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Home My WebLink About2440 LORNA LN; ; CB901623; PermitBUILDING PERMIT 02/13/91 08:29 Page 1 of 1 Job Address: 2440 LORNA LN Str Permit Type: RESIDENTAL ADD/ALT (UNDR $10K) Parcel No: 156-270-56-00 Valuation: 179,574 Construction Type: VN Occupancy Group: R3/M1 Class Code: Description: 2327 SF + 576 SF GAR + 277 SF PORCH Appi/Ownr : STIEDE, CURT P0 BOX 3153 FALLBROOK, CA .92028 Permit No: CB901623 Project No: A9001835 Development No: Fl: Ste: 17 084402/13/91 0001 01 82 C-PRMT 1028-00 Status: ISSUED Applied: 10/09/90 Apr/Issue: 02/13/91 Validated By: CD 619 723-9686 OWNER : SNYDER, BOB .- Lit. OWNER *** Fees Required **./ /pFe Collected & Credits - Fees: 1 672 00 p . Adjustments: •UO--' Totai. Credits: .00 Total Fees: 1,672.00 . . Total Pa'yi-h t's:'k 644.00 ..'Balaichue: .. 1,028.00 Fee description -- . Units.- Fee/Uriit Ext fee Data Building Permit 920.00 Plan Check . . . . 598.00 Strong Motion Fee / . . . 13.00 ' * BUILDING TOTAL . I / 1/ m) / 1531.00 Enter 'Y T for Plumbing IssLue Fe . 3. i/ 7.50 Y Each Plumbing Fixture or Trap 1O.00 / 2 . so 25.00 Each Building Sewer , . 100 6.50 Each Water Heater and/it Vent- .UI) .-. 2.0 2.50 Gas Piping System - .• .0 0 2.50 2.50 * PLUMBING TOTAL "Y" > / <\0? 44.00 Enter for Electric issueFee/ Single Phase Per AMP .. '. ;2O0.Uu -, .25 5.00 50.00 Y *.ELECTRICAL TOTAL ($10 Minimum) - 55.00 Enter 'Y for Mechanical Issue Fee> - . 15.00 '1 Install Furn/Ducts > 1.00 9.00 9.00 Each Install/Reloc Appliance Vent > 4.00 4.50 18.00 * MECHANICAL TOTAL 42.00 AL APPROVAL INSF97\ DATE 1J CLEARANCE -. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad CA 92009 (619) 438-1161 SEWER PERMIT Permit No: SE910011 04/11/91 16:18 Page 1 of I Job Address: 2440 LURNA LW Permit Type: SEWER - RESIDENTIAL Parcel No: 15E-270-56-00 Description SNYDER SEPTIC TO SEWER CONVERSION Permitee: STIEDE, CURT P0 Box 3153 FALLBR0OK r CA 92028 1853 04/11/91. 0001 01 02 C-PRMT 2330.00 Status: ISSUEl' Applied: 04/11/91 Apr/Isue: 04/11/91 619 723-9686 Expired: Prepared By: S.S. k*k Fees Required *** ...Fees Collected & Credits 2330.Q0 Adjustments 00 7 tal Cthts 00 Total Fees: 2 1 30.00 Tot&1 Payments: .00 Eirc Du 2,33o.00 Fee description Unit.. Fee /Unit Ext fee Data -----------------4--------r ____________________ Enter Number of Unit. 1 00 1.00 Sewer Fee 1610.00 Enter Sewer EDUs and Benefit At ea > I .00 / NONE Enter Size of Line (4 r b 00 720.00 SEWER TOTAL 2330.00 / / \ N CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad CA 92009 (619) 438-1161 PERMIT APPLICATION City of Carlsbad Building Department 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 1. PERMIT TYPE I A - 0 COMMERCIAL pNEW DTENANT IMPROVEMENT B - 0 INDUSTRIAL DNEW DTENANT IMPROVEMENT C - ,ESIDENTIAL []APARTMENT [-]CONDO SINGLE FAMILY DWELLING ADDITION/ALTERATION []DUPLEX DDEMOLITION DRELOCATION [-]MOBILE HOME []ELECTRICAL DPLUMBING DMECHANICAL DPOOL DSPADRETAINING WALL DSOLAR DJIJR4 N CHE EST. VAL PLAN CE DEPOSIT___________________________ VALID. BY DATE IOiI io,,ito 0001 01 02 CPRMT 644.00 Address Building or Suite NO. .aJ-t'i'° . - Nearest Cross Streets Fare .. LEGAL DESCRIPTION Lot No. Subdivision Name/N,.mer Unit No. Phase No. 56 ELIY.J IF SUBMITTED : CHEC2 Energy Calcs 2 Structural Calcs 02 Soils Report Di Addressed Envelope ASSESSOR'S PARCEL / - ')j EXISTING USE PROPOSED USE DESCRIPTION OF WORK t et #- s..v S . 6 - — ,, Oi .. .fj—' BLDG. SQ. FIG. A 4 7 I r.ec # OF STORIES CONTACT PERSON 3m IL - / d 3153 7i 3-vk ZIP CODE I. 2_2. Z3 DAY TELEPHONE SIGNATURE APPLICANT []CONTRACTOR ..AGENT FOR CONTRACTOR DOWNER AGENT FOR OWNER NAME ADDRESS CITY f&TATE C, ZIP CODE DAY TELEPHONE PROPPTY 65E1 OWNER OLESSEE OTENANT NAME .. ADDRESS 114 40 L.._.... CITY 'c b STATE(..... ZIP CODE DAY TELEPHONE ) ') - 3 2 CONTRACTOR NAME ADDRESS CITY STATE ZIP CODE DAY TELEPHONE STATE LIC. # LICENSE CLASS CITY BUSINESS LIC. # SIGNATURE TITLE DATE DESIGNER NAME ADDRESS CITY STATE ZIP CODE DAY TELEPHONE STATE LIC. # WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to self-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 the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. Q. INSURANCE COMPANY so POLICY NO. EXPIRATION DATE Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner sujec('10 t),e Workers' Compensation Laws of California. SIGNATURE DATE 0 OWNER-BUILDER DECLARATION ' I Owner-Builder Declaration: I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 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.). 0 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 I 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 Lice Law Chapter 9, coimi c g wit ction 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis fo the alled exemption. Any viol ion of Section 703T.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five undr d lars$5 1). SIGNATURE A/tDr DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING ERMITS 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 DNa Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYES DNO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYES DNO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAT 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 POLLUTION CONTROL DISTRICT. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 30970) Civil Code). LENDER'S NAME LENDER'S ADDRESS APPLICANT'S SIGNATURE I certify that I have read the application and state that the above information is correct. I 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 LIABILITIES, JUDGMENTS . COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. 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 wor aut orized by such permit - not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or a on d at any time t r e ork is commenced for a period of 180 days (Section 303(d) Uniform Building Code). AP LI NT' - IGNAI/( •,/_ to \OWNER []CONTRACTOR [:]BY PHONE APPROVED BY: WHITE: File YELLOW: Applicant PINK: Finance CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB901623 FOR 10/02/91 DESCRIPTION: 2327 SF + 576 SF GAR + 277 SF PORCH TYPE: RAD JOB ADDRESS: 2440 LORNA LN APPLICANT: STIEDE, CURT PHONE: CONTRACTOR: PHONE: OWNER: SNYDER, BOB REMARKS: MH/421-0127 SPECIAL INSTRUCT: CALL HIM FOR SCHEDULING TOTAL TIME: PERMIT# TYPE STATUS SE910047 SWRSD ISSUED CD LVL DESCRIPTION 19 ST Final Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical ACT COMMENTS INSPECTION HISTORY ***** INSPECTOR AREA PD PLANCK# CB901623 0CC GRP CONSTR. TYPE VN STR: FL: STE: 619 723-9686 PHONE: INS PECTO At DATE DESCRIPTION 061391 Exterior Lath/Drywall 060591 Insulation 051791 Frame/Steel/Bolting/Welding 051491 Frame/Steel/Bolting/Welding 050791 Frame/Steel/Bolting/Welding 030691 Ftg/Foundation/Piers 022691 Ftg/Foundation/Piers 022091 Ftg/Foundation/Piers ACT INSP COMMENTS AP PD AP PD AP PD CO MP CO PD NR PD NO ONE THERE CA PD AP PD PARTIAL EGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 EJAPYLICANT uJRISDICTION 0 PLAN CHECKER flFILE COPY []UPS []DESIGNER DATE: JURISDICTION: PLAN CHECK NO: SET: sejpp PROJECT ADDRESS: -7q,410 L,rpc L-'tne_ PROJECT NAME: %gnat" 4J,/ The plans transmitted herewith have been corrected where necessary and substantially cornply.with the jurisdiction's building codes. F7--m ly top Theans transmitted herewith will substantially comply '' with he"jurisdiction's building codes when min6rdeffcien- cies identif fed arereolved and chebke'&by building department staff. U The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted. for a complete recheck. U The check list transmitted herewith is for your information. The plans.are being held at Esgil Corp. until corrected plans are' submitted for recheck. U The applicant's copy of the check list is e'ricloed for the jurisdiction to return to the applicant contact person. U The applicant's copy of the check-list has been sent to: J Esgil staff didnot advise the applicant contact person that plan check has been completed. 19 Esgil staff did advise applicant that the pin check has been completed. Person contacted:(riL - Date contacted: 2/hi/Il ' Telephone # REMARKS: 77 f/1',- -rgq e,,n -,4 e .t 4 ,4ee,, .7 7 r !1i 3-3 It By: /'J-t/<,j..- Enclosures: ESGIL CORPORATION 0 GA U AA URN 0 D ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560.1468 DATE: .JiLiiY 3I/99/ JURISDICTION: 0,iTLOF CKL58 AD JPLAN CHECKER []FILE COPY PLAN CHECK NO: SET: 112. UUPS flDESIGNER PROJECT ADDRESS: A00 jJ L.J. PROJECT NAME:AA)Y DeX b>i.A-ba n The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified AleLOO are resolved and \checked by building department staff. U The plans transmitted herewith have sign ificant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. L The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. U The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: &r riei 9' Esgil staff di.not advise the applicant contact person that plan check has been completed. U Esgil staff did advise applicant that the pin check has been completed. Person contacted: Date cont±acted: Telephone #________________ U REMARKS: HAVE &A-1640- A) Qre QI) F-DI'd - PLAA) z PER 56ft. 5 Reioov- 4c(. FrIvs, -Th_fl' _NELi) TOff./T,L)4_PT6~._Ta_bonib ,4r4'r'a.e. L)ore_DiiSHT1_I _7HpV_PtOôat_LQWDob_/6_7 iE inai. IDAA By: Enclosures:1L)ojj ESGIL CORPORATION I -'-V 0 GA LI AA LI RN 0DM ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: JJc2. y 99/ []APPLICANT JURISDICTION: /y o F JtPIce.4i7 flAN CHECKER []FILE COPY PLAN CHECK NO: SET:J. PUPS E]DESIGNER PROJECT ADDRESS: 11(/ ke.,eIJP. LU. PROJECT NAME: kJyDER_7?1.AID D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. fl 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. - 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 jurisdiction to return to. the applicant -contact person. The applicant's copy of the check list has been sent to: C2rO P. O. 6D . •0• 4ii-e#J: tu4trsrIEr,e FLUoo!<, 4 9&o Esgil staff didnot advise the applicant contact person that plan check has been completed. D Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: Telephone # REMARKS: By: Enclosures: 7Z__LIST ESGIL CORPORATION '-2 LIIGA EAA URN [)DM . JURISDICTION: ('J -QLA,4D Date plans received by plan checker: /__V_9/ PLAN CHECK NO.: _Date plan recheck conipleted:19?/By: -F4I)Sk)OEr/-,' PROJECT ADDRESS: Y Vt) hO.L)A 1,Ai, TO: C. 5Ti>t RECHECKPLANCORRECTIONSHEET 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 disabled access. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items shown below 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), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. PLANS Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, IS(r/L OiQ 4 (J..kJ5D/cr7b To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this check sheet with the revised plans. G The following items have not been resolved from previous plan reviews. The original correction number has been given for your. reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the still outstanding corrections. Please contact me if you have any questions regarding these items. 4. 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 on the plans. Have changes been made to the plans not resulting from this correction list? Please check. _Yes No L n4m Cftt€c. 4 - Pe ime&o, SNo)b ô,J lo 1W, 41 e_':_)&.Ri'_cLlrny_&C ex. g-1,c-fl-?ReZ-77OAish/ie7-7J All ux Form No. RPCS.41290 IPThs Lcr F€cm)rNr14Aç i46FL AS £iiei'. ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: DeR. 5 /99 DAPPLICANT JURISDICTION JURISDICTION: LITY OF (II'-frLLcR/O JPLAN CHECKER LIFILE COPY PLAN CHECK NO: SET:... []UPS flDESIGNER PROJECT ADDRESS: /€/p 14bWA M,JE PROJECT NAME: _'jg . aQp E The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. •The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. EJ The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: e%LiO ifl Iifl J?3/L) Esgil staff didnot 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: Enclosures: L'6T ESGIL CORPORATION LJGA LIAA URN 0DM JURISDICTION: J11364D Date plans received by plan checker: 123o PLAN CHECK NO.: ?') /1,.237I_Date plan recheck completed: I6Z_5)By: PROJECT ADDRESS: d4'D LCeiJi1 LFWé TO: (/iiVt sii(L( RECHECK PLAN CORRECTION SHEEr 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 disabled access. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items shown below 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), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. PLANS Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction to: Q Joo,&iioJ To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this check sheet with the revised plans. Dfrrom e following items have not been resolved previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the still outstanding corrections. Please contact me if you have any questions regarding these items. 4. 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 on the plans. Have changes been made to the plans not resulting from this correction list? Please check. Yes No ft"Are ate- 1?) '#/E 3)g 1-V PC " ; - Form No. RPCS.41290 -____________________________________________________________ (fi: T)-1227L (eJ1) S L Oft7I 5/2. f/ liii. foLJi 41L, PPJ)i1lDE D1€C t rO -m,vT OAJt'r 4rw) I 5NftP... LtJALL$, PPiu 106 7-HL5 .IiorE ôiJ Pij t)pp-Am irn- PI) Th 8 1Q1ec .5ePPor OO&t,,i,Jrir,ôi,Jorft Pft7€I 4PI LotAT AS Pe LC . (I.E p r - gj ,-7 yr Se&m r) pL) P LAFJ 7/415 PtYWOOV lb REJ'F PerPr1L 77) PtPr/J5. 4tEf PffTI4-!, L)O7 110 MS PLFW. ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 DATE: - ZIQ / 7 ,'90 LA ISDICTIO JURISDICTION: DEILE COPY PLAN CHECK NO: ET 1. DTJs ODESIGNER PROJECT ADDRESS: PROJECT NAME: III The plans transmitted herewith have been ..corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply LI with the jurisdiction's-building codes when minor deficien- cies identified are resolved and checked by building department staff. III The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corected plans are submitted for recheck. fl The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: /Jrôri /aigcj,') O.Bov /53 014U'i 5T/Th L( FPJY)V (14 ?,mR 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 # LI REMARKS: Enclosures:____________________ ESGIL CORPORATION DGADAA []RN 0DM JURISDICTION: CITY OF CARLSBAD TO: FLOOR AREA: Li7J If 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 enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances by the Planning Department, Engineering Department or other departments. Present California law mandates that residential construction comply with Title 24 and the following model codes: 1988 IJBC (eff. 1/1/90) 1988 UPC (eff. 1/1/90) 1987 NEC (eff. 10/28/87) 1988 UNC (eff. 1/1/90) The above regulations apply to residential construction, regardless of the code editions adopted 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), 1988 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, note on this list (or a copy) where each correction item has been addressed i.e., plan sheet, specification, etc. Be sure to enclose the marked up list when you submit the revised plans. Date plans received by jurisdiction: Date plans received by Esgil Corporation: Date initial plan check completed: JO -I? ) Applicant 1- Applicant contact person: 3 TIL?bE Telephone: Q3 - wY1:E: PACE NUMBERS ARE NOT IN SEQUENCE AS PACES HAVING NO ITEMS NEEDING CORRECTIONS WEEK DELETED. List No. 12, Carlsbad Single Family Dwelling and Duplex With All Supplements. (1988 UBC) N PLANS Please make all corrections on the original G l tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite #208, San Diego, California 92123, (619) 560-11468. 2. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The jurisdiction's building department. Indicate on the Title Sheet of the plans, the name of the legal owner and name of person responsible for the preparation of the plans. Section 302(a)7. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans, specifications and calculations shall be signed 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). Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1988 UBC, UNC and UPC and 1987 NEC. Submit fully dimensioned plot plan drawn to ( scale showing location, size, and use of all existing and proposed structures on the lot. Identify property lines and show lot dimensions and all easements. Show location of all cut or fill slopes. Show finish floor elevations and show elevations of adjacent finish grade. Show drainage patterns with minimum slopes. Section 302(d). 4'1 Indicate distance from property lines to ( proposed building. Section 302(d). 6. Show on the title sheet all structures, pools, ( walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." /1. Clearly show if the lower level is a basement or a story, based on the definitions in Sections 403 and 420. Plot the finish grade (as defined) on the elevations and dimension the distance to the floor above, for story determination. 12. On the cover sheet of the plans, specify any items requiring special inspection, by way of the following: REQUIRED SPECIAL INSTRUCTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec 306 of the Uniform Building Code. REQ. IF REMARKS CHECKED SOILS COMPLIANCE PRIOR TO FOUNDATION INSP. STRUCTURAL CONCPIE OVER 2500 PSI PRESTRESSED STEEL FIELD WELDING HIGH STRENGTH BOLTS EXPANSION ANCHORS SPECIAL MASONRY .1 SPRAYED ON FIRE PROOFING PILES/CAISSONS DESIGNER-SPECIFIED OTHER FIRE PROIEXTION Exterior walls closer than 3 feet to property 7 - lines shall be one-hour rated construction and have no openings. Table 5-A. 12/11/89 2 /4. Exterior walls closer than 3 feet to a property ( line shall have 30 inch parapets when the floor area per floor exceeds 1,000 square feet. Section 1709. Projections, including eaves, may not extend more than 12 inches into the 3 foot setback from the property line. Section 1710. 1. Eaves over required windows shall be not less than 30 inches from the side and rear property lines. Section 504. l. 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) T. )4. 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 1710. Show location of permanently wired smoke V ector: Centrally located in corridor or area giving access to sleeping rooms. On each story. In the basement. () When sleeping rooms are upstairs, at the upper level in close proximity to the stair. . In rooms adjacent to hallways serving I bedrooms, when such rooms 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 of the unit. Section 1210 When the valuation of a room addition or repair exceeds $1,000, or when sleeping rooms are created, smoke detectors shall be provided at existing bedrooms per item 19 above. Section 1210. re. .'$I wo., oil v.i : Habitable rooms, other than kitchens, shall / contain at least 70 square feet of floor area. At least one room shall have not less than 120 square feet of floor area. Section 1207 (b). 2. Window area must be at least 1/10 of the floor / area and a minimum of 10 square feet per Section 1205 (a). Appears to be deficient in 2/. Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms, laundry rooms and similar rooms 1/20 of area is required and minimum is 1.5 sq. ft. Section 1205 (a). At least 1/2 of the common wall must be open and have an opening not less than 25 sq. 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. Required windows shall not open into a roofed I 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 ana similar rooms if required openable windows are not provided. Section 1205 (c). Show discharge point for exhaust air to be at least 5 feet from any mechanical ventilating intake. Section 1205(c). Ductless fans cannot be used in bathrooms if a tub or shower is present. Section 1205(c). 2ó. No habitable room, other than a kitchen, shall be less than 71 0" in any dimension. Section 1207 (c). 