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HomeMy WebLinkAbout1811 MCCAULEY LN; ; CB940902; PermitBUILDING PERMIT Permit No: CB940902 08/23/94 13:21 Project No: A9401276 Job Address:A-~MICCAULEY LN Suite: Page 1 of I Development No: Permit Type: SINGLE FAMILY DWLNG - DETACHED Parcel No: 156-220-27-00 Lot#: Valuation: 65,770 Construction Type: VN it Occupancy Group: R3/MI Ref erence#: Status: ISSUED Description: 639 SF + 724 GARAGE/STORAGE Applied: 07/26/94 Apr/Issue: 08/23/94 Entered By: DC Appl/Ownr : STONETREE GENERAL BUILDING 619 7280839 1734 RIVERVIEW DRIVE it FALLBROOK, CA 92028- ted & Credits .00 4,094.00 .00 Ext fee Data --------------- 487.00 317.00 7.00 1197.00 Y 1105.00 395.00 Each Plumbing Fixture or\T1J > ,7~ 0/0 Enter "Y" for Plumbing "Issue-'F Each Building Sewer 15.00 Each Water Heater and/or Vent 7.00 * BUILDING TOTAL \ (C' 1952 ..> arid) N Up INCORPORATED / 3953.00 445.00 20.00 Y 28.00 15.00 ,,. /• 7.00 Gas Piping System 7.00 7.00 77.00 * PLUMBING TOTAL 10.00 Y Enter "Y' for Electric Issue Fee > Single Phase Per AMP > 100 .25 25.00 35.00 * ELECTRICAL TOTAL 15.00 Y Enter 'Y' for Mechanical Issue Fee> 9.00 Install Furn/Ducts/Heat Pumps > i. 9.00 4.50 Each Install/Reloc Vent > 1 4.50 29.00 * MECHANICAL TOTAL 1"I FARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 APPROVAL -D TE zLff/r,' A Fees Required -* Fees: 4,09(00 Q, Adjustments: / ..'90 Totjreth Total Fees: 4,'094O0 To Pyé Balanc"e ___!!!_!!__ I__(T -- description - Building Permit f J1 Plan Check j Strong Motion Fee Enter "Y" to Autocaic P.F.F (PF% f"IF C.F.D (TI CE i t C,oa't r'p SEWER PERMIT 08/23/94,10:32 Permit No: SE940053 Page 1 of 1. )' Bldg PlanCk#: CB940902 Job Address:-14Kt MCCAULEY LN Suite: Permit Type: SEWER - RESIDENTIAL Parcel No: 156-220-27-00 8323 08/23/94 0001 01 02 C-PRIIT 972.00 Description: 639 SF + 724 GARAGE/STORAGE Status: PENDING Applied: 08/08/94 - ' Apr/Issue: Permitee: LADWIG,M ROBERT 619 729-3327 Expired: 2642 OCEAN STREET Prepared By: HE CARLSBAD, CA 92008 *** Fees Required *i Fees,-Collected & Credits ------------------- Fees: 97! ' ;0 ,4o .00 Total Fees: 97'2.00 TotalPymerçs:\ .00 Ba1'acDue: \ 972.00 Fee description / ------------- Enter Number of Unit's <Enter CREDIT EDUs> Total EDUs Sewer Fee Enter Sewer EDUs and Benef * SEWER TOTAL t(3 'int Ext fee Data - ----------------- 1.00 55 972.00 972.00 INCORPORATED 1952 w CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 '30iqo C4 APPLICATION Ala City of Carlsbad Building Department 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 IQ W9- 1.PERMIT TYPE From List I (see back) give code of Permit-Type: --------------------------------------------------------- For Residential Projects Only: From List 2 (see back) give Code of Structure-Type: PLAN CHECK NO. ?o . 77t PLAN CK DEPOSIT BJ VALID. BY 6 C DATE 9fjv94i -PRMT 316-00 Net Loss/Gain of Dwelling Units Nearest Cross Street LEGAL DESCRIPTION Lot NO. Subdivision Name/Number Unit No. Phase No. PACEI. '2 9IL MAP WA. I'2(p CHECK BELOW IF sUbM1TED: 2 Energy Caics 2 Structural Caics '2 Soils Report 01 Addressed Envelope ASSESSOR'S PARCEL F -. -a- 7 EXISUNG USl PHUPUSLL) USl DESCRIPTION OFWOaxNW 7'4/, 11)/ 7ft4Cre SQ. Fr. 89 #OF STORIESO / # OF BEDROOMS —ONE / # OF BATHROOMS -ONE. WN 1AL1 I't.HJN (if clillerent from applicant) NAME (last. name first) 1121> ,C,ç' ADDRESS CITY C 6$LSPAlO STATE CA ZIP CODE -1 %M&2 DAY TELEPHONE NAME (last name first) RoT lyPV3%(.1 ADDRESS 'ZCp41- OCI$AN CITY CA)O STATE CA ZIP CODE 9i)Woe' DAY TELEPHONE (oj'j 112.j - 35'2.1 5. PROPERTY OWNER NAME (last name first) o i/8tM AO1N%Cç ADDRESS 'Z64Z CC(M T?ZE.1 CITY CIJAC) STATE CA ZIP CODE I 'ZCCÔ DAY TELEPHONE 6CX)N11(ACIUR UN $Mtt41? NAME (last name first) , ADDRESS / 73 LIP-1 LI P-1 .' e,- i L.LA CITY FoL LU) ('DGk STATE CA ZIP CODE DAY TELEPHONE /- 72 ê- 083 STATE LIC. #.59? I f 7 LICENSE CLASS 3 I CITY BUSINESS LIC. # DESIGNER NAME(last name nrst. CIIC.FCgIQ, f4oy uuitInn fL190L H.)IN " CITY CL24tO STATE CA ZIP CODE '2t)(, DAY TELEPHONE 11q.0'ATE LIC. # C -114 7. WORKEk CiiMPENSA11ON Workers Compensation Declaration: I hereby affirm that I have a certificate of consent to sell-insure issued by the Director of Industrial Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of th insurer thereof filed with th Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY_ ' POLICY NO. 117& csEXPIRATION DATE so as tcy'bec e suJjo,~ . heI -DATE orkers' Compensation Laws of California. NATU 8/ Owner-Builder Declaration: I hereby affirm that I am exempt tram the Contractors License Law for the tollowing reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements 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 purpose of sale.). o I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 1 am exempt under Section Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the 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 [$5001). SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is 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? DYES ONO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYES ONO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYES 0 N IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR I'OLUfllON (X)N11L0L DISnhIcr. ereby affirm that there is a construction lending agency for the perfOnnance of the work for which this permit is issued Lbec 3U91(i) Livil me). LENDER'S NAME LENDER'S ADDRESS 10. APPUCP&NT CEWflF1CA11ON I certify that I have read the application and state that the above information is correct. 1 agree to comply with all City ordinances 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 purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABlifl1ES JUDGMEN1S COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF lullS PERMIT. 0511k An OSHA permit is required for excavations over 5'O" deep and demolition or construction of structures over 3 stories in height. Expiration. Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspende4.pr abndoned atarôj tiiie (ter the work is commenced for a period of 180 days (Section 303(d) Uniform Building Cqd). APJ'uCAJ4rS $IGNA1REjD bL4LIi J V in 4 I • DATE: '2(DJU%'V 0 NOTICE OF FOOTING EXCAVATION OBSERVATION 5741 Palmer Way, Carlsbad, California 92008 JOB LOCATION /I L_ WORK ORDERI7MS O.rL! 13A&, 1 OWNER OR CONTRACTOR OWNER'S ADDRESS DATE FOOTINGS TOTAL NO. OF FOOTINGS OR CAISSONS OBSERVED ______ DESCRIPTION OF FOOTINGS OR CAISSONS COVERED BY THIS NOTICE: DIAGRAM OF APPROVED FOOTINGS (SHOWING DIMENSIONS IF APPLICABLE) re 'I 71 CA L 'rA I )(pO~/7 .G7,a r e re- ' ale 'Iv-, _, f r IM THE UNDERSIGNED HAS OBSERVED THE FOOTING AND/OR CAISSON EXCAVATIONS LISTED ABOVE ON THE REFERENCED PROPERTY AND SAME WERE EXCAVATED IN ACCORDANCE WITH OUR RECOMMENDATON.S IN THE PRELIMINARY FOUNDAjIOI& REPORT AND THE BUILDING cD''6F" T H E 4=. 1' 1J.-/r PORM 89/2 '7 BYA!( ,p. •__, 4 • ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560.1468 DATE: /22 APP JURISDICTION: OF: CAILTAI) []PLAN CHECKER OFILE COPY PLAN CHECK NO: 94- 902. SET: ZIC [J—UPS []DESIGNER PROJECT ADDRESS: ,/?j'° M ('ADLE( L,W: PROJECT NAME: f E-D Arx'(r,or Is The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. E The plans transmitted herewith will substantially comply .with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. fl The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. E] The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. U The applicant's copy of the check list has been sent to: Esgil staff didnot advise the applicant contact person that plan check has been completed. U Esgil staff did advise applicant that the plan check has been completed. Person contacted:______________________ Date contacted: Telephone # U REMARKS:_____ By:T'Avsr 'ØAO Enclosures:_________________ ESGIL CORPORATION EGA El CM 0PC ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: JUAISDICTTON 19 - JURISDICTION: CARLSBAD JFILE COPY ?LAN CHECK NO: 94 90 2.. SET: PROJECT ADDRESS: Vk AnLEy A E QDESIGNER PROJECT N:`16 ME: I-Ap w Ic SF1) ADDITION The plans transmitted herewith have been corrected where LJnecessary and substantially comly with the jurisdiction's building codes. ,- The clans transmitted herewith will substant m ially coolv U with the jurisdiction's -building codes when minor deficien- cies identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies U identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. fl The applicant's copy of the check list is enclosed for the II jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: -20Q Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted:_________________________ Date contacted: Telephone • U REMARKS: By: iiD YAO Enclosures: ESGIL CORPORATION 74,p 0GA 0CM C1 PC- PLAN CHECK NO: g4- g 2 JURISDICTION: CITY OF CARLSBAD TO: Roy d. CB CAt ENCLOSURES: PROJECT ADDRESS: //t lie CAD L1 Lgne awe 7'rf fifri FLOOR AREA:APP. I/4 STORIES: 2 HEIGHT: REMARKS: PLAN CORRECTION SHEET CITY OF CARLSBAD SINGLE FAMILY AND DUPLEX DWELLINGS Date plans received by jurisdiction: Date plans received by Esgil Corporation: FOREWORD:PLEASEREAD Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations er.fcrced by the Building Inspecticn Department. You may have other corrections based cn laws and ordinances by the Planning Department, Engineering epartent or other departments. Present California law mandates that residential construction cc•m;y with Title 24 and the follcwing model codes: 1991 UEC (eff. 8 /14/52) 1991 UPC (eff. 8 /14/92) 1990 NEC (eff. 7/1/91) 1991 UMC (eff. 8/14/92) The above regulations apply to residential construction, recardiess of the code editions adcpted by ordinance. The circled items listed need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303(c), 1991 Uniform Building Code, the approval of the plans does not permit the violation of any state, county cr city law. To soeed uo the recheck orocess, note on this list (or a coov) where each correction item has been addressed i.e., plan sheet, soecification, etc. Be sure to enclose the marked uo list when you submit the revised clans. Date initial plan check completed: __By: 7)AviP )t Applicant contact person: Roy Bi&Ck-Poj.-cJ Te1ephone:03 NOTE: PAGE NUMBERS ARE NOT IN SEQUENCE AS PAGES RAVING NO ITEMS NEEDING CORRECTIONS WERE DELETED. List No. 2, Carlsbad Single Family Delling and 1>p1ex With All Supplements. (1991 USC) PLANS 1. Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 203, San Diego, California 92123, (619) 560-1463. Please make all corrections on the original tracings and submit two new sets of prints, to: The jurisdiction's building department. j. Indicate on the Title Sheet of the olar.s the name of the legal cwner and name of the pe:scn responsible for the preparation of the plans. Section 302(a)7. 4. All sheets of plans must be signed by the aerson rasoonsible for their preparation. (California 3usiness and Professions Code). Plans, scec if* ications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from 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). I. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and the 1991 UBC, UMC and UPC and 1990 NEC. Submit fully dimensioned plot plan, drawn to scale, showing location, size, and uses of al:l existing and proposed structures on the lot. Identify property lines and show lot dimensions and all easements. Section 302(d). Indicate distance frcrn orcoerty lines I to the proposed building. Section 302(d). 110. On the cover sheet of the plans, specify any items reirmng special inspection, in a fc:maz similar to chat shown below. Section 3D2(c). REQUIRED SPECIAL INS?ECTIcNS In addition to the regular inspections, the following checked items will also ra'uire S c. ecial Inspection in accordance with Sec. 306 of the Uniform Euiiding Code. ITEM REQ. IF CHECKED SOILS COMPLIANCE PRIOR TO FOUNDATION INS?. STRUCTURAL CONCRETE OVER 2500 PSI PRESTRESSED STEEL FIELD WELDING HIGH STRENGTH BOLTS EXPANSION ANCHORS SPECIAL MASONRY SPRAYED-ON FIRE PROOFING PILES/CAISSNS DESIGNER-SPECIFIED OTHER 11/18/93 2 11. Show on the title sheet all structures, pools. walls, etc. included under this application. Any portion of the project shown on the site clan that is not included with the building permit application filed should be clearly identified as "not included." i. Clearly show if the lcwer 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 arid dimension the distance to the floor above, for story determination. FIRE PROTECTION i3. Exterior walls closer than 3 feet to I property lines shall be one-hour rated construction and have no openings. Table 5-A. 11. Exterior walls closer than 3 feet to I a property line shall have 30 inch caracets when the flcor area per floor exceeds 1,000 scuare feet. See Section 1710 for possible exception. 