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Home My WebLink About2640 ACUNA CT; ; CB910835; Permitc I BU Page 1 of 1 1.2./12/91 08 :OH Job Address: 2640 ACUNA CT Permit. Type: SINGLE FAMILY Parcel No: 215-491-20-00 Valuation: 329 ,.7Y4 Uccupancy Group: R3/M1 Construction Type: VN I ILDING PERMIT Project No: A91.01017 Permit No: CEi9111835 Development No : Str : Fl : Ste: UWLNG - DETACHED 5lW WW91 OOO1 01 02 C"T 16936.00 Class Code: Status: ISSUED Description: 4256 SF 1170 SF GAR + 332 SF Awwlied: 05/29/92 : PORCHES " Apr/Issue: 11/12/91 Appl/Ownr : CHRIS CAMPBELL FOR JOHN BERRY 619 931-0655 Validated By: CU CARLSBAD, CA 920 5315 AVENIDA ENCINA 16 *** Fees Required 'k **x """""""""_ """""""""" Fees : Adjustments : Total Fees: 932.00 . 0 (I 16,930.00 Fee description Ext fee Data """""""""_ """""""" Building Permit Plan Check Strong Motion Fee Enter 'Y' to Autoc 11543.00 Y F.M.F.K.M.F. and 3 1 0 , Ir (1 0 6 Enter 'Y' to Autoca Enter 'Y' to Autocal 670.00 Y or manually enter M. 530.00 Y * BUILDING TOTAL Enter "Y I' for Plumbing Each Plumbing Fixture o Each Building Sewer Each Water Heater and/or Ven 1445.00 939. 00 22oo.l:o 17670. 00 7.50 Y 52.50 E,. 50 Gas Piping System > Each Vacuum Breaker * PLUMBING TOTAL > Enter "Y" for Electric Issue Fee > Single Phase Per AMP > * ELECTRICAL TOTAL ($10 Minimum) Enter 'Y' for Mechanical Issue Fee> Install Furn/Ducts > Each Install/Reloc Appliance.Vent > Each Hood/Fireplace > * MECHANICAL TOTAL "_ 1 2.50 2.50 2 2.50 5, 00 77.00 200 .25 50. 00 55.00 15.00 Y 1 5 9.00 4.50 9.00 22.50 3 6.50 19. SO 5.00 Y CITY OF CA 2075 Lp8 F"S Dr., Carlsbad, CA 92009 (619) 438-1161 PERMIT APPLICATION City of Carlsbad Building Department 2075 Las Palmas Dr., Carlsbad, CA 92009 (6191 (38-1161 ., ? 1. PERMIT TYPE A - OCLUHEKC1.U UNEU OMEcHlll1CP.L OPWL OSPA ~RETAlNlNG YALL 0SOLA~DTHER- . .. / 2. PROJECT INFORMATIDN .PLAN CHECK NO.Y/ 34-5 -A - FOR OFFICF USF ON1 Y ' 3'7 Address nullding Tr ~(iifc NO. 6. CONTRACTOR ' DAY TELEPHONE NAME ADDRESS CITY STATE ZIP CWE OAT TELEPHONE STATE LIC. # LlCEWSE CLASS CITY BUSIUESS LlC. U SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance . CITY OF CARLSBAD PERMIT# CB910835 DESCRIPTION: 4258 SF 1170 SF GAR i 332 SF INSPECTION REQUEST FOR 07/28/92 INSPECTOR AREA TP PLANCK# CB910835 TYPE: SFD JOB ADDRESS: 2640 ACUNA CT STR:PFTR. TYPE vN STE : CONTRACTOR: OWNER: PORCHES OCC GRP R3/M1 APPLICANT: CHRIS CAMPBELL FOR JOHN BERRY PHONE: 619 931- 655 PHONE : PHONE : REMARKS: MH/729-3965 SPECIAL INSTRUCT: INSPECTOR , Y IG" TOTAL TIME: --RELATED PERMITS" PERMIT# TYPE PE291024 SING ISSUED STATUS CB911366 POOL ISSUED CD LVL DESCRIPTION ACT COMMENTS 19 ST Final Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical " " " ***** INSPECTION HISTORY ***** DATE DESCRIPTION 072292 070992 043092 043092 042292 041592 041592 041592 041592 041492 041092 040992 040992 031192 010992 010992 010892 010792 010692 123191 123091 123091 123091 120491 112791 Final Combo Gas/Test/Repairs Interior Lath/Drywall Exterior Lath/Drywall Insulation Frame/Steel/Bolting/Welding Rough/Topout Rough Electric Rough/Ducts/Dampers Rough Combo Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Shear Panels/HDf s Roof/Reroof Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor Const. Service/Agricultural Underground/Conduit-Wiring Const. Service/Agricultural Grout Ftg/Foundation/Piers ACT INSP CO TP COMMENTS AP TP SEE NOTICE 2ND TEST AP TP AP TP AP TP AP TP AP TP AP TP AP TP CO TP PA TP AP TP PI TP AP PD AP TP AP TP NR TP NR TP NR TP AP PK AP PK AP PK NR PK AP TP AP PK SEE LIST DTD 4-10-92 OK TO RELEASE TSPB PVC TO FLOOR OUTLETS GAR & HSE & FRT RET WALLS SEE NOTICE 12/30/91 FND/RET WALL & GRD WALL FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER ,.~ i " /' PLAN CHECK#: CB910835 PERMIT#: CB910835 PROJECT NAME: 4258 SF 1170 SF GAR + 332 SF PORCHES DATE: 07/22/92 PERMIT TYPE: SFD ADDRESS: 2640 ACUNA CT CONTACT PERSON/PHONE#: MH/BARBARA/729-3965 WATER DIST: CA """ """ DATE INSPECTED. APPROVED - DISAPPROVED - DATE APPROVED - / DISAPPROVED - INSPECTED DATE BY : INSPECTED: APPROVED - DISAPPROVED - ....................................................................... FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER PLAN CHECK#: CB910835 PROJECT NAME: 4258 SF 1170 SF GAR + 332 SF PERMIT#: CB910835 PORCHES DATE: 07/22/92 PERMIT TYPE: SFD ADDRESS: 2640 ACUNA CT CONTACT PERSON/PHONE#: MH/BARBARA/729-3965 SEWER DIST: LC WATER DIST: CA ....................................... """""""_""""""""""""""""""""""""""""""" DATE INSPECTED: pa% APPROVED DISAPPROVED - INSPECTED DATE BY : INSPECTED: APPROVED - DISAPPROVED - INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED - ....................................... ....................................... COMMENTS : FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER PLAN CHECK#: CB910835 DATE: 07/22/92 PROJECT NAME: 4258 SF 1170 SF GAR + 332 SF PERMIT#: CB910835 PERMIT TYPE: SFD PORCHES GIP 91- ADDRESS: 2640 ACUNA CT INSPECTED DATE BY : INSPECTED: APPROVED - DISAPPROVED - ." . . . . . . . CITY OF CARLSBAD BUILDING DEPARTMENT 2075 LAS PALMAS DRIVE FOR INSPECTION CALL 438-3101. RE-INSPECTION FEE DUE? 0 YES ,f(Ys/// ~~ FOR FURTHER INFORMATION, CONTACT 43~- 1/61 d PHONE BUI G INSPECTOR P CODE ENFORCEMENT OFFICER LOAD CALCULATIONS - FOR - LANGE RESIDENCE 27-Ju1-92 General Lighting at 3 watts per sq. ft. x 4256 12768 W 4 Small appliance circuits at 1500 6000 W Total Lighting & Appliance load ....................... 18768 W First 10,000 W at 100% ................................ 10000 w Remainder at 40% ...................................... 3507 W Net General Lighting 6 Appliance load ................. 13507 W Laundry circuit Dishwasher circuit Microwave circuits Cooktop circuit Dryer circuit Oven circuit Sub Zero Refrigerator circuit Pool equipment circuit 1500 1200 1500 4800 5000 7800 3650 6450 1500 W 1200 w 1500 W 4800 W 5000 W 7800 W 3650 W 6450 W Total Other Load. ..................................... 45407 W 3 Air-conditioning circuits 7800 23400 W ~~ ~ ~~ ~~~ ~~~~~_____ Total Load ............................................ 68807.2 W Total Load divided by 240 volts single phase .......... 287 A Total Load divided by 208 volts three phase ........... 191 A .. A CITY OF CARLSBAD OT I E 438-3550 BUILDING DEPARTMENT 2075 LAS PALMAS DRIVE '7~5-07 YJ p&N N CALL 438-3101. RE-INSPECTION FEE DUE? 0 YES CONTALX PHONE BUlLOlNG INSPECrOR CODE ENFORCEMENT OFFICER JOE NAME PROJECT ENGINEER 7 ,nczbc FIELD TECHNICIAN 1\ d., ,<( CONTRACTOR 5, 1+1.- ., v 4 EOUIPMENT WORKING ,' )l J mc-,r'cT- REPORT NO. .I I c j ,c,,, I r TYPE OF COMPACTOR REMARKS I DATE I I , 'j :?-I I I I I HOURSCHARGED I 1 .o I I TI05 CORRECTION NOTICE ADDRESS: d6W cc BUILDING 0 FOUNDATION 0 REINFORCING STEEL 0 MASONRY 0 GROUT-GUNITE 0 APPROVED PLANS SHALL BE ON JOB SITE 0 FLOOR AND CEILING FRAME 0 SHEATHING 0 FRAME 3. GRB-,dG €bzOY&sR cc.Jooc- "l- 0 EXTERIOR LATH 0 INSULATION 0 INTERIOR LATH OR DRYWALL PLUMBING 0 UNDERGROUND PLUMBING 0 UNDERGROUND WATER 0 ROUGH PLUMBING 0 TOP OUT PLUMBING 0 SEWER AND PUCO. TUB OR SHOWER PAN 0 GAS TEST 0 WATER HEATER ELECTRICAL 0 TEMPORARY SERVICE 0 ELECTRIC UNDERGROUND 0 ROUGH ELECTRIC 0 POOL BONDING 0 ELECTRIC SERVICE 0 UFER GROUND 0 G.F.I. 0 SMOKE DETECTOR MISCELLANEOUS 0 PLENUM AND DUCTS 0 COMBUSTION AIR 0 CONDITIONED AIR SYSTEMS 0 SOLAR 0 GRADING 0 POOL 0 PATIO 0 SIGN 0 OTHER TIME DATE: ""_" INSPECTOR BUILDING INSPECTION DEPARTMENT CITY OF CARLSBAD PHONE. 43&3550 Note: Final Inspection Required -~ """"" ~ ~. - - - - - - - - - - - " UNSCHEDULED INSPECTION// INSPECTOR /z-" TIME NlRIVE: TIPIE LEAVE : CD LVL DESCRIPTION ACT COFIMENTS b CORRECTION NOTICE ADDRESS: c.uAJ\A C L- 0 APPROVED PLANS SHALL BE ON JOB SITE BUILDING @ (q&fLb C.*U c3R.. 3 0 FOUNDATION 0 REINFORCING STEEL 0 MASONRY GROUT-GUNITE 0 FLOOR AND CEILING FRAME 0 SHEATHING 0 FRAME 0 EXTERIOR LATH 0 INSULATION q-04 7 .+a"bt.".. 0 INTERIOR LATH OR DRYWALL PLUMBING 0 UNDERGROUND PLUMBING 0 UNDERGROUND WATER ELECTRICAL 0 TEMPORARY SERVICE 0 ELECTRIC UNDERGROUND ROUGH ELECTRIC 0 POOL BONDING 0 ELECTRIC SERVICE 0 UFER GROUND 0 G.F.I. 0 SMOKE DETECTOR MISCELLANEOUS PLENUM AND DUCTS COMBUSTION AIR 0 CONDITIONED AIR SYSTEMS 0 SOLAR 0 GRADING 0 POOL 0 PATIO 0 SIGN OTHER TIME DATE INSPECTOR Y BUILDING INSPECTION DEPARTMENT CITY OF CARLSBAD PHONE. 438-3554 Note: Final inspection Required ~. ~ FIELD REPORT OAT€ I I[* zl I I I I I HOURS CHARGED I 2. -0 ran, ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92 123 (619) 560-1468 DATE: 1\\9\,9 1 JURISDICTION: CW>~XB~D PLAN CHECK NO: PROJECT ADDRESS: %&Go CUIO)? c2-I PROJECT NAME: snd-, FILE COPY - 5 SET: ?.UPS !> T-DESIGNER -.> The plans transmitted herewith have been corrected where building codes. 0 necessary and substantially comply with the jurisdiction's @ with the jurisdiction's building codes when minor deficien- The plans transmitted herewith will substantially comply cies identified BwuJ are resolved and checked by building department staff. 0 identified on the enclosed check list and should be corrected The plans transmitted herewith have significant deficiencies and resubmitted for a complete recheck; c'~ The check list transmitted herewith is for your information. J The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. r, The applicant's copy of the check list is enclosed for the -- jurisdiction to return to the applicant contact person. 9 The applicant's copy of the check list has been sent to: @ plan check has been completed. Esgil staff did not advise the applicant contact person that ESGIL CORPORATION 9320 CHESAPEAKE DR.. SUITE 208 SAN DIEGO, CA 92123 (619) 560.1468 DATE : 6 16\9 I JURISDICTION: CARLSBAD CFILE COPY LDESIGNER PLAN CHECK NO: 9\- 835 SET: 1 CUPS PROJECT ADDRESS: 2640 GCotUN COUVLT PROJECT NAME: 5F'D. cmq, 0 necessary and substantially comply with the jurisdiction's The plans transmitted herewith have been corrected where building codes. The plans transmitted herewith will substantially comply 0 with the jurisdiction's -S*;ilding codes when mixor deficien- cies identified are resolved and checked by building department staff. 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 0 identified on the enclosed check list and should be corrected @ The plans are being held at Esgil Corp. until corrected 0 jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: CHIV~ C*~?BTI - I- 53\5 kEU1 GX,Ia5,UY15. Su1l-E k, CR-fusRP/C, . C&. 9-7-00 B E.sgil staff did not advise the applicant contact person that plan check has been completed] BTI-~L- -r~v=d h AI LI uc I 0 Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: Telephone # 0 REMARKS: PIANcgporm: d - JURISDICTIW: CITY OF URLSBAD Tu: THR\5 CaMPDeLL 53\< ~JCZRJID~ (SNLIIVILF~ *K CurLnL5s *o. c4, 9200% ElmmoRm: mea-I, - 2 PlnJcv3 FKLTEm-: 2b40 ~~C~,IJF, coJltr m 57* ?L*N SnXQs: I - EKtm: RmARKs: woxREcrImsIEET Slll(a%FAWILYAiUlDOPLEI[~ .cnT OF cAR[sBM) Date plans received by jurisdiction: SIZcql9 I Date plans received by Esgil Corporation: 513d91 6\6!91 BV: XVVI Date initial plan check completed: Applicant contact person: RIS bmP6El.L Telephone:. 931 0655 FixmmRn: PLPASBRUD Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Electrical Code and State laws regulating energy Plumbing Code, Uniform Mechanical Code, National conservation, noise attenuation and access for the handicapped. The plan check is based on Department. You may have other corrections based regulations enforced by the Building Inspection Engineering Department or other departments. on laws and ordinances by the Planning Department, Present California law mandates that residential construction comply with Title 24 and the following model codes: 1988 UBC (eff. 1/1/90) i9a8 upc (eff. 1/1/90) 1587 hTC (eff. 10/28/87) 1988 UHC (eff. 1/1/90) he above regulations apply to residential construction, regardless of the code editions adopted by ordinance. he circled items listed need clarification, modification or change. All items have to be satisfied before the plans will be in conformMce with the cited codes and regulations. Per Sec. 303(c), 1988 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. lor a CODV) where each correction item has been addressed i.e.. plan sheet. sDecificstion, etc. Be the revised Dlans. - FUNS 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: Esgil Corporation, 9320 Chesapeake Drive, Suite 1208, San Diego, California 92123, (619) 560-1468. 