3/ 3$ Show that ceiling height for habitable rooms is a minimum of 7'6". Section 12,07 (a). Show ceiling height for laundry rooms, hallways, corridors, and bathrooms is a minimum of 7'0". ..,Section 1207 (a). Dimension on the plans the 30" clear width for I water closet compartments and 24" clearance in front of water closet. Section 511 (a). 3. Specify safety glazing for glazing in I hazardous locations such as glass doors, glazing adjacent to doors and glazing adjacent to walking surfaces. Section 5406. Glazing, in the sane wall plane as a door, must be safety glazing if within 12" of the door and less than 60" above the walking surface, unless the glazing is leaded or faceted glass. Section 5406 (d) 6. gj 35. Glazinn shower and tub enclosures shall be tempered, laminated or approved plastic (including windows within 5 feet of tub or shower floor). Section 5406 (d) 5. 2/12/90 3 . Sleeping rooms shall have a window or exterior ( door for emergency exit. Sill height shall not exceed 44" above the floor. The window must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". Section 1204. 3,1. Basements in dwelling units shall comly with the above (even if not designated as sleeping rooms). Section 1204. 18. Walls and floors separating units in a duplex shall be of one-hour fire-resistive construction. Section 1202(b). 4. A mezzanine is an intermediate floor and may I 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 42" in height. Section 1716. The loft you show does not comply as a / mezzanine floor and is, by Uniform Building I Code definition, a story. Section 1716. / XITS. SIAIJJAYS, AND RAILINGS 4j. Floors above the second story shall have not / less than 2 exits. Exceptions: 1. Occupied I roofs may have one exit if such occupied areas are less than 500 square feet and located no higher than immediately above the second story. 2. When the third floor within a unit does not -exceed 500 sq. ft., only one exit need be provided. Section 3303(a). /2. Required exit doorways shall be not less than 36" in width and not less than 6'8" in height, and shall be capable of opening at least 90 degrees. Section 3304 (f). Provide 36" high protective railing for porches, balconies, and open sides of stair landings. Openings between railings shall be less than 6". Section 1711. Show how guardrail connection details are adequate to support 20 pounds per lineal foot at a right angle to the top rail. Table 23-B. Provide stairway and landing details. Section 3306 (b), (c) and Maximum rise is 7" and minimum run is / 11". When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum. () Minimum headroom is 61 -81'. Z/ Minimum width is 36". All handrails per Section 3306 (j), shall satisfy the following: Provide handrail for stairways with 4 or more risers. ( Handrail shall be 34" to 38" above the '-' nosing of treads. () The handgrip portion of handrail shall be not less than 1 1/2", nor more than 2" in cross-sectional dimension. Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width. Such dimension need not exceed 36 inches. Section 3306 (g), 3304 (j). 4,. An interior door may open inward at the top / step of a stairway provided the top step is not more than 7 1/211 lower ithan the floor level. Section 3304 (i). '4. Provide details of winding stairway complying / with Section 330 (d): Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. Maximum rise is 8 inches. C. Minimum width is 36 inches. 5/10/90 4 Provide spiral stairway details, per Section / .3306 (f): Minimum run is 7 1/2 inches measured at a point 12 inches from where the treads are the narrowest. Maximum rise is 9 1/2 inches. Maximum clear opening between risers is 6 inches. C. Minimum headroom is 6 feet 6 inches d. The tread must provide a clear walking area measuring at least 26 inches from the outer edge of the supporting column to the inner edge of. the handrail. 54. Spiral stairways may not be used: for required / exits when the area served is greater than 400 sq. ft. Section 3306 (f). 54. Provide I.C.B.0. Research Report and number for / metal stairway, or submit plans and calculations and approved fabricator registered with the building department or note that the stairway fabrication plans shall be submitted to and approved by the building official prior to installation. 5,. Exterior stairways shall not project into the 3 foot setback from the property lines. Section 3306 (n). 54. The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one-hour fire-resistive construction. Section 3306 (in). Within units, show that corridors have a minimum width of 36 inches. Section 3305 (b). ROOFING /6. Specify roof slope. !/7. Roof slope is not adequate for roof type specified. Table 32-B,C,D and E. /8. Specify roof material and application. Chapter 32. 54. Specify I.C.B.0. or U.L. approval number for / roof materials not covered in U.B.C., e.g., tile, etc. Section 107. eb. Specify minimum 1/4 inch per foot roof slope for drainage or design to support accumulated water. Section 3207 (a) and Section 2305 (f). 1. Show roof drains and overflows. Section 3207. 61L Provide skylight details to show compliance / with Sections 3601 and 5207 or provide I.C.B.O. approval number. /3. Plastic skylights must be separated from each other by at least 4 feet. Section 5207 (a) 6. 64. Show attic ventilation. Minimum vent area is TTrsuTtEior 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents. Show required area and area provided. Section 3205 (c). MASONRY Provide fireplace construction details or note construction to be per attached fireplace standard drawing. Chapter 37. 6$. Show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 3006 (d)l and Section 2515 (a). Show ties and #9 wire in horizontal joints. Show height and construction details of all masonry walls. Chapter 24. (3. Show floor and roof connections to masonry walls. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 2310. Show a minimum 2" air space and flashing f between planter and building walls. Section 2516 (c) 7. GARAGE AND CARPORTS 7)). Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling. Table 5-B, Section 503 (d). 71. All elements supporting floor above garage, including walls supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 503 (b) G Show 1 3/8" solid core self-closing door for openings between garage and dwelling. Section 503 (d). 7/. Garages are not permitted to open into a room used for sleeping purposes. Section 1104. 12/11/89 5 71. An occupancy separation is not 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. Show garage framing sections, size of header over garage opening, lateral cross bracing at plate line, method bracing garage front and holddownS if required. chapter 23. ../hk) b4V-, NOTE: Maximum shear panel height-to-width ratio is 3 1/2 to 1 for plywood. Table 25-I. Doors may open into the garage only if the floor or landing in the garage is not more than one inch lower than the door threshold. Section 3304 (i). 7J. Provide an 18" raised platform for any FAU, / water heater, or other device in the garage which may generate a flame or spark. UNC Section 508, UPC Section 1310 (a). FOUNDATION RUIRXF2TS 78. Per soils report, note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 2905 (c). 7A. The foundation plan does not comply with the I soils report recommendations for this project. Please review the report and modify design, notes and details as required to show compliance:_________________________________ Provide notes on the foundation plan listing the soils report recommendation for foundations, slab and building pad preparation. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 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: LL)HAJ cPVir. The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report". 823. Show height of all foundation walls. Chapter ij DriJ.1)g-1A/L.. 8 '. Show height of retained earth on all foundation walls. chapter 23. 8. If cut or fill slopes exist, show distance of foundation to edge of cut or fill slopes and show steepness and heights of cuts and fills. Chapter 29. Note on plans that wood shall be 6" minimum above finish grade. Section 2907 (a). 87. Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). 88. Dimension foundation per U.B.C. Table 29A: oors Footing SupportedC Steniwall Width Depth Thickness 1 6" 1 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 dation for one floor. 89. Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. 91. Show foundation bolt size and spacing. Section 2907 (f). S Specify size, I.C.B.O. number and manufacturer of power driven pins. Show edge and end distances and spacing. Section 302 (d). 2/13/90 6 92. If required, show size, imbedment and location of hold down anchors on foundation plan. Section 302 (d). ,.4) mtir &J LPJaJt /'tn2. Iq4D51h1pLAL) rUWuE 9i. If hold downs are required, note on plan that / hold down anchors must be tied in place prior to foundation inspection. Section 305 (e) 1. Show adequate footings under all bearing walls / and shear walls. Section 2907 (b). Show on the plans stepped footings for slopes / steeper than 1:10. Section 2907 (c). 96. Show minimum 18" clearance from grade to bottom of floor joists and minimum 12" clearance to bottom of girders. Section 2516 (c) 2. 4. Show pier size, spacing and depth into undisturbed soil. Table 29-A. Show minimum underfloor access of 18" x 24". Section 2516 (c). Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. FRAHDG lØ. Show wall bracing. Every exterior wood stud / wall and main cross-stud partition shall be braced at each end at least every 25 feet of length with 1 x 4 diagonal let-in braces or equivalent. Section 2517 (g) 3, Table 25-V. 101. 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, or provide design. Section 2517(g)3, Table 25-V. lOJ. Note cross bridging or blocking. Floor joists / and rafters 12" or more in depth shall be supported laterally by bridging at intervals not exceeding 8. feet, un1ess-both edges are held inline. Sec. 2506'(h)2517(d) 6. 103. Show blocking at ends and at supports of floor joists, rafters and trusses at exterior walls. Section 2517 (d) 3, 2517 (h) 6. Ft-oO/ l4. Bearing partitions, perpendicular to joists, / shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joist. Section 2517 (d) 5. 10/Show rafter ties. Rafter ties shall be spaced ( not more than 4 feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2517 / (h)4. ]J6. Show rafter purlin braces to be not less than 45 degrees to the horizontal. Section 2517 (h) 5. Show double top plate with minimum 48" lap splice. Section 2517 (g) 2. Show nailing will be in compliance with Table 25-Q. Show or note fire stops at the following locations per Section 2516 (f): In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals along the length of the wall; At all interconnections between concealed 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 bottom of the run and between studs along and inline with the run of stairs if the walls under the stairs are unfinished; and d. In openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials. j In duplexes, draft stops shall be provided in I floor-ceiling assemblies and attics in line with walls separating units and separating units from common areas. Show stud size and spacing. Maximum allowable stud heights: Bearing wall: 2 x4 and 2 x 6 max. 101; Non-bearing: 2 x 4 max. 141 , 2 x 6 max. 201. Table 25-R-3. 16. Studs supporting two floors, a roof and I ceiling must be 3 x 4 or 2 x 6 at 16" o.c. Table 25-R-3. 113. Note on A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 2505. 2/12/90 7 Detail all post-to-beam and post-to-footing connections and reference the detail to the plan. Section 2516 (m). Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2513. iJl6. Specify nail size and spacing for all shear I walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. [Tables 25 I, J, K and Section 4714 (d)]. Y7_Provide truss details and truss calculations for this project. Specify tuss identification numbers on the plans. V(8. Show 1/2" minimum clearance between top plate / of interior partitions and bottom chord of trusses. (To ensure loading will be as designed). 119. Provide roof framing plan and floor framing / plan. Section 302 (d). Provide framing sections through Section 302 (d). l. Specify all header sizes for opening over 4' / wide. Section 2517 (g) 5. l2. Provide calculations for main vertical and I horizontal framing members and post footings. Section 302 (b). B Provide calculations for lateral loads, shear panels, shear transfer and related. Section 302 (b). 124. 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. 125 Show on the plans all structural requirements developed in the structural calculations. Section 302 (d). (See comments below or at end.) C9 0—'IS &ei, MLCS, TO f'L#'iiU5 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 supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. 127. Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. 1j8. Show location of attic access with minimum / size 22" x 30". Section 3205. l. Show draft separation for attic areas between 1 units in a duplex. Section 2516 (f). 130. Specify plywood and/or particle board thickness, grade and panel identification index. Table 25-S. 1,11. When roof pitch is less than 3:12, design I ridge as a beam. Section 2517 (h). 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. l. Cripple wall studs exceeding 4 feet in height I shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section 2517 (g) 4. lZ. Show plywood sheathing over exposed eaves, or / other weather exposed areas, is "bonded with exterior glue.".' Plywood used for exterior wall covering shall be the exterior type. Section 2516 (i), 2516(g)3. 14'. Detail truss layout for 30" x 30" attic access, if required for equipment in the attic. 136. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3.HDL.J5I)g1),R?D(If 147. In open beam construction, provide strap ties across the beams at the ridge support. Section 2501 (b). MECHANICAL (UNIFORM MECHANICAL (X)DE) All heating, ventilating, and cooling systems and appliances shall comply with the Uniform Mechanical Code. 'I 2/12/90 8 Show the size, location and type of all heating and cooling appliances or systems. :139.)show source of combustion air to furnace, per Chapter 6, UMC. 1L4. 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. 4 . show minim 30" deep unobstructed working space in front of furnace. Section 505, UMC. 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. 43. show I.C.B.O. approval number for prefab fireplace. Show height of chimney above roof per I.C.B.0. approval or Table 37-B. 144.. 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 opening. Section 708 UMC. 14k. Where equipment is installed in the attic, the distance from the attic access to such equipment shall not exceed 20 feet. Note that passageway to the attic furnace shall be unobstructed and have continuous solid flooring not less than 24 inches wide. Section 708 UMC. show permanent electrical outlet and lighting I fixture controlled by a switch for the attic furnace. Section 708 UMC. 1. show details to comply with Section 709 for furnace under the floor, or Section 710 for roof or outside furnace. 149.) Note on plan: Gas vents and non-combustible -/ piping, in walls, passing through three floors or less shall be effectively draft stopped at each floor or ceiling. UBC, Section 1706 (a) 6. l$0. Provide dryer vent to outside. UMC, Section 1903. All wiring shall comply with the National Electrical Code. 1. 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. 12. Show location of all electrical receptacles. Electrical receptacle locations and/or spacing is not adequate in 1< I1(11-I /f Show at least one convenience outlet other than outlets for laundry, etc., outdoors, in garages and basements. NEC, Art, 210-52. Note convenience outlets in bathrooms,jjga counter to (s) within 6 feet of thkjie.i outdoors, and in garages and basements (other than fr laundry and similar equipment) shall be GFI protected. NEC, Art. 210-8. 16. Note electrical system ground to be provided I per NEC, Art. 250-81. 7. Show water heater size, type and location on lans. UPC, Section 1301. 158. Show source for providing combustion air to fuel burning water heater. If wall openings in an enclosure are used, at least one-half of the required opening area shall extend into the upper twelve inches of the enclosure and one-half within the lower twelve inches. UPC, Section 1307. Fuel combustion water heater shall not be I installed in bath or bedroom or in a closet opening into bath or bedroom. UPC, Section 1309. l). 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. 161. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 1007 (e). 1/19/90 9 162. Show that water heater is adequately braced to resist seismic forces, when not connected by rigid pipe. UMC Section 504(d). 13. Show shower stall can accommodate a 30" circle / and has a minimum floor area of 1,024 sq. in. UPC 909 (d). ]4. Provide clothes washer hook-up for each unit. ( Title 24, Part 3. NOISE INSULATION (DUPLEXES) For room additions, show that the glazing area / of the addition does not exceed 16% of the newly-conditioned floor area, plus glazing removed or relocated due to the addition. Dk*,k2chenbs) Provide fluorescent general lighting in per CAC, Title 26, 2-5352(J). UIE Le0_4.S'T'7V0L LE&Lt CARLSBAD S.F.D. & DUPLEX SUPPLEMENT 115. Energy conservation design should be for Zone / 7. 115. Show details of duplex common (party) walls and 17 '. Floor drains must have auto-prime (city / floor/ceiling assemblies to achieve a Sound policy). Transmission Class (SIC) rating in walls of 50 decibels and an Impact Insulation Class (IIC) 177. Note exhaust fans cannot be ductless type rating on floor/ceiling of 50 decibels. (city policy). Title 24. lq'o. Show how penetrations of assemblies for piping, f electrical devices, recessed cabinets, bathtubs, soffits, or heating ventilating, or exhaust ducts shall be sealed, lined, or insulated to maintain required sound transmission rating. Title 24. 17. Provide insulation in walls and ceiling to f achieve STC of 50 between garage and living area if garage use is not controlled by resident. Title 24. ENERGY CONSERVATION 16p. Provide plans, calculations and worksheets to show compliance with current energy standards. 1. The regulations require a properly completed I 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. Bagreement All energy items shown on the plans must be in with the information shown on the properly completed Form CF-1R. lfl. Specify on the building, plans all of the mandatory energy conservation requirements as listed on the enclosure titled, "Mandatory Energy Conservation Requirements". 112. Show the make, model and efficiency of the space heating (or cooling) system and provide heat loss calculations if the output exceeds 45,000 BTU/Hr. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). l9. Note "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). It. 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). l. Incorporate the waterproofing details, on the I attached Policy 80-8, where interior living space occurs below grade at the masonry wall(s). how on the Title Sheet on the plans, the i~)information required by the attached Developmental Services Sheet 112383. All new residential buildings, including additions, require a soils report. Please submit two copies. Exception: If a room addition is limited to one story and 1000 sq. ft. in area, then a soils report is not required. Esgil Corporation will advise the City to place their soils notice stamp on the plans. 