5. Projections, including eaves, may I not extend more than 12 inches into the 3 foot setback from the property line. Section 504(b). Eaves over reouired windows shall be not less than 30 inches from the side and rear property lines. Section 504(a). Projections, including eaves, shall be one-hour fire-resistive construction, heavy timber or of noncombustible material if they project into the 3' setback area from the property line. Section 1711. Plastic skylights shall not be installed within that portion of a roof located within a distance to property line where openings in exterior walls are prohibited or required to be protected. Section 5207 (a) 7. Inside each bedroom. ? pI.ced Centrally located in corridor or area giving access to sleeping rooms. c On each story. . In the basement, if cart of the dwelling unit. . When sleeping rocs are upstairs, I at the upper level in cicse , prcximity to the stair. J. :n rooms adjacent to hallways I serving bedroons, when such :oos have a ceiling height 24 inches or more above the ceiling height in the hallway. NOTE: Detectors shall sound an alarm audible in all sleeping areas cf the unit. Section 1210 2 . When the valuazicn of a room addition or recair exceeds $1,0, or when sleeping rooms are created, smoke detectors' shall be provided per item 19 above, excect that smcke detectors added at existing construction need c.nly be battery powered. Section 1210. GENERAL RESIDENTIAL REQUIREMENTS '1. Habitable rooms, other than ( kitchens, shall contain at least 70 scuare feet of floor area. At least one room shall have not less than 120 square feet of floor area. Section 1207 (b) No habitable room, other than a f kitchen, shall be less than 71 0" in any dimension. Section 1207 (c) 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 sauare feet with the minimum openable width 20" and the minimum openable height 24". Section 1204. 4. Basements in dwelling units shall comly with the above (even if not designated as sleeping rooms) Section 1204. 19. Show locations of permanently wired smoke detectors with battery backup: 11/16/93 3 24. Window area must be at least 1/10 of I the floor area and a minimum of 10 square feet per Section 1205 (b). Appears to be deficient in 6. Ocenable window area in habitable ( rooms must be 1/20 of the ficor area and a minmum oz 5 square feet. In bachrocms, laundry rooms and similar rooms, 1 /20 of area is :ecuired and minimum is 1.5 sq. ft. Section 1205 (c). At least 1/2 of the ccmcn wail must / be open and have an opening not less than 25 Sc. ft., nor one tenth of the floor area of the interior room, if light and ventilation is being supplied from an adjacent room. Section 1205 (a) 2. Reired windows shall not coen into / a roofed porch unless the ceiling height is at least 7 feet, the longer side is at least 65 open, and the porch abuts a street, yard or court. Section 1205 (a) Provide mechanical ventilation ( capable of providing five air changes per hour in bathrooms, water closet compartments, laundry rooms and similar rooms if recuired openable windows are not provided. Section 1205 (c) Note that the discharge point for / exhaust air will be at least 3 feet from any opening into the building. Section 1205(c). 3/. Ductless fans cannot be used in I bathrooms if a tub or shower is present. Section 1205(c). Show that ceiling height for I habitable rooms is a minimum of 7'611 . Section 1207 (a). 34. Show ceiling height for laundry / rooms, hallways, corridors, and bathrooms is a minimum of 7'011. Section 1207 (a). Dimension on the plans 30" clear \ width for water closet compartments and 24" clearance in front of water closet. Section 511 (a) 35. Shcw safety glazing in the following locations, per Section 5435(d): where the nearest edge of glazing I is within a 24-inch arc of either side of a door in a closed position (unless there is an intervening wall between. the door and the glazing or if the glazing is 5'-O" or hicher above the walking surface) Glazing greater than 9 square feet with the bottom edge 1CSS than 18" above the floor and the too edge greater than 36" above the floor (unless the glazing is more than 35" hcrizcn:aily away from walking surfaces or if a complying protective bar is installed) . door . Glazing in shcwer and tub I enclosures (including windows within 5 feet of tub or shower floor). Walls and floors separating units in a duplex shall be of one-hour fire- resistive construction. Provide details of the assemblies. Section 1202(b). 3/. A mezzanine is an intermediate floor and may not have a floor area exceeding 33 1/3 percent of the total floor area in the room below. The mezzanine floor must have a clear height of 7 feet, above and below, and must have the long side open to the room below except for posts and protective walls or railings not exceeding 44" in height. Section 1717. 3A. The loft you show does not comply as a mezzanine floor and is, by Uniform Building Code definition, a story. Section 1717. 3/. Dwellings used for daycare for 7 to 12 children shall comply with the special requirements in Chapter 12 of Title 24. 11/16/93 1 EXITS, STAIRWAYS, AND RAILINGS Every stairway landing shall have a P. dimension, measured in the direction 4'. Floors above the second story shall of travel, at least ecual to the have not less than 2 exits. stairway width. If a door occurs at Exceptions: 1. Occupied roofs may the landing, such dimension need ncc have one exit if such occupied areas exceed 36 inches. Section 3306 (g) are less than 500 square feat and 3304 (j) located no higher than immediately above the second story. 2. When the 47. An interior door ay open at a third floor within a unit does not I landing that is not c:a . than 6" exceed 500 sq. ft., only one exit I lower than the floor level, provided need be provided. Section 3303(a). the door does not swing cver the '.. . .. Required exit doorways shall be not landing. Section 3304 (i) less than 36" in width and not less. 4. Provide details of winding stairway than 6'S" in height. / complying with Sect-'= 3306 (d) 4 j. Provide 36" high protective railing Minimum tread is 6 inches at any for oorches, balconies, and coen ooinc and mini 9 inches at a ' sides of stair landings. Openings point 12 inches from where the between railings shall be less than treads are narrcwest. 4". The triangular cpenings formed Maximum rise is 3 inches. by the riser, tread and bottom Minimum width is 36 inches. elements of a guardrail at a stair shall be less than 6". Section 4ft. Provide spiral stairway details, per 1712. . / Section 3306 (f) 4A. Show how guardrail connection Minimum run is 7-1/2 inches ( details are adequate to support 20 measured at a point 12 inches pounds per lineal foot at a right from where the treads are the angle to the top rail. Table 23-3. narrcwest. Maximum rise is 9-1/2 inches. 44 Provide stairway and landing Maximum clear cpening between details. Section 3306 (b), (c) and risers is 6 inches. o). Minimum headroom is 6 feet 8 a. Maximum rise is 7" and minimum inches. run is 11". When the stairs The tread must provide a clear serves less than 10 occupants, or walking area measuring at least serves an unoccuied roof, rise 26 inches from the outer edge of may be 8" maximum and run 9" the supporting column to the minimum, inner edge of the handrail. Minimum headroom is 61-8". I '. Minimum width is 36". 0. Spiral stairways may not be used for / f f required exits when the area served All handrails, per Section 3306 (i),. .. is greater than 400 sq. ft. Section shall satisfy the following . 3306 (f) Provide handrail for stairways / with 4 or more risers. $1. Provide I.C.3.O. Research Report and . Handrails and handrail extensions / number for metal stairway, or submit / shall be 34" to 38" above the plans and calculations and approved nosing of treads. fabricator registered with the 9'. The handgrip portion of handrails building department or note that the / shall be not less than 1-1/211 , stairway fabrication plans shall be nor more than 2" in cross- submitted to and approved by the sectional dimension, , building official prior to 9'. Except for stairs serving only installation. / one tenant, handrails shall be extended 12" beyond the top and bottom of the stair. 11/16/93 5A. Exterior stairways shall not project 64. Note on the plans: "Attic / into the 3 foot setback from the ventilation openings shall be property lines. Section 3306 W. covered with corrosion-resistant I metal mesh with mesh openings of 5,ó. The walls and soffits of the 1/4-inch in dirension." Section I enclosed usable space under interior 3205(c) stairs shall be protected on the enclosed side as required for one- CONCRETE AND Y_kSOKRY hour fire-resistive ccnstruction. Section 3306 (1). . Provide fireDlace ccnstruccicn I details or note construction to be sA _ within units, show that corridors per attached fireplace standard I have a ninum width of 36 inches. drawing. Chapter 37. Section 3305 (b) 6$. Show anchored veneer support and ROOFING f connections attached to wood in / Seismic Zones 3 and 4, comply with . Specify roof slope. Section 3006 (d)1 and Section 2515 I / (a). Show ties and #19 wire in 5. Roof slope is not adequate for roof horizontal joints, etc. I type secified. Table 32-3, D and 3. 67. Show height and construction details j I of all masonry walls. Chapters 24 . Specify roof material and and 25. application. Chapter 32. 6. Show floor and roof connections to 0 53 Specify I.C.3.O. or U.L. approval / masonry and concrete walls. number for roof materials not Connection shall resist 200 pounds covered in U.3.C., e.g., tile, etc. per lineal foot or the actual design Section 107. ctecK vx to Ivis) load, whichever is greater. Cross grain tension or bending in wood 0 ( 59 Specify minimum 1/4 inch per foot ledgers is not permitted. Section \_J roof slope for drainage or design to 2310. support accumulated water. Section 3207 (a) and Section 2305 (f).deC GARAGE AND CARPORTS ry# Iv1'_ Show roof drains and overflows. 60. Garage requires one-hour fire Section 3207. / protection on the garage side of / walls and ceiling common to the 4l.. Provide skylight details to show dwelling. Table 5-3, Section 503 / compliance with Sections 3401 and W. 5207 or provide I.C.3.O. approval number. 7,b. All elements supporting floor above garage, including walls supporting 6ft. Plastic skylights must be separated floor joists, must have one-hour I from each other by at least 4 feet, fire-resistive protection on the unless they are over the same room garage side. Section 503 (b) and their combined area does not j exceed 100 square feet (or 200 11. Show a self-closing door, either 1- square feet if the plastic is a I 3/8" solid core or a listed 20- "CC!" material). Section 5207 (a) 6. minute assembly, for openings between garage and dwelling. 63. Show attic ventilation. Minimum Section 503 (d) vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% 7. Garages are not permitted to open of the required vent is at least 3 / into a room used for sleeping feet above eave vents or cornice purposes. Section 1104. vents). Show area recuired and area provided. Section 3205 (c). 11/17/93 Show height of all fcundaticn walls. Chapter 23. Show height of retair.ed earth on all foundation walls. Chapter 23. If cut or fill slbpes exist, show I distance from foundation to edge of cut or fill slopes and show steeoness and heichts of cuts and fills. Chapter 29. 7/ 71. An occupancy separation is not I required between carport and residence, provided the carport is open on two or more sides and has no enclosed uses above. Section 503 (a) Exception 3. 