. (Materials greater than 6 inches in size shall be placed by the contractor so that they are surrounded by compacted fines; no nesting of rocks shall be permitted.) No material of a perish- able, spongy, or otherwise improper nature shall be used in filling. Material placed within 36 inches of rough grade shall be select material that contains no rocks or hard lumps greater then 6 inches in size and that swells less than 3% when compacted as hereinafter specified for compacted fill and soaked under an axial pressure of 150 psf. Potentially expansive soils may be used in fills below a depth of 36 inches and shall be compacted at a moisture content greater than the optimum moisture content for the material. Placing Spreading and Compacting of Fill Approved materialrshall be placed in areas prepared to receive fill in layers not to exceed six inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction to a minimum spec- ified density with adequately sized equipment, either specifically designed for soil compaction or of proven reliability. Compaction shall be continuous over the entire area, and the equipment shall make sufficient trips to insure that the desired density has been obtained throughout the entire fill. When the moisture content of the fill material is below that speci- fied by the soil engineer, the fill material shall be aerated by the contractor by blading, mixing, or other satisfactory methods until the moisture content is as specified. KETCHUM ENGINEERING INC. The surface of fill slopes shall be compacted and there shall be no excess loose soil on the slopes. Inspection Observation and compaction tests shall be made by the soil engin- eer during the filling and compacting operations s.0 that he can state his opinion that the fill was constructed in accordance with the specifications. The soil engineer shall make field density tests in accordance with A.S.T.M. Test No.Dl556-70. Density tests shall be made in the com- pacted materials below the surface where the surface is disturbed. /- When these tests indicate that the density of any layer of fill or portion thereof is below the specified density, the particular layer portion shall be reworked until the specified density has been obtained. c The location and frequency of the tests shall be at the soil engin- eer's discretion. In general, the density tests will be made at an interval not exceeding two feet in vertical rise and/or 500 r cubic yards of embankment. Protection of Work P During construction, the contractor shall properly grade all exca- vated surfaces to provide positive drainage and prevent ponding of water. He shall control surface water to avoid damage to adjoin- ing properties or to finished work on the site. The contractor shall take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control features have been installed. KETCHUM . ENGINEERING INC. Unforeseen Condition r In the event that conditions are encountered during the site pre- paration and construction that were not encountered during the pre- liminary soil investigation, Ketchum Engineering, Inc., assumes no r responsibility for conditions encountered which differ from those conditions found and described in the preliminary soil investiga- tion report. KETCHUM ENGINEERING INC. -r " 3/3/80 LEUCADIA COUNTY WATER DISTRICT - '75- 3 - 0 / ~5- APPLICATION FOR SEWER SERVICE Owner's Name Ad& D. Brown Phone No. 299 - 9444 Mailing Address p. 0. 971.33 Service Address: -t Tract Description:ld 89. F~S Nnr* Assessor's Parcel No. 'r /4 .- PD Type of Building qinale -No. Units 1 Con ne ction F ee $- Lateral Size: 4" - 6" - 8" - Saddle - Easement Connection _1Pre-pd 200.00) Extra Footage: __ PS Extra Depth : @S w Lateral Fee Prorated Sewer Total Service Fee LxuLan The application must be slgned by the owner (or his authorized representative) of the property to be served. The total charges must be paid to the District at the time the application is submitted. If a service lateral is required, it will be installed by the Leucadia County Water District. The service lateral is that part of the sewer system that extends from or near the applicant's property line) where