1 I 4. Heavy timber framing, minimum 6" x 10" beams and minimum 8" x 8" post, for the structural beam and column supporting the fire separation between the garage and living area above, is acceptable if shown on the plans. (city policy). 2/26/90 10 1/5. All structures require a Class B roof covering, except room additions. If a room addition covers all of the existing building (2nd story addition), then the above exception doesn't apply. i?o. City Ordinance 9792 requires two parking spaces/unit with clear area of 20'x20' i.e. no washing machines, etc. Show compliance. 147. All chimneys attached to any appliance or fireplace that burns solid fuel shall be equipped with an approved spark arrester. The net free area of the spark arrester shall be not less than four times the net free ara of the outlet of the chimney..-: The spark arrester screen shall have heat and corrosion resistance equivalent to 12 gauge wire, 19 gauge galvanized wire or 24 gauge stainless steel. Openings shall not permit the passage of spheres having a diameter larger than 1/2-inch and shall not block the passage of spheres having a diameter of less than 3/8-inch. t4IscELLANxxJs 8. Please see additional corrections, or remarks, on the following page. 189. 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. 100. .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 check. - Yes No The City of Carlsbad has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number 619/560-1468, to perform the plan check for your project. If you have any questions regarding these plan check items, please contact_________________ at Esgil Corporation. If you have any questions regarding City Building permit procedures, please contact Carter Darnell at the City of Carlsbad, 2075 Las Palmas Dr., telephone 619/438-1161. Thank you. Enclosures: 19/. PPiu,oE c!ø1yPLEr6 ~Grp i. ;u.Ppo ,i - P,;- L) e rc, ri E 2/14/90 11 4 Date/)-)O Jurisdiction CARLSBAD Prepared byi o Bldg. Dept. VALUATION AND PLAN CHECK FEE El Esgil PLAN CHECK NO. _D-H _?3 BUILDING ADDRESS 0, yt '-orJ 41.E APPLICANT/CONTACT PHONE NO. 73 - 9b 9 BUILDING OCCUPANCY - R- Jn DESIGNER PHONE_____________ TYPE OF CONSTRUCTION _1J CONTRACTOR PHONE___________ BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE S-OD- -z-'?i 1 7oô S 0-i2, 3_ -/j) Air Conditioning Commercial Residential 1 Res. or Comm. - Fire Sprinklers Total Value Bui1djn Permit Fee. $ Plan Check Fee COMMENTS: SHEET / OF_____ 12/87 4 MArP fl 3(, f-IOSP zuCLP7 BUILDING PLANCHECK w ENGINEERING CHECKLIST LL 17l DATE: 2-3 CCI - qc, ITEM COMPLETE PLANC HECK NO.q0)—l-,23 © ITEM INCOMPLETE - NEEDS YOUR ACTION 1 2 3 2440 L('P1'S11k I pJ S N R X ITEM SELECTED T D D AP N. 15b-27C- C C C PROJECT ID: H H H E E E LEGAL REQUIREMENTS C C C K K Site Plan L1 E 1. 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 and dimensioned setbacks. Show on site plan: Finish floor elevations, pad elevations, elevations of finish grade adjacent to building, existing _.topographjca3.jines, existing and proposed slopes,ej and Assessors Parcel Number. Discretionary Approval Compliance k//4. No Discretionary approvals were required. Project complies with all Engineering Conditions of Approval for Project No. Project does not comply with the following Engineering Conditions of Approval for Project No. Conditions complied with by: Date: Field Review Field review completed. No issues raised. Field Review completed. The following issues or discrepancies with the site plan were found: Site lacks adequate public improvements. Existing drainage improvements not shown or in conflict with site plan. Site is served by overhead power lines. Grading is required to access site, create pad or provide for ultimate street improvement. FRM001O.DH 08/29/89 Site access visibility problems exist. Provide onsite turnaround or engineered solution to problem. Other:______________________________________________ Dedication Requirements \/ 9. No dedication required. Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8½" x 11" plat map and submit with a title report and the required processing fee. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. The description of the dedication is as follows: Dedication completed, Date: By: Improvement Requirements 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. Public improvements required. This project requires construction of public improvements pursuant to Section 18.40 of the City Code. Please have a registered Civil Engineer prepare appropriate improvement plans and submit. for separate plancheck process through the Engineering Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit. The required improvements are:___________________________________________ Improvement plans signed, Date: By: FRMOO1O.DH 08/29/89 13. Improvements are required. Construction of the public improvements may be deferred in accordance with Section 18.40 of the City Code. Please submit a letter requesting deferral of the required improvements together with a recent title report on the property and the appropriate processing fee so we may prepare the necessary Future Improvement Agreement. The Future Improvement Agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit. Future Improvement Agreement completed, Date________________ By:________________ Grading Requirements 13a. Inadequate information available on site plan to make a determination on grading requirements. Please provide more detailed proposed and existing elevations and contours. Include accurate estimates of the grading quantities (cut, fill, import, export). No grading required as determined by the information provided on the site plan. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted for separate plan check and approval through the Engineering Department. NOTE: The Grading Permit must be issued and grading substantially complete and found acceptable to the City Inspector prior to issuance of Building Permits. Grading Inspector sign off. Date: By: Miscellaneous Permits / 16. Right-of-Way Permit not required. Right-of-Way Permit required. A separate Right-of-Way Permit issued by the Engineering Department is required for the following: Sewer Permit is not required. Sewer Permit is required. A Sewer Permit is required concurrent with Building Permit issuance. The fee required is noted below in the fees section. V'20. Industrial Waste Permit is not required. FRMOO1O.DH 08/29/89 21.. Industrial Waste Permit is required. Applicant must complete Industrial Waste Permit Applicantion Form and submit for City approval prior to issuance of Building Permits. Permits must be issued prior to occupancy. Industrial Waste Permit accepted - Date: By: Fees Required NJI 22. Park-in-Lieu Fee Quadrant: Fee per Unit: Total Fee: 23. Traffic Impact Fee Fee Per Unit: Total Fee: f\i/Pt 24. Bridge and Thoroughfare Fee Fee per Unit: Total Fee: Public Facilities Fee required. Facilities Management Fee Zone: Fee: Sewer Fees Permit No. Fee: EDU's 28. Sewer Lateral required: Fee: t REMARKS: P!\1Th7E 4)EA/ 4J 'Pt~F tLflItsJ ou GiTF PLAAJ0 -3ôV BdSTJ rivAy ,4 PPPrA4-4 2J PJi N=TIRP aFPtT D.th&)G ')FP tEGY L rFC2J PT1Mi i-IDLD 404tMU bDJ I&),4 2EEMEiJT 'QILL PEtUIPED ENGINEERING AUTHORI TIONTO ISSUE PERMIT BY Date:_____________ FRM001O.DH .08/29/89 PLANNING CHECKLIST Plan Check No. - /C23 Address 2 I./9 0 itc#e APN: )5-,270 56 Planner Dc4,;d Phone 438-1161 (Name) Type of Project and Use ç Zone R A -10 Facilities Management Zone Legend. Item Complete NI 0 Item Incomplete - Needs your action 1, 2, 3 Number in circle, indicates plancheck number where deficiency was identified '6D Environmental Review Required: YES - NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval r6Ei Discretionary Action Required: YES - NO APPROVAL/RESO. NO. - DATE: PROJECT NO. OTHER RELATED CASES: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval ET/E/1 fl Coastal: YES - NO - DATE OF APPROVAL: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Landscape Plan Required: YES NO '- See attached submittal requirements for landscape plans Site Plan: 0 1. 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 and dimensioned setbacks. 2/0 0 2. Show on Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes and driveway. 0 3. Provide legal description of property. [1 4. Provide assessor's parcel number. Zoning: Mi El Setbacks: Front: Required Shown 7 / Int. Side: Required /0 Shown /0 Street Side: Required I ' Shown I' Rear: Required 0' Shown '-(KY 0 Lot coverage: Required Shown I(. 0 Height: Required 35 Shown 30' ad 0 Parking: Spaces Required Shown Guest Spaces Required Shown 0 0 0 Additional Comments OK TO ISSUE P"f& DATE -V Al. C: Data Entry PLNCK.FRM HARRY F. FLETTER STRUCTURAL ENGINEER JOB NO. SHT. NO. 910 SariMarcos Blvd. Ste. 201 _______________________________ BY San Marcos, CA 92069 DATE ) L rç ¶ " 4'-I t-,! 424- 0 .rL4,c 2o Lc' ' LL' \JLL L Z1 a' LL 94ci cA-1L co.)4AL\ r. 4O LL C.3 4 L L . OtLL-Ac 2t4\—A-' cLE 4(DAC - a' ¶ c4 L.A.)*LL OS 0 A 7/ 0 0 i: . HARRY F. FLETTER Title :SNYDER RESIDENCE STRUCTURAL ENGINEER Scope 910 SAN MARCOS BLVD.. Number: SAN MARCOS CALIFORNIA Misc Dsngr :H.F.F. 21-Dec RECTANGULAR ------------------------------------------------------------------------ CONCRETE COLUMN DESIGN Page ------------------------------------------------------------------------ DESCRIPTION )) CONC. PILE 24' D1A. )) EQUIV 21121' ------DESISM DATA ---------- ----------- COLUMN DATA ------------ f'c : 2,000 psi DEPTH 21 in Fl : 40,000 Psi WID1H : 21 SEISMIC ZONE (0:wind): 4 0-4 COLUMN HEIGHT : 25 ft COMBINE LL & ST ? I yin EFF. LENGTH FACTOR : I REBARS: COUNT BAR I 'd' IS COLUMN UNBRACED ? NH y/n SET Ii 3 7 3.5 in If YES, enter Delta:S SET $2 2 7 10.5 * M2s (ACII0-6) : SET $3 3 7 17.5 SET $4 Total Reinf. Area = 4.80 iT(2 SET $5 % Steel : 1.09 % Mote: 1% Mm (Actual (8% Max ----------- ------------- APPLIED LOADS MOMENTS: Top Bottom AXIAL: DL = 20.46 k DL : ft-k IL = 9.76k IL = ST : k SHORT: Ecc. :in DEAD LIVE SHORT SLoc ELoc DISTRIBUTED : 11 kit 8 ft $2: ' POINT : $1 = k 8 xz ft 12: ' ---------SUMMARY -----------------------------ACI Equation 9-1 9-2 9-3 Pu : Max. Factored : 45.236 28.644 18.414 k Pn * Phi : Capacity 8 Design Ecc. : 567.098 568.18 569.49 OK OK OK Final Ecc.: Axiai*Ecc + Moments = 1.23 1.23 1.23 in Magnification Factor : 1.062 1.047 1.030 Design Eccentricity 1.31 1.29 1,27 Po * : (short column) : .80 746.832 746.83 746.83 k P : Balanced : 371.6 371.6 371.6 k Ecc: Balanced ----------------------------------------------------------------------- 7.95 7.95 7.95 in -----------------------SLENDERNESS EFFECTS -------------------------- Actual kLu/r : 47.62 Elastic Modulus z 3Ef06 psi Beta = 0.85 9-1 9-2 9-3 Neutral Axis Distance from Edge : 21.96 22.01 22.06 In Phi : 0.700 0.700 0.700 Max. klu/r to neglect slenderness 34.0 34.0 34.0 Beta : Sustained / Maximum Moments : 0.633 1,000 1.000 Cm : 1.000 1.000 1.000 HARRY F. FLETTER STRUCTURAL ENGINEER '-- E-S. JOB NO. SHT.No. 910 San Marcos Blvd. Ste. 201 ______________________________ BY San Marcos, CA 92069 DATE _LLatl- O C-C.. LL tcicD As c\). S\.CcL ZL'Z( ell ) - H brRucr ENG 161974'41I2 HARRY F. FLETTER Title :SNYDER RESIDENCE STRUCTURAL ENGINEER Scope : 91.0 SAN MARCOS BLVD. Number: SAN MARCOS CALIFORNIA Misc Dsngr H.F.F. 3.5-3a CONCRETE RECTANGULAR & TEE BEAM DESIGN Page i ------------------------------------------------------------------------ DESCRIPTION )) EAST WALL GR. BM. )) D,+L+SEIS BEAM DATA ---------- ------------ DESIGN DATA ----------- SPAN ' 34 ft f'c 2,000 pSi BEAM DEPTH 30 in Fy : 40,000 psi BEAM WIDTH 18 in SEISMIC ZONE (Ow1nd) ' '1' FLAME THICK. r in COMBINE IL & ST ? N yin FLANGE BOTH SIDES I N y/n CONCRETE WEIGHT : 145 pef WEB SPACING a ft INCLUDE BM. UT. ? V yin ----------END CONDITIONS ---------- STIRRUP AREA : 0.22 jnA2 Fi* z 2 ... LEFT ) 1 (C Eff. Slab Width ' 18 in Pin m 1 . . . RIGHT )) 1 (C REINFORCING -----v--- CENTER ---------LEFT ---------RIGHT -------- BOTTOM TOP TOP BOTTOM TOP BOTTOM LAYER 11.., COUNT: 5 2 2 5 2 4 SIZE' 8' 5 5 8 5 8 26.5 2 2 26,5 2 26.5 in LAYER $2... COUNT SIZE: in ----------------APPLIED LOADS ----------------------------- Dead Live ShoTt Location TRAPEZOIDAL: ....... ..... ---------Start End Ii: Load I Left : kif I Right $2: Load I Left I Rights DISTRIBUTED: 11 038 0.36 kif 34 ft 12 $3 : POINT: $1 -2.75 kips 5.5 ft $2 : 2.75 9,5 $3 : -2.15 20.5 14 ' 2.75 29.5 Is MOMENTS $1 ft-k ft U IL 0 SUMMARY ----------------------------9-1 --- 9-2 --- 9-3 KnaPhi : Center r 288 Mu CenterM 275 132 112 ft-k: left : 288 ' Left Right : 235 ' Right: -O -O -O VntPhii Left :S63 'U Left : 27.6 12,7 10.7 k Right : 86.5 Right 21,6 15.4 13,4 k ..Reactions(k).. ......... Deflections (in) ...... Left Right Up I X-Di2t Down U X'Dlst D0LL$[B Wtj 21,82 21.82 -0.758 17.00 ft DLtLLsS1I(8u Wt' 14.65 16.76 -0.454 17.00 ft Stirrup Requirecents: Dist. -) 4.3 8.5 12.8 17,0 21.3 25.5 29.8 ft Spacing-) 9.78 9.78 999.00 999.00 999.00 9.78 in Using Max. V I 100th points froi any AC factoring JAN-16-91 WED 1.3:36 H F FLETTER STRUCT ENC ................ .u--- ADDITIONAL DEFLECTION DATA '''-'- Optional ocatlon , ft .,...,.,,Ustng Service bade Only ...,(bnter 0.0 for eazicuis) Mcr Cracking 75.5 ft-k t4eutrt fisl 9.04 In Ms:Mae DL+LL ; 185.5 1; Gross '' 40.500 I41 RI (M8:D0LL)lMcr a 0,407 I; Cracked x 18481 In4 MaMas DLtLLt51 r 127.2 ft-k E ; tastic Mod. 2,5Et06 pat R2 N (Ms:DL4LL4ST)/Mcr; 0.593 Fr : 7.(fc)^.5 ; 33.4 pat Leff... Ms(DLtLL) 19,964 in4 z:Cracbing ; 4,8 14t i:eff... Ms(DULLsST) 23,079 STATIC SECTION ANALSIS ......................... For Evalustion of 100 Moent Capacity: Center Left eight X; Meutrat iIs 5.16 5.16 3.95 in S bets $ 4.39 4.39 3,35 Coipressiop in Concrete 134.25 134,253 102.653 lips Su (Stl coip. forcs : 23.746 23.746 23.746 Tenaton In keinforcln9 -158 -iSS 126.4 To Deterein $n U!.' Secons w/Tenion Steel Onlv --- )) Mn T $ (de/2) Wih Tension & Cqepreasion •-) No a Cc i (d-9/2) S(Cs;(d-d') For Evaluation of Nix. As For Ductile Failure: Xialanced z 18.15 18.L5 18.15 In 5 ; 55 = 13.62 13.62 13.62 : bete$X.ax 2 15.43 15,43 15.43 coapression in Concrete 354,1 354.1 354.1 kips Sue [steel conp. forces) 23.7 23,7 23,7 Total coipreesive Force 311.9 317.9 :317.9 As lot Force / fy : 9.45 9.45 9.45 in2 161974441 12 HARRY F. FLETTER Title :SNYDER RESIDENCE STRUCTURAL ENGINEER Scope : 6 910 SAN MARCOS BLVD. Number: SAN MARCOS CALIFORNIA Misc Dsngr :H.F.F. 21-Dec ------------------------------------------------------------------------ CONCRETE RECTANGULAR & TEE BEAM DESIGN Page ------------------------------------------------------------------------ DESCRIPIION, )) NO. & $O. WAIL GRADE BEAM )) DEAD + LIVE BEAM DATA ---------- ------------ DESIGN DATA ----------- SPAN = loft f'c : 2,000 psi BEAM DEPTH 24 in Fy = 40,000 psi BEAM WIDTH : 8 in SEISMIC ZONE (O:wind) 'I' FLANGE THICK. = in COMBINE LL & ST ? N yin FLANGE BOTH SIDES ? N y/n CONCRETE WEIGHT : 145 pcf WEB SPACING : ft INCLUDE BK. WT. ? Y y/n ----------END CONDITIONS ---------- STIRRUP AREA : 0.22 in2 Fix = 2 ... LEFT )) 1 (C Eff. Slab Width : 8 in Pin = 1 ... RIGHT )) 1 (C --- REINFORCING ---------CENTER ---------LEFT ---------RIGHT -------- BOTTOM TOP TOP BOTTOM TOP BOTTOM LAYER $1... COUNT: 2 2 2 2 2 2 SIZE: 5 5 5 5 5 5 21.5 2 2 21.5 2 21.5 in LAYER 12... COUNT: SIZE: in -----------------APPLIED LOADS Dead Live Short Location TRAPEZOIDAL: ------- ------- ------- Start End ji: Load I left : kif I Right: $2: Load I Left S Right: DISTRIBUTED: $1 : 0.69 0.51 klf loft 12 : $3 = POINT: $1 = kips ft $2 $3 $4 $5 MOMENTS: $1 = ft-k ft $2 : SUMMARY ----------------------------9-1 --- 9-2 --- 9-3 MntPhi : Center: 38 Mu : Center: 26 12 10 ft-k! Left : 38 ' Left Right = 38 Right: 0 -.0 0 Vn*Phi: Left = 13.2 Vu : Left : 6.3 2.8 2.4 k Right : 13.2 Right : 6.3 2.8 2.4 k .Reactions(k) .. ......... Deflections (in) ...... Left Right Up S X-Dist Down S X-Dist DLtIL+(B. Wt) : 6.97 6.97 0.000 10.00 -0.013 5.00 ft DLfIL+ST+(Bm Wt]: 4.42 4.42 0.000 10.00 -0.008 5.00 ft I Stirrup Require.ents: 01st. -) 1.3 2.5 3.8 5.0 6.3 7.5 8.8 ft Spacing -)999.00 999.00 999.00 999.00 999.00 999.00 999.00 in rT HARRY F. FLETTER Title :SNYDER RESIDENCE STRUCTURAL ENGINEER Scope 910 SAN MARCOS BLVD. Number: SAN MARCOS CALIFORNIA Misc Dsngr :H.FF. 21-Dec CONCRETE RECTANGULAR & TEE BEAM DESIGN Page 2 ----------------------------------------------------------------------- ------------------------ADDITIONAL DEFLECTION DATA -------------------- Optional Location ft .........Using Service Loads Only ....(enter 0.0 for maximums) Ncr: Cracking : 21.5 ft-k Neutral Axis : 4.91 in Ms:Max DLfLL = 17.4 I : Gross : 9,216 in4 Ri = (Ms:DL+LL)/Mcr : 1.233 I: Cracked = 2317 in4 Ms:Max DL+LL$ST = 11.0 ft-k E : Elastic Mod. :2.5Ef06 psi R2 : (Ms:DL+LL+ST)/Mcr: 1.944 Fr : 7.5*(fc).5 = 335.4 psi I:eff... Ms(DLfLL) : 9,216 in4 Z:Cracking : 70.2 ksi I:eff... Ms(DLfLL$ST) : 9,216 ----------------------STATIC SECTION ANALYSIS ------------------------- For Evaluation of 'Mn' Moment Capacity: Center Left Right X : Neutral Axis 2.07 2.07 2.07 in a: beta * x 1.76 1.76 1.76 Compression in Concrete = 23.961 23.9615 23.9615 kips Sum (Steel coop. forces) : 0.8404 0.84045 0.84045 Tension in Reinforcing -24.8 -24.8 -24.8 To Determine Mn, Use... Sections w/Tension Steel Only ----)) Mn z I * (d-a/2) With Tension & Compression --)) Mn : Cc * (d-a/2) + Su.(Cs*(d-d') For Evaluation of Max. As For Ductile Failure: X-8a1anced 14.73 14.73 14.73 in Xuax = x * max % 11,05 11.05 11.05 a-max : beta*Xiax : 12.52 12.52 12.52 Compression in Concrete = 127.1 127.1 127.7 kips Sum [Steel coup, forces) : 23.7 23.7 23.7 Total Compressive Force : 151.4 151.4 151.4 As Max.: Tot Force / fy 3.79 3.79 3.79 1n2 HARRY F. FLETTER Title STRUCTURAL ENGINEER Scope : 910 SAN MARCOS BLVD. Number: SAN MARCOS CALIFORNIA Misc Dsngr : 21—Dec ------------------------------------------------------------------------ CONCRETE RECTANGULAR & TEE BEAM DESIGN ------------------------------------------------------------------------ Page DESCRIPTION )) EAST WALL GRADE BEAM )) DEAD f LIVE BEAM DATA ---------- ------------ DESIGN DATA ----------- SP1 34 ft f'c = 2,000 psi BF-ki DEPTH = 30 in Fy = 40,000 psi BEAM WIDTH = 18 in SEISMIC ZONE (O:wind) 'T' FLANGE THICK. in COMBINE LL & ST ? N yin F1JGE BOTH SIDES ?N yin CONCRETE WEIGHT = 145 pcf WEB SPACING ft INC1..UDE BM. WI. ? Y yin ----------END CONDITIONS ---------- STIRRUP AREA = 0.22 in2 Fix = 2 ... LEFT )) I (( Eff. Slab Width : 18 in Pin = 1 ... RIGHT )) I (C REINFORCING ---------CENTER ---------LEFT ---------RIGHT -------- BOTTOM TOP TOP BOTTOM TOP BOTTOM LAYER It... COUNT: 4 2 2 4 2 4 SIZE: 8 5 5 8 5 8 32 2 2 32 2 32 in LAYER $2... COUNT: SIZE: ----------------APPLIED LOADS Dead Live Short Location TRAPEZOIDAL: ------- ------- ------- Start End Load 0 Left : kif S Right: Load S Left S Right: DISTRIBUTED: $1 : 0.38 0.424 klf ft $2 : $3 = POINt: $1 : kips ft $2 $3 $4 $5 MCMEMTS: 11 : ft-k ft $2 = NsPh1 : Center : SUMMARY ---------------------------- J..L--- 9-2 --- 9-3 287 Mu : Center- 140 120 ft-k! Left : 287 ' Left : Right : 4ZZ2j!7 ' Right: -0 -0 0 Center, Overstressed Va*Phi: Left = 68.3 Vu Left : 28.9 13.9 11.9 k : Right = 68.3 • Right : 32.2 15.0 12.8 k ..Reactions(k) .. ......... Deflections (In) ...... Left Right Up S X-Dist Down S X-Dist DL+LLf[B. Wt] 22.91 22.91 -0.644 17.00 ft DULL+STI(8, Wt]: 15.70 15.10 -0.407 17.00 ft Stirrup Require.ents: Dist. -) 4.3 8.5 12.8 17.0 21.3 25.5 29.8 ft pacInq •) 9.18 0678 999,00 999.00 994,00 9,10 9.18 In I t ,. • HARRY F. FLETTER Title STRUCTURAL ENGINEER Scope : 910 SAN MARCOS BLVD. Number: SAN MARCOS CALIFORNIA Misc Dsngr : 21-Dec CONCRETE RECTANGULAR & TEE BEAM DESIG N Page 2 - ------------ - ADDITIONAL DEFLECTION DATA -------------------- Optional Location z ft .........Using Service loads Only ....