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: The jurisdiction's building department. Indicate on the' Title Sheet of the plans, the name of the legal owner and name of person responsible for the preparation of the plans. Section 302(a)7. person responsible for their preparation. All sheets of plans must be signed by the (California Business and Prof,essions Code . " a Plans, specifications andushall be signed by the Califcrnia Gate licensed r r ,- preparation, for plans deviating from engineer or architect responsible for their conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). Specify on the Title Sheet of the plans the gross floor area of each element of this project including dwelling, garage, carport, patio, deck and balcony. Section 302(d). plans that this project shall comply with Title Provide a statement on the Title Sheet of the 24 and 1988 UBC, WC and UPC and 1987 NEC. Submit fully dimensioned plot plan drawn to scale showing location, size, and use of all existing and proposed structures on the lot. and-all easements. Show location of all cut or Identify property lines and show lot dimsnsions fill slopes. Show finish floor elevations and show elevations of adjacent finish grade. Show drainage 'patterns with minimum slopes. Section 302(d). proposed building. Section 302(d). Indicate distance from property lines to Show on the title sheet all structures! pools, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." Clearly show if the lower level is a basement or a story, based on the definitions in Sections 403 and 420. Plot the finish grade (as defined) on the elevations and dimension the distance to the floor above, for story determination. On the cover sheet of the plans, specify any items requiring special inspection, by way of the following: .. . In addition to the remlar insuections, the REOUIFED SPECIAL INSTRUCTIONS followine checked items- will ais0 reauire Special inspection in accordance with Sic 306 of the Uniform Building Code. ITEM REQ. IF RPLARKS SOILS COXPLIAXCE FOL?vTIATTION IKS?. PRIOR TO STRUCW CONWSTE OVER 2500 PSI PmsmssEn STEEL FIELD WELDING HlGH STRENGTH BOLTS MPANSION ANCHORS SPECIAL MASONRY CHECKED SFRAYED ON FIRE PROOFING PILES/CAISSONS DESIGNER-SPECIFIED #. Exterior walls closer than 3 feet to property have no openings. Table 5-A. lines shall be one-hour rated construction and Sleeping rooms shall have a window or exterior door for emergency exit. Sill height shall not exceed 44" above the floor. The window must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". Section 1204. Basements in dwelling units shall comly with the above (even if not designated as sleeping rooms). Section 1204. he. Walls and floors separating units in a duplex shall be of one-hour fire-resistive construction. Section 1202(b). A mezzanine is an intermediate floor and may not have a floor area exceeding 33 113 percent of the total floor area in the room below. The mezzanine floor mst have a clear height of 7 feet, above and below, and must have the long and protective walls or railings not exceeding side open to the room below except for posts 42" in height. Section 1716. A. The loft vou show does not comlv as a oezzanine floor .&d is, by UnifoA iuilding Code definition, a story. Section 1716. m. SrAIFEd MS. AND RdTLwGs J &. Floors above the second story shall have not less than 2 exits. Exceptions: 1. Occupied roofs may have one exit if such occupied areas higher than inmediately above the second story. are less than 500 square feet and located no 2. When the third floor within a unit does not exceed 500 sq. ft., only one exit need be provided. Section 3303(a). Required exit doomays shall be not less than and shall be capable of opening at least 90 36" in width and not less than 6'8" in height, degrees. Section 3304 (f). Provide 36" high protective railing for porches. balconies. and open sides of stair \&ding&. Openinis betwe& railings shall be / less than 6". Section 1711. adequate to support 20 pounds'per lineal foot Show how guardrail connectior! derails are at a right angle to the top rail. Table 23-B. Provide staimay and landing details. Section 3306 (b), (c) and (p). a. Maxim rise is 7" and minimum run is occupants, or serves an unoccupied roof, 11". When the stairs serves less than 10 minh. rise my be 8" mkvh and m 9" b. Mininun headroom is 6'4''. c. Minimm width is 36". handrails per Section 3306 (j), shall satisfy the following: Provide handrail for stairways with 4 or more risers. - /' @ Handrail shall be 34" to 38" above the nosing of treads. The handgrip portion of handrail shall be not less than 1 112". nor more thrn 2" in cross-sectional dinension. ~ 7. Every stairway la.>ding shall have a dinersicn, f measured in the direction of travel, at least equal to the stairday width. Such dimension need not exceed 36 inches. Section 3306 (g), An interior door my open inward at the top not more than 7 112" lower than the floor step of a staiway provided the top step is level. Section 3304 (i). with Section 3306 (a): Provide details of winding stainay complying a. Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. b. Maximum rise is E inches. e. Minimum width is 36 inches. ~~ 5/10/90 4 ~n occupancy separation is not required between carport and residence,.provided the carport is open on th'o or more sldes and has no enclosed uses above. Section 503 (a) Exception 3. $. Show garage framing sections, size of header plate line, method bracing garage front and over garage opening, lateral cross bracing at holddows if required. Chapter 23. / i: z B 81. NOTE: Maximum shear panel height-to-width ratio is 3 1/2 to 1 for plywood. Table 25-1. Doors may open into the garage only if the floor or landing in the garage is not more than one inch lower than the door threshold. Section 3304 (i). Provide an 18" raised platform for any FAU, water heater, or other device in the garage which may generate a flame or spark. UMC Section 508, WC Section 1310 (a). FOUNDATION per soils report, note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing valce. Section 2905 (c). The foundation plan does not comply with the soils report recommendations for this project. Please review the report and modify design, notes and details as required to show compliance: Provide notes on the foundation plan listing the soils report recommendation for foundations, slab and building pad preparation. Provide a letter from the soils engineer confirming that the foundation plan? grading plan and specifications have been reviewed and that it has been detemined that the recommandations in the soils report are .properly incorporated into the construction documents (when required by the soil report). . .. 82. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: 1. The building pad was prepared in accordance with the soils report, 2. The utility trenches have been properly backfilled and compacted, and 3. The foundation excavations comply with / height of all foundation walls. Chapter Show height of retained earth on all foundation walls. Chapter 23. If cut or fill slopes exist, show distance of foundation to edge of cut or fill slopes and show steepness and heights of cuts and fills. Chapter 29. Note on plans that wood shall be 6" minimum above finish grade. Section 2907 (a). Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). 88. Dimension foundation per U.B.C. Table 29.4: the intent of the soils report". / / k / FlopFs Foatina SuDDorted* Stemwall Width Dem Thickness 1 6" 2 12" 12" 8" 15" 18" 6" 7" 3 10" 18" 24" 8" *Foundations may support a roof in addition to the floors. Where only a roof is supported, use foundation for one floor. or equal. Section 2516 (c) 3. Show foundation sills to be pressure treated, Show foundation bolt size and spacing. Section 2907 (f). Specify size, I.C.B.O. number and mufacturer of power driven pins. Show ed e and end distances and spacing. Section 302 $d). Detail all post-to-beam and post-to-footing plan. Section 2516 (m). connections and reference the detail to the Detaii shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2513. d J 4 1 6. Specify nail size and spacing for all shear walls, floor and roof diaphragms. Indicate required blocking. bintain maximum diaphragm dimension ratios. [Tables 25 I, J, K and Section 4714 (d)]. 7. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. lye. Show 1/2" mininun clearance between top plate ' of interior partitions and bottom chord of trusses. (To ensure loading will be as designed). Provide roof framing plan and floor framing Provide framing sections through plan. Section 302 (d). Section 302 (d). Specify all header sizes for opening over 4' wide. Section 2511 (9) 5. .~ Provide calculations for main horizontal framing members and 302 (a). Provide calculations for lateral loads, shear panels, shear transfer and related. Section #~~S~~~ic Zones 3 and 4, the allowable shear wall values for dryvall in Table 47-1 must be reduced 50 percent when considering earthquake loads. This does not apply to wind loads. Footnote 1. 7 end.) SOW on the plans all structural requirements developed in the structural calculations. Section 302 (a). (See comments below or at Coluums and posts located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which support pennanent structures shall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. J 7. Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. 1 Section 2516 (c) 4. 148. Show location of attic access with minimum 8 size 22" x 30". Section 3205. d. Show draft separation for attic areas between / / k 4- L L 1 units in a duplex. Section 2516 (f). 30. Specify plywood and/or particle board thickness, grade and panel identification index. Table 25-S. 31. When roof pitch is less than 3:12, design ridge as a beam. Section 2517 (h). 2. If foundation cripple wall studs are less than 14" high, framing shall be solid blocking, or sheathed with plywood. Section 2517 (9) 4. Cripple wall studs exceeding 4 feet in height shall be 3 inch by 4 inch or 2 inches by 6 Section 2517 (gg 4. inches when sup orting 2 stories. 1 Show plywood sheathing over exposed eaves, or other weather exposed areas, is "bonded with exterior glue." Plywood used for exterior wall covering shall be the exterior type. Section 2516 (i), 2516(g)3. 5. Datail truss layout for 30" x 30" attic access, if required for equipment in the attic. 1 6. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. 135. In onen beam construction. orovide stran ties / ~ acto& the beams at tde ridge support. Section 2501 (b). All heating, ventilating, and cooling systems and appliances shall comply with the Uniform Mechanical Code. .. . and cooling appliances or systems. SOW the sire, location and type of all heating . show source of comhstion air to furnace, per :146. very dwelling unit shall be provided with heating facilities capable of maintaining a room teqerature of 70 degrees F. at 3 feet above the floor in all habitable rooms. Show bsis for compliance. LBC, Sec. 1212. .:id. show minh 30'' deep unobstructed working 1 space in front of furnace. Section 505, UHC. 241. mce shall not be 'ktalled in any.bedroom, -1 bathroom or in a closet or confined space with access only through such room unless specified as direct vent appliance, enclosed furnace or electric heating appliance. Section 704 UHC. Chapter 6, UMC. . show I.C.B.O. approval number for prefab per I.C.B.O. approval or Table 37-B. fireplace. show height of chimney above roof show access to the attic containing epipment to be minimrrm 30 inches by 30 inches. Ihe opening may be 22 inches by 30 inches if the equipment CM be removed through such opening. Section 708 UHC. F' distance from the attic access to such Where equipment is installed in the attic, the equipment shall not exceed 20 feet. 1 6. Note that passageway to the attic furnace shall J be unobstructed and have continuous solid flooring not less Uan 2L inches wide. Section 708 UMC. 1h. Show permanent electrical outlet and lighting fixture controlled by a switch for the attic furnace. Section 708 1MC. Shw details to comply with Section 709 for furnace under the floor, or Section 710 for roof or outside furnace. .. . Note on plan: Gas vents and non-combustible piping, in walls, passing through three floors or less shall be effectively draft stopped at each floor or ceiling. UBC, Section 1706 (a) 6. - Provide dryer vent to outside. UHC, Section 1903. - P -W (RATIONAL ?UQXICAL WDEl ~11 wiring shall comply with the National Electrical Code. 1% show on the plan the amperage of the electrical senvice, the location of the service panel and the location of any sub- panels. If service is over ZOO amps, submit L;- calculations. single line diagram, panel schedule and load receptacles. andlor spacing is not adequate in :*.D h-J0 G3W.4 PL Show at least one convenience outlet other than outlets for laundry, etc., outdoors, in garages and basements. hiEC, kt. 210-52. Note convenience outlets in bathrooms, kitchen ccuter top(s) witbin 6 fee= of the kitchen skk, outdoors, and in gcrages and basesents (other than for laundry and similar equipment) shall be GFI protected. hZC, Art. 210-8. Note electrical system ground to be provided per hTC, Art. 250-81. 157. Show water heater size, type and location on plans. UPC, Section 1301. 158. Show source for providing combustion air to fuel burning water heater. If wall openings in an enclosure are used, at least one-half of the required opening ara shall extend into the upper twelve inches of the enclosure and one-half within the lower twelve inches. UPC, Section 1307. 