the service lateral is connected to the main collection line in the street (or easement) to the point in the street (at the applicant's building sewer. The applicant is responsible for the construction, at the applicant's expense, of the sewer pipeline (buildifig sewer) from the appli- cant's plumbing to the point in the street (or easement) where a connection ismade to the service lateral. The connection of the applicant's building sewer to the service lateral shall be made by the applicant at his expense. the^ connection must be made in conformity with the District's specifications, rules and regulations; and IT MUST BE INSPECTED AND APPROVED BY THE DISTRICT BEFORE THE SEWER SYSTEM MY BE USED BY THE APPLICANT. THE APPLICANT, OR HIS AUTHORIZED REPRESENTATIVE, MUST NOTIFY THE DISTRICT AT THE TIME INSPECTION IS DESIRED. ANY CONNECTION MADE TO THE SERVICE LATERAL OR COLLEC- TION LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE DISTRICT WILL BE CONSIDERED INVALID AND WILL NOT BE ACKNOWLEDGED. The prorated sewer service fee is based upon the date the District estimates that service will begin and covers the balance of the fiscal year. There will be no additional fee or refund if'service actually comnences on a different date. For succeeding fiscal years, the sewer service fee will be collected on the tax roll in the same manner as property taxes. The undersigned hereby agrees that the above information given is correct and agrees to the conditions as stated. LEUCADIA COUNTY WATER DISTRICT P.D. Box 2397, Leucadia, California 92024 ~ APPLICATION FOR SEWER ALLOCATION LIST " SERVICE ADDRESS: LOT: 89 TRACT: # 9 9" TYPE OF DWELLING: ~JPW~L~ I, the undersigned, have received a copy'of the Sewer Allocation System as described fn Ordinance No. 14 of the Board of Directors of the Leucadia County Water District and understand its content. . .. . r.' .. - &J 2. Luam 4. cmmm Housing No. of D.U.'s No. of Bedroore Single Family x 2- hultiple Family lbbilehane Units 1. (kmer/applicant agrees to reoonfinn this pro,ject with the issuing school district every 6 rmnthe 2. (Xvner/applicant understand that the certification for school service contained in this Project unless such action is not required by the district. District Phone 613744-4776 Service Availability Letter is no longer effective if the pro,ject is disappmved or if the con- ditional project approva itional use pmcesses) expires. 3. lhe infomtion I have p APpLICAW's SI CEETIFICATION OF EKIX AVAIIARILITY CR KN-AVAIIAEILITf SAN MARcc6 ZWIFIJEJ 'SCXL DI>SIRICT 1. schml services and facilities are cum?itted for this project. Sorvicev concurrent with pmject need based on a *wed apeenent with the developer whi adenuate financine and clear intent. 'R+ertificstion of service a~i1&iLity &" ' 'v is required prior to issusnce of hitdim permits. The undersipned school district hereby certifies that it will be able to prwide adequate such project. (Xuner/applicmt has piid the required develo.wr's fee. school servim and facilities to the above described pro.ject concurrently with the need of 3. ?he undersimed school district hereby certifies that it will be able to provide adequate schl services and facilities to the ahove described pro,ject concurrently with the need of such project because DISIRICT -ATIVE'S SI Sun Marcos Unified School District 270 Son Marcos Blud.. San Morcos. California 92069-2797 619-714-4776 MEMORANDUM OF AGREEMENT REFERENCE: Lot 89 Acuna Ct, Carlsbad We. the Owner or Agent for the owner of the above-referenced property, hereby agree to pay $ 2181 as a fee which will satisfv the reouirements for school facitities dedication of land and-fees. In exchange for this fee, the District will execute the for the above-referenced property. ~ ~.. ~ ~~ ~ Harold G. Sankev 2181 NAME AMOUNT RECEIVED Acuna Ct. STREET Carl sbad, Cal if CITY DATE .- 436 8033 PHONE : DOLLARS d f: DESCRIPTION OF WORK , 'F , .* 0 I o ., I 1: 0 I 4 0 I I - n ' .. 0 n .. 0 ., ,. ,. . , !.. , ,. 'fPTW Fee ,$ c. - 'WARNINQ: PLAN CHECK FEES, WHERE NO ACTION IS TAKEN BY~THE ' . ' APPLICbNT IN $80 DAYS AND NO BUILDING PERMIT IS ISSUED. ARE I FORFEtfED TO THE CITY. .. .