(enter 0.0 for maximums) Ncr: Cracking 75.5 ft-k Neutral Axis = 9.24 in Ms:Nax DL+LL 194.7 I : Gross z 40,500 in4 RI (Ms:DLsLL)/Mcr 0.388 I : Cracked = 23726 1n4 Ms:Max DL+LLiST : 133.5 ft-k E : Elastic Mod. =2.5E+06 psi R2 = (Ms:DLsLL+ST)/Mcr= 0.565 Fr : 7.5*(fc.5 = 335.4 psi I:eff... Ns(DLfLL) = 24,702 in4 l:Cracking = 62.9 ksi I:eff... Ms(DL+LL+ST) : 26,757 -----------STATIC SECTION ANALYSIS ------------------------- For Evaluation of 'Mn' Moment Capacity: Center Left Right X : Neutral Axis 3.95 3.95 3.95 in a : beta * x = 3.35 3.35 3.35 Compression in Concrete 102.65 102.653 102.653 kips Sum [Steel comp. forces] 23.746 23.746 23.746 Tension in Reinforcing : -126.4 -126.4 -126.4 To Determine Mn, Use... Sections w/Tension Steel Only ----)) Mn = T $ (4-a/2) With Tension & Compression --)) Mn = Cc * (d-a/2) + Sum( Csx( d-d') For Evaluation of Max. As For Ductile Failure: X-Balanced = 21.92 21.92 21.92 in Xiax x * Max % = 16.44 16.44 16.44 a-max beta*Xmax 18.63 18.63 18.63 Compression in Concrete 421.6 427.6 427.6 kips Sum [Steel comp. forces] 23.7 23.7 23.7 Total Compressive Force 451.4 451.4 451.4 As Max.= Tot Force / fy 11.28 11.28 11.28 in2 El = Max[( .2*Ec*IgtEs*ls)/(1+Beta) -or-. .4 Ec Ig/(ltBeta)] Pc : Pi2 * El I (kLu)^2 Alpha : Max Pu / (Phi * Pc Celta: Cm/(1-Alpha) Eccentricity: Ecc. Loads t Moxents Design Ecc. Ecc * Delta lEtlO 8E+09 8Ef09 1109.6 906.1 906.1 0.058 0.045 0.029 1.062 1,047 1.030 1.23 1.23 1.23 in 1.31 1.29 1.27 in iD Aon ARCHITECT, PLANNER, ARTISAN DA PLANS & PERMITS '20152 WILLIAM D. PERRY \\ 1 Op CA 9 28645 FRONT ST. 714 6766161 .. ........................................OLD TOWN TEMECULA, CALIFORNIA 92390 ......... &L..UED-L(-MiN IA TEf) EEfM. DE:SIEN I 3. Cl 1\1 ALL.L:wr8L..L. $TRE.SSE:.8 F re Ii m 8ern Width = S i25 in ........-.-........--••-••- ---••- ..........-- . Lsmxnation Thic knees 1 5 in F h Bend = 2 • 4d0 psi Ei -f L.enpt.h Fc tc:ir 92 Ev 1-1 r- = L5 psi Lu Center- Span . ft Elastic: Modulus = i8E+u6 L.. u eft LDF .1. Lu R.ilt c:.a.nt = 0 ft L:E.NTER SF-N •= LEFT r LE•t.U3 H RI SKI CN1 L.ENO 1 H cl TE 8F'(N R jççf 14 1. Uniform fl L. :1.12 psi X-Left. Uniform L L. 1.6 psf X-kiciit 1 41 .f . Width .18 ft. If 2 Uniform DI = oQsf :x - -fI: = 1) ft lJriform L .L 0 ps.f X-- Ripht. • o ft Trib, Width Corcc:entrated Loacis ( X 5ast from Left Suppc:'rt 4fi.Dt. 4l..:1T)L Ott = Oil • = L.L.. = :x.--sj..t •1 4 i--La t U tt X-:Lo.s.t. (1 ft L)ES I C-3 III 811(R 's' rç - - t(2Ci Si a'c: 5 125 in X - - ® SELEC'1ED BEAM EIZE -- S it.ia) - iri. - Renu.i.red = 0ct.uai = I,4$d psi Fv ctual 94 nsa. F- -b 03.lov;ad:: Is 4 ,' psi Fvl 1oabl e= psi cit Ms:. 595 7 7 of Ma:. 52.0 LiES I SN HL)MENI J.RL (Live Loads ip L,caa.icad 1-or M.a> Mi- -..................- ....--.-.. ........- - ........--.-- c.= i.f ......,, i (1 1 If rIfi tliLl;1 FlI....Il}::lJ1 .L.'f; in-f. Hoe.ic. kec c,I = an ' > lr t...c:ac:I J.)c.•::.t !' ara ira J. r-1 in r :i. I.•• ..oad Linti. •- N.. r .1 5 DL NO in I:s:kr .a.rc aic t.i !-c:p'a r .:1 Lcat }an:ara.rcj Lcric: t Hacca:i. rc::c: _a I t::.,... }-Ina.:rL 0 kcLWt End ........ =r / - ARCHITECT PLANNER, ARTISAN Ole PLANS .& PERMITS '20152 WILLIAM D. PERRY 5N . 714 676-6161 0 \N OLD TOWN ;ES;ECULA CALIFORNIA 92390 el ;. ----- NL J FL Center- 24O n. L.. L Nnc3,nIc:t., Fb L_?ft k3.ht N&'q = 1CIVA FL Riqht = 4 3!-:r @ F:ic ht r:c:::. :_4_1:c\l:; ( 1 Lnrc t..Er 8p4n.= 9 . Lnf t Supori: an t Fa cahi Su :- a_cht: :c I...c.:•i .._-- t. pp! oht. Support - Uoci Lc2c:! 2 &? 2. 167 1 Livo Load j 2 016 : F T 'h PADS At 07- DEFLE.L. I .I.L.N5 Lava :.: Dc::jnard Lenten Riqht. L:.rt ..t..vc•:•:r Epan C:ant .i iever 0 ft. ARCHITECT, PLANNER, ARTISAN PLANS & PERMITS WILLIAM D. PERRY 4 5 1. / .. .. ..IT = E,E:1 UEE..EiNJ LiE E:C.:R .1. .1 J'1 PLL..Uk4}$LE -'j8LE.8 F roll Linem il d t h 5 2.5 jr .. ........ . . ..... -... L.ami -tiori ness 1 5 in I -f L n c - ii F v - 8hear = lob L u Lrrtr Span : ft F. Vtc:d It si, L.4DF I Lu ....ant. U ft LE '1 jpu Ni "F H t_E:'.E'IH = U CENT E:f. :r.f.i L.UIL. : • IJ....c.:r'n D4L.,, ::: rc.f Unfcr'm L.,... :: 16 nsf X--h1aht : C? ft 'T r J. I.-D W rifI" :1.8 ft (Jr:i.1'or-m Ut.... LlnifcjrIT! L. 1r:..b. tJ j.d p o X—F: ant. C) ft Concen tretc:d Loed'r. :x = rJ1a.t from Left, Support *11 Fl 1 1 l Il I 14 DElHI 8N 3LtikY......-- c4ated b ze 5 • 1:'a in .X a in ....-'--'-fl ®. SELECTED BEAM SIZE tu1 .. 1p".... F?Cl..,irE1.:! -L' Luci. 5'r. F'' Uctua = U psi S Pi ,1l(.1a!E C$ Ilt.:' •' -.;4a St M'' 8 :_t:'8': LES oct .StE::rl'if' 'vs LL :ad L.oa cc't F cr Me " N I I I ,:.u..:'o -- fj 5 _:,:'_5 ......,,,, MPLSU1t,,.LtI C: sen 28645 FRONT ST. 714 676-6161 OLD TOWN TEMECULA, CALIFORNIA 92390 ARCHITECT, PLANNER, ARTISAN D AV PLANS & PERMITS 4.DAIrj,Q I rc V20152 4 WILLIAM D. PERRY 28645 FRONT ST. 714 676-6161 OLD TOWN TEMECULA, CALIFORNIA 92390 Positive t. 73 1fl—:. .. Ailow. F t:Center = - Lef t Nea ltofient. o Allow. FL L.eti: = H.icitt Neg. Moner.. = (,) => Allow. Fe k. orit. Shear @ L._e't:. = .20// 4* Shear @ R ight 2 ,477 4± REQUIRED DEPTHS SLENDERNESS LJS -- i. • =o ----- ----------------- DUE: TO BLNO.N1: (Approx.) DUE T ...S-IEcH. Center -:ari S in @ Left Support = 4 4 in Left Cant UU in @ EloLt. Support = 4 .4 in Right Cant :: (C) .in MA X. REACT IONS Skip Load Live Load 2 iNn -------------- L.ett. E.ippc::rt --iqht. Support - head Lc:ac: : 1,393 0 1• 393 4$ Live Load = 129 4$ 196 4$ F76. - -._1-.-........ PADS Total I Load 2 4* 1-3 2 EO/ 4$ WO7 4 6 QuK) DEFLECTIONS Pos itive = Downward ---- Left center Richt Cantilever -J:.r- Can tilever X-Distance 0 .f t 45 f. ' (Defaul t Dead L..c:.aD Def l . 4 NA in '.) .'T- i: yE: _c:'.:c Lc::f 3 - NA i n Total Load Defl. A ai-i I.:ik_:. in; in L/Def ! in Ni4 '.F1 BEARING . (..:h h/€:riflu .:/3 Dsi Bearing Length Required @ Left Suppor t I Bearing Length Required @ Right Support I -ILL.L ci .....HE::;HiS N%inrrm Eric He cud: @ Left End For Erecr HtEE: 4.50 in NI1.ni_iTi-jci -r'j H'_cjt. 0 F<.1C]!it. End For :d/ur StreEs 4, 00 in ARCHITECT, PLANNER, ARTISAN PER WILLIAM D. MITS t 2015 28645 FRONT ST. 714 676-6161 OLD TOWN TEMECULA, CALIFORNIA 92390 -.. zow— L.' EL- L U N ]. N I E U H E. 0 F H I V. UL:hLRiFi JUN D Io}1 E U F L F € cm niW.Jrti - ----- ....-----........-- 1 n 1hl r:nF Lamin a ,- r . 1 5 in I'ndirn In ri Eff €rcit F'lor 1. i5 psi Lu LEn •LEr Span = :j ft Ejis. f...r M:c1LLt .. ,. Hr-U p.1 u Left. Lant 0 ft . I Lu keit Cant 0 ft LEFi L;UNT LENGTH = 0 ft. -- RIGHT C(INi . LE:NbFH 0 ft LENEER SFN LO(U I 1 Uniform tLt.... = . 9 psf X --L..ett (> Uniform L L. 40 psf X -F:inht: = 3 ft Fr-1b. Width 12 ft 2 Uni. fc:;rm D. L. x-i....€t t. U t LInLtrrcn L L . f lv -F J. oiL -= Irib. Widt.'; onc:entrEteC3 Loads Diet. from 1_of I: Supoort DL zr U ii. It --DiuL: s:: fl --list U ft - 1)iE Ga N HUIMl .........Suc.c.. ;Lud i2i: .LI1 tL5 3_fl .................. . .................................................................... SELECTED riEr1r1 5]:E --r'5 I in - - - M / :r: I ifl keu zr C....-1:: r -J i iui psi. L.:L = .L49 osi. :.4•.atn.:.i. .... . sf DE .1 UIJ 11 MEN I H & i-IL. LF L_ :ve Load a lad Loaded F or !"I M± .............................._ ......__ I. - /5F1:.J5: 2...21 Ls. Sr L.E:ci/ h21r N1':IIIlN1 izlCJlil:..iF :)i 1.i--S .... zc'C.CI Fé' j.rr..? 1_.J.vc! I.........t' . j\j.:': - - Sr::'arncj = t4ar::_s,j L.nnat.r k.EC3SJ.s od ' 'Ci ..........:3SSS::!c'l ''•': L',[.....ri" '5 '1'. t Ci Hcrr 'Ii ± I- rd or C: tO 1/ L1r:,ii,r: :c4 'c•:'a.c,hi: l'irjti 1:.ric1 f-:r' Sr-na ....... an ARCHITECT, PLANNER, ARTISAN (7DA Aq ('20152 PLANS & PERMITS WILLIAM D. PERRY 28645 FRONT ST. 714 676-6161 OLD TOWN TEMECULA, CALIFORNIA 92390 Fc:....:i\// 'tc::mE'rrt. Lr.f t. Neg.,Momorrt. ci ht c'rc:i Mc;mr:'r t = L.e? L 4 Shear Cc, REGIU I E:J) L:)EPTHS 8L..E.l\IDERt4tjSSf:f1VFFd\Ic 1 DUE. lEND .1 NI ( ippr c:> ) DUE TO HEY Cr?ntrrr- jan 10 0 n @ Loft Supc:rt = t--] t. SLc.:c:)rt Ri.c.iht ar-4-_ kLH. 4 S::1ç: L..c:ad Live 1. [:q:ri:: F3..c3!-t r:tpLJf:rt / 44 ... 44 = :14 399C 41 4 C? .? :14 C L I •, .. AT L-' i ii 'in' = Uc::rvtta rd LEtt Leantn'r R i ct 1- ri Span Lan 4. 4 1 = { .f..• 4 .44. SE i. an .1 1: : ::. •i ii '.ls•-, 1...; t ttV% •: ............. ..................................... ...... . ........... .............. ........... ... ................ ...... ...................... ....... ... .............. 2)8 lr—k c- vi Fh (.:ontor = 248 CEi f! IOVJ. f-b 1_e'fi: I oj. F R:i.aht f)aaci L..c:a(:i FT '4. t.1ve? L.oacj PAD Load D E F L ARCHITECT, PLANNER, ARTISAN - PLANS & PERMITS WILLIAM D. PERRY '20152 28645 FRONT ST. 714 676-6161 OLD TOWN TEMECULA, CALIFORNIA 92390 - .'. -...- ...-....••..-•••... POUNDS PER SQUARE FOOT (.....f... c:: (.t:• (:::Li'lL.i.... B I 11 R L. E B E L_ C BEAM NAME OR LOCATION:FLOOR JOIST ;7 \ ) DATE: 19/2461-10 ARCHITECT, PLANNER, ARTISAN SIMPLE BEAM-UNIFORM LOAD PLANS & PERMITS WILLIAM D. PERRY 28645 FRONT ST. 714 676-6161 OLD TOWN TEMECULA, CALIFORNIA 92390 Z Aio FLOoR- amST e 4DDiTioJ - AND OVER EXIS7-/W6 CAEA6E AREA . TRIBUTARY WIDTH IN FEET= ....................67 SPAN IN FEET = ............................24 LIVE LOAD IN POUNDS PER SQUARE FOOT = ......40 DEAD LOAD IN POUNDS PER SQUARE FOOT =...... 9 MAXIMUM MOMENT IN INCH POUNDS = ............28365.12 SPECIES IS DF2 FIBER STRESS IN BENDING IN LBS. PER SQ. IN. =.... 1450 MODULUS OF ELASTICITY IN LBS. PER SQ. IN = .......1700000 F(b) INCREASE FOR LOAD DURATION 2504(C)4= .......0 REQUIRED SECTION MODULUS IN IN. CUBED = .........19.56 ®BEAM SIZE IN INCHES = ............................2X12 ACTUAL WIDTH= .................1.5 ACTUAL HEIGHT= ................11.5 MAXIMUM HORIZONTAL SHEAR IN LBS. PER SQ. IN = 34.25739 TABLE 23/E REDUCTION OF DEADLOAD K = .............1 ACTUAL DEFLECTION IN INCHES (L.L.=K.D.L.)= ........7583085 ALLOWABLE DEFLECTION L/240 (L.L.±K.D.L. )= ........1.2 ACTUAL LIVE LOAD DEFLECTION IN INCHES= ............6190273 ALLOWABLE LIVE LOAD DEFLECTION L/360= ..............8 UNIFORM LOAD IN POUNDS PER FOOT W= ...............32.83 END REACTION R= ....................393.96 '••'.; :EU I_CJ(1.) 2 4-'- I..../..- .............. .................. ...-......................... ARCHITECT, PLANNER, ARTISAN PLANS & PERMITS P20152 ¶\, WILLIAM D. PERRY .r2 i 7' 28645 FRONT ST. 714 676-6161 DESCRIPTION OF OLD TOWN TEMECULA, CALIFORNIA 92390 BUILDING COMPONENT -•-- •- -- ------ . - - ---------- POUNDS PER SQUARE FOOT E-'E. LLI(LJ . ' 4 P5 , x S = 3 ,— j/ 4 tj,. Fr 1:• IJF ...:CJ11 b 1.Li1... I .[ CJ1. ui:E.cE1.L'i )•. ' L..' ARCHITECT, PLANNER, ARTISAN DA (s'. PLANS & PERMITS )* WILLIAM D. PERRY DESCRIPTION OF op k l o 28645 FRONT ST. 714 676-6161. H BUILDING COMPONENT OLD TOWN TEMECULA, CALIFORNIA 92390 POUNDS PER SQUARE FOOT / [if.. ..:Cr.IEik1.JCI.i ICG worporated San Diego County Office: 9240 Trade Place, January 15, 1991 Suite 100 San Diego, CA 92126 619/536-1102 fax: 619/536-1306 Mr. Bob Snyder Job No. 04-8457-001-00-00 Corporate Office: 2440 Lorna Lane Log No. 1-1069 5 Mason Carlsbad, California 92008 Irvine, CA 92718 714/951-8686 fax: 714/951-6813 SUBJECT: REVIEW OF FOUNDATION PLANS Inland Empire Office: PROPOSED RESIDENTIAL ADDITION 1906 Orange Tree Lane, Suite 240 2240 LORNA LANE, CARLSBAD, CALIFORNIA Redlands, CA 92374 714/792-4222 fax: 714/798-1844 REFERENCE: "Foundation Report, Snyder Residence Addition", by ICG, Inc., Job No. 04-8457-001-00-00, November 30, 1990. Orange County Office: 15 Mason Irvine, CA 92718 714/951-8686 Dear Mr. Snyder: fax: 714/951-7969 This is to confirm that we have reviewed the foundation plans for your proposed residential addition. The plans were prepared by Custom Home Design, and were dated November 20, 1990. In our opinion the plans reviewed reflect the recommendations contained in our above referenced soil report for the project. Please call if we can be of further service. Very truly yours, ICG INCORPORATED F. Anthony . Belfast, P.E. 40333 Registration Expires: 3-31-91 Vice President, Principal Engineer AFB/lh Geotechnical Services, Construction Inspection and Testing NO. C 040333 Clvtt. I I I I I FOUNDATION REPORT BOB SNYDER RESIDENCE ADDITION 2440 LORNA LANE CARLSBAD, CALIFORNIA PREPARED FOR: BOB SNYDER 2440 LORNA LANE CARLSBAD, CALIFORNIA 92008 PREPARED BY: ICG INCORPORATED 9240 TRADE PLACE, SUITE 100 SAN DIEGO, CALIFORNIA 92126 NOVEMBER 30, 1990 JOB NO. 04-8457-001-00-00 LOG NO. 0-2653 I I I LI I I I I I I I I I I IjF&)1CG incorporated San Diego County Office: 9240 Trade Place, Suite 100 I I San Diego, CA 92126 November 30, 1990 619/536-1102 fax: 619/536-1306 Inland Empire Office: 1906 Orange Tree Lane, Bob Snyder Suite 240 2440 Lorna Lane Redlands, CA 92374 714/792-4222 Carlsbad, California 92008 • fax: 714/798-1844 I Orange County Offices: Attention: Bob Snyder Construction Inspection I and Testing: 2992 La Palma, Suite A SUBJECT: FOUNDATION REPORT Anaheim, CA 92806 Snyder Residence Addition 714/632-2980 2440 Lorna Lane fax: 714/632-9209 I Carlsbad, California Geotechnical: 15 Mason Irvine, CA 92718 714/951-8686 fax: 714/951-7969 Gentlemen: Corporate Office: 5 Mason I,-.,ir, rA Job No. 04-8457-001-00-00 Log No. 0-2653 714;951-8686 " As requested, we have completed our foundation report for the site of the proposed fax: 714/951-6813 residential addition. Our findings and recommendations are presented herein. If you have any questions after reviewing our report, please do not hesitate to contact the undersigned at your convenience. This opportunity to be of professional service is sincerely appreciated. Very truly yours, ICG INCORPORATED 7. Antho y F. Belfast Vice President RMM/AFB/lh I I Geotechnical Services, Construction Inspection and Testing I I I I I I I TABLE OF CONTENTS I 1.0 INTRODUCTION 1 1.1 Authorization ..................................................1 1.2 Scope of Services ...............................................I 2.0 PROPOSED DEVELOPMENT ...........................................2 3.0 SITE DESCRIPTION ..................................................2 4.0 SITE INVESTIGATION ................................................2 I 4.1 4.2 General ......................................................2 Field Exploration ...............................................3 4.3 Laboratory Testing Program .......................................3 I 5.0 GEOTECHNICAL SETTING AND SUBSURFACE CONDITIONS ................3 5.1 Geologic Units .................................................4 5.2 Groundwater ..................................................4 6.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS .................5 6.1 General ......................................................5 I 6.2 Grading and Earthwork ...........................................5 6.2.1 General ..............................................5 6.2.2 Geotechnical Observation .................................5 6.2.3 Site Preparation ........................................6 I 6.2.4 Fill Materials ..........................................6 6.2.5 Fill Compaction ........................................7 6.2.6 Trench Backfill ........................................7 6.3 Settlement Considerations .........................................7 I 6.4 Slope Stability ..................................................7 6.5 Foundation Recommendations .....................................8 6.5.1 General ..............................................8 I 6.5.2 Conventional Foundations .................................8 6.5.3 Deepened Footings at Top of Slope ..........................9 6.5.4 Lateral Load Resistance ..................................9 I 6.5.5 Foundation Observation ..................................9 6.6 Concrete Slabs-On-Grade ........................................10 6.6.1 Interior Slabs .........................................10 I 6.7 6.6.2 Moisture Protection for Slabs .............................10 Earth Retaining Structures .......................................11 6.8 Review of Plans ...............................................11 7.0 LIMITATIONS OF INVESTIGATION ....................................12 I I I I I ATTACHMENTS I FIGURES I I ATTACHMENTS I C D L I I 1 I 1 1 I I I I Location Map Site Plan References Field Exploration Laboratory Testing Program Standard Guidelines for Grading Projects I I I I I 1.0 INTRODUCTION FOUNDATION REPORT BOB SNYDER RESIDENCE ADDITION 2440 LORNA LANE CARLSBAD, CALIFORNIA This report presents the results of our foundation report performed for the proposed residential addition. The purpose of this investigation was to explore and evaluate the subsurface conditions, and to provide recommendations for the foundation design. The location of the site is shown on the Location Map, Figure 1. 1.1 Authorization This investigation was conducted in accordance with the authorization of Mr. Bob Snyder. The scope of services performed was consistent with our proposal number SDPO-5717, dated October 4, 1990. 1.2 ScoDe of Services Our scope of services for this investigation included the following: Review of maps, aerial photographs, previous reports, and publications to outline the known site conditions. Subsurface exploration consisting of two test pits including logging and sampling. Bulk samples of typical soil materials were collected. C. Evaluation of pertinent engineering properties of the soil units likely to affect the proposed addition, including laboratory analysis of field samples. d. Engineering analysis of appropriate foundation systems for the proposed structures. I I I I I I I 1 I I I I I I MC ONA~ B Q. tn 1 kk ) /7 U \f y coin Ole Sch .. .. ,, Country O Disposal C --- — ( Shoppng I - - L - I o — '\. SITE ( 4 Lf Qj Tlls T12S I I 7 KNOW ES AVE '\ L-AL- got 2/8 - Park M k Y C C SBAD\\\ 41 Sch \ '- '\•/ ' Sc ç \' ( 0 2000 4000 ADAPTED FROM SAN LUIS REV (1975) FEET U.S.G.S. 7.5 QUADRANGLE LOCATION MAP JOB NO.: DATE: FIGURE: 04-8457-001-00-00 NOVEMBER 1990 1 ICG Inenrnri*d Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 Page 2 Development of geotechnical criteria for earthwork on the site, including site preparation and compaction criteria. Preparation of this report. 2.0 PROPOSED DEVELOPMENT We understand that the proposed addition will be two-stories in height. No basements or sublevels are anticipated. Building loads are assumed to be typical of wood frame residential construction. Our field investigation is based on an unsigned, undated, plot plan, by Custom Home Design of Fallbrook, California. This plot plan shows the new addition will be constructed 8 feet from the top of the existing slope. 3.0 SITE DESCRIPTION The site consists of an approximately rectangular parcel with an existing single-story residence as shown in Figure 2. The lot is located at 2440 Lorna Lane in Carlsbad, California. The residence is on a relatively level, prepared house pad. Vegetation on site is limited to a garden on the southeast portion of the lot and eucalyptus trees on the northeast slope. At the rear of the lot is a natural descending slope approximately 140 feet in height. The top 5 feet of slope is approximately 1:1 horizontal to vertical. The slope descends an additional 90 feet to the property line at approximately 1.5:1 horizontal to vertical. It is our understanding that little fill has been placed on the existing lot. Surficial slope creep was observed to be causing curvature of the trees growing on the slope. 4.0 SITE INVESTIGATION 4.1 General Before starting the field work, we reviewed available geotechnical literature covering I the project area. Our knowledge of existing site conditions are based on our observations while on site. No as-built drawings were available for our review. The I 1 I I 1 I I I I I I I I I I - - - - - - - - - - - - - - - - m - - I I I S I I I / / I / / 11 0 20 40 FEET TP-2 = APPROXIMATE LOCATION OF TEST PIT / / / / SITE PLAN IJOB NO.: DATE: FIGURE: L 04-8457-001-00-00 NOVEMBER 1990 2 I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 Page 3 I I resulting information, together with our field exploration, laboratory test results, and previous experience in the area forms the basis for our conclusions and I recommendations in this report. The methods used for our work conform to generally accepted standards of practice for geotechnical investigations in southern California. 