7A. Show garage framing sections, size / of header over carace opening, lateral cross oracing at plate line, 80. method bracing garage front and holddcwns if required. Chapter 23. NOTE: Maximum shear canal height-to- width ratio is 3-1/2 to 1 for plywood. Table 25-I. /5. Doors may open into the garage only if the floor or landing in the garage is n:t more than one inch lower than the doc: threshold. Section 3304 (i) Provide an 18" raised olatform for any FAU, water heater, or other device in the garage which may generate a flame or spark. UMC Section 508, UPC Section 1310 (a) FOUNDATION REQUIREXEITTS The utility trenches have been prcperly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the reccmmendations in the soils reperz are properly incorporated into the construction documents (when :eouired by the soil report). Per soils report, note on the plan 8/. Note on plans that wood shall be 6" the soils classification, whether or / minimum above finish grade. Section not the soil is expansive and note 2907 (a) the allowable bearing value. Section 2.005 (c). 85. Note cm plans that surface water will drain away from building and The foundation plan does not comply show drainage pattern and key with the soils report elevations. Section 2905 M. recommendations for this project. /6- Please review the report and modify Dimension foundation per U.S.C. design, notes and details as Table 29A: required to show compliance:__ Floors Footing Sui,ported* Stea11 Width Depth Thickness 79. 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, 1 6" 12" 12" 6" 2 8" 15" 18" 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. 8/. Show foundation sills to be pressure I treated, or equal. Section 2516 (c) 3. 11/17/93 - 7 Show foundation bolt size and / spacing. Section 2907 M . Specify size, I.C.B.O. number and / manufacturer of power driven pins and expansion anchors. Show edge and end distances and spacing. Section 302 (d) 97' In 2-story buildings, shear panels / at the first story (at least 48 inches in width) shall be located at each end or as near thereto as possible and comprise at least 25 Percent of the linear length of the wall, C: provide design. Secticn 2517(c)3, Table 25-V. so. If recuired, show size, embedment 1 0. Note cross bridcino or blocking. and location of hold down anchors on / Floor joists and rafters 12" or foundacicn plan. Sec- ion 302 W. 4' more in depth shall be supported 'T v laterally by bridgir.g at intervals 91 Ii -oio co's are reoireo, rote n rot eceeci-'o :ee: less both inline. Sec. 2506 plan that hold down anchors must be edges are held tied in place prior to foundation (h). inspection. Section 305 (e) 1. / Show adequate footings under all / Shcw blocking at ends and at sucocrts of floor joists, rafters / bearing walls and shear walls, and trusses at exterior walls. Section 2507 (5). Section 2517 (d) 3, 2517 (h) 7. 4'. Show on the plans details for 1. Bearing partitions, peruendiculari stepped footings steeer than 1:10. / to joists, shall not be offset from Section 2907 (c). supporting girders, beams, walls or partitions, more than the depth of 9/ Show minimum 18" clearance from the joist. Section 2517 (d) 5. / grade to bottom of floor joists and / minimum 12" clearance to bottom of l3. Show rafter ties. Rafter ties girders. Section 2516 (c) 2. / shall be spaced not more than 4 feet on center and be just above 9. Show pier size, soacing and depth the ceiling joists, where rafters / into undisturbed soil. Table 29-A. and ceiling joists are not / parallel. Section 2517 (h) S. 9%. Show minimum underfloor access of ' 18" x 24". Section 2516 (c)2. /4. Show rafter purlin braces to be not '7. Show minimum underfloor ventilation less than 45 degrees to the horizontal. Section 2517 (h) 6. f equal to 1 sq. ft. for each 150 sq. / ft. of underfloor area. Openings ipS. Show double top plate with minimum shall be as close to corners as / 48" lap splice. Section 2517 (g) practical and shall provide cross 2. ventilation on at least two / approximately opposite sides. /06. Show nailing will be in compliance Section 2516 (c) 6. with Table 25-Q. FRAMING Show or note fire stops at the following locations per Section 9. Show wall bracing. Every exterior 2516 (f): / wood stud wall and main cross-stud partition shall be braced at each a. In concealed spaces of stud end at least every 25 feet of length walls and partitions, including with 1 x 4 diagonal let-in braces or furred spaces, at the ceiling equivalent. Section 2517 (g) 3, and floor levels and at 10 foot Table 25-V. intervals both vertical and horizontal; 11/17/93 b. At all interconnections between ccncealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; C. In concealed spaces between stair stringers at the top and bczzcm of the run and between studs along and inline with the run of stairs if the walls under the stairs are unfinished; d. In openings around vents, p:;es, ducts, cnimneys, fireplaces and similar openings which afford a passage for fire a: ceiling and floor levels, with noncombustible materials. a. At openings between attic spaces and chimney chases for factcry-built chimneys. In duplexes, draft stops shall be provided in floor-ceiling assemblies and attics in line with walls separating units and separating units from common areas. Section 2516(f)4. 4 . Show stud size and spacing. Maximum allowable stud heights: Bearing wall: 2 x4 and 2 x 6 max. 10'; Non-bearing: 2 x 4 max. 141 , 2 x 6 max. 20'. Table 25-R-3. Studs supporting two floors, a roof / and ceiling must be 3 x 4 or 2 x 6 at 160 o.c. Table 25-R-3. Note on the plans that an A.I.T.C. / Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 2505. 14'. Detail all post-to-beam and post- to-footing connections and reference the detail to the plan. Section 2516 (m). Specify nail size and spacing for / all shear walls, floor and roof diaphracms. Indicate required blccking. Maintain maximum diaohracrn dimer.sion ratios. [Tables 25 I, J, K and Section 4714 (d)). nA. Provide truss details and truss / calculations fcr this project. Soecifv truss identification nune:s cn the plans. 1/6. Shcw cearance between tcp plate f / interior parziticns and bct:cm chord of trusses. (To ensure non- bearing ccndition between supperts as designed) 1. Provide ro:f framing plan and floor I framina elan. Section 302 (d). t. Provide framing sections through Section 302 (d) 1.4'. Specify all header sizes for openings over 4' wide. Section 2517 (g) 5. ljO. Provide calculations for main / vertical and horizontal framing members and footings. Section 302 (b). 1,11. Provide calculations for lateral / loads, shear panels, shear transfer and related. Section 302 (b). 1 2. In Seismic Zones 3 and 4, the ( allowable shear wall values for drywall in Table 47-I must be reduced 50 percent when considering earthquake loads. This does not apply to wind loads. Footnote 1. /3. Detail shear including diaphragms, Section 2513. transfer connections, roof and floor to shear walls. 123 Show on the plans all structural requirements developed in the structural calculations. Section 302 W . (See comments below or at end.) It -fiq of +!,e t1574 ,r 2 2- 11/17/53 Columns and posts located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which support permanent structures shall be supperted by concrete piers or metal pedestals projecting 1" minimum above floors unless approved wood of natural resistance to decay or treated wood is used. Secticn 2516 (c) 4. 115. Individual ccncrete 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. Section 2516 (c) 4. Show locaticn of attic access with a minimum size of 221lx30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section 3205(a). Detail truss layout for 30" x 30" / attic access, if required for equipment in the attic and detail 30" x 30" clearance through truss webs. 1. Specify plywood and/or particle ,I board thickness, grade and panel ' span rating. Table 25-S. 1I9. When roof pitch is less than 3:12, / design ridge as a .beam. Section I 2517 (h) Ridges, hips, and valleys shall be / at least one size larger than supported rafters. Section 2517 (h) 3. In open beam construction, provide f strap ties across the beams at the ridge support. Section 2501 (b). 1/2. If foundation cripple wall studs / are less than 14" high, framing shall be solid blocking, or sheathed with plywood. Section 2517 (g) 4. 1 3. Cripple wall studs exceeding 4 feet I in height shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section 2517 (g) 4. G Note on the plans that "all weather-exposed surfaces shall have a weather-resistive barrier to protect the intericr wall covering and that extericr openings shall be flashed in such a manner as to make them weatherproof". Section 1708. MZCANICAL (UNIFORM }'CH..kNICAL CODE) All heating, ventilating, and cooling systems and appliances shall comply with the Uniform Mechanical Code. l. Show the size, location and type of I all heating and cooling appliances or systems. 6. Every dwelling unit shall be / provided with heating facilities capable of maintaining a room temperature of 70 degrees F. at 3 feet above the floor in all habitable rooms. Show basis for compliance. UBC, Sec. 1212. Note on the plans that the FAU / closet or alcove must be 12 inches wider than the furnace or furnaces being installed. UMC Section 704. 1. Show minimum 30" deep unobstructed / working space in front of furnace. Section 505, UMC. lf Furnace shall not be installed in any bedroom, 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, UMC. lAD. Show source of combustion air to furnace, per Chapter 6, UMC. 11/17/93 10 Show access to the attic containing / equipment to be minimum 30 inches by 30 inches. The opening may be 22 inches by 30 inches if the equipment can be removed through such ocening. Section 708, U1C. 1. Note that passageway to the attic / furnace shall be unobstructed and have continuous solid flooring not less than 24 inches wide, not more than 20 feet in length through the attic. Section 708, UMC. 1/3. Show permanent electrical outlet I and lighting fixture controlled by a switch for furnace located in attic or underfloor space. Section 703 & 709, UMC. Show details to comply with Section / 709 for furnace under the floor, or Section 710 for roof or outside furnace. 115. Show I.C.3.O. approval number for / prefab fireplace. Show height of chimney above roof per I.C.3.O. approval or Table 37-3. 1/6. Note on the plans that approved / spark arrestors shall be installed on all chimneys. Section 3703(h). 147 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 (c) lv'. Provide dryer vent to outside. The I maximum length is 14 feet with two 90-degree elbows. UMC, Section 1903. ELECTRICAL (NATIONAL ELECTRICAL CODE) All wiring shall comply with the National Electrical Code. 149 Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. Note on the plans that receptacle -' outlet locations will comply with 1990 NEC Art. 210-52(a). Show on the plans. that countertop receptacle outlets comply with 1990 NEC Art. 210-52(c), which reads as follows: In kitchens and dining areas of dwelling units a receptacle outlet shall be installed at each counter scace wider than 12 inches. eceptacles shall be installed so that no point along the wall line is more than 24 inches measured hc:izontally from a receptacle outlet in that sace. Island and peninsular countertops 12 inches or wider shall have at least one receptacle for each four feet of counter top. Counter top spaces separated by range tops, refrigerators, or . sinks shall be considered as seoarace counter too spaces. Receptacles rendered inaccessible by appliances fastened in place or appliances occupying dedicated space shall not be considered as these required outlets. Dwelling Unit Receptacle Outlets Counter Tops 210.52(c) 0 IF—O I 0 0 4. Rs.I G S. G c.c Ut IL...... lienoC - tee Dtrwke.a ]2. Show on the plan that receptacle / outlets in hallways comply with 1990 NEC Art. 210-52(h), which reads as follows: For hallways of 10 feet or more in length at least one receptacle outlet shall be required. 