159. Fuel combustion water heater shall not be installed in bath or bedroom or in a Closet opening into bath or bedroom. UPC, Section 1309. 160. Provide adequate barrier to protect water heater from vehicle danage. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 1310. 161. show 1 and P valve on water heater and show UPC, Section 1007 (e). route of discharge ISne to exterior. seismic forces, whennot connected by UMC Section 504(d). Show shower stall can accomodate a 30" circle and has a minimum floor area of 1,024 sq. in. UPC 909 (d). Provide clothes washer hook-up for each unit. Title 24, Part 3. show details of duplex comon (party) walls and floor/ceiling assemblies to achieve a Sound Transmission Class (STC) rating in walls of 50 decibels and an Impact InSUlatiOn Class (IIC) rating on floorlceiling of 50 decibels. Title 24. Show how penetrations of assemblies for piping, bathtubs, soffits, or heating ventilating, or electrical devices, recessed cabinets, exhaust ducts shall be sealed, lined, or transmission rating. Title 24. insulated to maintain required sound . Provide insulation in walls and ceiling to achieve' STC of 50 between garage and living area if garage use is not controlled by resident. Title 24. 1+ Provide plans, calculations and worksheets to show compliance with current energy standards. . Ihe regulations require a properly completed and properly signed Fom CF-1R to be either imprinted on the plans, taped to the plans or building inspector to readily compare the "sticky backed" on the plans, to allow the actual construction with the requirements of the approved energy design. . All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CP-lR. specify Qn the buildine Dlans all of the mandatory energy conservation requirements as listed on the enclosure titled, "Mandatory Werev Conservation Requirements". 12. Show the make, model and efficiency of the heat loss calculations if the output exceeds space heating (or cooling) system and provide 45,000 BWlHr. I For room additions, show that the glazing area of the addition does not exceed 16% of the newly-conditioned floor area, plus glazing removed or relocated due to the addition. . Provide fluorescent general lighting in @ kitchen(s) per CAC, Title 24, 2-5352(3). CARLSBAD S.P.D. h DUPLM Energy conservation design should be for Zone 7. Floor drains must have auto-prime (City policy). Note exhaust fans cannot be ductless type (city policy). New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). Note "two 314" copper pipes must be installed to the most convenient future solar panel story garage and is not directly below the lozstion when t!!e liater heater is not in a one most sourh facing roof. (City Ordinance No. 8093). All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (city policy). . Incorporate the waterproofing details, on the attached Policy 80-8, where interior living space occys below grade at the masonry wall(s). Show on the Title Sheet on the plans, the mformation required by the attached Developmental Services Sheet 112383. . B All new residential buildings, including additions, require a soils report. Please submit two copies. Exception: If a room addition is limited to one story and 1000 Sq. ft. in area, then a soils report is not required. Esgil Corporation will advise the City to place their soils notice stamp on the -Plans. f- Heavy timber framing, minimum 6" x 10" beams and minimum 8" x 8" post, for the structural beam and colunm supporting the fire separation between the garage and living area above, is acceptable if shown on the plans. (city policy). 1 5. All structures require a Class B roof covering, covers all of the existing building (2nd story addition), then the above exception doesn't P except room additions. If a room addition apply. City Ordinance 9792 requires two parking washing machines, etc. Show compliance. spaceslunit with clear area of ZO'x20' i.e. no All chimneys attached to any appliance or fireplace that bums solid fuel shall be equipped with an approved spark arrester. The net free area of the spark arrester shall be not less than four times the net free ara of the outlet of the chimney. The spark arrester screen shall have heat and corrosion resistance equivalent to 12 gauge wire, 19 gauge galvanized wire or 24 gauge stainless steel. Openings shall not permit the passage of spheres having a diameter larger than 112-inch having a diameter of less than 318-inch. and shall not block the passage of spheres III s To speed up the recheck process, note on this been addressed, i.e., plan sheet, note or list (or a copy) where each correction item has detail number, calculation page, etc. made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please check. Xes No The City of Carlsbad has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number project. If you have any questions regarding these 6191560-1468, to perform the plan check for your plan check items, please contact 37% at Esgil Corporation. If you have any questions regarding City Building permit procedures, please contact Carter Darnell at the City of Carlsbad, 2075 Ids Palmas Dr., telephone 6191438-1161. Thank you. Enclosures: 1. EO-I. 2 WP 3 2. 3. ' ~.' -- SPACING OF ELECTRICAL OUTLETS me following are requirements for outlet spacing: 1.There shall be no point on the walls between the arrows 3.The wall space afforded by fixed room dividers shall be included 2.A receptacle is required for any wall space 24" or wider. in the 6' measurement on both sides. Dividers may be solid or open. 5.For fixed glass panels and sliding glass doors in exterior walls 4.The fireplace is considered to extend 12" on each side of the firebox 6.Receptacles spaced per 1 and 2 above are required, except at steps, more than 6' from a receptacle. E@-2. along the floor line of sunken rooms where elevation change exceeds 8" BEDROOM, DEN OR SIMILAR ROOM Lmll less than 3' no receptacle: more than 3' receptacle required =l. 00 -0 oc This wall less than 2' no receptacle; more than 2' receptacle required - - 0 .a - EO- 1 RECEPTACLE SPACING hT SLIDING GLASS DOORS 1. A floor type receptacle shall not be required in any openable portion of a sliding glass door. 2. Sliding glass doors, 12 feet in wirlth or greater, with no fixed panels, shall have a receptacle placed on each side within 6 feet of the opening. 3. h sliding door with fixed panels shall not require floor receptacles in the traveled pathway of the sliding portions. Floor outlets placed within 12 inches of the wall at the fixed glass locations are acceptable in lieu of wall outlets. 4. Fixed glass walls are also subject to Article 210-52(b), outlet spacing, and floor receptacles properly spaced and within 12 inches of the wall are acceptable. FLOOR MOUNTED' 1- - @ FIXED I FIXED -1 FLVOR MOUNTED - "- I \ b - MORE THAN 6'-0"' I I - Jr 6"O"MAX. .1 \ i FIXED \ LESS THAN 6'-0"" i - 1 _c 1 & 6"O"MAX. ~ FWR MOUNTED k 6"O"MAX. I :; ---"+""- I L I FIXED - MORE THAN 24" c 4 FLOCR M"z / IXED - MORE THAN 24" L ANY SIZE . .I SLIDERS -ANY SIZE 5'-0" MAX. I FIXED J I I - - -LESS THAN 6"O"- I EO-2 Date: b/?q1 Jurisdiction C- Prepared by1 "- VALUATION AND PLAN CHECK FEE Bldg. Dept. 0 Esgil PLAN CHECK NO. 9 I 9 3 BUILDING ADDRESS 2&40 kOtUF4- Goatr - S APPLICANT/CONTACT Cwrz.15 PHONE NO. 931 0 b95- BUILDING OCCUPANCY e-3.M DESIGNER PHONE L' TYPZ OF CONSTRUCTION v* t-4 CONTRACTOR PHONE BUILDING PORTION EUILDING ARE4 IVJLTIPLIZR VALUE VALUATION I .. I I I I Air Conditionine. Commercial . @ Residential @ Fire Sprinklers @ Total Value 1 32VI94 Res. or Cow. .. I I 2 Building Permit Fee. S \+44,50 s Plan Check Fee $ 93$192 s COHHENTS; SHEET OF- 12/87 4 D. Grading is required to access site, create pad or provide for ultimate street improvement. E. Site access visibility problems exist. Provide onsite turnaround or engineered solution to problem. moo F. Other: do 0 000 Dedication Reauirements 9. No dedication required. 10. Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8b8’ x 11” plat map and submit with a title report and the required processing fee. All prior to issuance of Building Permit. The description of easement documents must be approved and signed by owner (s) the dedication is as follows: Dedication completed, Date By : ImDrovement Reauirements I7 11. No public improvements required. SPECIAL NOTE: Damaaed or defective imDrovements found adiacent to buildina site must be reDaired to the satisfaction of the Citv inspector Drior to occuDancv. d12. Public improvements required. construction of public improvements pursuant to Section This project requires 18.40 of the City Code. Please have a registered Civil Engineer prepare appropriate improvement plans and submit for separate plancheck process through the Engineering Department. appropriate securities posted and fees paid prior to Improvement plans must be approved, issuance of permit. The required improvements are: I -,, 5 & .Db.”,]& - A-( s)-i-)~) 8 ,~ 0p.J wPQ~k.i& P161A4% Improvement plans signed, Date: by : P:\DOCS\MlSFORMS\FRMOOlO.DH REV. 02/27/91 ' 13. Improvements are required. Construction of the public improvements may be deferred in accordance with Section 18.40 of the City Code. Please submit a letter requesting deferral of the required improvements together with a recent title report on the property and the appropriate processing fee so we may prepare the necessary Future must be signed, notarized and approved by the City prior to Improvement Agreement. The Future Improvement Agreement issuance of a Building Permit. Future Improvement Agreement completed, Date: By : 13a. Inadequate information available on site plan to make a determination on grading requirements. Please provide more detailed proposed and existing elevations and contours. Include accurate estimates of the grading quantities (cut, fill, import, export) . 14. No grading required as determined by the information @ d 15. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted for separate plan check and approval through the Engineering Department. NOTE: The Gradina Permit must be issued and Citv InsDector Drior to issuance of Buildins Permits. gradina substantiallv comDlete and found acceDtable to the Grading Inspector sign off. Date: I I- 7 - 4 by: CWI P E. provided on the site plan. Miscellaneous Permits 16. Right-of-way Permit not required. @ !d 17. Right-of-way Permit required. A separate Right-of-way Permit issued by the Engineering Department is re ' ed for the following: Cr'f.JSmcTrN ?JF bti,dc+!&( AFf??a ~ ~~ ~~ ~~ ~ ~~~~ 18. Sewer Permit is not required. Bp 19. Sewer Permit is required. A sewer Permit is required concurrent with Building Permit issuance. The fee required is noted below in the fees section. 20. Industrial Waste Permit is not required. REV. 02/27/91 b 21. Industrial Waste Permit is required. Applicant must Complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Building Permits. Permits must be issued prior to occupancy. Industrial Waster Permit accepted - Date : By : Fees Reauired Ed 27. Park-in-Lieu Fee FAID lL,Sc:;.,'i , _, .. '2 ! . 'I ,- Quadrant: Fee per Unit: Total Fees: El 23. Traffic Impact Fee H 24. Bridge and Thorough fare Fee Fee Per Unit: 670. Total Fee:$670. Fee Per Unit: Total Fee: k "1/& 25. Public Facilities Fee required. Et 26. Facilities Management Fee Zone: b Fe& 3;O. 0 N/jc) 27. Sewer Fees Permit No. EDU I s Benefit Area: Fee : 28. Sewer Lateral Required: Fee : an 29. REMARKS: PRWI DF of= P/LNuEfl 06 sgm& I j...I-FS -,a Lt->.~;d~[LJ cr>;.)pby.f ~h&TC. L.i ,.: ,{'IC.K *FY w I ~~~~~~~~-.~~-.~J.-~J~, ~~ I - J -m I ! \ ,,.>d/SP<.CF - " ,_, - . My r;Tp"". , 1 .. r IC, " ., 1 c1yvlis! FF w\)~,v-.' a;*:~f?;+:i 'L. (..<~., -. .. .. , .- ENQINEERINQ AUTBORI2ATION TO ISSUE PERMIT P:\DOCS\WISFMLRS\FRMOOlO.DH REV. 02/27/91 CITY OF CARLS8AD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: e GSCO~FIER DATE: \\- 5-Q( PROJECT ID: IAJG - sfb GRADING PERMIT NO.: Q& &TI. zd LOTS REQUESTED FOR RELEASE: LoT 9s d CARUeAD TphcT h)~. 75-y N/A z Not Applicable 0 = Incomplete or unacceptable / z Canplete 1st. 2nd. 1. Site access to requested lots adequate and logically grouped 2. Site erosion control maaures adequate 3. Overall site adequate for health, safety and welfare of public 4. Letter of request for partial release submitted 5; 8-1/2'* X 11" site plan showing requested lots submitted 6. Compaction report from soils engineer submitted 7. Engineer-of-work certification of work done and pad elevations 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist 9. Project conditions of approval checked for conflicts 10. Can water servics be installed prior to bringing building combustibles on site. Partial releaas of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits ia still subject to all normal City requiraents required pursuant to the building permit process. - Partial release of the site is denied for the fallowing reasons: 1-1 uL2L DATE PROJECT ENGINEER DATE SENIOR INSPECTOR .. - 2075 LAS PALMAS DRIVE CARLSBAD,CALIFORNIA92009.4859 Ollice olfhe Cify Engineer ,-. TO : DEVELOPMENT PROCESSING SERVlCiiS FROM : ENGINEERING INSPECTION DIVISION DATE: 11-5-91 (619)438-1161 TELEPHONE ROUGH GRADING APPROVAL FOR PROJECT NO. Q.E. a. 91.24 (P.E. or TRACT #) We have inspected the grading for Loti 9.5 71fkT&,7s-Yor Phase of the above mentioned project. In addition, we have received rough grading certification from SOAd \\.