4.2 Field ExDloration The field investigation was performed on October 26, 1990, and consisted of a site reconnaissance and the logging of 2 hand dug pits at the locations shown on Figure 2. The test pits were located in the field by estimation using available maps and existing topography. Locations should not be considered more accurate than is implied by the measurement methods used. The two test pits were excavated by Bob Snyder and then logged and sampled by our geologist. The test pits were excavated to a maximum depth of 3.0 feet below existing grade. Bulk samples were collected. Logs describing the subsurface conditions encountered are presented in Appendix A. 4.3 Laboratory Testing Program I Laboratory tests were performed on a selected sample considered to be typical of the subsurface materials. Tests were performed in accordance with the methods of the American Society for Testing and Materials (ASTM) or other accepted standards. I Appendix C contains descriptions of the test methods and summaries of the results. 5.0 GEOTECHNICAL SETTING AND SUBSURFACE CONDITIONS I The project site is located in the Peninsular Ranges Geomorphic Province of California. The coastal plain section of the province is characterized by subdued landforms underlain by I sedimentary bedrock. The sediments underlying the site are part of the Lindavista Formations. I I I L I 1 Bob Snyder November 30, 1990 Job No. 04-8457-001-00-00 Log No. 0-2653 Page 4 5.1 Geologic Units The Lindavista Formation underlies the entire site. This material generally consists of light to medium reddish brown, medium dense to dense, moist, silty fine to medium grained sand (Unified Soils Classification System designation SM). The Eocene-age Santiago Formation underlies the site at depth, however this unit was not encountered in the test pits. This unit is massive to thick-bedded silty to clayey sandstone with interbedded sandy claystone and siltstone. 5.2 Groundwater Groundwater was not encountered during our subsurface exploration, and is not expected to affect site development. It should be recognized, however that excessive irrigation, regional surface drainage patterns, and future precipitation can cause a fluctuation in the groundwater levels or perched groundwater conditions to develop. A perched groundwater condition typically occurs at underlying contacts with less permeable materials, such as the interface that exists between the fill and underlying bedrock. Due to the random nature of fill soil mixtures, permeabilities are highly variable, making prediction of seepage conditions impossible. I I I I I Li I 1 I I Li I I I I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 Page 5 I 6.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS 6.1 General I We did not identify any geotechnical conditions during our investigation that would prevent improvement of the site as it is now planned. The primary site condition I which should impact the development epximitvof5p?oposedtructtffeto The.top?ofthe slope. Recommendations for this condition as well as other geotecnnical recommendations are contained in the following sections. I The remainder of this report explains our geotechnical recommendations in more detail. These recommendations are based on empirical and analytical methods typical of the state of practice in southern California. If these recommendations appear to I not cover any specific feature of the proposed development, please contact ICG Incorporated at once for revisions or additions to our recommendations. 6.2 Grading and Earthwork 1 6.2.1 General I Site is be grading expected to minimal. Any grading and earthwork should I attached be done in accordance with the "Standard Guidelines for Grading Projects" Appendix D, to this report as and with Chapter 70 of the Uniform Building Code. Where special recommendations in the body of this report I conflict with the guidelines in Appendix D, the recommendations in the report should govern. 6.2.2 Geotechnical Observation I ICG - earthwork operations for this project. Such observations are essential to I I Bob Snyder November 30, 1990 I I I I 1 6.2.3 Job No. 04-8457-001-00-00 Log No. 0-2653 Page 6 identify field conditions that differ from those predicted by preliminary investigations, to adjust designs to actual field conditions, and to determine that the grading is in general accordance with the recommendations of this report. Our personnel should perform sufficient testing of fill placement to support the geotechnical consultant's professional opinion as to compliance of the fill with compaction requirements. Site PreDaration / I The ground should be stripped and prepared to receive any additional fill as recommended in Appendix D. In addition, any existing fill soils should I be removed to the depth at which firm bearing materials are exposed. "¼ Loose backfill for buried lines be existing utility should removed and recompacted prior to placing fill. I 6.2.4 Fill Materials Any soil imported or excavated from cut areas may be reused for compacted fill if, in the opinion of the geotechnical engineer, it is suitable for such use. Debris and organic matter should be removed from the soil before it is placed. Typical samples of soil to be used for fill should be tested by the I geotechnical engineer to evaluate their maximum density, optimum moisture content and, where appropriate, shear strength and expansion I characteristics. During grading operations, the contractor may encounter soil types other than those tested for this report. The geotechnical engineer should be consulted to evaluate the suitability of these soils for use. I I I I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 Page 7 I 6.2.5 Fill ComDaction I Fill soils should be placed as described in the standard guidelines of Appendix D, except where those guidelines are superseded by recommendations in this report. The minimum compaction for fills is 90 1 percent of modified Proctor maximum dry density (ASTM D 1557-78). I 6.2.6 Trench Backfill I Backfill in trenches should be compacted to at least 90 percent of modified Proctor maximum density (ASTM D1557). The backfill should be placed I in uniform lifts of six to eight inches. Mechanical compactors normally should be used to achieve the required density; water-flooding should not be used. When specified, strict attention should be given to special I requirements for bedding or hand compaction around pipes and conduits. I 6.3 Settlement Considerations I There is a potential for differential settlement between the existing structure and the addition. Differential movement may be lessened by matching applied bearing loads and depths between the addition and the structure as closely as possible. We estimate I that settlement of up to approximately 1/4 inches could occur. The recommendations for dowelling new foundation into existing ones will help mitigate large differential 1 movement between the structures, however, some minor cracking of stucco and drywall should be expected as loads are redistributed. 1 6.4 Slope Stability Analysis of the deep-seated stability of the slope adjacent to the addition was beyond I the authorized shope of this report. We cannot therefore comment on the existing factor of safety of the slope with regard to failure. I I I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 Page 8 I 6.5 Foundation Recommendations I 6.5.1 General Our recommendations are considered to be generally consistent with the I standards of practice. They are based on both analytical methods and empirical methods derived from experience with similar geotechnical I conditions. The ..--. parametersdescribed I in the following sections. Because of the slope creep observed on the adjacent slope face, we I recommend u odi!rtThgAisupport the portions of the proposed structure within 15 feet of the top of the slope. Footings more I than 15 feet from the top of slope may be conventional shallow footings. 6.5.2 Conventional Foundations I The following recommendations should be applied for conventional strip and spread footings constructed on the existing soils: Allowable Soil Bearing ib)Ift2 (Allow one-third increase Wrinte I seismic). rmittent loads such as wind or Minimum Footing Width: 12 inches. I Minimum Footing Depth: 24 inches below lowest adjacent soil grade. I Minimum Reinforcement: 2-#5 reinforcing bars at both top and bottom, or design as simply supported beam capable of supporting applied loads over a span of 8 feet, whichever 1 is greater reinforcement. - I I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 Page 9 New footings should be dowelled into the existing footings on at least 48 inch centers. 6.5.3 Deepened Footings at Too of Slope In order to penetrate the creep zone, we recommend supporting the footings within 15 feet of the top of the slope on drilled piers. We recommend a minimum diameter of 24 inches and a minimum depth of 25 feet. Pier reinforcement and grade beam design should be performed by the project structural engineer. The allowable end bearing pressure for the pier as described above may be taken 10,000 lbs./ft.2. 6.5.4 Lateral Load Resistance Resistance to lateral loads may be provided by a passive pressure against the vertical faces of the foundations or walls and the frictional resistance between concrete and soil. A friction coefficient of 0.35 is recommended for the on-site materials. Alternatively, a passive pressure 250 pcf may be used for compacted native fill with a level backfill surface. If friction and passive pressure are combined, the passive pressure should be reduced by one-third. 6.5.5 Foundation Observation All foundation excavations should be observed by the geotechnical consultant prior to placement of forms, reinforcement, or concrete. The observation will confirm that the soil conditions are as anticipated and that the intent of our recommendations have been, complied with. The excavations should be trimmed to design dimensions and should be cleared of all loose slough. I I I I Li I I I I I I Li I I I Li I I I I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 1 Page 10 6.6 Concrete Slabs-On-Grade 6.6.1 Interior Slabs Interior slabs should be designed by the structural engineer based on anticipated use and loading. If an elastic design is used, a modulus of subgrade reaction of 250 kips per cubic foot is recommended. ISOa? minimum recommendationbased on soil conditions_alone, the s1abforthe leasfi inches inthind should eie'awithrat least #3 bars each way on 18" centers Otr slabs should be at least 4 inches thick... 6.6.2 Moisture Protection for Slabs Concrete slabs resting on soil ultimately cause the moisture content of the underlying soils to rise. This results from continued capillary rise and the ending of normal evapotranspiration. As concrete is permeable, moisture will eventually penetrate the slab unless some protection is provided. To reduce these problems, suitable moisture protection measures should be used. Various alternative exist, including concrete toppings or additives and synthetic moisture-resistant membranes. Information on the product usage, installation and warranty should be obtained from the manufacturer if these products are used. The effectiveness of such measures can be improved by installing a capillary break under the membrane or damp- proofed slab. If waterproof membranes are installed beneath concrete slabs, at least 2.0 inches of clean sand should be placed between the membrane and the floor slab to minimize potential curing problems in the concrete. I I I I I LI I I I I I I I I I I I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 I Page 11 6.7 Earth Retaining Structures Cantilever retaining walls backfilled with on-site soil may be designed for an active I earth pressure approximated by an equivalent fluid pressure of 35 pounds per cubic foot. This active pressure should be used for walls free to yield at the top at least 0.1 1 percent of the wall height (unrestrained). The passive earth pressure for walls with level backfill can be approximated as a fluid weighing 325 pounds per cubic foot. A I coefficient of friction between soil and concrete of 0.35 may be used. When combining friction and passive pressure, the latter should be reduced by one-third. The above pressures do not consider any surcharge loads or groundwater forces. Surcharge loads, such as those exerted by slab or building loads within the zone I defined by a 1:1 plane projected behind the retaining wails, will increase lateral pressures on walls. We should be contacted for further recommendations in such I cases. I A drain system should be installed behind retaining walls. Retaining wall backfill should be compacted to at least 90 percent relative compaction, based on ASTM I D1557. Backfill should not be placed until wails have achieved adequate structural strength. The use of heavy compaction equipment near the walls could cause excessive deformations in the walls and should not be used. We recommend the use I of light, hand-compaction equipment in the immediate zone behind the wall. 1 6.8 Review of Plans I When the construction plans are finalized, they should be forwarded to the geotechnical consultant for review. The recommendations of this report are based on I assumptions regarding the proposed development. The review should confirm these assumptions and evaluate if the intent of the recommendations of this report have been complied with. I I I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 I Page 12 7.0 LIMITATIONS OF INVESTIGATION I Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and I professional opinions included in this report. I The samples taken and used for testing and the observations made are believed representative of the project site; however, soil and geologic conditions can vary significantly between I borings. I As in most projects, conditions revealed by excavation may be at variance with preliminary findings. If this occurs, the changed conditions must be evaluated by the geotechnical consultant and additional recommendations made, if warranted. I This report is issued with the understanding that it is the responsibility of the owner, or of I his representative, to ensure that the information and recommendations contained herein are brought to the attention of the necessary design consultants for the project and incorporated I into the plans, and the necessary steps are taken to see that the contractors carry out such recommendations in the field. I This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for other than our own personnel on the I site. I The findings of this report are valid as of the present date. However, changes in the condition of a property can occur with the passage of time, whether due to natural processes I or the work of man on this or adjacent properties. In addition, changes in applicable or appropriate standards of practice may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes I I I I I Bob Snyder November 30, 1990 Job No. 04-8457-001-00-00 Log No. 0-2653 Page 13 I I I outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. ICG INCORPORATED I Reviewed by: T ft Raymond M. Masson, P.E. C44851 Registration Expires: 3-31-94 Project Engineer RMM/AFB/lh 7 Anthony F. Belfast, P.E. Vice President, Principal Engineer [1 I I I I 044851 i1 I I I I I I I LII I 1 I I I APPENDIX A I References u Li I F' I I I [I I [1 I I [] I References I Albee and Smith, 1966, Earthquake Characteristics and Fault Activity in Southern California, I Engineering Geology of Southern California, AEG, pp. 9-33. Artim, Earnest R., and Elden-Mills, Dorian, 1982, The Rose Canyon Fault: A review: in - Geologic Studies in San Diego, Abbott, Patrick L., (ed), San Diego Association on I Geologist Field Trips, April 1982: pp 35-45. Bonilla, M.J., 1966, Surface faulting and related effects in Earthquake Engineering, R. Wiegel I (ed), Prentice-Hall, Inc., New Jersey, pp. 47-74. Bowles, J.E. 1988, Foundation Analysis and Design, 4th ed., New York, McGraw Hill, 816p. I I 1 I I I I I I I I I I I I i E] I [1 APPENDIX B El Field Exploration I I I I I I I I I I I DEFINITION OF TERMS PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS -J GRAVELS CLEAN T • - GW Well graded gravels, gravel-sand mixtures, little or no GRAVELS fines. WO MORE THAN HALF OF (LESS THAN . GP Poorly graded gravels or gravel-sand mixtures, little or. C4 5% FINES) no fines. • COARSE 0 FRACTION IS GM Silty gravels, gravel-sand-silt mixtures, non-plastic U. zw GRAVEL fines. w 0 LARGER THAN NO.4 SIEVE WITH FINES - GC Clayey gravels, gravel-sand-clay mixtures, plastic ______________ ____ fines. SANDS CLEAN SANDS SW Well graded sands, gravelly sands, little or no fines. cc i m > Cl) W < 0 MORE THAN (LESS THAN Cl)xr. HALF OF 5% FINES) • SP Poorly graded sands or gravelly sands, little or no fines. I— COARSE _ _______ W o M FRACTIONIS SANDS SM Silty sands, sand-silt mixtures, non-plastic fines. SMALLER THAN WITH FINES NO. 4 SIEVE SC Clayey sands sand clay mixtures, plastic fines ci) Ui Inorganic silts and very fine sands, rock flour, silty or SILTS AND CLAYS f •1 clayey fine sands or clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly — 0 Ui _' C O C!) LIQUID LIMIT IS Ui I0 to LESS THAN 50% clays, sandy clays, lean clays. W OL Organic silts and organic silty clays of low plasticity. Z Z Cl) 0 -<- 0 ______________________ - MH Inorganic silts, micaceous or diatomaceous fine sandy 0 SILTS AND CLAYS or silty soils, elastic silts. W z Uj LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays. Z << GREATER THAN 50% // : OH Organic Clays of medium to high plasticity, organic HIGHLY ORGANIC SOILS Pt [Peat and other highly organic soils. GRAIN SIZES SILTS AND CLAYS SAND I GRAVEL I COBBLES BOULDERS FINE MEDIUM COARSE FINE J COARSE 200 40 10 4 314a 3 12 U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS GROUND WATER LEVEL OR GROUND WATER SEEPAGE. EL 2 LOCATION OF SAMPLE TAKEN USING A STANDARD SPLIT TUBE SAMPLER, -INCH O.D., 1-3/8-INCH I.D. DRIVEN WITH A 140 POUND HAMMER FALLING 30-INCHES. Z 3 LOCATION OF SAMPLE TAKEN. USING A MODIFIED CALIFORNIA SAMPLER, -1/8-INCH O.D., WITH 2-1/2-INCH I.D. LINER RINGS, DRIVEN USING THE WEIGHT OF KELLY BAR (LARGE DIAMETER BORINGS) OR USING A 140 POUND HAMMER FALLING 30-INCHES (SMALL DIAMETER BORING): LOCATION OF SAMPLE TAKEN USING A 3-INCH O.D. THIN-WALLED TUBE SAMPLER (SHELBY TUBE) HYDRAULICALLY PUSHED. LOCATION OF BULK SAMPLE TAKEN FROM AUGER CUTTINGS. KEY TO LOGS — UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487) JOB NO.: IDATE: FIGURE: 04-8457-001-00-00 04-8457-001-00-00 t NOVEMBER 1990 B—i I I I [1 1 I I I I I I I I I I I No — — — — — an — — — — — — — — — — 01 0 o C) I C) m nO I w ) L 0 C z I 0 m .— m (1)t1 IFtI1- 0 OI- H 0 }--t0 -1 -a lo (fl r0 W(DICI) 5 r r1-L< lCD to z I LCDIH o 0 hl)H Fl t7l CDI -U) P)" —I I C) m I '-a CD F-i. (J) I o ri —I I 11 o0 Ci)rr I R) (D —I - 0 — ' m (flHH U) — 0 Ci) ID 0 oCD Z > LCD •• 9 —I l I I -I CD(D zi la, o t:r Ir\.) (D I-" 0cn 00 I I I U) U) (D cr CD z1I 00 0H cn :4 I CD U)rt 0 I '1 C !' w • a, 0 CI' " DEPTH (FEET) C) m U) CLASSIFICATION rn o rn I BLOWS/FOOT m i UNDISTURBED SAMPLE BULK SAMPLE I-. 