11/17/93 11 1/3. Show on the plan that ground-fault / circuit-interrupter protection complies with 1990 NEC Arc. 210-8, which reads as follows: All 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, basements, outdoors and within 6 feet of a kitchen sink. PLUMBING (UNIFORM PLU9ING CODE) 4. Show water heater size, type and / location on plans. UC, Section 1301. l. Note on the plans that "combustion I air for fuel burning water heaters I will be provided in acccrdance with the Unifcrm Plumbing Code". /7- Provide adequate barrier to protect water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 1310. Show T and P valve on water heater / and show route of discharge line to exterior. UPC, Section 1007 (e). Show that water heater is / adequately braced to resist seismic forces. UPC, Section 1310. iIo. Show shower stall can accommodate a I 30" circle and has a minimum floor / area of 1,024 sq. in. UPC 909 (d) New water closets and associated \J flushometer valves, if any, shall use no more than 1.6 gallons per flush and shall meet performance standards established by the American National Standards Institute Standard A112.19.2, and urinals and associated flushometer valves, if any, shall use no more than one gallon per flush and shall meet performance standards established by the American National Standards Institute Standard A112.19.2. H & S Code, Section 17921.3(b). NOISE INSULATION (DUPLEXES) Show details c duclex ccmn (party) walls and flcc.r/ceiling assemblies to achieve a Sound Transriission Class (STC) rating in walls of 50 decibels and an Impact Insulation Class (IIC) razing on floor/ceiling of 50 deCibels. Title 24. Show how penetraticns of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits, or heating ventiiatir, or exhaust ducts shall be sealed, lined, or insulated to maintain required sound transmission rating. Title 24. 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. ENERGY CONSERVATION NOTE: Plans submitted after January 1, 1993 must comply with the new energy standards. 4 . Provide plans, calculations and / worksheets to show compliance with current energy standards. 1. The regulations require a properly completed and properly signed Form CF-1R to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. 1/7. All energy items shown on the plans / must be in agreement with the information shown on the properly completed Form CF-1R. lf'2. "3. 151. Fuel combustion water heater shall / not be installed in clothes / closets, in a bathroom or bedrobm, 1 4. or in a closet opening into bathroom or bedroom. UPC, Section 1309. 11/17/93 12 16 . Specify on the building plans all / of the mandatory energy conservation requirements as listed on the enclosure titled, "?ar'datov Measures Checklist." 1/9-Show the make, model and efficiency of the space heating (or cooling) system. 3,/0. For room additions, show / compliance with the energy standards. See attached. 171 Provide fluorescent general lighting (40 lumens per watt) in kitch() and bathrooms. 172 Prcvide a note on the plans stating "All new glazing (fenestrations) will be installed with a certifying label attached, showing the U-value." CARLSBAD S.F.D. & DUPLEX SUPPLEMENT 3,13. Energy conservation design should be for Zone 7. 17 For gas piping under slabs that serve kitchn island cooktops, see the attached Policy 91-46 for ... ,spec• .a1 sleeve and clean-out recuirements. 175 New residential units must be pre- plumbed for future solar water heating. Note that 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. 6093). Note that two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093) 77 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). 3/78. Incoroorate the waterproofing details, on the attached Policy 80-8, where interior living space occurs below grade at the masonry wall(s). 3/9. Show on the Title Sheet on the / plans, the information required by the attached Developmental Services Sheet 112383. All new residential buildings, I including additions, require a / soils report. Please submit two codes. Exception: It a room addition is limited to one story and 1000 sq. ft. in area, then a soils reoort is not required. Esgil Corporaticn will athise the City to olace their soils notice stamp on the plans. 181 All structures require a Class 3 rocf covering, except room accitions. If a room addition covers all at the existing building (2nd story addition), then the above exception doesn't app _y S City Ordinance 5792 recuires two parking spaces/unit with clear area of 20'x20' i.e. no washing machines, etc. Show compliance. lj. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. MISCELLANEOUS 114. Please see additional corrections, or remarks, on the following page. 185 To speed up the recheck process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been 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 indicate: _Yes No 11/30/93 - - 13 The City of Carlsbad has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan check for your project. If you have any questions regarding these plan check items, please contact pAv ip at Esgi Corporation. Thank you. 11/19/93 14 Datei...j/f Jurisdiction CARLSBAD - Prepared bY% Bldg. Dept. ,VID_/,ArO VALUATION AND PLAN CHECK FEE 0 Esgil PLAN CHECK o._ BUILDING ADDRESS /P/f-_lc_OaaJ/_Le APPLICANT/CONTACT R1 PHONE NO o.tt3 BUILDING OCCUPANCY - -3 /p—/ DESIGNER PHONE______________ TYPE OFCONSTRUCTION Y -P4 CONTRACTOR BUILDING PORTION BUILDING AREA VALUATION !.WLTIPLIER VALUE 1-/"7 CL 7 4'7 s4 z rQYaJP p/dar7C 7Z4 Air Conditioninz Coiimercal • -i 1_@ - Residential _________________ I .@• 1 Res. or Comm. -Fire Sprinklers 1 Total Value 2.'— Buildirid Permit Fee $ Plan Check Fee $ $ 3/ 23 COM HCNTS: SHEET / OF I 12/87 City Of C risbad DATE ,( BUILDING PLANCHECK CHECKLIST BUILDI PLANCHECK NO. CB 9 ,- ij/' L4+niE PROJECT DESCRIPTIONC i9i/r ie '-'---- '-6 ASSESSOR's PARCELNUMBER: /3 _EST. VALUE a.57 70 ENGINEERING DEPARTMENT APPROVAL The Item you have submitted for review has been approved. The approval is based on plans, Information and/or specifications provided In your submittal; therefore any changes to these items after this date, Including field modifications, must be reviewed by this office to insure continued conformance with applicable' codes. Please review carefully all comments attached, as failure to comply with Instructions in this report can result In suspension of permit to build. 0 A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please ;as, the attached report of deficiencies marked with M Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. It 55 By By By: Date:________ IS 0.4, N,.~~.0/0010ffi - E9INEE9JNG UThORIZA11ON TO ISSUE BULOING PERMtT; x X0 0. mWE ATTACHMENTS O Dedication Application O Dedication Checklist 0 Improvement Application 0 Improvement Checklist 0 Future Improvement Agreement C] Grading Permit Application O Grading Submittal Checklist O Right of Way Permit Application O Right of Way Permit Submittal Checklist and Information' Sheet 0 Sewer Fee Information Sheet P:DOCS\CHKLST\BP0OO1.FRM ENGINEERING DEPT. CONTACT PERSON NAME: ,, 4 &)-'4'&. City. of Carlsbad ADDRESS: 2075 Las Palmas Dr., Carlsbad, CA 92009 PHONE: (6191438-1161, Ext. A-4 REV 05/11/94 2075 Las Palmas Dr.. Carlsbad, CA 92009-1576. (619) 438-1161 • FAX (619) 438-0894 ¶ BUILDING PLANCHECK CHECKLIST SITE PLAN 1 stfndf 3rd' LI 0 0 1. Provide a fully dimensioned site plan drawn to. scale. Show: A.. North Arrow D. Property Lines Easements Existing & Proposed Structures E. Easements Existing Street Improvements F. Right-of-Way Width & Adjacent Streets [El 0 0 2. Show on site plan: . .. . Drainage Patterns . C. Existing Topography Existing & Proposed Slopes 0 0 3. Include note: "Surface water to be directed away from the building. foundation at a 2% gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)." [Per 1985 UBC 2907(d)5]. On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device / a minimum of 12 Inches plus two percent" (per 1990 UBC 2907(d)5.). 0 0 4. Include on title sheet Site address Assessor's Parcel Number Legal Description . . For commercial/industrial buildings and tenant improvement projects, include: Total building square footage with the square footage for each differentuse, existing sewer permits showing square. footage of different uses (manufacturing, warehouse, office, etc.) previously approved. . . . EXISTING PERMIT NUMBER DESCRIPTION . P:\D0CSCHKLS1RBP0001.FRM. . Page 1 of 4 REV 05/11/94 BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE j' df 3rdv' J I!J 0 5. Project does not comply with the following Engineering Conditions of approval for Project No. S]i 1) 99-e /te~?) J Qnt17 Conditions were complied with by: Date:_________________ DEDICATION REQUIREMENTS 0 0 .6. Dedication for all Street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ '-r-O -pursuant to Code Section 18.40.030. Dedication required as follows: Attached please find an application form and submittal checklist for the dedication process. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Dedication completed by Date:___________ IMPROVEMENT REQUIREMENTS o 0 7a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ o—'- - -pursuant to Code Section 18.40.040. Public improvements required as follows: Please have a registered Civil Engineer prepare appropriate improvement plans and submit them together with the requirements on the attached checklist for a separate plancheck process through the Engineering Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit. Attached please find an application form and submittal checklist for the public improvementS requirements. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Improvement Plans signed by: Date: P:\DOCS\CHKLSt\BP000I.FRM Page 2 of 4 REV 05/11/94 BUILDING PLANCHECK CHECKLIST 1 Sty' 2nd./ 3rd,/ 0 0 0 7b. Construction of the public improvements may be deferred pursuant to code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit. Future public improvements required as follows:____________________________ Improvement Plans signed by: Date:__________ o 0 7c. Enclosed please find your Future Improvement Agreement. Please return signed and notarized Agreement to the Engineering Department. Future Improvement Agreement completed by: Date: O 7d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. O 0 • 8a. Inadequate information available on Site Plan to make a determination on grading requirements. Inc lude accurate grading quantities (cut, fill import, export).' O 0 0 8b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be Submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. ' / Grading Inspector sign oft by: • • Date: 0 8c. No Grading Permit required. • P:DOCS\CHKLST\BP0001.FRM Page.3 of 4 • • REV 05111194 BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS 2nd,/ 3rd/ 0 0 9. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, trees, driveways, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for A separate Right-of-Way permit issued by the Engineering Department is required for the following: X, 0 0 10. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 0 0 ii. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial /11 Waste Permit Application Form and submit for City approval prior to issuance of a Permit. Industrial waste permit accepted by: Date: I. P:DOCSCHKL51rBPOOO1.FRM Page 4 of 4 - REV 05/11/94 El ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION FEE CALCULATION WORKSHEET o Estimate based on unconfirmed Information from applicant. ,Calculation based on building plancheck plan submittal. Address:Jfic 1fefiA1t. Bldg. Permit No. _ Prepared by:__________ Date: Checked by: Date:____________________ EDU CALCULATIONS: Ust types and square footages for all uses. Types of Use: Sq. Ft.- •• EDU's: Total EDU's: X . , ADTCALCULATIONS: List types and square footages for all uses. Types of Use: Sq-Ft. / tht// 7' ADTs:___________________ Total ADTs:________________ FEES REQUIRED: PUBLIC FACILITIES FEE REQUIRED XYES 0 NO (See Building Department for amount) WITHIN CFD: 0 YES (no bridge & thoroughfare fee, INO reduced Traffic impact Fee) 1.PARK-IN.UEU FEE PARK AREA:________ FEE/UNIT: X NO. UNITS:______ 2.TRAFFIC IMPACT FEE J3. ADTs: BRIDGE AND THOROUGHFARE FEE ADTs: X 4. FACILITIES MANAGEMENT FEE SQ.FT.: X S. SEWER FEE PERMIT No. $99s3 EDU's: ) vS' X FEE/EDU:J. BENEFIT AREA: ,t. DRAINAGE BASIN:/E EDU's: 3-" X FEE/EDU: S. SEWER LATERAL ($2,500 DEPOSIT) 7. WATER FEE EDU's: - X P:\00CS\MISF0RMSBP0002.FRM REV 04/12/94 FEFJADT—.1 F9b 0 id , FEE/ADT:__________ ZONE:_________ FEE/SQ. FT. FEE/EDU: D TOTAL OF ABOVE FEES: ro L!I 41 0 . .g U U 41 41 .0 .0 U U . U 41 E U C C 41 41 CL CL C 41 PLANNING CHECKIIS1 Plan Check No. -*? Address 1 j U 1611 L4rf PlannerCJ1rL> Defevko Phone 438-1161 ext. tg5 (Name) APN: !22.0-27 Type of Project and Use [AICI( MTfOU&CIQJTSeJ 6qvq Zone - Facilities Management Zone CFD ('out) #______________ circle (It property in, compl__ete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) Legend [21 - Item Complete Item Incomplete - Needs your action 1, 2, 3 Number in circle indicates plancheck number where deficiency was ..identified M WE Environmental Review Required: YES NO "1YPE DATE OF COMPLETION: 10, Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval O [E1i ' Discretionary Action Required: YES {NO - TYPE APPROVAWRESO. NO. DATE: PROJECT NO. SEX) q'j-o OTHER RELATED CASES: Compliance with conditions of approval? If not, state conditions which require Conditions of Approval ) P- PFF, 0 F Ju (_' Jy ? n ct id-i r V CE 19prPL—, WLb (uh( k-j t4—i c gi I O 0 California Coastal Commission Permit Required: YES - NO DATE OF APPROVAL: San Diego Coast District, 3111 Camino Del Rio North, Suite 200, San Diego, CA. 92108-1725 (619) 521-8036 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval D1J 0 Inclusionary Housing Fee required: YES NO (Effective date of lncliisiànary Housing Ordinance - May 21 1993.) 