&rw:~So:C i&l,,,& , the Soils Engineer. dated 11 - y-q/ , and from ER/Ad Sm14 E &uGtdkee<. TrSC, the Supervision Grading Engineer, dated N6\1 L, @@/ , and are satisfied that the rough grading has been completed in accordance with City Standards. , Based on these certifications and our observation, we take no exception to the issuance of a building permit for Loti 95 -pkT&, or Phase - of project Laa 6 S, Jeer e (Sf b) from a grading standpoint. This release, however, is not intended to certify the projgct from other engineering concerns including site development, water or sewer availa- bility, or final grading. 75-y We will need to be advised prior to the issuance of a Certificate of Occupancy so that we can verify that final grading and landscaping has been completed in accordance with the approved plans for the project. e, %!:A- Sr. Construction Inspector Item Complete Item Incomplete - Needs your action 1, 2, 3 Number in circle indicates plancheck number where deficiency was identified 0 Environmental Review Required: YES - NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Site Plan: 1. 2. 3. 4. zoning: 1. 2. 3. 4. provide a fully dimensioned site plan drawn to scale. Show: North arrow, properry lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimensioned setbacks. Show on Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes and driveway. Provide legal description of propem. Provide assessor's parcel number. Setbacks: Front: Int. kde: Street Side: Rear: Required Required Required Required Lot coverage: Required Height: Required Parking: Spaces Required Guest Spaces Required -Shown 23% Additional COmmcnU OK TO ISSUE AND ENTEED APPROVAL INTO COMPUTER .1/> DATE PLNCK.FRM .. I Date: 6-91 Calcs by: Sheet I of Structural Calculations For ENGINEERING CONSULTING STRUCTUWL DESIGN 135-A Livepool Dr. Cardiff Ca. 92007 Tet (6 19) 942-8649 -. ....."." ,' "" """_ . STRUCTURALSTEEL: 1) ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36-UNLESS OTHERWISE NOTED. 2) ALL LIGHT-GAUGE STEEL HAVE 33 KSI YIELD STRENGH-UNLESS OTHERWISE NOTED. 3) ALL WELDING SHALL CONFORM TO A.W.S. AND AISC STANDARDS. P) ALL MACHINE BOLTS SHALL BE ~307 MINIMUM-UNLESS OTHERWISE NOTED. 5) ALL ANCHOR BOLTS SHALL BE A36 STEEL MINIMUM. 6) ALL FIELD WELDING AND HIGH STRENGH BOLTS SHOULD BE SPECIAL ZNSPECTED. 7) ALL WELDING SHALL BE DONE BY THE SHILDED ARC PROCESS USING APPROVED ELECTRODES PER A.W.S. SPECIFICATION. E70XX (LOW HYDROGEN ELECTRODED). TIMBERI j ENGINEERING CALCULATIONS. 2) ALL NAILINQ SHALL CONFORM TO U.B.C. TABLE 25-4 UNLESS OTHERWISE 1) ALL STRUCTURAL LUMBER TO BE DOUGLASS FIR-GRADE MARKED PER CALL OUT IN NOTED. .. I .... ,~ OENERALN6TES: 1) THE CONTRACTOR SHALL VERIFY ALL DIMENTIONS. ELEVATIONS AND CONDITIONS 1:' . PRIOR TO .STARTING CONSTRUCTION. ENGINEER SHALL BE NOTIFI~ ;:I . . 1"" j .,*. ,c. IMMEDIATELY OF ANY DISCREPANCIES .AND INCONSISTENCIES.: ::" .. .. .. .* _. . .......... ..... ..... .. ...... . - .- . . ,._ , .. ,.... .. ...... .... .. ., .. ... .~. ._ .. .. ._ .. 2) CLIENT AGREES. THAT"CONSULTANT WILL NOT ~ERFORM ~.. ON-SITE ..coNsTRUCT.I,O.N-.:~ .... ..... .... ... .... REVIEW .FOR THIS PROJECT;?. " ,r.' . z. :: .:: .. .. ..: .. .. ............. :.-. ...q.t., ,.., ~ .. .. .... ..... . ~ -. ............. . ... . ,z.. . : ... - .. .... :.: .. - _, - . :,:< ;,* ; ;2.. , ' .. , ..... . ...... - .. . ._ .. ..: ' .... ._ - . .. ." ..... .~ - ., ... ... . -. ..... - - .~ ... .... . ..... .. i p: .. _. ,,. . -. ..~ -. ..- >.. .. _. .. .... -. .. ... c ~ . _. _. ,. . ~. . ;>>,;;::,? .. u&iEEi : .. ....... .> ' -1 L .... .... .... .. .. .. ..: . ' . ... ... .... .... ...... I -. . .. -, .. .. I. .. "Z .:, . '" - '..X .:::"' - -. .. ... -. -l - ._ ....... .. 1) SPECIES-DOUGLASS FIR-LARCH.; . .. .. ... .... ....... y. -.- .. ..... .$. Ji .. .. .. .. .. ~. .+.:. 2) WOOD STRESSES-REF. '1. TABLE :25-A-l. -. . . .I .~ ,. .. .. .. .. L.. ... : _. .. I. -. SHEET OF 1) ALL EXISTING LOOSE OR UNCOMPACTED FILLS SHALL BE EXCAVATED. PROPERLY TREATED. REPLACED AND PROPERLY COMPACTED. 2) CONSULTANT MAKES NO REPRESENTATIONS CONCERNING SOIL .CONDITIONS UNLESS SPECIFICALLY INCLUDED IN WRITING AND HE IS NOT RESPONSIBLE FOR ANY LIABILITY THAT MAY ARISE OUT OF THE MAKING OR FAILURE TO MAKE SOIL SURVEYS. OR SUB-SURFACE SOIL TESTS. OR GENERAL SOIL TESTING. 3) SUBSURFACE DRAINAGE SHALL BE PROVIDED BEHIND RETAINING WALLS BY MEANS OF WEEP HOLES, OP. A DRAIN CONSTRUCTED IN ACCORDANCE WITH THE UNIFORM .BUILDING CODE. P) CONTRACTOR TO PROVIDE FOR DE.-WAT,ERING OR EXCAVATING FROM EITHER SURFACE WATER, GROUND WATER OR SEEPAGE. 5) CORNERS AND'WALL 'INTERSECTIONS OF TRENCH MUST BE HAND EXCAVATED. BOTTOM MUST BE HAND EXCAVATED LEVEL WITH SHARP CORNERS. '6) CONTRACTOR SHALL PROTECT ALL UTILITY LINES, ETC. ENCOUNTERED DURING EXCAVATIONS AND BACKFILLING. 7) THE RETAINING WALL SHALL.NOT. BE BACKFILLED UNTIL THE ENGINEER IS NOTIFIED OF DATES AND TIMES OF CONTRUCTION AND BACKFILL. ,,' *. ' * a) BACKFILLING OR RETAINING WALLS . TO BE .COMP.ACTED BY LIGHT HAND HELD COMPACTORS ONLY. NO VEHICLES. * CONCRETENOTES. . .. . .. . .. . .. . I) CONCRETE USED .IN THE WORK SHALL HAVE THE .UTILMATE .CO~P~~ESS~VE..~STREY~~~~;~, 2) THE MAXIMUM SIZE AGGREGATE .IN.CONCR&TE SHALL BE THE FOLLOWING: '1 1/2'".;;.<: . - ..: .L_ , . .. : OF 2000 PSI -AT AGE OF 28 DAYS. OR OTHERWISE NOTED..:,:;. '-;.':;..;:.:. . '*X :::, - .. . .. .. . . .I .: . ' , , .. .. ,.i..l< IN FOUNDATION AND MASS CONCRETE.1 9;' . . .. 3: . ,.._- ,-.: .' : c. . .. , 3) PORTLAND CEMENT SHALL CONFORM TO ASTM C-iSO. YYPE 1. U) AGGREGATE (STONE CONCRETE) SHALL CONFORM TO ASTM C-33. . . .:.. . c:. .. . .. ..... .. . .. 5) UNLESS OTHERWISE SHOWN OR NOTED. CONCRETE COVERAGE OF REINFORCING BARS TO FACE OR BAR SHALL BE AS FOLLOWS: A) CONCRETE IN CONTACT.WITH EARTH. UNFORMED (REGULAR) 3". ) B) CONCRETE IN CONTACT WITH EARTH. FORMED (REQULAR) 2". 6) ALL REINFORCINQ BARS. ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL. ' BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE. SHEET OF 1) BLOCK MASONRY UNITS SHALL BE GRADE "N-I'* HOLLOW CORE CONCRETE BLOCK CONFORMING TO ASTM c-90 LATEST REVISION, AND IN ADDITION, SHALL HAVE CONDITION. MINIMUM ULTIMATE STRENGTH OF BLOCK SHALL BE 2000 PSI. A MAXIMUM SHRINKAGE OF .06% FROM THE SATURATED TO TO OVEN DRY 2) MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED IN THE FOLLOWING RATIO BY VOLUME:' ONE PART PORTLAND CEMENT. THREE PARTS SAND AND 1/11 PART TO 1/2 PART. MAXIMUM LIME OR LIME PUTTY. 3) GROUT SHALL BE DESIGNED BY THE TESTING LAB AND SUBMITTED TO ENGINEER FOR TESTING. GROUT SHALL TEST 2000 PSI. 4) MORTAR SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI. 5) MINIMUM LAP REINFORCING STEEL SHALL BE 110 BAR DIAMETERS MINIMUM. PROVIDE 1/2" MINIMUM CLEARANCE FROM BLOCK MASONRY CELLS. .. 6) MAXIMUM HEIGHT OF GROUT POUR SHALL BE O"0" UNLESS CLEANOUT OPENINGS. ARE PROVIDED AT THE BOTTOM OF CELLS TO BE FILLED. '7) NO COLD JOINTS ARE PERMITTED UNLESS SPECIFICALLY DETAILED. 8) VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT2 ANY OVER- HANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM THE INSIDES OF SUCH CELL WALLS.. .. .... ~).ALL.CONCRETE BLOCK MASONRY ~Q~ERE SHOWN ON WALL DETAIL SHALL HAVE A CONTINUOUS INSPECTION BY A REGISTERED INSPECTOR WHERE CALLED OUT. -:;. . .......... ....... ~. REINFORCINdSTEEL: 1 I ...... ..I ......... .. ...... ........ .... ,* ... .- .. ............ ... .- ........ :.. ..... .;.>:..:.. .. 1) ALL REINFORCING :.BARS SHALL BE ASTM A-615 GRADE 110 FOR #5 :,BARS"A.NDII'.: GRADE 60 FOR #6 AND LARGER. DEFORMED BILLET S%'EEL..BARS ' .EXCEPTb "'". NOTED. ... -..-. c .............. ...... .... .. .. ........... .. .... ... ... , .~._, . ....... 2) FABRICATING DETAILS SHALL .CONFORM TO'THE . ACI MANUAL 03 STANDARD.';: ,..,, .. : ......... PRACTICE. - ,..,<::.y.: ...... ....... . ... . :.:. .: 3) ALL REINFORCING BAR BENDS.TO BE MADE corn. u) SPLICES IN REINFORCING STEEL SHALL BE uo BAR IN DIAMETERS IN MASONRY.: . . ~ ~.. ., . . ..... .. ., ..... .. SPLICES IN CONCRETE SHALL BE A MINIMUM OF 110 BAR IN DIAMETERS. 5) BARS MAY BE IN'CONTACT WHEN FORMING A LAPPED SPLICE. J 41 3 . [r, 0 v [r, 0 In W n H P .m om HC \e u cs (i: 3 i: 4' N e:e:a 00 * hha .. . Y h J PI ,' zuim 0 0 W 0 d rt nu WZ HW Jrl hW &a az Lr rl PI 0 m N I crr Ll crr i? 0 0 m * j, ** ** _. . .. .. . .. ! A .. .. , .: .. . ' .. . ._. .. .. . '' .. J . P5t5 .- . .I b ~. . . .. . .... . i:' .. ., '> . .. I RI .. .".* Iw:'\2 of M= 8085 I I Q .. L ! P I (P *. I. . ... . . \ \ \ \ I I 94 4 . I I A ." 1: Gj+7 = 12' r/ 00 2. !\ c. -- I Geotechnical Engineering Engineering Geology 5741 Palmer Way Carlsbad. California 92008 (619) 438-3155 -FAX (619) 931-0915 April 19, 1991 W.O. 1250-SD MR. WALTER LANGE c/o Mr. John S. Beery and Associates 5315 Avenida Encinas, Suite X Carlsbad, California 92008 Subject : Site Plan Review Lange Residence, Acuna Court Carlsbad, California A.P.N. 215-491-20 Reference: .*'Preliminary Geotechnical Study A.P.N. 215-491-20, Carlsbad, California' Lange Residence, Acuna Court by GeoSoils, Inc., dated March 25, 1991 Gentlemen: At your request, GeoSoils, .Inc. has reviewed the revised site plan prepared by John S. Eeery; and Associates. The purpose of this plan review was to evaluate the respective plans conformance with ' the recommendations contained in he referenced report concerning proposed site development. .I \' . .. The revised site plan was undated and corfsisted of a single,sheet designated by drawing number C-1. As chmpared to the site plan contained in the preliminary geotechnical report (Plate 1) I the following changes '.were noted: 1) the finish floor of the residence has been elevated approximately 1.0 foot, 2) the residence has been relocated 5f feet to the east and 6f feet to the south, '3) a patio in the southwest corner of the residence has been deleted 4) the pool has been relocated further south and east and changed configuration, and 5) other minor changes .. .. .. 1 associated with the driveway were also noted. In our referenced MR. WALTER LANGE W.O. 1250-SD .- APRIL 19, 1991 PAGE 2 report we anticipated that proposed construction would consist of a two story residential structure, however, a single story structure is proposed. The site plan provided, is in conformance with the recommendations contained in the referenced report'.. As such, the recommendations contained therein would remain valid for site preparation and construction. Additionally, earthwork and construction should be performed in accordance with the recommendations contained therein. If you should have any questions regarding this review, or if we may be of further service, please do not hesitate to contact the undersigned. Very truly youra, . i -5 .. . . .I. RCS/VS/mc ; cc:' (4) Addressee L , 3 GeoSofls, Inc. PRELIMINARY GEOTECKNICAL STUDY LANGE RESIDENCE, ACUNA COURT CARLSBAD, CALIFORNIA A.P.N. 215-491-20 FOR C/O MR. JOHN BERRY MR. WALTER LANGE CARLSBAD, CALIFORNIA 92008 W.O. 1250-SD MARCH 25, 1991 GeoSoils, Znc. . . . TABLE OF CONTENTS . . c . . . . c . . . . . . . c SITE DESCRIPTION ...................... 1 PROPOSED DEVELOPMENT .................... 2 FIELD EXPLORATION ...................... 3 EARTH MATERIALS ....................... 3 GROUNDWATER ......................... 5 FAULTING AND REGIONAL SEISMICITY .............. 5 LABORATORY TESTING ..................... 7 Laboratory Standard-Maximum Dry Density ........ 7 Expansion Tests .................... 7 Shear Test ....................... 8 CONCLUSIONS AND RECOMMENDATIONS ............... 8 Removals ........................ 10 RockHardness ..................... 11 Fill Suitability .................... 11 Grading Guidelines 13 Cut Slopes 13 RECOMMENDATIONS-FOUNDATIONS ................. 14 Design ......................... 14 Construction ...................... 15 Retaining Walls .................... 17 POST GRADING CRITERIA .................... 18 Swimming Pool Design .................. 18 Additional Site Improvements .............. 20 Additional Grading ................... 20 Footing Trench Excavation ............... 20 Drainage ........................ 20 Utility Trench Backfill ................ 21 ....................... ................... PLAN REVIEW ......................... 22 LIMITATIONS ......................... 22 GeoSofls. fnc . - - Geotechnical Engineering Engineering Geology 5741 Palmer Way. Carlsbad, California 92008 * (619) 438-3155 -FAX (619) 931-0915 March 25, 1991 W.0. 