0 I MOISTURE CONTENT (%) I IN PLACE DRY ° DENSITY (PCF) m m UL WLCDI'-a o F- F-1 HIO I Fl- P) U)rf0 4 E-1U) 0 11 z U - < NH rt(D1H CDI E-U)I< -4 rn Ili CD-3 U) m '- (D (D Cl) x o -1 a _O0 U)CflF- 0 Lo 51 0 0 11 - (D (D Z CA CDit1 C) -I a LID (DEOI 0 z -I -1 ' 0 5z In In z z c P) (D rt -I-, I In 0 U) i CD L CI Z -CD 0 00 h LCD rt 0 CD 0 I L U) U) CD H CDI Cr1 0) 0 cn z CD CD m z 0 CD H U) I I I I I I APPENDIX C 1 Laboratory Testing Program I Li I I I I I I I I I I I I LABORATORY TESTING I I Selected representative samples of soils encountered were tested using test methods of the American Society for Testing and Materials, or other generally accepted standards. A brief description of the tests performed follows: Classification: Soils were classified visually according to the Unified Soil Classification System. Visual classification was supplemented by laboratory testing of selected samples and classification in accordance with ASTM D2487. Particle Size Analysis: Particle size analyses were performed in accordance with ASTM D422. The results are provided on the following Figure B-i. I I I I I Li I I I I I I I I I I I APPENDIX D I Standard Guidelines for Grading Projects I I I I I I I I Ll I I I 1 STANDARD GUIDELINES FOR GRADING PROJECTS 1. GENERAL 1 1.1 Representatives of the Geotechnical Consultant should be present on-site during grading oerations in order to make observations and perform tests so that I professional opinions can be developed. The opinion will address whether grading has proceeded in accordance with the Geotechnical Consultant's recommendations and applicable project specifications; I if the site soil and geologic conditions are as anticipated in the preliminary investigation; and if I additional recommendations are warranted by any unexpected site conditions. Services do not include supervision or direction of the actual work of the contractor, his employees or agents. I 1 .2 The guidelines contained herein and the standard details attached hereto represent this firm's standard recommendations for grading and other associated I operations on construction projects. These guidelines should be considered a portion of the report to which I they are appended. 1.3 All plates attached hereto shall be considered as part of these guidelines. I 1 .4 The Contractor should not vary from these guidelines without prior recommendation by the Geotechnical Consultant and the approval of the Client or his I authorized representative. I 1.5 These Standard Grading Guidelines and Standard Details may be modified and/or superseded by recommendations contained in the text of the preliminary geotechnical I report and/or subsequent reports. 1.6 If disputes arise out of the interpretation of these grading guidelines or standard details, the Geotech- nical Consultant should determine the appropriate interpretation. I 2. DEFINITIONS OF TERMS 2.1 ALLUVIUM -- Unconsolidated detrital deposits resulting from flow of water, including sediments deposited in I river beds, canyons, flood plains, lakes, fans at the foot of slopes and estuaries. I I Standard Guidelines Page 2 I for Grading Projects 2.2 AS-GRADED (AS-BUILT) -- The surface and subsurface I conditions at completion of grading. 2.3 BACKCUT -- A temporary construction slope at the rear of earth retaining structures such as buttresses, I shear keys, stabilization fills or retaining walls. 2.4 BACKDRAIN -- Generally a pipe and gravel or similar drainage system placed behind earth retaining I structures such buttresses, stabilization fills, and retaining walls. I 2.5 BEDROCK -- A more or less solid, relatively undis- turbed rock in place either at the surface or beneath superficial deposits of soil. 1 2.6 BENCH -- A relatively level step and near vertical rise excavated into sloping ground on which fill is to I be placed. 2.7 BORROW (Import) -- Any fill material hauled to the project site from off-site areas. I 2.8 BUTTRESS FILL -- A fill mass, the configuration of which is designed by engineering calculations to retain slope conditions containing adverse geologic I features. A buttress is generally specified by minimum key width and depth and by maximum backcut I system. angle. A buttress normally contains a backdrainage 2.9 CIVIL ENGINEER -- The Registered Civil Engineer or I consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topographic conditions. 1 2.10 COLLUVIUM -- Generally loose deposits usually found near the base of slopes and brought there chiefly by I see gravity through slope continuous downhill creep (also Slope Wash). 2.11 COMPACTION -- Is the densification of a fill by ' mechanical means. 2.12 CONTRACTOR -- A person or company under contract or otherwise retained by the Client to perform I demolation, grading and other site improvements. I I I I Standard Guidelines for Grading Projects Page 3 2.13 DEBRIS -- All products of clearing, grubbing, demolition, contaminated soil material unsuitable for reuse as compacted fill and/or any other material so designated by the Geotechnical Consultant. 2.14 ENGINEERING GEOLOGIST -- A Geologist holding a valid I certificate of registration in the specialty of Engineering Geology. I 2.15 ENGINEERED FILL -- A fill of which the Geotechnical Consultant or his representative, during grading, has made sufficient tests to enable him to conclude that I the fill has been placed in substantial compliance with the recommendations of the Geotechnical Consultant and the governing agency requirements. 1 2.16 EROSION -- The wearing away of the ground surface as a result of the movement of wind, water, and/or ice. I 2.17 EXCAVATION -- The mechanical removal of earth materials. I 2.18 EXISTING GRADE -- The ground surface configuration prior to grading. 2.19 FILL -- Any deposits of soil, rock, soil-rock blends I or other similar materials placed by man. 2.20 FINISH GRADE -- The ground surface configuration at I which time the surface elevations conform to the approved plan. I 2.21 GEOFABRIC -- Any engineering textile utilized in geotechnical applications including subgrade stabilization and filtering. I 2.22 GEOLOGIST -- A representative of the Geotechnical Consultant educated and trained in the field of geology. I 2.23 GEOTECHNICAL CONSULTANT -- The Geotechnical Engineer- ing and Engineering Geology consulting firm retained provide technical services for the project. For I to the purpose of these guidelines, observations by the Geotechnical Consultant include observations by the I Geotechnical Engineer, Engineering Geologist and those performed by persons employed by and responsible to the Geotechnical Consultants. I I I I Standard Guidelines for Grading Projects Page 4 I. 2.24 GEOTECHNICAL ENGINEER -- A licensed Civil Engineer who applies scientific methods, engineering principles and I professional experience to the acquisition, inter- pretation and use of knowledge of materials of the earth's crust for the evaluation of engineering I problems. Geotechnical Engineering encompasses many of the engineering aspects of soil mechanics, rock mechanics, geology, geophysics, hydrology and related I sciences. 2.25 GRADING -- Any operation consisting of excavation, filling or combinations thereof and associated I operations. 2.26 LANDSLIDE DEBRIS -- Material, generally porous and of I low density, produced from instability of natural of man-made slopes. 2.27 MAXIMUM DENSITY -- Standard laboratory test for I maximum dry unit weight. Unless otherwise specified, the maximum dry unit weight shall be determined in ' accordance with ASTM Method of Test D1557. 2.28 OPTIMUM MOISTURE -- Test moisture content at the maximum density. 1 2.29 RELATIVE COMPACTION -- The degree of compaction (expressed as a percentage) of dry unit weight of a ' material as compared to the maximum dry unit weight of the material. 2.30 ROUGH GRADE -- The ground surface configuration at I which time the surface elevations approximately conform to the approved plan. 2.31 SITE -- The particular parcel of land where grading is I being performed. I 2.32 SHEAR KEY -- Similar to buttress, however, it is generally constructed by excavating a slot within a natural slope in order to stabilize the upper portion of the slope without grading encroaching into the I lower portion of the slope. 2.33 SLOPE -- Is an inclined ground surface the steepness I of which is generally specified as a ratio of horizontal:vertical (e.g., 2:1). I 2.34 SLOPE WASH -- Soil and/or rock material that has been transported down a slope by mass wasting assisted by runoff water not confined by channels (also see Colluvium). Standard Guidelines Page 5 for Grading Projects 2.35 SOIL -- Naturally occurring deposits of sand, silt, I clay, etc., or combinations thereof. 2.36 SOIL ENGINEER -- Licensed Civil Engineer experienced in soil mechanics (also see Geotechnical Engineer). 1 2.37 STABILIZATION FILL -- A fill mass, the configuration of which is typically related to slope height and is I specified by the standards of practice for enhancing the stability of locally adverse conditions. A stabilization fill is normally specified by minimum I key width and depth and by maximum backcut angle. A stabilization fill may or may not have a backdrainage system specified. I 2.38 SUBDRAIN -- Generally a pipe and gravel or similar drainage system placed beneath a fill in the alignment of canyons or former drainage channels. 1 2.39 SLOUGH -- Loose, noncompacted fill material generated during grading operations. I 2.40 TAILINGS -- Nonengineered fill which accumulates on or adjacent to equipment haul-roads. I 2.41 TERRACE -- Relatively level step constructed in the face of graded slope surface for drainage control and maintenance purposes.. 1 2.42 TOPSOIL -- The presumably fertile upper zone of soil which is usually darker in color and loose. I 2.43 WINDROW -- A string of large rock buried within engineered fill in accordance with guidelines set forth by the Geotechnical Consultant. 3. SITE PREPARATION 3.1 Clearing and grubbing should consist of the removal of I vegetation such as brush, grass, woods, stumps, trees, roots to trees and otherwise deleterious natural materials from the areas to be graded. Clearing and I grubbing should extend to the outside of all proposed excavation and fill areas. I 3.2 Demolition should include removal of buildings, struc- tures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts, tunnels, etc.) I and other man-made surface and subsurface improvements I I I Standard Guidelines for Grading Projects Page 6 from the areas to be graded. Demolition of utilities I should include proper capping and/or re-routing pipe- lines at the project perimeter and cutoff and capping of wells in accordance with the requirements of the governing authorities and the recommendations of the I Geotechnical Consultant at the time of demolition. 3.3 Debris generated during clearing, grubbing and/or demolition operations should be wasted from areas to I be graded and disposed off-site. Clearing, grubbing and demolition operations should be performed under the observation of the Geotechnical Consultant. I 4. SITE PROTECTION 4.1 The Contractor should be responsible for the stability I of all temporary excavations. Recommendations by the Geotechnical Consultant pertaining to temporary excavations (e.g., backcuts) are made in consideration I of stability of the completed project and, therefore, should not be considered to preclude the responsibil- ities of the Contractor. Recommendations by the Geotechnical Consultant should not be considered to preclude more restrictive requirements by the regulating agencies. I 4.2 Precautions should be taken during the performance of site clearing, excavations and grading to protect the I work site from flooding, ponding or inundation by poor or improper surface drainage. Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work I site. 4.3 During periods of rainfall, the Geotechnical Consultant should be kept informed by the Contractor I as to the nature of remedial or preventative work being performed (e.g., pumping, placement of sandbags I or plastic sheeting, other labor, dozing, etc.). 4.4 Following periods of rainfall, the Contractor should contact the Geotechnical Consultant and arrange a I review of the site in order to visually assess rain related damage. The Geotechnical Consultant may also recommend excavations and testing in order to aid in I his assessments. 4.5 Rain related damage should be considered to include, I but may not be limited to, erosion, silting, saturation, swelling, structural distress and other adverse conditions identified by the Geotechnical I I I Standard Guidelines Page 7 for Grading Projects Consultant. Soil adversely affected should be classified as Unsuitable Materials and should be I subject to overexcavation and replacement with compacted fill or other remedial grading as recommended by the Geotechnical Consultant. 5. EXCAVATIONS I 5.1 UNSUITABLE MATERIALS 5.1.1 Materials which are unsuitable should be excavated under observation and recommendations I of the Geotechnical Consultant. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible I natural soils and fractured, weathered, soft bedrock and nonengineered or otherwise deleterious fill materials. 1 5.1.2 Material identified by the Geotechnical Consultant as unsatisfactory due to its moisture conditions should be overexcavated, I watered or dried, as needed, and thoroughly blended to a uniform near optimum moisture condition (as per guidelines reference 7.2.1) I prior to placement as compacted fill. 5.2 CUT SLOPES I 5.2.1 Unless otherwise recommended by the Geotech- nical Consultant and approved by the regulating agencies, permanent cut slopes should not be I steeper than 2:1 (horizontal:vertical). 5.2.2 If excavations for cut slopes expose loose, cohesionless, significantly fractured or I otherwise unsuitable material, overexcavation and replacement of the unsuitable materials with a compacted stabilization fill should be I accomplished as recommended by the Geotechnical Consultant. Unless otherwise specified by the Geotechnical Consultant, stabilization fill construction should conform to the requirements 5.2.3 The Geotechnical Consultant should review cut slopes during excavation. The Geotechnical Consultant should be notified by the contractor prior to beginning slope excavations. I of the Standard Details. I I Standard Guidelines for Grading Projects Page 8 5.2.4 If, during the course of grading, adverse or I potentially adverse geotechnical conditions are encountered which were not anticipated in the preliminary report, the Geotechnical Consultant should explore, analyze and make recommen- dations to treat these problems. 6. COMPACTED FILL I All fill materials should be compacted to at least 90 percent of maximum density (ASTM D1557) unless otherwise I recommended by the Geotechnical Consultant. 6.1 PLACEMENT 6.1.1 Prior to placement of compacted fill, the I Contractor should request a review by the Geotechnical Consultant of the exposed ground surface. Unless otherwise recommended, the I exposed ground surface should then be scarified (6-inches minimum), watered or dried as needed, thoroughly blended to achieve near optimum I moisture conditions, then thoroughly compacted to a minimum of 90 percent of the maximum density. I 6.1.2 Compacted fill should be placed in thin horizontal lifts. Each lift should be watered or dried as needed, blended to achieve near I optimum moisture conditions then compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift I should be treated in a like manner until the desired finished grades are achieved. 6.1.3 When placing fill in horizontal lifts adjacent I to areas sloping steeper than 5:1 (horizontal: vertical), horizontal keys and vertical benches I should be excavated into the adjacent slope area. Keying and benching should be sufficient to provide at least 6-foot wide benches and a minimum of 4-feet of vertical bench height I within the firm natural ground, firm bedrock or engineered compacted fill. No compacted fill should be placed in an area subsequent to keying and benching until the area has been I reviewed by the Geotechnical Consultant. Material generated by the benching operation I should be moved sufficiently away from the bench area to allow for the recommended review of the horizontal bench prior to placement I r Standard Guidelines Page 9 for Grading Projects fill. Typical keying and benching details have been included within the accompanying Standard i Details. U 6.1.4 Within a single fill area where grading procedures dictate two or more separate fills, I temporary slopes (false slopes) may be created. When placing fill adjacent to a false slope, benching should be conducted in the same manner I as above described. At least a 3-foot vertical bench should be established within the firm core adjacent approved compacted fill prior to I placement of additional fill. Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved. I 6.1.5 Fill should be tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should I conform to accepted test methods. Density testing frequency should be adequate for the geotechnical consultant to provide professional I opinions regardings fill compaction and adherence to recommendations. Fill found not to be in conformance with the grading recommendation should be removed or otherwise I handled as recommended by the Geotechnical Consultant. I 6.1.6 The Contractor should assist the Geotechnical Consultant and/or his representative by digging test pits for removal determinations and/or for I testing compacted fill. 6.1.7 As recommended by the Geotechnical Consultant, the Contractor may need to remove grading I equipment from an area being tested if personnel safety is considered to be a problem. I 6.2 MOISTURE 6.2.1 For field testing purposes "near optimum" I moisture will vary with material type and other factors including compaction procedure. "Near optimum" may be specifically recommended in Preliminary Investigation Reports and/or may be I evaluated during grading. 6.2.2 Prior to placement of additional compacted fill I following an overnight or other grading delay, the exposed surface or previously compacted I Standard Guidelines Page 10 for Grading Projects fill should be processed by scarification, watered or dried as needed, thoroughly blended ' to near-optimum moisture conditions, then recompacted to a minimum of 90 percent of laboratory maximum dry density. Where wet, dry, or other unsuitable materials exist to I depths of greater than one foot, the unsuitable materials should be overexcavated. 6.2.3 Following a period of flooding, rainfall or I overwatering by other means, no additional fill should be placed until damage assessments have I been made and remedial grading performed as described under Section 5.6 herein. 6.3 FILL MATERIAL 1 6.3.1 Excavated on-site materials which are considered suitable to the Geotechnical Consultant may be utilized as compacted fill, I provided trash, vegetation and other deleterious materials are removed prior to I placement. 6.3.2 Where import fill materials are required for use on-site, the Geotechnical Consultant should I be notified in advance of importing, in order to sample and test materials from proposed borrow sites. No import fill materials should be delivered for use on-site without prior I sampling and testing notification by Geotechnical Consultant. I 6.3.3 Where oversized rock or similar irreducible material is generated during grading, it is recommended, where practical, to waste such material off-site or on-site in areas I designated as "nonstructural rock disposal areas". Rock placed in disposal areas should I be placed with sufficient fines to fill voids. The rock should be compacted in lifts to an unyielding condition. The disposal area should be covered with at least three feet of I compacted fill which is free of oversized material. The upper three feet should be placed in accordance with the guidelines for compacted fill herein. 