4 • ; Site Plan: Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensioned setbacks and existing topographical lines. Provide legal description of property, and assesso?s parcel number. 1. Setbacks: D'DD 0-Do Front: Required Int. Side: Required Street Side: Required Rear: Required Lot coverage: Required Height: Required Parking: Spaces Required Guest Spaces Required 20 Shown 1711 Shown f 7/F Shown 3'hLfOWfl 30' L.fd2o Shown 2076 30 Shown 29.7' Shown J p Shown\. 0 0 0 Additional Comments OK TciUE AND ENTERED* APPROVAL INTO MPUTE>_L&'DDATE R i if City of Carlsbad NOTICE OF REQUEST FOR AN ADMINISTRATIVE PERMIT FOR A SECOND DWELLING UNIT Notice is hereby given that an administrative permit has been applied for to allow 'a second dwelling unit on property generally located at 1815 McCauley Lane, Carlsbad; California, and more particularly described as: Parcel 2 of Parcel Map No. 12926, in the City of Carlsbad, County of San Diego, State of California, filed in the office of the County Recorder of San Diego County, September 27, 1983 as File No. 38-345509 of official records. If you have any objectioth to the granting of this v& or wish to have an informal hearing to discuss the requested variance, please notify the Planning Department, 2075 Las Palmas Drive, Carlsbad, California 92009, in writing within 10 days of the date of this notice. If you have any questions, please call Chris DeCerbo in the Planning Department at 438-1161, extension 4445. CASE FILE: SDU 94-01 CASE NAME: LADWIG SECOND UNIT DATE: JULY 19, 1994 CiTY OF CARLSBAD PLANNING DEPARTMENT RECEIVED JUL 2.01994 LADWIG DESIGN OR 2075 Las Palmas Drive • Carlsbad. California 92009-1576 - (619) 438-1161 ZIA PRELIMINARY GEOTECHNICAL STUDY 1815 MCCAULEY LANE, CARLSBAD, CALIFORNIA MR. ROY BLACKFORD 2942 HARDING STREET, SUITE E CARLSBAD, CALIFORNIA 92008 W.O. 1725-SD JULY 12, 1994 GeoSoils, Inc. TABLE OF CONTENTS SITE DESCRIPTION . 1 PROPOSED DEVELOPMENT ...............................................1 FIELD EXPLORATION ....................................................2 EARTH MATERIALS .....................................................2 Topsoil/Highly Weathered Terrace Deposits ..............................2 Terrace Deposits ..................................................2 GROUNDWATER ........................................................2 GEOLOGIC STRUCTURE .................................................3 FAULTING AND REGIONAL SEISMICITY ......................................3 Other Hazards Considered . ..........................................3 LABORATORY TESTING ..................................................4 General.........................................................4 Laboratory Standard Maximum Dry Density ..............................4 Expansion Tests ..................................................4 CONCLUSIONS ........................................................4 RECOMMENDATIONS-EARTHWORK CONSTRUCTION ...........................5 Removals and Fill Placement .........................................5 Earthwork Balance .................................................6 FOUNDATION RECOMMENDATIONS ........................................6 General.........................................................6 BearingValue ..............................................6 Lateral Pressure .............................................7 Construction.....................................................7 Conventional Floor Slabs ............................................7 DEVELOPMENT CRITERIA ................................................8 Landscape Maintenance and Planting ..................................8 Site Improvements .................................................8 Footing Trench Excavation ..........................................9 Trenching.......................................................9 Drainage........................................................9 Utility Trench Backfill ...............................................9 PLAN REVIEW .........................................................10 LIMITATIONS .........................................................10 GeoSoits, Inc. Geotechnical. Geologic. Environmental 5741 Palmer Way • Carlsbad, California 92008 • (619) 438-3155 • FAX (619) 931 -0915 July 12, 1994 W.O. 1725-SD MR. ROY BLACKFORD 2942 Harding Street, Suite E Carlsbad, California 92008 Subject: Preliminary Geotechnical Study 1815 McCauley Lane, Carlsbad, California Dear Mr. Blackford: In accordance with your request, GeoSoils, Inc. has performed a preliminary geotechnical study concerning proposed development at the subject site. The purpose of our study was to evaluate the nature of earth materials underlying the site and to provide recommendations for site preparation, earthwork construction and foundation design/construction based on our findings. SITE DESCRIPTION The rectangular shaped property is located on the south side of McCauley Lane in the City of Carlsbad, California (Figure 1). Topographically, the site is nearly flat lying to very gently west sloping. Surrounding residential developments exist on the east and west sides of the property. Carlsbad Village Drive is situated along the southern site boundary. The subject site is currently occupied by an existing single story wood frame residence, located toward the southern portion of the lot, with associated parking and landscaped areas. It is our understanding that the site is to generally remain in its current condition, with the exception of the proposed development discussed below. PROPOSED DEVELOPMENT Currently proposed improvement/development of the property consists of preparing the site for the construction of a 1,363 square foot detached two story wood frame structure, consisting of lower level garage and storage areas and second level living quarters, using a conventional foundation system to support the superstructure, and an on grade concrete slab for floor support. Miscellaneous paving and flatwork construction will also be performed. The structure is proposed to be located north of the existing site residence (see Plate 1). It is assumed that site grading will utilize typical cut and fill grading techniques to attain the desired pad and land improvement configurations. Data collected during our field evaluation is NORTH APPROXIMATE SCALE 1"=2,400' FROM THOMAS BROTHERS GUIDE, 1994 EDITION SITE LOCATION MAP DATE 7/94 Iwo. NO. 1725-SD IBY EL Soil Mechanics • Geology • Foundation Engineering FIGURE 1 MR. ROY BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 2 presented on the 111=101± scale conceptual map prepared by Roy R. Blackford A.I.A. (Plate 1, Geotechnical Map). FIELD EXPLORATION Subsurface site conditions were explored by excavating 4 hand auger borings. Field exploration was performed on July 6, 1994 by one of our staff geologists, who logged the borings and obtained representative samples of the earth materials for laboratory testing. Boring excavations were all 3± feet in depth. A log of each boring is presented in Appendix I. The approximate locations of the borings are shown on the enclosed Geotechnical Map (Plate 1). EARTH MATERIALS Earth materials encountered onsite consist of topsoil and terrace deposits of the Linda Vista Formation. Topsoil/Highly Weathered Terrace Deposits (unmapped) A thin veneer of topsoil/highly weathered terrace material blankets the area of proposed construction. This material typically consists of light brown silty sand. Maximum thickness encountered was 1.5 feet, in boring B-i, but thicker zones may be present. Topsoil/highly weathered terrace material observed in the borings was generally loose, somewhat porous and dry. Based upon field observations, this material is considered unsuitable for structural support in its present condition, but it may be utilized as structural fill provided it is properly reprocessed and compacted. Terrace Deposits (map symbol Qt) Terrace deposits consisting of orange brown, silty sandstone were encountered in all borings excavated. This material was surficially weathered, damp to slightly moist, and becomes noticeably denser with depth. GROUNDWATER Groundwater was not encountered in any of our boring excavations and is not anticipated to adversely affect site development. These observations reflect site conditions at the time of this geotechnical evaluation and does not preclude changes in local groundwater conditions in the future. GeoSoils, Inc. MR. ROY BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 3 GEOLOGIC STRUCTURE Bedding within the terrace deposits was not discernable in our boring excavations. Regional geologic maps (Reference 1), likewise do not depict geologic structure in this area. Relatively flat lying to gently west dipping structure is common in San Diego County and, is suggested by existing surface topography. FAULTING AND REGIONAL SEISMICITY No known active or potentially active faults are shown on published maps in the vicinity of the site (Jennings, 1992). No evidence for faulting was encountered in any of our exploratory excavations. There are a number of other faults in the Southern California area which are considered active and would have an affect on the site in the form of ground shaking, should they be the source of an earthquake. These include, but are not necessarily limited to the San Andreas Fault, the San Jacinto Fault, the Elsinore Fault, the Coronado Bank Fault Zone and the Rose Canyon Fault Zone. It should be noted, that there is no published or unpublished consensus on the relative seismic activity of the Rose Canyon Fault Zone. Studies at one location in Rose Canyon have indicated Holocene activity along a strand of this fault zone (Lindvall, et. al, 1989). As a result of these studies, the State of California has classified portions of this fault within the City of San Diego as active. The possibility of ground acceleration or seismic 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). Peak horizontal accelerations for the site were determined based on the random mean attenuation curve developed by Sadigh (1989). Based on this method, the largest peak horizontal accelerations anticipated at the site would be 0.215g assuming a maximum probable 6.0 magnitude earthquake on the Rose Canyon Fault, (5 miles west of the site). The acceleration- attenuation relations of Sadigh have been incorporated into the EQFAULT (Blake, 1989) computer program. EQFAULT is a computer program, which produces deterministic values of horizontal accelerations from digitized California faults. The results of this computer file search and computations are enclosed in Appendix II. Other Hazards Considered The following list includes other potential seismic related hazards that have been considered with respect to the site. In our opinion, the potential for these hazards to affect the site is considered negligible. GeoSoils, Inc. 32 33. Modified after Friedman and Others, 1976 FAULT MAP OF SOUTHERN CALIFORNIA DATE JULY. 19941W.ONO 1725-5fl Geotechnical. Geologic. Environmental FIGURE FORM 89/22 - ..FIGURE 2... MR. ROY BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 4 Ground lurching or shallow ground rupture Surface fault rupture Dynamic settlements Liquefaction LABORATORY TESTING General Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical characteristics and engineering properties. The test procedures used and subsequent results are presented below. Laboratory Standard Maximum Dry Density To determine the compaction character of