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Home My WebLink About1880 CANYON PL; ; CB881651; PermitDECLARATIONSLENDERWORKER'S COMPENSATION OWNER/BUILDER CONTRACTORi r I^Sa-ofg"!^ «»*5" IT ° & ^ a ™~ " —5 atJi" c ftS3*:>•' -J C« -* - "°to H ± z c.! r* > > m,-T, njVSS BO J>*Somn-s-t>l2cK.53,?££3'>zi •_ c i c* i—! —^ g-o o o • S EJCr\'J. Ma OECTRICAL PERMITo o DO D O O 0 TVPCONa 50 Ji-kJ!">-CO Oto r-j'^* COH? w o !--• O%£ P-o 0— 6 CARLSBAD BUILDING DEPARTMENT2075 Las Palmas Dr., Carlsbad, CA 92009-1915 (619) 438-116App, ipA«rrui\*«A PPRMIT<x r&nmnWhite — Inspector Green — (1) Finance Yellow — Assessor Pink — Applicant Gold — Temporary File SPECIAL CONDITIONSN \BUILDING5-A OCOf..<"2mrIE>zc>rr/•ELECTRICAL?/(X PLUMBING/,j •nZ1-r-r-^**H-0rn_^Co5rn ™fi^r rnCDSm^?sfesi"oX^i-n^ ? L^Jr 4—. s~ r' 0 VENTILATING SYSTEMSHEAT - AIR COND. SYSTEMSnocoTJ?"n3)m11<2 sm•)X>z5>r-D BONDING D POOLD ELECTRIC SERVICE D TEMPORAR-<3)O~Imr—mO-I3)O a ELECTRIC UNDERGROUND D UFFm3J ELECTRICALD WATER HEATER Q SOLAR WATERoCOHmH TUB AND SHOWER PANO-oOcHDSCOHmD5-4m31 UNDERGROUND D WASTE n WATm31 D SEWER AND BL/CO U PL/COPLUMBINGZH11UOD|->I»oD3)-<>nf-INSULATIONPILES CAISSONS•HIGH STRENGTHBOLTSSPECIAL MASONRY1 FIELD WELDINGi HUbl TENSIONtDCONCRETEPRESTRESSEDCONCRETEEXTERIOR LATHFRAMESHEATHING D ROOF D SHEARcCD•n3JmD~nOO37DOmzo GUNITE OR GROUT213)REINFORCED STEELNoavaNnodSTRUCTURAL CONI, OVER 2000 PSI( . mHm SOILS COMPLIANCiPRIOR TOFOUNDATION INSPINSPECTIOI^ O13mm00 m T^D 2 ~n ^-a ^ |H>o CO D m UmOc m D U-\n 0 3nO > _ Z mO-t OZ Cfl Z -am O O 3J Z O m FIELD INSPECTIOz 3]mO O ;"BUILDING-omO5^^mzwmQo37 -i ^-" ' ^ ^*- V ^^ DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 (619)438-1161 MISCELLANEOUS FEE RECEIPT Applicant Please Print And Fill In Shaded Area Only ASSESSOR'S PARCEL NQ, PLAN .0 NO. OWNER OWNER'S MAILING ADDRESS /H#y# CITY 3631 12/13/88 0001 01 05 VALIDATION AREA 41-00 CONTRACTOR'S MAILING ADDRESS TEL. IF THE APPLICANT TAKES NO ACTION WITHIN 180 DAYS, PLAN CHECK FEES WILL BE FORFEITED. STATE LICENSE NO. BUSINESS LICENSrNO. SUBDIVISION.10T(S)- Cx/-^-^0 LEGAL DESCRIPTION 1ITTED: CALCS SIDENTIAL BLDGS CALCS TS 5SED ENVELOPES . . . . . _ - _, CONTACT PERSON f\UO&^ ADDRESS ^ V& *'£*' CITY ZIP TEL LJArt UIVtIN/ DATF SENT TO APPLICANT LA COSTA LETTER SCHOOL FEE FORM P & E CORRECTIONS LIST CERTIFICATE OF OCCUPANCY APPLICANT'S SIGNATURE White - File YMlow - Applicant Pink - Finance Gold - Assessor ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 56O-1468 DATE: JURISDICTION: PLAN CHECK NO: PROJECT ADDRESS: PROJECT NAME: JURISDICTIO1 HE( FILE COPY UPS DESIGNER D 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 geugyj are resolved and a D D 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 for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. [I The applicant's copy of the check list has been sent to: [ I Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: REMARKS; A Telephone #_ ESGTLiCORPORATI Enclosures: ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 2O8 SAN DIEGO. CA 92123 (619)560-1468 DATE: T>^AApi*g' g-g.H^A IJURISDICTlS^x JURISDICTION: AAgLAR^ta "" fjPLAN CHECKERQFILE COPY PLAN CHECK NO: &>&> — \c^&\ SET; .T- QUPS PjDESIGNER PROJECT ADDRESS: \&8>O PROJECT NAME: CgiB» D 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 are resolved and checked by building department staff. I—| The plans transmitted herewith have significant deficiencies I I identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. check list transmitted herewith is for your information The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: Avte 1 Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: <Jl Date contacted: Telephone # "757^ 3l REMARKS: Enclosures: JURISDICTION: &A.RU5BAP PROJECT ADDRESS; \9&> TO: Date ROPEisA PLAN CORRECTION SHEET Planf Check No. Date plena received by the jurisdiction^| Date plans received by plan checker 12-15*-£& Date initial plan check completed 12-2.Z.