6.3.4 Rocks 12 inches in maximum dimension and I fill, smaller may be utilized within the compacted provided they are placed in such a manner I I Standard Guidelines Page 11 for Grading Projects I that nesting of the rock is avoided. Fill should be placed and thoroughly compacted over I and around all rock. The amount of rock should not exceed 40 percent by dry weight retained on the 3/4-inch sieve size. The 12-inch and 40 percent recommendations herein may vary as I field conditions dictate. 6.3.5 Where rocks or similar irreducible materials of I greater than 12 inches but less than four feet of maximum dimension are generated during grading, or otherwise desired to be placed within an engineered fill, special handling in I accordance with the accompanying Standard Details is recommended. Rocks greater than four feet should be broken down or disposed I off-site. Rocks up to four feet maximum dimension should be placed below the upper 10 feet of any fill and should not be closer than 20-feet to any slope face. These recommen- I dations could vary as locations of improvements dictate. Where practical, oversized material should not be placed below areas where I structures or deep utilities are proposed. Oversized material should be placed in windrows on a clean, overexcavated or unyielding I compacted fill or firm natural ground surface. Select native or imported granular soil (S.E. 30 or higher) should be placed and thoroughly flooded over and around all windrowed rock, I such that voids are filled. Windrows of oversized material should be staggered so that I in successive strata of oversized material are not the same vertical plane. 6.3.6 It may be possible to dispose of individual I larger rock as field conditions dictate and as recommended by the Geotechnical Consultant at the time of placement. 1 6.3.7 The construction of a "rock fill" consisting primarily of rock fragments up to two feet in I maximum dimension with little soil material may be feasible. Such material is typically generated on sites where extensive blasting is required. Recommendations for construction of rock fills should be provided by the I Geotechnical Consultant on a site-specific basis. I I I Standard Guidelines Page 12 for Grading Projects I 6.3.8 During grading operations, placing and mixing the materials from the cut and/or borrow areas may result in soil mixtures which possess unique physical properties. Testing may be I required of samples obtained directly from the fill areas in order to determine conformance I with the specifications. Processing of these additional samples may take two or more working days. The Contractor may elect to move the operation to other areas within the project, or ' may continue placing compacted fill pending laboratory and field test results. Should he elect the second alternative, fill placed is I done so at the Contractor's risk. 6.3.9 Any fill placed in areas not previously I reviewed and evaluated by the Geotechnical Consultant may require removal and recom- paction. Determination of overexcavations should be made upon review of field conditions I by the Geotechnical Consultant. 6.4 FILL SLOPES 1 6.4.1 Permanent fill slopes should not be constructed steeper than 2:1 (horizontal to vertical), unless otherwise recommended by the Geotech- I nical Consultant and approved by the regulating agencies. 6.4.2 Fill slopes should be compacted in accordance I with these grading guidelines and specific report recommendations. Two methods of slope compaction are typically utilized in mass I grading, lateral over-building and cutting back, and mechanical compaction to grade (i.e. sheepsfoot roller backrolling). Constraints I such as height of slope, fill soil type, access, property lines, and available equipment will influence the method of slope construction and compaction. The geotechnical consultant should I be notified by the contractor what method will be employed prior to slope construction. I Slopes utilizing over-building and cutting back should be constructed utilizing horizontal fill lifts (reference Section 6) with compaction I equipment working as close to the edge as prac- tical. The amount of lateral over-building will vary as field conditions dictiate. Compaction testing of slope faces will be required and I Standard Guidelines I for Grading Projects Page 13 I reconstruction of the slope may result if testing does not meet our recommendations. 1 Mechanical compaction of the slope to grade during construction should utilize two types of compactive effort. First, horizontal fill lifts I should be compacted during fill placement. This equipment should provide compactive effort to the outer edge of the fill slope. Sloughing-of fill soils should not be permitted to drift down I the slope. Secondly, at intervals not exceeding four feet in vertical slope height or the capability of available equipment, whichever is I less, fill slopes should be backrolled with a sheepsfoot-type roller. Moisture conditions of the slope fill soils should be maintained I throughout the compaction process. Generally upon slope completion, the entire slope should be compacted utilizing typical methods, (i.e. sheepsfoot rolling, bulldozer tracking, or I rolling with rubber-tired heavy equipment). Slope construction grade staking should he I removed as soon as possible in the slope compaction process. Final slope compaction should be performed without grade sakes on the slope face. I In order to monitor slope construction procedures, moisture and density tests will be taken at regular intervals. Failure to achieve I the desired results will likely result in a recommendation by the Geotechnical Consultant I to overexcavate the slope surfaces followed by reconstruction of the slopes utilizing over- filling and cutting back procedures or further compactive effort with the conventional I backrolling approach. Other recommendations may also be provided which would be commensurate with field conditions. 1 6.4.3 Where placement of fill above a natural slope or above a cut slope is proposed, the fill slope configuration as presented in the I accompanying Standard Details should be adopted. 6.4.4 For pad areas above fill slopes, positive I drainage should be established away from the top-of-slope, as designed by the project civil 1 engineer. I I Standard Guidelines Page 14 I for Grading Projects 1 6.5 OFFFILL -SITE I 6.5.1 Off-site fill should be treated in the same manner as recommended in the specifications for site preparation, excavation, drains, compaction, etc. I 6.5.2 Off-site canyon fill should be placed in preparation for future additional fill, as I shown in the accompanying Standard Details. 6.5.3 Off-site fill subdrains temporarily terminated (up canyon) should be surveyed for future I relocation and connection. 6.6 TRENCH BACKFILL I 6.6.1 Utility trench backfill should, unless other- wise recommended, be compacted by mechanical means. Unless otherwise recommended, the I degree of compaction should be a minimum of 90 percent of maximum density (ASTM D1557). I 6.6.2 Backfill of exterior and interior trenches extending below a 1:1 projection from the outer edge of foundations should be mechanically I compacted to a minimum of 90 percent of the laboratory maximum density. 6.6.3 Within slab areas, but outside the influence of I foundations, trenches up to one foot wide and two feet deep may be backfilled with sand (S.E. 30), and consolidated by jetting, flooding or I > by mechanical means. If on-site materials are utilized, they should be wheel-rolled, tamped or otherwise compacted to a firm condition. For minor interior trenches, density testing I may be deleted or spot testing may be elected if deemed necessary, based on review of ' backfill operations during construction. 6.6.4 If utility contractors indicate that it is ' undesirable to use compaction equipment in close proximity to a buried conduit, the Contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conduit with clean, granular I material, (S.E. > 30) which should be thoroughly moistened in the trench, prior to I I 1 Standard Guidelines Page 15 for Grading Projects 1 initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review of the I Geotechnical Consultant at the time of construction. I . 6.6.5 In cases where clean granular materials ar e proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to I review by the Geotechnical Consultant. 6.6.6 Clean granular backfill and/or bedding are no t I recommended in slope areas unless provisions are made for a drainage system to mitigate the potential build-up of seepage forces and I piping. DRAINAGE 1 7.1 Canyon subdrain systems recommended by the Geotechnical Consultant should be installed in accordance with the Standard Details. 1 7.2 Typical subdrains for compacted fill buttresses, s l o p e stabilizations or sidehill masses, should be install e d I in accordance with the specifications of the accompanying Standard Details. .I 7.3 Roof, pad and slope drainage should be directed away from slopes and areas of structures to disposal a r e a s via suitable devices designed by the project civ i l engineer (i.e., gutters, downspouts, concrete swale s , I area drains, earth swales, etc.). 7.4 Drainage patterns established at the time of fin e I grading should be maintained throughout the life of the project. Property owners should be made aware that altering drainage patterns can be detrimental to I slope stability and foundation performance. SLOPE MAINTENANCE I 8.1 LANDSCAPE PLANTS In order to decrease erosion surficial slope sta b i l i t y I problems, slope planting should be accomplished a t t h e completion of grading. Slope planting should consis t of deep-rooting vegetation requiring little waterin g . A Landscape Architect would he the test party to I consult regarding actual types of plants and plant i n g configuration. I I I Standard Guidelines, for Grading Projects Page 16 8.2 IRRIGATION 8.2.1 Slope irrigation should be minimized. If automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall. 8.2.2 Property owners should be made aware that overwatering of slopes is detrimental to slope stability and may contribute to slope seepage, erosion and siltation problems in the subdivision. Rev 5/88 1 I I' I I I I I 1 I I I I I 1 I I I I I 15' MINIMUM I I I 4' DIAMETER PERFORATE PIPE BACKDRAIN 4' DIAMETER NON-PERFORATED PIPE LATERAL DRAIN I I I I I 1 1 I I SLOPE PER PLAN .0% BENCHING H12 PROVIDE BACKDRAIN PER BACKDRAIN DETAIL. AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR SLOPE IN EXCESS OF 40 FEET HIGH. KEY-DIMENSIONSPER SOILS ENGINEER I TYPICAL BUTTRESS OR STABILIZATION FILL DETAIL lJOB NO.: IDATE: IFIGURE: I I I I I I ATURAL GROUND PROPOSED GRADING I I I I N 1.5 N Th COMPACTED FILL 1.5 17 PROVIDE BACKDRAIN PER-" BACKDRAIN DETAIL. AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR BACK SLOPES IN EXCESS OF BASE WIDTH O WO DETERMINED 40 FEET HIGH. LOCA- BY SOILS ENGINEER TIONS OF BACKDRAINS AND OUTLETS PER SOILS ENGINEER AND/OR EN- GINEERING GEOLOGIST DURING GRADING. TYPICAL SHEAR KEY DETAIL JOB NO.: 04-8457-001-00-00 IDTE: NOVEMBER 1990 1FIGURE: 2 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I EREXCAVATE FINAL LIMIT OF DAYLIGHT EXCAVATION LINE FINISH PAD OVEREXCAVATE- 3' AND REPLACE WITH COMPACTED FILL 20' MAXIMUM SOUND BEDROCK !- TYPICAL BENCHING 2' MINIMUM OVERBURDEN \ \ (CREEP-PRONE) \ "-PROVIDE BACKDRAIN PER BACKDRAIN \ DETAIL. LOCATION OF BACKDRAIN AND \ OUTLETS PER SOILS ENGINEER AND/OR \ ENGINEERING GEOLOGIST DURING \ GRADING EQUIPMENT WIDTH (MINIMUM 15') DAYLIGHT SHEAR KEY DETAIL JOB NO.: IDATE: IFIGURE: BENCHING FILL OVER NATURAL SURFACE OF FIR EARTH MATERIAL FILL SLOPE }5M4 4- TYPICAL 0. TYPICAL 10 MIN. (INCLINED 2% MIN. INTO SLOPE) BENCHING FILL OVER CUT SURFACE OF FIRM FINISH FILL SLOPE— EARTH MATERIAL FINISH CUT SLOPE 4' TYPICAL lof TYPICAL / 15' MIN. OR STABILITY EQUIVALENT PER SOIL ENGINEERING (INCLINED 2% MIN. INTO SLOPE) BENCHING FOR COMPACTED FILL DETAIL JOB NO.: IDATE: IFIGURE: FINISH SURFACE SLOPE 3 FT3 MINIMUM PER LINEAL FOOT APPROVED FILTER ROCK* COMPACTED FILL 2% MINIMUMI GRADI \ '-4' MINIMUM APPROVED \\_—BENCH PERFORATED PIPE** (PERFORATIONS DOWN) MINIMUM 2% GRADIENT \—TYPICAL TO OUTLET INCLINED TOWARD DRAIN BENCHING DETAIL A-A TEMPORARY FILL LEVEL COMPACTED 4' MINIMUM DIAMETER BACKFILL APPROVED SOLID OUTLET PIPE 12' MINIMUM COVER 12' MINIMUM *FILTER ROCK TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE PERCENTAGE PASSING **APPROVED PIPE TYPE: is 100 3/4' 90-100 SCHEDULE 40 POLYVINYL CHLORIDE 3/8' 40-100 (P.V.C.) OR APPROVED EQUAL. NO.4 25-40 MINIMUM CRUSH STRENGTH 1000 PSI. NO.30 5-15 NO.50 0-7 NO.200 0-3 TYPICAL BACKDRAIN DETAIL 'JOB NO.: IDATE: IFIGURE: I I I I I I I I I I I I I I I I I I I 4' MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIRE— MENTS DURING GRADING (A FINISH SURFACE SLOPE MINIMUM 3 FT3 PER LINEAL FOOT OPEN GRADED AGGREGATE* TAPE AND SEAL AT CONTACT COMPACTED FILL 2% MINIMUM IGRADIENT A-1 4" MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIREMENTS TYPICAL BENCHING I s- SUPAC 8-P FABRIC OR APPROVED EQUAL '- 4" MINIMUM APPROVED PERFORATED PIPE (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET BENCH INCLINED TOWARD DRAIN I I I I I I I I I I I I I I I I I I I MINIMUM 12" COVER DETAIL A-A TEMPORARY FILL LEVEL COMPACTED BACKFILL MINIMUM 4" DIAMETER APPROVED / SOLID OUTLET PIPE I - ' 2'-' I MINIMUM I * NOTE: AGGREGATE TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE SIZE PERCENTAGE PASSING 1 1/2" 100 1" 5-40 3/4" 0-17 3/8" 0-7 NO. 200 0-3 I BACKDRAIN DETAIL (GEOFABRIC) I JOB NO.: FIGURE: CANYON SUBDRAIN DETAILS /—FIRM OF I FIRM EARTH \COMPACTED FILL \\ I, TYPICAL BENCHING / REMOVE UNSUITABLE N MATERIAL INCLINE TOWARD DRAIN SEE DETAILS BELOW I I I I I I TRENCH DETAIL SUPAC 8-P FABRIC— OR APPROVED EQUAL 6 MINIMUM OVERLAP , 24 I MINIMUM SUPAC 5-P FABRIC OR APPROVED EQUAL DRAIN MATERIAL SHOULD CONSIST OF MINUS 1.5, MINUS 1, OR MINUS .75 CRUSHED ROCK 6 MINIMUM 0 OPTIONAL V—DITCH DETAIL ER LA P TI—MINIMUM 6 FT3 PER LINEAL }' FOOT OF APPROVED DRAIN I MATERIAL I I I I I I I I I I I 24 8 MINIMUM 6 FT3 PER LINEAL FOOT MINIMUM \ OF APPROVED DRAIN MATERIAL "-600 TO 900 ADD MINIMUM 4 DIAMETER APPROVED PERFORATED PIPE WHEN LARGE FLOWS ARE ANTICIPATED APPROVED PIPE TO BE SCHEDULE 40 POLY-VINYL- CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 psi. IL JOB NO.: 04— GEOFABRIC SUBDRAIN !D ATE: FIGURE: I I I FINAL GRADE I TOE OF SLOPE SHOWN ON GRADING PLAN I I FILL loll iO' TYPICAL BENCH / WIDTH VARIER / - / - FILL 41 / - COMPETENT EARTH /1 MATERIAL Z 11-1 TYPICAL BENCH --J WIDT BASE 5' MIN IMUM KEY H HEIGHT MINIMUM] DOWNSLOPE/// KEY DEPTH PROVIDE BACKDRAIN AS REQUIRED PER RECOM— LIMIT OF KEY MENDATIONS OF SOILS EXCAVATION ENGINEER DURING GRADING I I WHERE NATURAL SLOPE GRADIENT IS 5:1 OR LESS. BENCHING IS NOT NECESSARY. HOWEVER. FILL IS NOT TO BE PLACED ON COMPRESSIBLE OR UNSUIT— ABLE MATERIAL. FILL SLOPE ABOVE NATURAL GROUND DETAIL JOB NO.: DATE: FIGURE: 04-8457-001-00-00 1 NOVEMBER 1990 1 8 I I I I IT I I I I [1 I - 4. - - - - - - - - - - - - - - - - - - *NOTE: CUT SLOPE PORTION SHALL BE MADE PRIOR TO PLACEMENT OF FILL FILL SLOPE ABOVE CUT SLOPE DETAIL JOB NO.: DATE: FIGURE: 04-8457-001-00-00 1 NOVEMBER 1990 GENERAL GRADING RECOMMENDATIONS CUT LOT ----ORIGINAL - GROUND - - - - - - - - - - - - - - - - - - - - TOPSOIL, COLLUVIUM AND - - - WEATHERED BEDROCK - -- - - - - - 3, OVEREXCAVATE AND - UNWEATHERED BEDROCK REGRADE CUT/FILL LOT (TRANSITION) ORIGINAL _.- GROUND __________________ 5• - 0- TZ COMPACTED FILL -- 13' \_OVEREXCAVATE AND TOPSOIL, REGRADE _COLLUVIUM AND WEATHERED - UNWEATHERED BEDROCK BEDROCK I TRANSITION LOT DETAIL NO.: 777T FIGURE: 1 04-8457-001-00-00 NOVEMBER 1990 10: I I I I I I I I I I I I I I I I I I I BUILDING FINISHED GRADE J-CLEAR AREA FOR / FOUNDATION, UTILITIES, 10, / AND SWIMMING POOLS SLOPE FACE 0 0 0 0 , 15' STREET 0 15' WINDROW 5' OR BELOW DEPTH OF DEEPEST UTILITY TRENCH (WHICHEVER GREATER) TYPICAL WINDROW DETAIL (EDGE VIEW) GRANULAR SOIL FLOODED TO FILL VOIDS HORIZONTALLY PLACED COMPACTION FILL PROFILE VIEW ROCK DISPOSAL DETAIL JOB NO.: 04-8457-001-00-00 DATE: NOVEMBER 1990 FIGURE: 1 ' LI I [1 I LI I I LI U E I I LI n I I I U I I I FOUNDATION REPORT BOB SNYDER RESIDENCE ADDITION 2440 LORNA LANE CARLSBAD, CALIFORNIA PREPARED FOR: BOB SNYDER 2440 LORNA LANE CARLSBAD, CALIFORNIA 92008 PREPARED BY: ICG INCORPORATED 9240 TRADE PLACE, SUITE 100 SAN DIEGO, CALIFORNIA 92126 NOVEMBER 30, 1990 JOB NO. 04-8457-001-00-00 LOG NO. 0-2653 I I I I I I I I I I Li I I I I i)ICG TM incorporated ISan Diego County Office: 9240 Trade Place, Suite 100 ISan Diego, CA 92126 November 30, 1990 619/536-1102 fax: 619/536-1306 Inland Empire Office: I1906 Orange Tree Lane, Bob Snyder Suite 240 2440 Lorna Lane Redlands, CA 92374 714/792-4222 Carlsbad, California 92008 fax: 714/798-1844 IOrange County Offices: Attention: Bob Snyder Construction Inspection — and Testing: 2992 La Palma, Suite A SUBJECT: FOUNDATION REPORT Anaheim, CA 92806 Snyder Residence Addition 714/632-2980 2440 Lorna Lane fax: 714/632-9209 I Carlsbad, California Geotechnical: 15 Mason Irvine, CA 92718 714/951-8686 fax: 714/951-7969 Gentlemen: Corporate Office: 5 Mason In, ('A Job No. 04-8457-001-00-00 Log No. 0-2653 714/951-8686 " As requested, we have completed our foundation report for the site of the proposed fax: 714/951-6813 residential addition. Our findings and recommendations are presented herein. If you have any questions after reviewing our report, please do not hesitate to contact the undersigned at your convenience. This opportunity to be of professional service is sincerely appreciated. Very truly yours, ICG INCORPORATED 7. Antho y F. Belfast Vice President RMM/AFB/lh I I Geotechnical Services, Construction Inspection and Testing 1 I I I I I Li TABLE OF CONTENTS I I 1.0 INTRODUCTION ....................................................1 1.1 Authorization ..................................................1 1.2 Scope Services of ...............................................1 2.0 PROPOSED DEVELOPMENT ...........................................2 3.0 SITE DESCRIPTION ..................................................2 4.0 SITE INVESTIGATION ................................................2 ' 4.1 4.2 General .......................................................2 Field Exploration ...............................................3 4.3 Laboratory Testing Program .......................................3 I 5.0 GEOTECHNICAL SETTING AND SUBSURFACE CONDITIONS ................3 5.1 Geologic Units .................................................4 5.2 Groundwater ..................................................4 6.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS .................5 6.1 General ...................................................... 