representative samples of on site soils, laboratory testing was performed in accordance with ASTM Test Method D-1557-91. The following table presents results of this testing: MI. MAXIMUM DRY OPTIMUM MOISTURE ~ I., ~ - B-i @ 0-1.5' Brown silty SAND 121.0 13.5 8-2 @ 1-2' Red brown silty SAND 135.5 9.5 Expansion Tests An expansion index test was performed on a representative sample of site material. Testing was performed in accordance with Standard 29-2 of the Uniform Building Code. An expansion index (El) of less than 1 was determined for the material obtained from boring B-i at a depth of 0-1.5 feet. This test result is classified as having very low expansion potential. CONCLUSIONS Based on our field exploration, laboratory testing, engineering and geological analyses, it is our opinion that the project site is suited for the proposed development from a geotechnical engineering and geologic viewpoint. The recommendations presented herein should be incorporated into the final design, grading and construction phases of development. The engineering and geologic analyses performed and the recommendations presented, have been completed using the information provided. In the event that information concerning proposed development is not correct, or any changes in site design are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes GeoSoils, Inc. MR. ROY BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 5 are reviewed and the recommendations presented are modified or approved in writing by this office. The primary geologic and geotechnical conditions which affect proposed site development are summarized below: Depth of removals. Engineering properties of onsite soils. Potential for encountering existing underground septic tanks, leach lines or other unknown improvements. Potential for ground shaking to occur at the site as generated by a seismic event on one of the nearby faults. RECOMMENDATIONS-EARTHWORK CONSTRUCTION All grading should conform to the guidelines presented in Appendix Ill, Chapter 70 of the Uniform Building Code, and the requirements of the City of Carlsbad, except where specifically superseded in the text of this report. During earthwork construction all removals, and the general grading procedures of the earthwork contractor should be observed and the fill selectively tested by a representative(s) of this office. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. Specific guidelines and comments pertinent to the planned development are offered in the following sections. Removals and Fill Placement Debris, vegetation and other deleterious materials should be removed from the areas proposed for structural fill prior to fill placement. Any existing fills, topsoil or otherwise compressible materials should be removed to expose competent underlying material. Removal depths are anticipated to range between 1 to 2 feet below existing grade for topsoil/highly weathered terrace materials. Locally deeper removals may be recommended based on exposed field conditions. A fill blanket equal to or greater than one and one half times the width of the foundation system should be provided below the foundation system. This fill blanket should extend a minimum of five feet laterally outside the building envelope and may be provided via a combination of removals, overexcavation and/or scarification. The exposed removal bottom should be relatively uniform; significant undulations should be smoothed out. Prior to fill placement the exposed competent material should be scarified to a depth of 6± inches, moisture conditioned to at least optimum moisture content and then compacted. Subsequent to this procedure of removals and ground processing (preparation), excavated onsite GeoSoils, Inc. MR. ROY BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 6 soils may be placed in thin (4± to 8± 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 ASTM Test Method 0-1557-91. If fill material is to be imported to the site for use as compacted fill, a sample of the import should first be provided to the project soil engineer to evaluate its compatibility with onsite material, prior to bringing to the site. Earthwork Balance The volume change of excavated materials upon compaction as engineered fill is anticipated to vary with material type and location. However, the overall earthwork shrinkage and bulking may be approximated be using the following parameters: Topsoil/Highly Weathered Bedrock ...........................5% to 10% shrinkage Weathered Bedrock ..........................................0% to 5% bulking It should be noted that the above factors are estimates only, based on preliminary data. Final earthwork balance factors could vary. FOUNDATION RECOMMENDATIONS General 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 structure are made, the conclusions and recommendations contained in this 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. The information and recommendations presented in this section are not meant to supersede design by the project structural engineer. Upon request, GSI could provide additional input/consultation regarding soil parameters, as related to foundation design. Our field work and laboratory testing indicates that onsite soils are very low in expansion potential. Preliminary recommendations for foundation design and construction are presented below based on the assumption that very low expansion materials will be used for support of the proposed structure. The foundation system should be designed and constructed in accordance with the guidelines contained in the Uniform Building Code. Bearing Value: Conventional spread and continuous. strip footings may be used to support the proposed structure, provided they are founded entirely in compacted fill or competent bedrock. An allowable bearing value of 1,500 pounds per square foot should be used for design of continuous footings 12 inches wide and 12 inches deep and for design of isolated pad footings 24 inches square and 12 inches deep, into compacted fill or competent bedrock GeoSoils, Inc. MR. ROY BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 7 or formational material. This value may be increased by 250 pounds per square foot for each additional 12 inches in depth and by 150 pounds per square foot for each additional 12 inches in width to a maximum value of 2500 pounds per square foot. The above values may be increased by one-third when considering short duration seismic or wind loads. Lateral Pressure: Passive earth pressure may be computed as an equivalent fluid having a density of 300 pounds per cubic foot per foot of depth, to a maximum earth pressure of 2500 pounds per square foot. An allowable coefficient of friction between soil and concrete of 0.4 may be used with the dead load forces. 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 to any descending slope. Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1:1 projection upward from the bottom inside edge of the wall stem. Construction The following preliminary recommendations are for the proposed construction, in consideration of our field investigation, laboratory testing and engineering analysis: Exterior footings should be founded at a minimum depth of 12 inches below the lowest adjacent ground surface for single story and 18 inches for two story structures. However,all exterior footings should penetrate the slab sub-base and be embedded into the underlying compacted fill or competent formational materials. Interior footings should be founded at a minimum depth of 12 inches below the lowest adjacent ground surface. All footings should be minimally reinforced with two No. 4 reinforcing bars, one placed near the top and one placed near the bottom of the footing. Exterior post supports should be founded at a depth of 24 inches below the lowest adjacent grade and tied to the main foundation system with a grade beam. 2. A grade beam, reinforced as above, and at least 12 inches wide should be utilized across large (i.e., garage) entrances. The base of the reinforced grade beam should be at the same elevation as the bottom of adjoining footings. Conventional Floor Slabs Concrete slab on grade construction is anticipated. The following criteria are considered minimum design parameters for the slab and they are in no way intended to supersede design by the structural engineer. They do not account for concentrated loads from fork lifts or other GeoSoils, Inc. MR. ROY BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 8 machinery. Slabs in areas subject to higher loads should be designed by the project structural engineer. The subgrade should be compacted to a minimum 90 percent of the laboratory maximum density. Moisture conditioning is recommended for these soil conditions. The moisture content of the subgrade soils should be equal to or greater than the soils optimum moisture, to a depth of 12 inches below pad grade in the slab areas and verified by this office within 48 hours of pouring slabs and prior to placing visqueen or reinforcement. Slabs should be a minimum of 4 inches thick and be minimally reinforced with No. 3 reinforcing bars on 18 inches centers both ways or equivalent reinforcement. Reinforcing should be properly supported to ensure placement near the vertical midpoint of the slab. Concrete slab control joints should be placed in accordance with current standards of practice. Concrete slabs should be underlain with a minimum of two inches of sand. In addition, where moisture condensation is undesirable, a vapor barrier consisting of a minimum six mil thick, polyvinyl chloride or equivalent membrane, with all laps sealed, should be provided below the two-inches of sand. DEVELOPMENT CRITERIA Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Graded slopes constructed within and utilizing onsite materials would be erosive. Eroded debris may be minimized and surticial slope stability enhanced by establishing and maintaining a suitable vegetation cover as soon as possible after construction. Compaction to the face of fill slopes would tend to minimize short term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types which require little water and are capable of surviving the prevailing climate. Only the amount of irrigation necessary to sustain plant life should be provided. Over watering the landscape areas could adversely affect proposed site improvements. We would recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. From a geotechnical standpoint, leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments they should be recompacted to 90 percent compaction. 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 GeoSoils, Inc. MR. ROY BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 9 improvements could be provided upon request. 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 any grading, utility trench and/or retaining wall backflhls. Footing Trench Excavation All footing trench excavations should be observed and approved 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. Trenching Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and conform to national and local safety codes. Drainage 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 pond and/or seep into the ground. Pad drainage should be directed toward the Street or other approved area. Roof gutters and down spouts should be considered to control roof drainage. Down spouts should outlet a minimum of five feet from the proposed structure or into a subsurface drainage system. 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. All interior utility trench backfill should be brought to near optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12± inches) under slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing, and/or testing should be accomplished to verify the desired results. 