-I5^^ By Gr, AiiEM AnXSrgL-. FOREVORD; PLEASE READ Plan check is limited to technical requirements contained In the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and stats laws regulating energy conservation, noise attenuation and access foe the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items circled below need clarification, modification or change. All circled items have: to be satisfied before the plans will be in confornance with the cited codes and regulations* Per Sec. 303 (c), of the Uniform Building Code, . the approval of the plans does not permit the violation of any state, county or city law. A* PLANS 1. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to! E*^' To facilitate rechechlng, please identify, next to each circled item, the sheet of the plans upon which each correction on this sheet has been made and return this check sheet with lh« revised plans. KASIS /9F APPROVAL- USE &=WAUL. SHotO CftlP, VufcU- f_ftjJ£TKUCTto/vJ AiJ Date i Jurisdiction Prepared byi VALUATION AND PLAN CHECK FEE Bldg. Dept, Esgil PLAN CHECK NO. BUILDING ADDRESS _ APPLICANT/CONTACT . BUILDING OCCUPANCY PHONE NO. DESIGNER PHONE TYPE OF CONSTRUCTION CONTRACTOR PHONE BUILDING PORTION - Cht WAUO Air Conditioning Commercial Residential Res. or Comm. Fire Sprinklers Total Value BUILDING AREA VALUATION MULTIPLIER e @ @ VALUE ^B&a& Building Permit Tee $. Plan Check Fee $ COM HENTSt SHEET I OF ( 12/87 May 27, 1987 Alton L. Ruden 2733 Mesa Drive Oceanside, California KETCHUM ENGINEERING INC. io1!!"11*0* LIHULE' CA««-SBAD)944-1836 CALIF.,92009 KE 8738 Report Ho. 1 Subject: Geotechnical Investigation for a Proposed Eight Lot Subdivision, Canyon Street, Carlsbad, California. Gentlemen: 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 April 1, 1987 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 queations, you are welcome to contact this office at your convenience* Respectfully Submitted, KETCHUM ENGINEERING, INC, ,- ' E. N. Ketchum, R.C.E. 26267 President ENK/ct cc: (5) Submitted TABLE OF CONTENTS ' Page Number INTRODUCTION AND PROJECT DESCRIPTION 2 PURPOSE AND SCOPE OF PROJECT 2 FIELD INVESTIGATION ' 3 LABORATORY TESTING 4 FINDINGS 5 Site Description 5 Subsurface Soil Conditions 6 Groundwater • 6 CONCLUSIONS 6 RECOMMENDATIONS 7 Site Preparation 7 Cut and Fill Slopes 9 . Foundations and Concrete Slabs-On-Grade 10\ Pavement 12 Drainage 12 Earth Retaining Structures 12 LIMITATIONS 15 f PLATS 1 -Vicinity Map . ' PLATE 2 Site Plan PLATE 3 . Unified Soil Classification PLATES 4-8 Trench Logs PLATE 9 Maximum Density & Optimum Moisture Content/Direct Shear Test Results/ Expansion Test Results PLATE 10 Recommendation for Filling on Sloping Ground APPENDIX A Recommended Grading Specifications KE 8738 Page 9 AREAS TO BE PAVED: All areas to be paved should have the sub- grade soils densified to at least 90% relative compaction to a 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 passing the Number 4* sieve with no rocks or chunks larger than one and one-half (14) inches. The import fill should be approved by our office prior to on-site delivery. CUT AND FILL SLOPES It is our opinion that the 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: Gut Slopes to 20 Feet in Height, 2:1 Fill Slopes toj20 Feet in Height 2:1 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 8V3B Page 10 TEMPORARY SLOPE STABILITY; The following table presents recom- mendations relative to temporary construction excavations. These slopes should be relatively stable against deep-seated failures but may experience localized sloughing. Slope Ratio (Horizontal to Vertical) Maximum Height of Temporary Excavation (Feet) 0.25 : 1 Vertical 12 5 It should be the contractor's responsibility to provide safe support for the excavation. No heavy equipment should be al- lowed adjacent to the top of the temporary cuts. FOUNDATIONS AND CONCRETE SLABS-ON-GRADE: GENERAL:. We recommend the structure proposed for this project 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 low expansive potential. a) All footings for one and two story structures should i* be founded a minimum of 12 and 18 inches, respectively,* below adjacent "finish grade. Footings should have a minimum width of 12 inches. b) Both exterior and interior continuous footings should be reinforced with on.e No. 4 bar positioned three (3) *inches