1250-SD MR. WALTER LANGE c/o Mr. John Beery 5315 Avenida Encinas, Suite K Carlsbad, California 92008 Subject : Preliminary Geotechnical Study A.P.N. 215-491-20 Lange Residence, Acuna Court Carlsbad, California Gentlemen: In accordance with your request, GeoSoils, Inc. has performed a preliminary geotechnical study for the proposed residential development at the subject property. The purpose of our study was to evaluate the nature of earth materials underlying the property and to provide recommendations for grading, foundation design and construction based on our findings. SITE DESCRIPTION The subject parcel is an approximately 150' X 150' vacant lot located on the north side of Acuna Court, A.P.N. 215-491-20, in the Community of La Costa, City of Carlsbad, California (Figure 1). The site appears to have been brushed at sometime in the past and currently supports a sparse growth of grasses and small Los Angeles Co. (818) 785-2158 * Omnge Co. (714) 647-0277 Riverside Co. (714) 677-9651 taken from "The Thomas Guide, 1990 Edition" I LOCATION MAP DATE W.O. NO. 1250-sn BY RCC Soil Mechanics Geology Foundation Engineering I FIGURE 1 MR. WALTER LANGE W.O. 1250-SD MARCH 25, 1991 PAGE 2 shrubs. In addition, the site has been utilized as a borrow for soil and dump site for oversized material, apparently by neighboring residential construction projects. The parcel slopes gently to the south at gradients of 12: 1 or flatter resulting in sheet flow drainage to the southwest, where runoff is then directed along Acuna Court. A small cut slope approximately 2 to 3 feet in height is present along the property line fronting Acuna Court. PROPOSED DEVELOPMENT Information concerning the proposed development, is indicated on the site plan provided by John S. Beery and Associates. This 1/8"=1.0' scale plan is utilized as the base for the enclosed Geotechnical Map (Plate 1). The proposed development is anticipated to consist of importing fill materials to the site to attain the desired pad configuration, utilizing limited cut/fill grading. As proposed, residential construction is to consist of a two story wood frame residential structure with driveway access from Acuna Court. CeoSoils, Inc. MR. WALTER LAWGE W.O. 1250-SD FIELD EXPIDRATION MARCH 25, 1991 PAGE 3 Subsurface conditions were explored by excavating six exploratory test pits with a backhoe. Test pits ranged from 2 to 5 feet in depth. Excavation depths were limited by refusal on hard rock. Logs of the test pits are included with this report in Appendix 11. Field exploration was performed on October 18, 1990 by a staff geologist who logged the test pits and obtained samples of representative materials for laboratory testing. The approximate locations of the exploratory test pits are indicated on the enclosed Geotechnical Map (Plate 1). EARTH MATERIALS Earth materials within the subject area consist of topsoil, volcanic bedrock and scattered concentrations of dump fill. A review of regional geologic maps indicate that the onsite bedrock belongs to the Jurassic age Santiago Peak Volcanics (Eisenberg, 1983; Tan, 1987). Dump Fill: Dump fill onsite consists of scattered surficial concentrations of large boulders and discontinuous thin (less than 1/2 feet thick), veneers of olive brown, clayey sand. In its present condition dump fill is not suitable for structural support. A majority of the oversized material (greater than 8 inches in GeoSoiIs, Inc. MR. WALTER LANGE W.O. 1250-SD MARCH 25, 1991 PAGE 4 diameter) will likely need to be exported from the building site, as fill depths are not sufficient to accommodate this material. The remaining dump fill (less than 8 inches in diameter) may be used as fill, provided it is removed and moisture conditioned prior to placement. Topsoil : Topsoil onsite consists of a thin surficial veneer of material which varies from one half to two feet thick. Topsoil consists of a reddish gray brown to red brown, dry, loose sandy silt with cobble and gravel sized angular bedrock fragments. Occasionally, irregular zones of red brown sandy clay occur along the base of the topsoil section. Topsoil may be used as fill material provided it is removed and moisture conditioned prior to placement. Bedrock: Bedrock material of the Santiago Peak Volcanics underlies the site and consists of red brown and yellow brown, dry, dense, fractured volcanic rock which weathers to angular cobbly silty sand. Cobble size fragments are commonly 3 to 5 inches in long dimension. In the southeast portion of the property, bedrock is red brown to blue gray, fractured volcanic rock weathering to cobbly silty sand. Bedrock excavation produces cobble to boulder sized material. GeoSoils, Inc. MR. WALTER LANGE W.O. 1250-SD MARCH 25, 1991 PAGE 5 Refusal on hard rock occurred in all test pits. Depth to refusal was highly irregular and varied by one to two feet within individual test pit excavations. Average refusal depth is approximately 3 to 4 feet. GROUNDWATER Groundwater was not encountered in any of our test pits and is not anticipated to affect site development. These observations reflect site conditions at the time of this investigation and do not preclude changes in local groundwater conditions in the future from heavy irrigation or precipitation. FAULTING AND REGIONAL SEISMICITy No known active or potentially active faults are shown on published maps in the vicinity of the site (Jennings, 1975). No evidence for faulting was encountered in any of our exploratory excavations. There are a number of faults in the Southern California area which are considered active and which would have an effect on the site in the form of ground shaking, should they be the source of an earthquake. These include the San Andreas Fault, the San Jacinto Fault, the Elsinore Fault and the Coronado Bank Fault GeoSoils, Inc. MR. WALTER LANGB W.O. 1250-SD MARCH 25, 1991 PAGE 6 Zone. Recent studies in the vicinity of Rose Creek suggest that the Rose Canyon Fault is probably active. The possibility of ground acceleration (Greensfelder, 1974), or shaking, at the site may be considered as approximately similar to the Southern California region as a whole. The relationship of the site location to the major mapped faults within Southern California is indicated on the Fault Map of Southern California (Figure 2). Repeatable high ground acceleration (Ploessel and Slosson, 1974) on the property will likely not exceed 0.19g assuming a magnitude 7.0 earthquake on the Elsinore Fault, 23 miles northeast of the site or 0.23g assuming a magnitude 6.5 on the Rose Canyon Fault located 8 miles to the west. Given the relatively greater degree of historic seismicity along the Elsinore Fault, the Elsinore Fault is considered most significant to site design. Other Hazards Considered: The following listing includes other seismic related hazards that have been considered for our evaluation of the site. These hazards are considered negligible and/or completely mitigated as a result of typical site development procedures: * Surface Fault Rupture * Ground Lurching or Shallow Ground Rupture * Liquefaction * Seismic settlement or consolidation * Potential for tsunamis * Seiche GeoSoils, Ine. Uodified after Friedman and Others, 1976 FAULT MAP OF SOUTHERN CALIFORNIA DATE 10/90 BY RGC w.0. ~~1250-SD Soil Mechanics Geology Foundation Engineering FIGURE 2 MR. WALTER LANGE W.O. 1250-SD LABORATORY TESTING MARCH 25, 1991 PAGE 7 General Laboratory tests were performed on selected samples to evaluate physical characteristics of representative on site materials. ly To determine the compaction character of representative samples of onsite soils, laboratory testing was performed in accordance with ASTM Test Method D-1557-76. The maximum density and optimum moisture content from these tests are summarized below: Location DescriDtion xaximum Density Optimum Density hcf) Moisture % Composite brown, silty 127.5 Topsoil gravel & sand 12.5 Emansion Tests A swell test was performed on a remolded sample of near surface soil. The sample was prepared at 80 percent of the optimum moisture and at 90 percent of the maximum dry density, placed under a 60 pound per square foot surcharge, and submerged in water for 24 hours. The percent swell was then recorded as the amount of vertical rise compared to the original one inch sample height. GeoSoils, Znc. MR. WALTER WGE W.O. 1250-SD MARCH 25, 1991 PAGE 8 An expansion index test was also performed on a sample of the near surface material. Testing was performed in accordance with Standard 29-2 of the Uniform Building Code. Test results are summarized below: Location Swell % Enansion Index Emansion Potential Composite 5.1 Topsoil 25 moderate/low Shear Test A shear test was performed on a remolded soil sample in a strain control-type direct shear machine. The rate of deformation was approximately 0.05 inches per minute. The sample was sheared and resheared under varying confining loads in order to determine the Coulomb shear strength parameters, cohesion, and angle of internal friction. The sample was tested in an artificially saturated condition. The result of this test is plotted on the enclosed Shear Test Diagram (Plate SH-1). CONCLUSIONS AND RECOMMENDATIONS Based on our field exploration, laboratory testing, engineering and geological analysis, it is our opinion that the project site is suited for the proposed development from a geotechnical engineering and geologic viewpoint, provided that the GeoSoils, Inc. MR. WALTER LANGE W.O. 1250-SD MARCH 25, 1991 PAGE 9 recommendations presented below are incorporated into the final design, grading and construction phase of development. The most pertinent geotechnical condition affecting the proposed construction are: 1) Rock hardness and rippability. 2) suitability of onsite soils for use as fill material. 3) Presence of a cut/fill transition across the building pad. 4) Depth of utilities with respect to rock hardness (particularly sewer). 5) Graded slope stability. The recommendations provided below consider these as well as other aspects of the site. The engineering analysis concerning site preparation and the recommendations presented below, have been completed using the information provided to us regarding site development. In the event that the information concerning the proposed development is not correct, or any changes in the design, location or loading conditions of the proposed structures are made, the conclusion and recommendations contained in the report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. GeoSoils, Inc. MR. WALTER LANGE W.O. 1250-SD EIARCH 25, 1991 PAGE 10 Removals Debris, vegetation and other deleterious material should be removed from the site prior to the start of construction. Prior to placement of any structural fills, all existing topsoil and dump fill should be removed to expose underlying competent bedrock. The depth of removals are anticipated to be on the order of 2+ feet. Locally deeper removals may be encountered. Due to the cut/fill transition, which will be created during earthwork operations, we recommend overexcavation of the cut portion of the building pad to a minimum depth of 3 feet below proposed grade. Laterally this overexcavation should extend a minimum of 5 feet beyond the building envelope, to provide more uniform foundation support conditions for the structure. All removal areas should be observed by a representative of this office to evaluate if adequate removal depths have been obtained. When removals are completed, the exposed surface should be scarified, moisture conditioned and recompacted. Subsequent to ground preparation and overexcavation, the excavated onsite and/or import soils may be placed in thin (65 inch) lifts, cleaned of vegetation and debris, brought to at least optimum moisture content, and compacted to a minimum relative compaction of 90 percent of the laboratory standard. GeoSoils, Inc. m. WALTER LANGE W.O. 1250-SD HARCH 25, 1991 PAGE 11 Rock Hardness Difficult excavation may be anticipated within the volcanic bedrock. Utilizing a Case 580E backhoe refusal on hard rock occurred at shallow depths (approximately 2 to 5 feet) in all of our test pits. Considering this, it should be anticipated that special equipment or methods (i.e., blasting, jack hammers, etc.) may be needed to: 1) complete the recommended building pad overexcavation, 2) to complete the excavation for the proposed pool and 3) to excavate for utility trenches. It is likely the pad overexcavation for the building could be completed with a D-6 dozer or equivalent, however, it is probable that special equipment or blasting may be needed to complete the pool excavation dependent upon depth. Care should be taken when completing these excavations not to damage existing improvements and/or over excavate/blast slopes. It should be anticipated that over size fill material will be generated. Oversize material may need to be exported from the site as fill depths are rather limited. Fill Suitability Topsoil and dump fill (excluding oversize