2. Exterior trenches in structural areas, beneath hardscape features and in slopes, should be compacted to a minimum of 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used adjacent to perimeter footings or in trenches on slopes. Compaction testing and observation, along with probing should be performed to verify the desired results. GeoSoils, Inc. MR. Roy BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 10 PLAN REVIEW Specific grading and foundation plans should be submitted to this office 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 to be representative of the total area. However, variations from the anticipated conditions and actual field conditions should be expected. Test excavations are reflective of the soil and rock materials only at the specific location explored. Site conditions may vary due to seasonal changes or other factors. GeoSoils, Inc. assumes no responsibility or liability for work or testing performed by others. Since our study is based on the site materials observed, selective laboratory testing and engineering analyses, the conclusions and recommendations are professional opinions based upon those parameters. These opinions have been derived in accordance with the current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change in time. GeoSoils, Inc. vc.OFESs,o ek LU ( No. 439 ) * Exp. 63og * MR. Roy BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 11 If you should have any questions regarding this report, please do not hesitate to contact this office. Respectfully submitted, GeoSoils, Inc. Edward H. LaMont Staff Geologist ~"c Vvo.-134 Principal Geologist EHL/PLM/AJJ/mb Enclosures: Reference List Appendix I, Boring Logs Appendix II, EQFAULT data Appendix Ill, Grading Guidelines Plate SH-1, Shear Test Diagram Plate 1, Geotechnical Map cc: (4) Addressee Civil En ne ,RCE 1 431 Geotechnical Engineer, GE 439 GeoSoils, Inc. REFERENCE LIST Weber, F. Harold Jr., 1982, Geologic Map of Northcentral Coastal Area of San Diego, California, By California Division of Mines and Geology, 1:24,000 Scale. Jennings, Charles W., 1992, Preliminary Fault Activity Mai of California, California Division of Mines and Geology; Open File Report 92-03; 1:750,000 Scale. Lindvall, S., Rockwell, T. and Lindvall, E., 1989, The Seismic Hazard of San Diego Revised: New Evidence for Magnitude 6+ Holocene Earthquakes on the Rose Canyon Fault Zone, in Roquemore et. al. eds., Proceedings from a Workshop on 'The Seismic Risk in the San Diego Region: Special Focus on the Rose Canyon Fault System", 106 pp. Blake, Thomas F., 1989, EQFAULT Computer Program for the Deterministic Prediction of Horizontal Accelerations from Digitized California Faults. GeoSoils, Inc. APPENDIX I BORING LOGS GeoSoils, Inc. DATE EXCAVATED: 7/6/94 EXCAVATION METHOD: HAND AUGER LOGGED BY: EHL LOG OF BORINGS Boring Depth (ft.) Material Description B-i 0-1.5 TOPSOIL/HIGHLY WEATHERED TERRACE DEPOSITS: Light brown SAND with silt (SM), loose to medium dense, dry, slightly porous, occasional rootlets. 1.5-3 TERRACE DEPOSITS: Orange brown silty SANDSTONE, fine grained medium dense, friable, slightly moist. Total depth= 3 feet No caving No groundwater Hole backfilled B-2 0-0.1 LANDSCAPE GRAVEL: Gray, 3/4" average diameter. 0.1-0.5 HIGHLY WEATHERED TERRACE DEPOSITS: Light brown SAND with silt (SM), loose to medium dense, dry, slightly porous, occasional rootlets. 0.5-3 TERRACE DEPOSITS: Orange brown silty SANDSTONE, fine grained, medium dense to dense, friable, slightly moist to moist, occasional pebble. Total depth= 3 feet No caving No groundwater Hole backfilled GeoSoils, Inc. ROY. R. BLACKFORD A.I.A. JULY 12, 1994 W.O. 1725-SD LOG OF BORINGS (CONT.) Boring Depth (ft.) Material Description B-3 0-0.2 LANDSCAPE GRAVEL: Gray, 3/4" average diameter. 0.2-1 WEATHERED TERRACE DEPOSITS: Orange brown silty SANDSTONE, loose to medium dense, friable, moist. 1-3 TERRACE DEPOSITS: Light orange brown silty SANDSTONE, fine grained, medium dense to dense, slightly moist. Total depth= 3 feet No caving No groundwater Hole backfilled B-4 0-1 TOPSOIL/HIGHLY WEATHERED TERRACE DEPOSITS: Light brown silty SAND (SM), loose, dry. 1-1.5 WEATHERED TERRACE DEPOSITS: Light brown silty SANDSTONE; loose to medium dense, very friable, porous, slightly moist. 1.5-3 TERRACE DEPOSITS: Light orange brown silty SANDSTONE, fine grained, medium dense to dense, slightly moist. Total depth= 3 feet No caving No groundwater Hole backfiHed GeoSoils, Inc. APPENDIX II EQFAULT DATA GeoSoils, Inc. : L=J LJ LflU ) S3iliA HJ.d:O iO 3flQ: iO11JITvO O31; 21Id IQ-iifld NOiiVdiO3V -[VA. NO- Z 11. dO l.- Jd • iñdi,iC;. 0 ONOO 1-6 wi.-• +U - u; --'H (LU6L) -'1-PS (H. NOiJVIJ NOI1\flN:IIv LW UU. HiUV.J HJV - -. 7 r t. I N 9 C6 aflI.IJI :iNIadoo3 3Ji PLO tiN oor ;oinN G.or P 02.>iLC JOd 0 Od1d H3JvJ CSLfl. pZLOQ Wc,JJ UC'L L 1.ZIOH '2id LWL ) * L0 * *** * * *** **** * ** *** ** - - I I A m r I -------------------------------- DETERMINISTIC SITE PARAMETERS ------------------------------ c•e ------------------------------------------------------------------------------ I IMAX. CREDIBLE EVENT! APPROX. 1------------------- AOBREV.IATED IDISTANCE 1 MAX.! PEAK ! SITE FAULT NAME I ml (km) ICRED .1 SITE IINTENS! MAGIACO. a! MM IANACAPA I100 ----------------- --------- (1 1 I 7.001 0 .0211 IV -------------------------- ............ ..L----- t ------ !-.......--. ------ !BLUE CUT I 80 (129)1 7.001 0.0241 IV ................................_............................................................................................._ -------------------------- 1 --------- 1 - . ------ .. .................... !BORREGO MTN. (Sr Jaclntcfl 66 (1060 6.501 0.0201 IV -------------------------- .............-*.............-....- .................---...........-..-..--..I --------- ........------I ------ ......-. ........- CAMP ROCK-EM ER.-COPPER MTNI QS (152! 7.001 0.01 TV t'A Ic'M..-CIA!( (S .ja cin jl 45 ( 75'1 7 .001 0 .0511 VI ICATALINA ESCARPMENT ! 35 ( 59)! 7.001 o.osgi VI ............................................................................. .............................._ -------------------------- ; ---- ........................................ CHINO 1 46 C 74)1 7.001 0.0521 VI --------------------------- ! --------- . ----- ! ------ I ------ !COYOTE CREEK (Sr J.clr:to)l 50 ( 81)1 7.001 0.0461 VI CUCAMONGA 1 ................- ...........-..................................._ ......................_ 70 (1130 ...................................................I 7.001 0.0351 ................................................ V 'ELSINORE 1 23 ( 371 7.501 0.1561 VIII ELYSIAN PARK SEISMIC ZONE 76 (1224 7.001 0.0311 V GLN.HE! Fi'.!--!YT! F (r-..r.! MNT! .... ----------------- 49 .._ 1 7 7.001 I ••••_••••!'.-.-.............-! ............................................. 0.0471 VI -------- IHEL.NDALE 83 I--------- (134)1 7.301 0.0301 V 1 -------------------------- HOMESTEAD VALLEY I 94 (151)1 7.501 0.0301 V H I --------- .......- ........ HOT S- BUCK RDG..(S..Jcir1to)! 50 ( 80)! 7.001 0.0471 VI JOHNSON VALLEY I 86 (1394 7.501 0.0341 V ...........................................................................................! --------- ! ..............--! ........................................ LA NACTflN 2. ( )! S .501 0.0931 VII ............................................................................................................... LENOOO-OLD WOMAN SPRINGS --------------------------- .--------- go (145)1 7.301 0.0271 V MALIBU COAST I -t .... g3 .. . (150)1 ----- 7.50 1 ! .......................................... 0.035 1 V !NEWPORT-INGLE4OOD-.OFFSHORE! i 9 ................ ( 14)1 ----- ! 7 .00 1 ------ 0.255! ...... IX ----------------- --------- ......- NORTH FRONTAL FAU L T ZONE 77 (124)1 7.701 0.0471 VI -------------------------- --------- 1 ----- 1 ------ NORTHRIDGE HILLS gg (159)1 6.501 0.0131 III -------------------------- _ --------- - ..........•....I._...... I IPALOS VERD-.CORON.El.--A.BLANI 22 I ( 35)1 7.501 I 0.1641 VIII ........................................................... PINTO MOUNTAIN -- MORONGO 1 72 (117)1 7.301 0.035! V -------------------------- !RAYMOND ! 79 (127)1 7.501 0.046! VI ..................................................................................I --------- ----- ! ------ I ------ WAX. PROBABLE EVENT MAXJ PEAK 1 SITE IPROS.! SITE !TNTFNS! i MAC...!ACC.. ! MM * I 5.001 0.0031 1 6.001 o.00gi III ....L........ --_ 1 5.751 0.0101 III .---.........I-........... 1 5.75! 0.0051 II 5 .75! 0 .0411 V I S .20 0 .0 3 71 V .. 1 5.501 0.0151 IV ! ............... .............. ._ 5-751 0.0141 IV I..................-- I 6.251 0.0171 IV .. ......................! .......... 1 5.751 0.0971 VII 5751 oOog! III Sn! 0 .0 311 V I ..--....-.-...- ....._ 5.751 0.0071 II I .-...............H............ 001 0 .0011 - I........-.............................. vool 0.01y iv 5.251 0.0041 I ......._................................ 4.251 0.0121 III ..... . ...... I ........................ 1 5.251 0.0031 I ------ H--............ 1 6.50! 0.0141 IV I 5.751 0.1251 VII -._..*.I.-............._I -......-! I 5.70 0.008! Ii I 5.001 0.0031 1 '. ................................ 6.751 0.1031 vu I 5-75! 0.0081 Iii I 4.001 0.0011 - DETERMINISTIC SITE PARAMETERS -------------------------------- - -------------------------------------------------------------------------------- !MAX. CREDIBLE EVENT! M.AX PROBABLE EVENT! APPROX. !------------------- AE!BREVIATED !DISTANCE ! MAX.! PEAK ! SITE 11 MAX.! PEAK I SITE FAULT NAME I mi (km'. !CP.ED! SITE 1INTENS11PR08.1 SITE ITNTF4S1 MAGHACO. c MM I! MAO !ACC r! MM -------------------------- 1 --- ......... .....................................I - ..........----- .............................. ...............I...........-......L............ 9)1 7 .001 3301 Q .001 0.2151 Vill 1 -------------------------- . ....... . .i. .. H . SAN .ANDREAS (Coachella V.)' 72 (116)1 8.001 0.0551 VI H 7.00' 0.0281 V -------------------------- ----- ---- , ----- ...................................................1.........- ............................ !SAN ANDREAS (Mojave) 70 (12S'! Rfl! 007.I \/TT I! 0 ,0 0 1 fl flRI VI -------------------------- 1 --------- 1 -- ...... ..................-........................................................'...................!...... ----- ;------ SAN ANDREAS (S 3rn.Mtr.l 67 (108)! 8.001 0.0711 VI M 6.75! 0.0251 V -------------------------- 1 --------- 1 ----- 1..- ............................................!'.. ......... ------ 'SAN CLEMENTE SAN ISIDRO ! 56 C 200 8.001 0.0801 VII H 6.501 0.026! V SAND HILLS ! 24 (152)1 8.001 004E.! VI 11 6.751 0.010 IV i -------------------------- ............... ................... ------ I ------ .. ----- . ------ .................... SAN DIEGO TRG!1 --AHI SOL.1 31 ( 511 7.501 0.1161 VTI Ii 6.21 0.045' VI --------------------------- --------- . ----- . ------ H _ ........................._.-I ............ SAN GABRIEL 1 83 (134)1 7.001 0.0231 IV H 5.751 0.0071 U SAN GORGON I O BANNING ' 60 ( 96)1 7 .501 0.055i v: 11 7 .001 0.044 1 Vi -------------------------- . --------- . ----- . ------ ! ! !------ ! ......... 'SANTA MONICA - HOLLYWOOD ! 84 (136)1 7.501 0.0421 VI H 5 .2SI 0.0051 II -------------------------- 1 -.... ....................L........ ............................. ........ ---- .. ----- ! ------ i ............... SIERRA MADRC..-SAN FFRNANDO 1 73 (1181 7.501 0.0511 VI 11 6.001 0.0121 III I .......................................................................................-...., --------- I----- . ------ . ------ !' ----- I ------ H!S (S .!rl! OS (1380 7.00' 0.0221 IV H 6.25' 0.0101 III -------------- ------------ 1 ----..__ ............ ----- . ------ . ------ iL ----- ' .............. !SUPERSTITIONMTN.(S.jci! 81 (130! 7.001 0.024 1 IV H 6.251 0.0121 III .................-....................................... ............i ...........................................I...............................................' ----- .------ VERDUGO 1 81 (131)1 6.701 0.0211 . IV H 4.501 0.0021 -------------------------- I. ----- . ------ I ------ HL ----- I ------ I------ !HITTIER NORTH ELSINORE 1 44 ( 71)1 7.501 0.0721 VII 11 6.001 0.0221 IV -------------------------- I --------- .....................