above the bottom of the footings and one No. 4 bar positioned three (3) inches clear below finish ' floor. KETCHUM ENGINEERING INC KE-8738 Page 11 c) Interior slabs should be hot less than three and one-half (3i) inches in thickness, underlain by a four (4) inch blanket of clean concrete sand or crushed rock, reinforced with 6"x6"-#10/#10 welded wire mesh and completely surrounded with a continuous footing. Number 3 ties should be placed at 48 inches on center from the slab to the footing. d) Exterior slabs should be a minimum of three and one-half (3i) inches in thickness and should be reinforced with 6"x6n-#10/#10 welded wire mesh. e) Surface drainage should be directed away from the proposed foundation. Planters should be constructed so that water is not allowed to seep beneath founda- tions or slabs. Over-irrigation of areas adjacent to foundations and slabs should be avoided. ; f) Prior to placing steel or concrete, the foundation excavations should be inspected by a representative of this office to insure that the above recommenda- tions 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 consid- ered to be,; within tolerable limits provided the recommendations in this report are followed. KETCHUM ENGINEERING INC Ke '8738 Page 12 PAVEMENT After the site is graded and the subgrade soils are exposed in the parking and driveway areas, we recommend that these soils be sampled and tested so that pavement recommendations may be made. However, the following recommendations are submitted as prelim- inary guidelines 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 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 We recommend that positive measures be taken to properly finish grade the pads once improvements and landscape are in place so that drainage waters are directed off tne pads and away from possible foundations, -floor slabs, and slope tops. No areas of ponded w.ater 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. KETCHUM ENGINEERING INC KB. 8738 Page 13 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 36 pounds per cubic foot for walls free to yield at the top (unrestrained walls). For walls restrained at the top, a fluid pressure of 46 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 360 pounds per square 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 0.40 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 proposed retaining structures should consist of spread footings founded in the firm, native soils or compacted fill. Firm, natural 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 allow- able 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. KETCHUM ENGINEERING INC KE 8738 Page U 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 fron 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. Backhoe Trench SITE PLAN BV: ENK KETCHUM ENGINEERING INC.[TH[ 7618 QUEBRADA CIRCLE. C A RLSBADi| fe-j (619)944-1636 9200 8 IJLJS JOB NO. 8738 DATE: 6/1/87 PLATE NO. 2 X 0.uo .1 - 2 - 3 - * • 5 - 6 - 7 - 8 - ? * M 10 - 11 - 1 _ 12 - L3 - U-SAMPLE TYPEA D -SOIL . 1CLASSIFICATIONSM SM • TRENCH NUMBER T-1 ELEVATtQ,N DESCRIPTION Red. fine sands (slight day bird.) QAF Red. med. sands w/ferous nodules BOTTOM • .-* *APPARENTMOISTURE1Dry Moist Humid -APPARENT |CONSISTENCT 'OR DENSITY !Med. Dens Med. Dens Dense t M X -HI ,. 0 I K O 1H.1 •MOISTURECONTENT l%!8.8 RELATIVECOMPACTION 1*1- 1 ." - — — -? - - •V ..V •M *•* ^v •• ^ ••• f^ BY: ENK JOB NO. 8738 KETCHUM ENGINEERING INC.TTJ DATE: 6/1/8? 7818 QUEBRADA CIRCLE. C ARLSBADi Mj55I (619)944-1836 920Ofly IB PLATE NO. 4 \ MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT Sample , T1 @ 3-4 Description Reddish brown silty fine to med. sand 1 Maximum Density Ipcl) 116.0 Optimumffi"""' 12.0 - DIRECT SHEAR TEST RESULTS Sample T1 @ 3-4 Description Remolded to 90% AngU of Internal Friction (*) 31 Cohttlon InUrctpt (p.l) 50 EXPANSION TEST RESULTS Sample CONDITION INITIAL M.C.U) INITIAL DENSITY (pel) FINAL M£. (X) NORMAL STRESS l|>tl) EXPANSION . INDEX T1 @ 3-4 17 «• » *- • BY:ENK JOB NO.8738 K ETC HUM ENGINEERING INC. 7818 QUEBRADA CIRCLE* C ARLSBAD (619)944-1836 92006 DATE: 6/1/87 PLATE NO. 9