material) should produce good quality fill material. Volcanic rock on site will produced highly variable fill materials. The upper weathered portion, which can be excavated by ripping, should produce reasonably good quality fill with some oversized rock. Harder, CeoSoifs, Inc. MR. WALTER LANGE W.O. 1250-SD MARCH 25, 1991 PAGE 12 less weathered material will likely generate poor quality fill containing minimal fines. Locally occurring boulders and hard zones, possibly requiring special equipment, blasting, a rock breaker or a rock saw should be anticipated. Any areas where blasting is required would likely produce poor to fair quality fill due to oversize material. Oversized material may be placed in non-structural areas, mixed with crushed or mined on-site materials, mixed with imported granular material or exported from the site. Trenching for utilities may be difficult in areas of deeper excavations. This can be mitigated by overexcavating to below the depth of proposed utilities and replacing the excavated material with compacted fill. This should be considered and evaluated during earthwork construction. SloDes Fill slopes: A maximum 7f foot high fill slope is proposed along the southwest side of the pad area. As proposed the slope will vary from a 3 to 1 (horizontal to vertical) gradient on the south to a 2 to 1 gradient on the west. A 12-15 feet wide keyway is recommended at the toe of the slope. The keyway should be excavated to competent bedrock material and tilted back into slope. The proposed fill slope is considered stable. GeoSoils, Inc. MR. WALTER LANGE W.O. 1250-SD MARCH 25, 1991 PAGE 13 Cut SloDes A maximum 6+ foot high 2 to 1 (horizontal to vertical) gradient cut slope is proposed along the northeast side of the pad area. The cut slope is anticipated to expose a thin layer of topsoil and weathered and fractured bedrock overlying less weathered volcanic bedrock. Due to the fractured nature of the bedrock, care should be taken to remove all loose material from the slope face during construction. Cut slopes should be evaluated for adverse conditions (fractures, etc.) by a representative of this office during slope construction. If adverse conditions are significant, buttressing of the cut slope or some type of retaining structure may be necessary. Excluding the possibility of adverse geologic conditions, the proposed cut slope is considered stable but should be evaluated during earthwork construction. All slopes should be designed and constructed in accordance with the minimum requirements of the City of Carlsbad and the Uniform Building Code. Gradincr Guidelines As proposed soil is to be imported to the site for use as compacted fill, it should be evaluated by this office prior to importing. If import soil is more expansive than onsite soil, increased foundation design should be anticipated. GeoSolls, Inc. MR. WALTER LANGE W.O. 1250-SD MARCH 25, 1991 PAGE 14 Any earthwork should be performed in accordance with the recommendations presented in this report, the guidelines presented in Appendix I, requirements of the City of Carlsbad and to the minimum standards of Chapter 70 of the Uniform Building Code. RECOMMENDATIONS-FOUNDATIONS General The foundation design and construction recommendations are based on preliminary laboratory testing and engineering analysis of onsite earth materials. Final recommendations will need to be specifically based on the nature of the import material, evaluating its expansion potential and bearing value. Import material should not be highly expansive. Desim 1. Conventional spread and continuous strip footings may be used to support the proposed structure provided they are founded entirely in properly compacted fill or competent bedrock materials. 2. Preliminary analysis indicates that an allowable bearing value of 1750 pounds per square foot may be used for design of continuous footings which maintain a minimum width of 12 inches and a minimum depth of at least 18 inches into the GeoSoils, fnc. MR. WALTER WGE W.O. 1250-SD WlRC!H 25, 1991 PAGE 15 3. 4. 5. 6. properly compacted fill or competent bedrock materials. The bearing value may be increased by one-third for seismic or other temporary loads. A coefficient of friction of 0.4 may be used for the rough concrete surface and compacted material or bedrock. Passive earth pressure may be computed as an equivalent fluid having a density of 200 pounds per cubic foot with a maximum earth pressure of 2500 pounds per square foot. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one- third. All footings should maintain a minimum 7 foot horizontal set back from the base of the footing and any descending slope. Construction Based upon our observations and test data, moderately expansive soil exists onsite. The following preliminary recommendations assumes that low to moderately expansive soils are imported to the site. 1. Exterior footings should be founded at a minimum depth of 18 inches below the lowest adjacent ground surface. Interior footings may be founded at a depth of 12 inches below the lowest adjacent ground surface. All footings should be GeoSoits, he. MR. WALTER MGE W.O. 1250-SD MARCH 25, 1991 PAGE 16 reinforced with four No. 4 reinforcing bars, two placed near the top and two placed near the bottom of the footing. 2. A grade beam, reinforced as above, and at least 12 inches wide should be provided across large entrances. The base of the grade beam should be at the same elevation as the bottom of adjoining footings. 3. Where moisture condensation is undesirable, concrete slabs should be underlain with a vapor barrier consisting of a minimum of six mil polyvinyl chloride or equivalent membrane with all laps sealed. This membrane should be placed between a minimum of one inch layers of sand to aid in uniform curing of the concrete. 4. Concrete slabs, should be reinforced with six inch by six inch, No. 6 by No. 6 welded wire mesh (6 x 6, W2.9 x W2.9) or No. 3 reinforcement bars placed on 18 inch centers in two directions. All slab reinforcement should be supported to ensure positioning near the vertical midpoint of the slab. 5. Presaturation is recommended for these soil conditions. The moisture content of the subgrade soils should be equal to or grater than optimum moisture to a depth of 18 inches below grade in the slab areas and verified by this office within 48 hours of pouring slabs and prior to placing visqueen or reinforcement. GeoSoUs, Inc. MR. WALTER LANGE W.O. 1250-SD MARCH 25, 1991 PAGE 17 Retainins Walls General : The design parameters provided below assume that low to moderately expansive soils are used to backfill any retaining walls. If high to very highly expansive soils are used to backfill the proposed walls, increased active and at-rest earth pressures will need to be utilized for retaining wall design. Foundations for retaining walls should be designed in accordance with the recommendations presented in the preceding Foundation Design section except where otherwise noted. Restrained Walls: Any retaining walls that will be restrained prior to placing and compacting backfill material, should be designed for at-rest equivalent fluid pressures of 55 pcf, plus any applicable surcharge loading. Building walls, below grade, should be water-proofed or damp- proofed, depending on the degree of moisture protection desired. Cantilevered Walls: The recommendations presented below are for cantilevered retaining walls up to 15 feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used CeoSoiZs, Inc. MR. WALTER LANGE W.O. 1250-SD MARCH 25, 1991 PAGE 18 to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events or adverse geologic conditions. Retained Material Surface Slope of Equivalent Horizontal to Vertical Fluid Weight P.C.F. Level 2 to 1 35 55 Wall Backfill and Drainage: All retaining walls should be provided with an adequate backdrain and outlet system, to prevent buildup of hydrostatic pressures and be designed in accordance with minimum standards of the City of Carlsbad. In addition, gravel used in backdrain systems should be a minimum of 12 inches of Class I1 filter material or 3/8 to 3/4 inch clean crushed rock wrapped in filter fabric. The surface of the backfill should be sealed by pavement or the top 24 inches compacted with native soil. Proper surface drainage should also be provided. POST GRADING CRITERIA Swimminu Pool Desicm The design parameters provided in the foundation design section of this report may be utilized. GeoSoils, Inc. MFt. WALTER LANGE W.O. 1250-SD MARCH 25, 1991 PAGE 19 The swimming pool should be founded entirely on compacted fill or undisturbed Santiago Peak Formation, or designed as a free standing pool. Active earth pressures should be utilized for the design of the pool walls (i.e. swimming pool and spa). An equivalent fluid pressure approach may be used to compute the horizontal pressure against the walls. Considering the potential variation in expansion potential of the imported soil and native soil, we would recommend that representatives of GeoSoils, Inc. observe the pool excavation. Based on the materials exposed in the pool excavation appropriate equivalent fluid pressures could then be provided. As an alternative, the pool could be designed to account for the expansive soil, utilizing an equivalent fluid pressure of 55 pcf for level backfill., This equivalent fluid pressure does not include other'superimposed loading conditions. The pools should be properly designed by a structural consultant. Leakage from swimming pools, spa and ponds, or any appurtenant plumbing, will create an artificial ground water condition which could result in various problems; therefore, it is imperative that the pools and associated appurtenant plumbing be absolutely leak free. If they are not constructed as completely leak free, a subdrain should be constructed beneath the pools. PO01 placement and construction should be such that it does not adversely affect surface drainage. GeoSoils, Inc. MR. WALTER LANGE W.O. 1250-SD IURCH 25, 1991 PAGE 20 Additional Site Improvements Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Additional Gradinq This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street and parking areas, and utility trench and retaining wall backfills. Footinq Trench Excavation All footing trench excavations should be observed by a representative of this office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site. Drainaqe Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to GeoSoils, Znc. MR. WALTER WGE W.O. 1250-SD MARCH 25, 1991 PAGE 21 pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. Due to the nature of on site soils, combined with the hardness and permeability of the bedrock, local areas of seepage may develop due to irrigation or heavy rainfall. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Utility Trench Backfill Utility trench backfill should be placed to the following standards: 1. Ninety percent of the laboratory standard. 2. For the interior of the slab, it is recommended that 90 percent relative compaction be obtained. Observation, probing, and if deemed necessary, testing may be required to verify adequate results. 