------ I ------ 1 . IC * IC * * * IC IC IC IC IC * * IC IC IC IC IC IC IC IC IC IC IC IC * IC IC * IC IC IC IC IC IC IC IC IC IC * IC * IC IC IC * IC IC IC IC IC IC IC IC IC IC * * IC IC IC IC IC IC IC IC IC IC IC IC IC IC IC ICIC IC END OF SEARCH- 40 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. TT IS ABOUT 5.5 MILES AWAY. ..ARGESTMAXIMUM-CREDIBLE SITE ACCELERATION: 0.330 ARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.215 • APPENDIX Ill GRADING GUIDELINES• GeoSoits, 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 Soils 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. Subdrainage 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. Filter material should be Class 2 permeable filter material per California Department of Transportation Standards tested by the Soils Engineer to verify its suitability. A sample of the material should be provided to the Soils 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. An exact delineation of anticipated subdrain locations may be determined at 40 scale plan review stage. During grading, the Engineering Geologist should evaluate the necessity of placing additional drains. All subdrainage systems should be observed by the Engineering Geologist and Soils Engineer during construction and prior to covering with compacted fill. Consideration should be given to having subdrains located by the project surveyors. Outlets should be located and protected. Treatment of Existing Ground 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. GeoSoils, Inc. MR. ROY BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 2 GRADING GUIDELINES 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 should be placed and compacted on a horizontal plane, unless otherwise found acceptable by the Soils Engineer. 3. If the moisture content or relative density varies from that acceptable to the Soils Engineer, the Contractor should rework the fill until it is in accordance with the following: Moisture content of the fill should be at or above optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre-watering of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surf icial soils. Each six inch layer should be compacted to at least 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency. In this case, the testing method is ASTM Test Designation 0-1557-91. 4. Side-hill fills should have, an equipment-width key at their toe excavated through all surf icial 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 Soils Engineer. 5. Rock fragments less than eight inches in diameter may be utilized in the fill, provided: They are not placed in concentrated pockets; There is a sufficient percentage of fine-grained material to surround the rocks; C) The distribution of the rocks is supervised by the Soils Engineer. 6. Rocks greater than eight inches in diameter should be taken off site, or placed in accordance with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal (See GS-5). 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. GeoSoils, Inc. MR. ROY BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 3 GRADING GUIDELINES 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 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 Soils Engineer's "Daily Field Engineering Report" which would indicate the results of field density tests that day. 9. Fill over cut slopes should be constructed in the following manner: All surficial soils and weathered rock materials should be removed at the cut-fill interface. A key at least 1 equipment width wide and tipped at least 1 foot into slope should be excavated into competent materials and observed by the soils engineer or his representative. 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. 10. Transition lots (cut and fill) and lots above stabilization fills should be capped with a three foot thick compacted fill blanket. 11. 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. GeoSoils, Inc. MR. ROY BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 4 GRADING GUIDELINES 12. Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located. Grading Observation and Testing Observation of the fill placement should be provided by the Soils Engineer during the progress of grading. 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 Soils Engineer. Cleanouts, processed ground to receive fill, key excavations,subdrains and rock disposal should be observed by the Soils Engineer prior to placing any fill. It will be the Contractor's responsibility to notify the Soils 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. Utility Trench Backfill Utility trench backfill should be placed to the following standards: Ninety percent of the laboratory standard if native material is used as backfill. 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. 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, 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. GeoSoils, Inc. MR. ROY BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 5 GRADING GUIDELINES 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. Safety Meetings: Our field personnel are directed to attend the contractor's regularly scheduled safety meetings. Safety Vests: Safety vests are provided for and are to be worn by our personnel where warranted. Safety Flaps: 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 brought to the attention of our office. 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 GeoSoils, Inc. MR. ROY BLACKFORD JULY 12, 1994 W.O. 1725-SD PAGE 6 GRADING GUIDELINES 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. 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. 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. GeoSoils, Inc. Suitable Material Final Grade Original ground Loose Surface Deposits Suitable Material Bench where slope exceeds 5:/ 'Subdrain (See Plate GS-3) I TYPICAL TREATMENT OF NATURAL GROUND DATE 7/94 J W.O.N n 1725-SD Geotechnical. Geologic. Environmental FORM 89/22 PLATEGS-1 TOE SHOWN ON iG RADING ;; ; PLAN -. -. --- I '4* \ PROJECTED .- O / Typi al -. I '/a ' I NATURAL SLOPE 2'1\Ih/sl/,'I' I Minimum C 15' Minimum / 1 Note : Where natural slope grad ie.nt is 5:1 or less, benching is not necessary unless stripping did not remove all compressible material. TYPICAL FILL OVER NATURAL SLO 'c DAT E WO. NO 1725—SD Geotechnical. Geologic' Environmental FORM 89/22 PLATEGS2 BEDROCK OR FIRM FORMATION MATERIAL ALTERNATE 1 SOIL - SLOPEWASH OA LLUVIUM RMED .ØT TO BEDROCK '%' •55 / \ BEDROCK Canyon subdrain : 6" perforated pipe with 9 Cu. ft. gravel per ft. of drain wraped with filter fabric. ALTERNATE 2 <0 I 6" perforated pipe with 38 / 9 Cu. ft. gravel per ft. of drain wraped with filter fabric. CANYON SUBDRAIN DESIGN AND CONSTRUCTION DATE 7/94 W.O.NO 1725-SD Geotechnical. Geologic. Environmental FORM 89/22 PLATE GS-3 36" THICK FILL CA FINISHED 2%........ SURFACE-. . A COMPACTED FILL J.._..,D (See drain detail) • • . 'iZ - ,_._ /•%/ .I'f.., %// \# s I • •._t11 - II 4"perforated pipe (or approved equivalent) placed in I cu. ft. per linear ft. of graded filter material.* Pipe to extend full length of buttress;- 4. . 44t . • ' / 4"nonperforated I; ) pipe lateral tof.. tPipe I"— slope face at 1 I-above__- 100' intervals j_'benCh ..._.. / ,_ ,• - Graded filter material to conform to State of Calif. Dept. Public Works standard specifications for Class 2 permeable material Buttress slope to have a bench at every 20 to 30 feet. Buttress key depth varies. (see preliminary reports) Buttress key width varies. (see preliminary reports) 8ockdrains 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 GeoSóils, Inc. TYPICAL BUTTRESS SECTION DATE 7/94 IWO.NO- 1725-SD Geotechnical. Geologic. Environmental FORM 89/22 PLATE.GS4 FILL SLOPE '-CLEAR ZONE (coc EQUIPMENT WIDTH-) 3cOOOQCKJ0 Soil shall be pushed over rocks and floode into voids. Compact around and over each wind row. Stack boulders end to end. Do not pile upon each other. '- 10' Typical - FILL SLOPE Stagger rows minimum N i mum ' FIRM GROUND -' / - ROCK DISPOSAL DETAIL DATE 7/g4 I WO.Na 175-fl Geotechnical. Geologic. Environmental FORM 89/22 PLATE 05-5 - REMOVE ALL TOPSOIL, COLLUVIUM AND CREEP IAATruAI rceiu TAtJcITIflN.. I L. I I . I I 1W I I ''• • • -. F11 L -• /) Of -•- I' ,0• 4' Typical • I tO' TypicaI1 / 1•'' / ' I - CUT SLOPE .... I5'Minimum ..-1 t1 BEDROCK OR FIRM FORMATION MATERIAL TYPICAL FILL OVER CUT SLOPE DATE 7/94 IWO.NQ 1729;-n Geotechnical. Geologic. Environmental FORM 89/22 PLATE GS-6 S TEST FIT SAFETY DIAGRAM SIDE VIEW LE /fSPOIL PILE 10 0 _ ( NOT TO SCALE ) TOP VIEW 100 FEET I— tli U.. C 5ñ FEET 50 FEET 'a FLAG 7u I SPOIL TEST PIT I I VEHICLE LE FLAG APPROXIMATE ENTER LL 'OF iT PIT —In - - (P )T TO SCALE DATE 7/94 Iwo. NO 1725- SD Geotechnical. Geologic. Environmental FORM 89/22 - Pt AT (q_7 2. 2. 0.5 a 3 fl I) ZC, ) 0.5 to 15 s RA NORMAL PRESSURE-KSF EXPLANATION 0 RESHEAR - AT SATURATED MOISTURE CONTENT • PEAK - AT SATURATED MOISTURE CONTENT DIRECT SHEAR REMOLDED TO 90% RELATIVE DENSITY; THEN SATURATED UNDISTURBED NATURAL SHEAR SATURATED 18.5% PCF % MOISTURE S SATURATED MOISTURE CONTENT %SATURATED MOISTURE CONTENT ( ¶7 GeoSoils Inc. \ / .) j• -. '.. SHEAR TEST DIAGRAM BORING B-i A 0-1.5' DATE WO. NO 1725-SD Soil Mechanics • Geology • Foundation Engineering FORM 8718-2A - PLATE SH-1.... I - - -- 7' OWNER: Robertand barhara Lwig Carlsba / Vii' / 2642 Ocean Street, CarIsL'a, CA 92008 lage ,, •/ Id. 619 729 - 3327 SITE APPRESS: 1815 McCauley Lane, CarIs'ad, CA 92008 / LEGAL EESCRlPTlON: Pattersons ADD, PM 12926, Parcel 2 ASSESSORS PARCEL No. 156-220-27 V QUANTITY OF GRANG: None u —A ' Tp (Foundation trenching 10 CY.) S / iLl ~ - . / I - CONTACT PERSON: Roy R 151ackforA AlA • TeL 619 729-0553 PLANNING COMMISSION OR CITY COUNCIL ACTION: I I . ? Variance Conditional Use Permit Tract or Parcel Map Zone Change I ; Planned Development Redevelopment Permit Site Development Plan - . 1 T. I Administrative Permit None -,;-I •-•-------.,:' _4:i/ Mt r lAM ')l(A'i 10 ZONE: Ri LOT AREA: 12030 SF. 13 UILP1NG AREA: Existing House = 1.613 5F. SECOND Dwelling UNIT ADDITION: Addition / Lower Level - Garage = 484 SF. - Storage = 240 SF. II IL I' Addition / Upper Level - Second Unit = 639 SF. II / PARKING: Existing = 3 orisite parking spaces Proposed = new 2 car garage + 1 -9'x 20'parking space /2nd Unit SITE - Concrete drive access & sidewalk replacement paving = 225 SF. New concrete driveway paving = 500 SF. New concrete walk = 210 SF, Existing Residence 7 New gravel walk = 308 SF. 1 - - Plan Check No. I SUMMARY: Carlsbad Sewer District Carlsbad Water District ITe 14- CTR N IN lo XL N- 00 Proposed Second Dwelling _____ Carlsbad - - •-' ' r-t Land use. exist.lng residential Density: existing - 3.62 dulac. Proposed 7.42 du/ac. Parking: Rec1,uired=3 Provided =3 ----------------- -:-- --- / —h- uilding coverage: exist.- 1,613 sf., proposed - 724 Sf. O'— 'DM9 (Totat=2,337sf)=19.4'/o 2 NV r' ....4 building sq footage existing 1,613 sf proposed 1 363 ef = 2976 sf 411 p g Percent Landsca in 617 2 _____ '_."-v-• - . Average aiIy Traffic: 16 S. / —--(' / I I I --------- - 67 -------t i , - .\ .J P R 0 J E C T D A TA 921 CE c< =< OR \ ___ - - I '1 XO CYNTHIA )< KNOVLIII! / - 4V - L- _ . ~kL LFSL1OPrr Unit over over ew 2 Car Garage II \ ', / _- ____________-•._4. -----\'*--- k\\\\\\\\'\\\\\1 II-- - IL_ I .. . A. I .. --- . •C) 1 lM I Ti / . I LOS ANGELES CO. . -RIVERSIDE CO. -ORANGE CO. SAN DIC-00 CO. !-------. 4 . VM '- I I . - ;.• —.. T \ . \JL.. ,'. . . . .. . - GEOTECHNICAL MAP I Of N - Wz I 41 tL 2sSD_ _7L94 109 McCauley Lane. WORK ORDER .................DATE SCALE REVISED _ PLATE 1 _____ E X T Ev RI.OR L E` V -ATO . .I aim E PLAt/ . . . . . CERTIFICATION OF COMPLIANCE CITY OF CARLSBAD Plan Check No. DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS DR., CARLSBAD, CA 92009 (619)1438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT: LVrlsbad Unified San Marcos Unified 801 Pine' Avenue 1290 West San Marcos Blvd. Carlsbad, CA 92009 (434-0610) San Marcos, CA 92024 (744-4776) Encinitas Union San Dieguito Union High School 101 South Rancho Santa Fe Rd. 710 Encinitas Boulevard Encinitas, CA. 92024 (619) 944-143011 Encinitas, CA 920214 (7536491) Project Applicant: APN: /5 -240 - Project Address: Li4f RESIDENTIAL: SQ. FT. of living area (lo 3? number of dwelling units SQ. FT. of covered area SQ. FT. of garage area_____________ COMMERCIAL/ INDUSTRIAL: Prepared by FEE CERTIFICATION (To be completed by the School District) Applicant has complied with fee requirement under Government Code 53080 ______Project is subject to an existing fee agreement Project is exempt from Government Code 53080 _____Final Map approval and construction started before September 1, (other school fees paid) - Other Residential Fee Levied: $t. 0 cIA (0% based on ce3c( sq. ft. @ Comm/lkndur§t r evied:$ based on iA Sc ooliDistrict Official Title sq. ft. te 4 AB 2926 and SB 201 fees are capped at P. 72"per square foot for residential. AB 2926 is capped at .28 per square foot for commercial /industrial. SQ. FT. AREA______ Date 7//r7' 1986.