3. Exterior trenches, paralleling a footing and extending below a 1 : 1 plane projected from the outside bottom edge of the footing should be compacted to 90 percent of the laboratory standard. Sand backfill should not be allowed in these trench backfill areas. Density testing along with probing should be accomplished to verify the desired results. GeoSoiZs, Inc. MR. WALTER MGE W.O. 1250-SD MARCH 25, 1991 PAGE 22 4. All trench excavations should conform to all applicable local safety codes. PLAN REVIEW Final grading and foundation plans should be submitted to this off ice for review and comment as they become available, to minimize any misunderstandings between the plans and recommendations presented herein. In addition, foundation excavations and earthwork construction performed on the site should be observed and tested by this office. If conditions are found to differ substantially from those stated, appropriate recommendations would be offered at that time. LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Since our study is based upon the site materials observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions. CeoSoits, Inc. MR. WALTER LANGE W.O. 1250-SD MARCH 25, 1991 PAGE 23 These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact the undersigned. Very truly yours, GeoSoils, Inc. h 2 TEM/VS/TEM/mc Enclosures: References Plate SH-1, Shear Test Diagram Appendix I, Grading Guidelines Plate 1, Geotechnical Map cc: (1) Addressee (3) Mr. John Beery c GeoSoiZs, Inc. REFERENCES Eisenberg, L.1, 1983, Pleistocene marine terrace and Eocene geology, Encinitas and Rancho Santa Fe quadrangles, San Diego County, California: San Diego State Master's Thesis 38613. Greensfelder, Roger, 1974, Maximum credible rock acceleration from earthquakes in California, calif. Div. Mines and Geology, Map sheet 23. Jennings, Charles W., 1975, Fault Map of California: Calif. Div. of Mines and Geology, Geologic Data Map series No. 1, to 750,000 scale. Ploessel, Michael R. and Slosson, James E., 1974, Repeatable High Ground Accelerations - Important design criteria: California Geology, Sept., p. 195-199. Schanbel, P.B., Seed, H.B., 1973, Accelerations in Rock For Earthquakes in the Western United States: Bulletin of the Seismological Society of America, v. 63. no. 2, pp. 501-516. Tan, S. J., 1987, Landslide Hazards in the Rancho Santa Fe Quadrangle, San Diego County, California. Landslide Hazard Identification Map #6, C.D.M.G. Open File Report 86-15 LA. GeoSaSls, Inc. NORMAL PRESSURE-KSF EXPLANATION 0 RESHEAR - AT SATURATED MOISTURE CONTENT 0 PEAK - AT SATURATED MOISTURE CONTENT DIRECT SHEAR REMOLDED TO 90% RELATIVE DENSITY, THEN SATURATED UNDISTURBED NATURAL SHEAR SATURATED 115 PCF x MOISTURE = 12.5 % SATURATED MOISTURE CONTENT ~- % SATURATED MOISTURE CONTENT I I SHEAR TEST DIAGRAM RPIIOLDED SHEAR Composite Topsoil I Soil Mechanics Geology Foundation Engineering :ORM S718-2A PLATE SB-1 APPENDIX I GRADING GUIDELINES CeoSoils, Inc. GRADING GUIDELINES Grading should be performed to at least the minimum requirements of the governing agencies, Chapter 70 of the Uniform Building Code and the guidelines presented below: Site clearing Trees, dense vegetation, and other deleterious materials should be removed from the site. Non-organic debris or concrete may be placed in deeper fill areas under direction of the Soil Engineer. Light, dry grasses may be thinly scattered and incorporated into the fill under direction of the Soils Engineer, provided concentrations of organics are not developed. subdrainacre 1. Subdrainage systems should be provided in all canyon bottoms and within buttress and stabilization fills prior to placing fill. Subdrains should conform to schematic diagrams GS-1, GS-3, and GS-4, approved by the Soils Engineer. For canyon subdrains, runs less than 500 feet may use six inch pipe. Runs in excess of 500 feet should have the lower end as eight inch minimum. 2. Filter material should be Class 2 permeable filter material per California Department of Transportation Standards tested by the Soil Engineer to verify its suitability. A sample of the material should be provided to the Soil Engineer by the contractor at least two working days before it is delivered to the site. The filter should be clean with a wide range of sizes. As an alternative to the Class 2 filter, the material may be a 50/50 mix of pea gravel and clean concrete sand which is well mixed, or clean gravel wrapped in a suitable filter fabric. 3. An exact delineation of anticipated subdrain locations may be determined at 40 scale plan review stage. GeoSoils, Inc. MR. w.0 WALTER LANGE MARCH 25, 1991 . 1250-SD GRADING GUIDELINES PAGE 2 During grading,the Engineering Geologist should evaluate the necessity of placing additional drains. 4. All subdrainage systems should be observed by the Engineering Geologist and Soils Engineer during construction and prior to covering with compacted fill. 5. Consideration should be given to having subdrains located by the project surveyors. Outlets should be located and protected. Treatment of Existina Ground 1. 2. 3. All heavy vegetation, rubbish and other deleterious materials should be disposed of off site. All surficial deposits of alluvium and colluvium should be removed (see Plate GS-1) unless otherwise indicated in the text of this report. Groundwater existing in the alluvial areas may make excavation difficult. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months. Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards. Fill Placement 1. All site soil and bedrock may be reused for compacted fill; however, some special processing or handling may be required (see report). 2. Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts not to exceed six inches in thickness to obtain a uniformly dense layer. The fill GeoSoils, Znc. MR. WALTER LANGB EIARCH 25, 1991 W.O. 1250-SD GRADING GUIDELINES PAGE 3 should be placed and compacted on a horizontal plane, unless otherwise found acceptable by the Soil Engineer. 3. If the moisture content or relative density varies from that acceptable to the Soil Engineer, the Contractor should rework the fill until it is in accordance with the following: a) Moisture content of the fill should be at or above distributed without wet and dry pockets. Pre-watering optimum moisture. Moisture should be evenly of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils. b) Each six inch layer should be compacted to at least 90 percent of the maximum density in compliance with the governmental agency. In this case, the testing method testing method specified by the controlling is ASTM Test Designation D-1557-78. 4. Side-hill fills should have an equipment-width key at their toe excavated through all surficial soil and into competent material and tilted back into the hill (GS-2, GS-6). As the fill is elevated, it should be benched through surficial soil and slopewash, and into competent bedrock or other material deemed suitable by the Soil Engineer. 5. Rock fragments less than eight inches in diameter may be utilized in the fill, provided: a) They are not placed in concentrated pockets; b) There is a sufficient percentage of fine-grained material to surround the rocks: c) The distribution of the rocks is supervised by the 6. Rocks greater than eight inches in diameter should be taken off site, or placed in accordance with the recommendations of the Soil Engineer in areas designated as suitable for rock disposal (See GS-5). Soil Engineer. GeoSoils, Ine. MR. WALTER LANGE MARCH 25, 1991 W.O. 1250-SD GRADING GUIDELINES PAGE 4 7. In clay soil large chunks or blocks are common; if in excess of eight (8) inches minimum dimension then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be used to break the up blocks. 8. The Contractor should be required to obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment. If fill slopes are built "at grade" using direct compaction methods then the slope construction should be performed so that a constant gradient is maintained throughout construction. Soil should not be "spilled" over the slope face nor should slopes be "pushed out" to obtain grades. Compaction equipment should compact each lift along the immediate top of slope. Slopes should be back rolled rolled approximately every 4 feet vertically as the slope is built. Density tests should be taken periodically during grading on the flat surface of the fill three to five feet horizontally from the face of the slope. In addition, if a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compaction is being achieved. Finish grade testing of the slope should be performed after construction is complete. Each day the Contractor should receive a copy of the Soil Engineer's "Daily Field GeoSolls, Inc. MR. WALTER LAWGE W.O. 1250-SD MARCH 25, 1991 GRADING GUIDELINES PAGE 5 Engineering Report" which would indicate the results of field density tests that day. 9. 10. 11. 12. Fill over cut slopes should be constructed in the following manner: a) All surficial soils and weathered rock materials should be removed at the cut-fill interface. b) A key at least 1 equipment width wide and tipped at competent materials and observed by the soils engineer least 1 foot into slope should be excavated into or his representative. c) The cut portion of the slope should be constructed prior to fill placement to evaluate if stabilization is necessary, the contractor should be responsible for any additional earthwork created by placing fill prior to cut excavation. Transition lots (cut and fill) and lots above stabilization fills should be capped with a three foot thick compacted fill blanket. Cut pads should be observed by the Engineering Geologist to evaluate the need for overexcavation and replacement with fill. This may be necessary to reduce water infiltration into highly fractured bedrock or other permeable zones,and/or due to differing expansive potential of materials beneath a structure. The overexcavation should be at least three feet. Deeper overexcavation may be recommended in some cases. Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located. Gradinq observation and Testinq 1. Observation of the fill placement should be provided by the Soil Engineer during the progress of grading. GeoSoils, Inc. MR. WALTER UGE MARCH 25, 1991 W.O. 1250-SD GRADING GUIDELINES PAGE 6 2. 3. 4. 5. 6. In general, density tests would be made at intervals not exceeding two feet of fill height or every 1,000 cubic yards of fill placed. This criteria will vary depending on soil conditions and the size of the fill. In any event, an adequate number of field density tests should be made to evaluate if the required compaction and moisture content is generally being obtained. Density tests may be made on the surface material to receive fill, as required by the Soil Engineer. Cleanouts, processed ground to receive fill, key excavations,subdrains and rock disposal should be observed by the Soil Engineer prior to placing any fill. It will be the Contractor's responsibility to notify the Soil Engineer when such areas are ready for observation. An Engineering Geologist should observe subdrain construction. An Engineering Geologist should observe benching prior to and during placement of fill. Utilitv Trench Backfill Utility trench backfill should be placed to the following standards: 1. Ninety percent of the laboratory standard if native material is used as backfill. 2. As an alternative, clean sand may be utilized and flooded into place. No specific relative compaction would be required: however, observation, probing, and if deemed necessary, testing may be required. CeoSoils, Znc. MR. WALTER UGE MARCH 25, 1991 W.O. 1250-SD GRADING GUIDELINES PAGE 7 3. Exterior trenches, paralleling a footing and extending below a 1:l plane projected from the outside bottom edge of the footing, should be compacted to 90 percent of the laboratory standard. Sand backfill, until it is similar to the inplace fill, should not be allowed in these trench backfill areas. Density testing along with probing should be accomplished to verify the desired results. JOB SAFETY General : At GeoSoils, Inc., getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading construction projects. The company recognizes that construction activities will vary on each site and that job site safety is the contractor's responsibility. However, it is, imperative that all personnel be safety conscious to avoid accidents and potential injury. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of our field personnel on grading and construction projects. 1. Safetv Meetinas: Our field personnel are directed to attend the contractor's regularly scheduled safety meetings. 2. Safetv Vests: Safety vests are provided for and are to be worn by our personnel where warranted. 3. Safetv Flaas: Two safety flags are provided to our field technician: one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be GeoSoils, Inc. MR. WALTER LANGE W.O. 1250-SD GRADING GUIDELINES PAGE 8 brought to the attention of our office. 25, 1991 Test Pits Location, Orientation and Clearance: The technician is responsible for selecting test pit locations. The primary concern is the technician's safety. However, it is necessary to take sufficient tests at various location to obtain a representative sampling of the fill. As such, efforts will be made to coordinate locations with the grading contractors authorized representatives (e.g. dump man, operator, supervisor, grade checker, etc.), and to select locations following or behind the established traffic pattern, preferable outside of current traffic. The contractors authorized representative should direct excavation of the pit and safety during the test period. Again, safety is the paramount concern. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates that the fill be maintained in a driveable condition. Alternatively, the contractor may opt to park a piece of equipment in front of the test pits, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits (see Plate GS-7). No grading equipment should enter this zone during the test procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established both for safety and to avoid excessive ground vibration which typically decreases test results. When taking slope tests, the technician should park their vehicle directly above or below the test location on the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g. 50 feet) away from the slope during testing. GeoSoils, Inc. MR. WALTER LANGE HARCIi 25, 1991 W.O. 1250-SD GRADING GUIDELINES PAGE 9 The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location. In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is directed to inform both the developer's and contractor's representatives. If the condition is not rectified, the technician is required, by company policy, to immediately withdraw and notify their supervisor. The grading contractors representative will then be contacted in an effort to effect a solution. No further testing will be performed until the situation is rectified. Any fill placed in the interim can be considered unacceptable and subject to reprocessing, recompaction or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor brings this to technicians attention and notify our the project manager or office. Effective communication and coordination between the contractors' representative and the field technician(s) is strongly encouraged in order to implement the above safety program and safety in general. The safety procedures outlined above should be discussed at the contractor's safety meetings. This will serve to inform and remind the equipment operators of these safety procedures particularly the zone of non-encroachment. Trench Safety: It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. L - - GeoSoils, Inc. MR. WALTER LANGE W.O. 1250-SD MARCH 25, 1991 GRADING GUIDELINES PAGE 10 Our personnel are directed not to enter any excavation which 1) is 5 feet or deeper unless shored or laid back, 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench, or 3) displays any other evidence of any unsafe conditions regardless of depth. All utility trench excavations in excess of 5 feet deep, which a person enters, are to be shored or laid back. Trench access should be provided in accordance with OSHA standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify their supervisor. The contractors representative will then be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. CeoSolls, Inc. Final Grade ,, , . .. (See Plate GS-3) I TYPICAL TREATMENT OF . . ~~~ - ~ - , ._"i"-<., ..,. ".~.. ,. NATURAL GROUND 0 BY GSI DATE 3/91 NO. NQ 1250-SD Soil Mechanics Geology hundation Engineering I PLATE GS-I Note : Where natural Slope gradient is 511 or less, benching is not necessary unless stripping did not remove all compressible material. I PLATE GS-2 ALTERNATE 1 SOIL - SLOPEWASH ALLUVIUM REMOVED TO BEDROCK - ' , .-,, I ' /- '. / . BEDROCK " /\ Canyon subdrain : 6' perforated pipe with 9 cu. 11. gravel per ft. of drain wraped with filter fabric. ALTERNATE 2 6' perforated pipe with g cu. ft. gravel per ft. of drain wraped with filter fabric. AND CONSTRUCTION DATE 3/91 W.O. NO. 1zsO-SL BY GSI Soil Mechanics Geology Foundation Engineering 36“ THICK FILL CAP, 4. Buttress slope to have a bench at every 20 to 30 feet. preliminary reports) B. Buttress key depth varies. (see C. Buttress key width varies. (see preliminary reports) D. Backdrains and lateral drains located at elevation of every bench drain. First drain at elevation just above lower lot grade. Additional drains may be required at discretion of GeoSoils, Inc. 4’perforated pipe (or approved equivalent) placed in I cu. ft. .per . linear ft. of graded , . filter material.” PiDe to extend **E ~r full length of 4” nonperforated . pipe lateral to. . slope face at. “above- 100’ intervals . ~ ’ bench .. .. .- I I ./ 2- k-,+ -c - . ’. - ‘Graded filter material fo conform to State of Cali!. Dept. Public Works standard specifications for.Class 2 permeoble rnaterlal TYPICAL BUTTRESS SECTION I Soil Mechanics Geology Foundation Engineering \CLEAR ZONE 1 P Stack boulders end to end. Do not pile upon each other. Soil shall be pushed over rocks .and flooded into voids. Compact around and over each windrow. t 1 d' Typical ""_ -0"a FILL SLOPE Stagger rows \ \ 0 0 \ 0 0 k16' Mlfi.+l \ \ - I ' FIRM GROUND \ 1, /' - 1 ,' / / \/'/ '/ . \'\ - / ROCK DISPOSAL DETAIL I I Soil Mechanics Geology Foundation Engineering PLATE GS-5 TYPICAL FILL OVER CUT. SLOPE DATE 3/91 W.O. NO- By CXT Soil Mechanics Geology Foundation Engineering TEST PIT SAFETY DIAGRAM SIDE VIEW ( NOT TO SCALE 1 ( N3T TO SCALE 1 0 DATE 3/91 W.0. NO. 1250-SD BY GSI Soil Mechanics Geology Foundation Engineering ~~~ ~ PLATE GS-7 APPENDIX I1 TEST PIT LOGS GeoSo11s, Znc. TEST PIT LOG Test Pit kDth fft.1 Material DescriDtion TP-1 0-0.5 TOPSOIL: Grayish red brown, dry, gravel to cobble size angular rock loose, porous, sandy SILT and fragments . 0.5-(2.5-5) BEDROCK: Red brown and yellow brown, dry, dense weathered and fractured VOLCANIC rock breaking to gravelly graded silty sand. Cobble angular cobbly sand and coarse size varies to 5" in long dimension. Fractures oriented N50W/45SW, N60E/ 80SE. Refusal on hard rock at 2.5 to 5 No groundwater feet. TP-2 0-1 TOPSOIL: Grayish red brown, dry, gravel to cobble size angular rock loose, porous, sandy SILT and fragments . 1- (2-4) BEDROCK: Reddish brown, dry, VOLCANIC rock, breaking to cobbly dense, weathered and fractured silty graded sand. Fracture oriented N70E/75NW, EW/90 90, N60E/80SE. Refusal on hard rock at 2 to 4 No groundwater feet. GeoSoiIs, Inc. MR. WALTER LANGE TEST PIT IAX MARCH 25, 1991 W.O. 1250-SD Test Pit DeDth fft.1 Material DescriDtion TP-3 0-(2-3) porous, sandy SILT, and gravel to TOpSOI4: Gray brown, dry loose cobble size angular rock fragments. ell Grades to red brown, dry, medium dense, clayey sand, gravel size angular rock and discontinuous zones red brown, stiff clay. weathered and fractured VOLCANIC BEDROCK: Red brown, dry, dense, grades sand. Cobbles vary to 4" in rock, breaking to cobbly silty long dimension. Refusal on hard rock at 3 to 4 feet. No groundwater (2/3-3/4) TP-4 0-0.5 3'OPSOIL: Grayish red brown, dry, loose sandy SILT and CLAY. and blue gray, dry, dense, slightly BEDROCK: Red brown to yellow brown weathered and fractured VOLCANIC rock, breaking to fine angular cobbly silty graded sand and many dimension. small boulders 611-1211 in long N7OE/3OSE, and N40E/45SE. Fractures oriented N65E/80SE, Refusal on hard rock at 4 feet. No groundwater 0.5-4 CeoSofls, Inc. MR. WALTER LWGE TEST PIT LOG Test Pit DeDth fft.1 Material DescriDtion TP-5 WCH 25, 1991 W.O. 1250-SD 0-2 gravely sandy SILT, with few TOPSOIL: Red brown, dry, loose, cobbles to 4" in long dimension. Irregular zones of sandy clay occur along base. 2-4 BEDROCK: Red brown, dry, dense, weathered and fractured VOLCANIC rock breaking to fine cobbly graded silty sand. @3' Becomes yellow brown, fractures oriented N50E/60NW. Refusal on hard rock at 4 feet. No groundwater TP-6 0-0.5 ARTIFI slightly moist, medium dense, CIAL FILL: olive brown clayey SAND, and angular cobble size bedrock fragments. moist, loose, porous, sandy SILT TOPSOIL: Dark red brown, slightly and angular gravel to cobble size rock fragments. dry, dense, weathered and fractured BEDROCK: Red brown and blue gray, volcanic rock breaking to fine and small boulder. angular cobbly graded silty SAND Refusal on hard rock at 3 feet. No groundwater 0.5-1 1-3 GeoSoils, Znc. 1 ELIILUING PERMIT * I’CR No: PCRY1083 11/20/91 15:56 Project. No: AYlOi017 Page 1 of 1 Job Address: 2640 ACUNA CT Str : Fl : ste: Permit Type: PLAN CHECK REVISION 5349 ll/20/91 OOO1 01 02 Parcel No: 215-491-20-00 C-PRI(T 104.00 Valuation: I> Construction Type: NEW CR ./IS Occupancy Group: Description: FOUNDATION ON GARAGE PC 91-835 I Development Nu : Class Code: 91-835 Applied: 11/12/91 Statu:; : ISSUED : RETAINING WALL,LOWER FLR ELkVATION Apr/Issue: 11/20/91 Validated By: CD Appl/Ownr : CHRIS CAMPBELL FOR JO3N BERRY 619 931-6055 CITY OF CARLSBAD 2W5 Las pplmss Dr., Carlsbad, CA 92009 (619) 438-1161 Credits **x .oo 104.00 .0Q Ext fee Data 104.00 PF.RMlT APPLICATION City of Carlsbad Building Departlent PLAN CHECKJIO. 2075 Las Palms Dr., Carlsbad, U WOW (619) 435-1161 m. VAL PIAN M D- VAUD. BY DAm A - UCommemal UNew BulE B - 0 Industrial 0 New Building U Tenant Improvement C - 0 kidential 0 Apartment 0 Condo 0 Single Family Dwelling 0 AdditioMAlteration 0 Tenant Improvement 0 Duplex 0 Demolition 0 Reloeation 0 Mobile Home 0 Electrical 0 Plumbing OMechanical 0Pwl 0 Spa ORetaining Wall OSolar OOther 2 PnmINFoRMAnoN FOR OFFICE USE ONLY 4c U,.JJA y Pulldw or we NO CAW@@, e. Subdtnslon Name/Number Unlt No. Phase NO. CITY STATE ZIP CODE DAY TELEPHONE NAME ADDRESS m STATE ZIP CODE DAY TELEPHONE NAME ADDRESS CITY STATE ZIP CODE DAY TELEPHONE STATE UC. X LICENSE ClASS CI'N BUSINESS UC. X an STATE ZIP CODE DAY TELEPHONE STATE LIC. X Workers' Lampensatlon Declaratlon: I hereby attlrm that I have a cenltlcate 01 consent to selt-Insure mued by the Ulrector 01 lndustnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. c). INSURANCE COMPANY mucy NO. Cerutlcate of Exempuon: 1 ceruty that In the pertormance of the worn lor Which thls perm11 IS ISSUW, 1 Shall not employ any pemn m any manner so as to become subject to the Workers' Compensation Laws of California. EXPIRATION DATE SIGNATURE DATE 0 I, as owner of the property or my employees with wages as their de compensation. will do the work and the structure is not intended or Owner-Burlder Declaratlon: I hereby attlrm that I am exempt lrom the Contractor's LIcense Law tor the tollowtng reason: offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law doer not apply to an owner of property who builds or improves thereon, and who doer such work himself or through his own employees, provided that such impmvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the pu- of sale.). 0 I, as owner of the property, am exclusivelycontracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's Ljcense Law doer not apply to an owner of property who builds or improves thereon, and contracts for such projects with conuactor(s) licensed pursuant to the Contractor's License raw). 0 I am exempt under Section Business and Professions Code for this reason: any strucNre, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the (Sx. 7031.5 Business and Professions Code: Any City or County which requires a permit to CONtNCt, alter, improve, demolish, or repair provisions of the Contractor's license Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [SSOO]). SIGNATURE DATE 1s the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Is the applicant or fuNre building occupant required to obtain a permit from the air pollution control district or air quality management district? Is the facility to be constructed within 1,000 feet of the outer boundary of a rhwl site? IPANYOFTHEANSWERSAREYff.A~ALW~~~OFOOCUP"AYNOTBElSSUPD~JULY1,1989UNlESS~APPUCANT HAS~OR1sMEEiING~REauIREMpFlsOF~nIEO~~OFEMERGEN~~~~ANDTHEAIR~~NOD~~~. 1 hereby athrm that there 1s a constructlon lendrng agency tor the pertormance ot the wort tor Whlch thls permlt IS lssued (Sec 3097(1) Ctnl code). 0 YES 0 NO OY€S 0 NO OY€S 0 NO LENDER'S NAME LENDER'S ADDRESS I cenrty that 1 have read the appllcatlon and state that the above intormatlon IS correct. I agree to comply Wlth all crty ordlnances and state laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection AND EXPENSFS WUCXI MAY IN ANY WAY ACCRUE AGAIN= SAID CITY IN ODNSEQURXX OF THE GRAN7V.G OF TIUS Pm. CS€W An OSHA permit is required for excantions over 5'0" deep and demolition or construction of structures over 3 stories in height. Expiration. Every permit issued by the Building Ofiicial under the provisions of this Code shall expire by limitation and become null and void if the ot commenced within 365 days from the date ofsuch permit or if the building or work authorized by ime after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code). pu'pa~er. ~Also~~msAvE~EMNIFy~KEEpHARMLffs~~o~cARIsBIu)Ac~sTAu.~~JuDG~DDsrs DATE: WHITE: File YELLOW Applicant PINE Finance ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92 123 (619) 560-1468 DATE : \\I \ 4\9 I JURISDICTION: C*?,ts T3 1- PLAN CHECK NO: '?\ - $3;';' SET: EV. 1 GUPS PROJECT ADDRESS: ~5.4.n &cdr,e CY, QFILE COPY !-DESIGNER -.- PROJECT NAME: RLT. \hj %L t ~LZU I @ necessary and substantially comply with the jurisdiction's The plans transmitted herewith have been corrected where building codes. - The Dlans transmitted herewith will substantiallv comply u with-the jurisdiction's building codes when mino; deflcien- ciec identified checked by building department staff. are resolvea 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. 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 0 jurisdiction to return to the applicant contact person. 0 The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. TJ Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: Telephone # - 0 REMARKS: ~y:=b G\Ls M )-e 0) Enclosures: ~LQ+.J 5. ESGIL CORPORATION :~GA CCM \I\ \3 Daterll/l9! 91 Jurisdiction c!4dLSBW Prepared by: 30 VALUATTON AND PLAN CHECK FEE 0 0 Bldg. Esgil Dept. PLAN CHECK NO. 9 \-83q r BUILDING ADDRESS 264n &o rJ g C7 t APPLICANT/CONTACT C~ms CI+W?EKLPHONE NO. 33!-63 55- BUILDING OCCUPANCY DESIGNER PHONE TYPZ OF CONSTRUCTION CONTRACTOR PHONE BUILDING PORTION VALUE VALUATION BUILDING AREA MULTIPLIER I I I ~~ ~~ Air Conditionina I ~ I ~ Commercial I In I Residential I I@ I Res. or Corn. Fire SDrinklers I@ I I To tal Value I I I COMMENTS; .. ... .. . ...