6.2 Grading and Earthwork ..........................................5 6.2.1 General ..............................................5 6.2.2 Geotechnical Observation .................................5 6.2.3 Site Preparation ........................................6 6.2.4 Fill Materials ..........................................6 6.2.5 Fill Compaction ........................................7 6.2.6 Trench Backfill ........................................7 6.3 Settlement Considerations .........................................7 6.4 Slope Stability ..................................................7 6.5 Foundation Recommendations .....................................8 6.5.1 General ..............................................8 6.5.2 Conventional Foundations .................................8 6.5.3 Deepened Footings at Top of Slope ..........................9 6.5.4 Lateral Load Resistance ..................................9 6.5.5 Foundation Observation ..................................9 6.6 Concrete Slabs-On-Grade ........................................10 6.6.1 Interior Slabs ..........................................10 6.6.2 Moisture Protection for Slabs .............................10 6.7 Earth Retaining Structures .......................................11 6.8 Review of Plans ...............................................11 7.0 LIMITATIONS OF INVESTIGATION ....................................12 ATTACHMENTS FIGURES Location Map 2 Site Plan ATTACHMENTS References Field Exploration Laboratory Testing Program Standard Guidelines for Grading Projects I Ti U FOUNDATION REPORT BOB SNYDER RESIDENCE ADDITION 2440 LORNA LANE CARLSBAD, CALIFORNIA 1.0 INTRODUCTION This report presents the results of our foundation report performed for the proposed residential addition. The purpose of this investigation was to explore and evaluate the subsurface conditions, and to provide recommendations for the foundation design. The location of the site is shown on the Location Map, Figure 1. 1.1 Authorization This investigation was conducted in accordance with the authorization of Mr. Bob I Snyder. The scope of services performed was consistent with our proposal number SDPO-5717, dated October 4, 1990. 1.2 Scone of Services Our scope of services for this investigation included the following: Review of maps, aerial photographs, previous reports, and publications to outline the known site conditions. I Subsurface exploration consisting of two test pits including logging and I sampling. Bulk samples of typical soil materials were collected. I c. Evaluation of pertinent engineering properties of the soil units likely to affect the proposed addition, including laboratory analysis of field samples. d. Engineering analysis of appropriate foundation systems for the proposed I structures. I I I I I I I I 1 I I I I 1 I I I I I I I ' e SL r MC ONA' Alt- AAJD Fir t 7 X. El Carn? J J I L iQ Lincoln Jr'High Se Ole almqu Sch OF Country w Center b %• Sewage Disposal V H 13 SITE -Buena Via \'\• ,k '-- T'J :-- IllS /w I AVE le 12 s/ KNOW AVE - \ %Rs 7\ ( \ LAGUNA -v *82 140 t tl.L ID Jr High Sch* F I Yi C. S 12\411, ap 0 2000 4000 ADAPTED FROM SAN LUIS REV (1975) FEET U.S.G.S. 7.5 QUADRANGLE LOCATION MAP JOB NO.: DATE: FIGURE: 04-8457-001-00-00 NOVEMBER 1990 1 ICG Incorporated Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 Page 2 Development of geotechnical criteria for earthwork on the site, including site preparation and compaction criteria. Preparation of this report. 2.0 PROPOSED DEVELOPMENT We understand that the proposed addition will be two-stories in height. No basements or sublevels are anticipated. Building loads are assumed to be typical of wood frame residential construction. Our field investigation is based on an unsigned, undated, plot plan, by Custom Home Design of Fallbrook, California. This plot plan shows the new addition will be constructed 8 feet from the top of the existing slope. 3.0 SITE DESCRIPTION The site consists of an approximately rectangular parcel with an existing single-story residence as shown in Figure 2. The lot is located at 2440 Lorna Lane in Carlsbad, California. The residence is on a relatively level, prepared house pad. Vegetation on site is limited to a garden on the southeast portion of the lot and eucalyptus trees on the northeast slope. At the rear of the lot is a natural descending slope approximately 140 feet in height. The top 5 feet of slope is approximately 1:1 horizontal to vertical. The slope descends an additional 90 feet to the property line at approximately 1.5:1 horizontal to vertical. It is our understanding that little fill has been placed on the existing lot. Surficial slope creep was observed to be causing curvature of the trees growing on the slope. 4.0 SITE INVESTIGATION 4.1 General Before starting the field work, we reviewed available geotechnical literature covering I the project area. Our knowledge of existing site conditions are based on our observations while on site. No as-built drawings were available for our review. The I I I I I [=1 I I I I I I I I mm man — — — — mm — — — mm — — — — I--- / I I % I I / I / / F..-.. / ..-.. / -s / - -S TI -S. I 5.. -.5 5/ I / / / I 0 20 40 r. FEET TP-2 = APPROXIMATE LOCATION OF TEST PIT SITE PLAN JOB NO.; DATE: FIGURE: 04-8457-001-00-00 1 NOVEMBER 1990 2 1 Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 I Page 3 I resulting information, together with our field exploration, laboratory test results, and previous experience in the area forms the basis for our conclusions and recommendations in this report. The methods used for our work conform to generally I accepted standards of practice for geotechnical investigations in southern California. I 4.2 Field ExDloration I The field investigation was performed on October 26, 1990, and consisted of a site reconnaissance and the logging of 2 hand dug pits at the locations shown on Figure I 2. The test pits were located in the field by estimation using available maps and existing topography. Locations should not be considered more accurate than is implied by the measurement methods used. The two test pits were excavated by Bob Snyder and then logged and sampled by our I geologist. The test pits were excavated to a maximum depth of 3.0 feet below existing grade. Bulk samples were collected. Logs describing the subsurface conditions I encountered are presented in Appendix A. 4.3 Laboratory Testing Program Laboratory tests were performed on a selected sample considered to be typical of the I subsurface materials. Tests were performed in accordance with the methods of the American Society for Testing and Materials (ASTM) or other accepted standards. I Appendix C contains descriptions of the test methods and summaries of the results. 5.0 GEOTECHNICAL SETTING AND SUBSURFACE CONDITIONS I The project site is located in the Peninsular Ranges Geomorphic Province of California. The coastal plain section of the province is characterized by subdued landforms underlain by sedimentary bedrock. The sediments underlying the site are part of the Lindavista I Formations. IL I I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 I Page 4 5.1 Geologic Units The Lindavista Formation underlies the entire site. This material generally consists I of light to medium reddish brown, medium dense to dense, moist, silty fine to medium grained sand (Unified Soils Classification System designation SM). I The Eocene-age Santiago Formation underlies the site at depth, however this unit was I not encountered in the test pits. This unit is massive to thick-bedded silty to clayey sandstone with interbedded sandy claystone and siltstone. 5.2 Groundwater I Groundwater was not encountered during our subsurface exploration, and is not expected to affect site development. It should be recognized, however that excessive I irrigation, regional surface drainage patterns, and future precipitation can cause a fluctuation in the groundwater levels or perched groundwater conditions to develop. I A perched groundwater condition typically occurs at underlying contacts with less permeable materials, such as the interface that exists between the fill and underlying I bedrock. Due to the random nature of fill soil mixtures, permeabilities are highly variable, making prediction of seepage conditions impossible. I I I I I I I 'Ii Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 Page 5 I 6.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS I 6.1 General I We did not identify any geotechnical conditions during our investigation that would prevent improvement of the site as it is now planned. The primary site condition I which should impact the development is the proximity of the proposed structure to the top of the slope. Recommendations for this condition as well as other geotechnical recommendations are contained in the following sections. The remainder of this report explains our geotechnical recommendations in more I detail. These recommendations are based on empirical and analytical methods typical of the state of practice in southern California. If these recommendations appear to I not cover any specific feature of the proposed development, please contact ICG Incorporated at once for revisions or additions to our recommendations. 6.2 Grading and Earthwork 1 6.2.1 General I Site grading is expected to be minimal. Any grading and earthwork should be done in accordance with the "Standard Guidelines for Grading Projects" 1 attached to this report as Appendix D, and with Chapter 70 of the Uniform Building Code. Where special recommendations in the body of this report I conflict with the guidelines in Appendix D, the recommendations in the report should govern. 6.2.2 Geotechnical Observation I ICG Incorporated personnel should continuously observe the grading and earthwork operations for this project. Such observations are essential to I I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 Page 6 identify field conditions that differ from those predicted by preliminary investigations, to adjust designs to actual field conditions, and to determine that the grading is in general accordance with the recommendations of this report. Our personnel should perform sufficient testing of fill placement to support the geotechnical consultant's professional opinion as to compliance of the fill with compaction requirements. 6.2.3 Site Preparation The ground should be stripped and prepared to receive any additional fill as recommended in Appendix D. In addition, any existing fill soils should be removed to the depth at which firm bearing materials are exposed. Loose backfill for existing buried utility lines should be removed and recompacted prior to placing fill. 6.2.4 Fill Materials Any soil imported or excavated from cut areas may be reused for compacted fill if, in the opinion of the geotechnical engineer, it is suitable for such use. Debris and organic matter should be removed from the soil before it is placed. Typical samples of soil to be used for fill should be tested by the geotechnical engineer to evaluate their maximum density, optimum moisture content and, where appropriate, shear strength and expansion characteristics. During grading operations, the contractor may encounter soil types other than those tested for this report. The geotechnical engineer should be consulted to evaluate the suitability of these soils for use. I I I I I I I El I I I Li El 1 [II I I I El I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 Page 7 I 6.2.5 Fill Compaction I Fill soils should be placed as described in the standard guidelines of Appendix D, except where those guidelines are superseded by recommendations in this report. The minimum compaction for fills is 90 I percent of modified Proctor maximum dry density (ASTM D 1557-78). 6.2.6 Trench Backfill I Backfill in trenches should be compacted to at least 90 percent of modified Proctor maximum density (ASTM D1557). The backfill should be placed I in uniform lifts of six to eight inches. Mechanical compactors normally should be used to achieve the required density; water-flooding should not be used. When specified, strict attention should be given to special I requirements for bedding or hand compaction around pipes and conduits. 1 6.3 Settlement Considerations I There is a potential for differential settlement between the existing structure and the addition. Differential movement may be lessened by matching applied bearing loads and depths between the addition and the structure as closely as possible. We estimate I that settlement of up to approximately 1/4 inches could occur. The recommendations for dowelling new foundation into existing ones will help mitigate large differential I movement between the structures, however, some minor cracking of stucco and drywall should be expected as loads are redistributed. I 6.4 Sloe Stability Analysis of the deep-seated stability of the slope adjacent to the addition was beyond I the authorized shope of this report. We cannot therefore comment on the existing factor of safety of the slope with regard to failure. I I I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 Page 8 I 6.5 Foundation Recommendations 6.5.1 General Our recommendations are considered to be generally consistent with the I standards of practice. They are based on both analytical methods and empirical methods derived from experience with similar geotechnical I conditions. The design of the foundation system should be performed by a structural engineer, incorporating the geotechnical parameters described in the following sections. Because of the slope creep observed on the adjacent slope face, we I recommend use of deepened footings to support the portions of the proposed structure within 15 feet of the top of the slope. Footings more I than 15 feet from the top of slope may be conventional shallow footings. 6.5.2 Conventional Foundations I The following recommendations should be applied for conventional strip and spread footings constructed oh the existing soils: I Allowable Soil Bearing: 2000 lb/ft2 (Allow one-third increase for intermittent loads such as wind or I seismic). Minimum Footing Width: 12 inches. I Minimum Footing Depth: 24 inches below lowest adjacent soil grade. I Minimum Reinforcement: 2-#5 reinforcing bars at both top and bottom, or design as simply supported beam capable of supporting applied loads over a span of 8 feet, whichever I is greater reinforcement. IF 171 e I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 Page 9 I I New footings should be dowelled into the existing footings on at least 48 inch centers. 1 6.5.3 Deepened Footings at Tor) of SloDe I In order to penetrate the creep zone, we recommend supporting the footings within 15 feet of the top of the slope on drilled piers. We I recommend a minimum diameter of 24 inches and a minimum depth of 25 feet. Pier reinforcement and grade beam design should be performed by I the project structural engineer. The allowable end bearing pressure for the pier as described above may be taken 10,000 lbs./ft.2. 1 6.5.4 Lateral Load Resistance I Resistance to lateral loads may be provided by a passive pressure against the vertical faces of the foundations or walls and the frictional resistance I between concrete and soil. A friction coefficient of 0.35 is recommended for the on-site materials. Alternatively, a passive pressure 250 pcf may be I used for compacted native fill with a level backfill surface. If friction and passive pressure are combined, the passive pressure should be reduced by i one-third. 6.5.5 Foundation Observation 1 All foundation excavations should be observed by the geotechnical I consultant prior to placement of forms, reinforcement, or concrete. The observation will confirm that the soil conditions are as anticipated and that I the intent of our recommendations have been complied with. The C excavations should be trimmed to design dimensions and should be cleared of all loose slough. I I I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 I Page 10 6.6 Concrete Slabs-On-Grade 6.6.1 Interior Slabs Interior slabs should be designed by the structural engineer based on anticipated use and loading. If an elastic design is used, a modulus of subgrade reaction of 250 kips per cubic foot is recommended. As a I minimum recommendation, based on soil conditions alone, the slab for the addition adjacent to the slope should be at least five inches in thickness and I should be reinforced with at least #3 bars each way on 18" centers. Other slabs should be at least 4 inches thick. 1 6.6.2 Moisture Protection for Slabs I Concrete slabs resting on soil ultimately cause the moisture content of the underlying soils to rise. This results from continued capillary rise and the I ending of normal evapotranspiration. As concrete is permeable, moisture will eventually penetrate the slab unless some protection is provided. To reduce these problems, suitable moisture protection measures should be used. Various alternative exist, including concrete toppings or additives I and synthetic moisture-resistant membranes. Information on the product usage, installation and warranty should be obtained from the manufacturer I if these products are used. The effectiveness of such measures can be improved by installing a capillary break under the membrane or damp- I proofed slab. I If waterproof membranes are installed beneath Concrete slabs, at least 2.0 inches of clean sand should be placed between the membrane and the floor slab to minimize potential curing problems in the concrete. I I I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 P Page 11 6.7 Earth Retaining Structures Cantilever retaining walls backfilled with on-site soil may be designed for an active earth pressure approximated by an equivalent fluid pressure of 35 pounds per cubic foot. This active pressure should be used for walls free to yield at the top at least 0.1 percent of the wall height (unrestrained). The passive earth pressure for walls with level backfill can be approximated as a fluid weighing 325 pounds per cubic foot. A I coefficient of friction between soil and concrete of 0.35 may be used. When combining friction and passive pressure, the latter should be reduced by one-third. The above pressures do not consider any surcharge loads or groundwater forces. Surcharge loads, such as those exerted by slab or building loads within the zone defined by a 1:1 plane projected behind the retaining walls, will increase lateral pressures on walls. We should be contacted for further recommendations in such A drain system should be installed behind retaining walls. Retaining wall backfill should be compacted to at least 90 percent relative compaction, based on ASTM D1557. Backfill should not be placed until walls have achieved adequate structural strength. The use of heavy compaction equipment near the walls could cause excessive deformations in the walls and should not be used. We recommend the use of light, hand-compaction equipment in the immediate zone behind the wall. 6.8 Review of Plans When the construction plans are finalized, they should be forwarded to the geotechnical consultant for review. The recommendations of this report are based on assumptions regarding the proposed development. The review should confirm these assumptions and evaluate if the intent of the recommendations of this report have been complied with. I I I I I I I I 1~ I I I I Bob Snyder Job No. 04-8457-001-00-00 November 30, 1990 Log No. 0-2653 Page 12 I 7.0 LIMITATIONS OF INVESTIGATION I Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and I professional opinions included in this report. I The samples taken and used for testing and the observations made are believed representative of the project site; however, soil and geologic conditions can vary significantly between I borings. As in most projects, conditions revealed by excavation may be at variance with preliminary findings. If this occurs, the changed conditions must be evaluated by the geotechnical consultant and additional recommendations made, if warranted. I This report is issued with the understanding that it is the responsibility of the owner, or of I his representative, to ensure that the information and recommendations contained herein are brought to the attention of the necessary design consultants for the project and incorporated I into the plans, and the necessary steps are taken to see that the contractors carry out such recommendations in the field. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for other than our own personnel on the I site. I The findings of this report are valid as of the present date. However, changes in the condition of a property can occur with the passage of time, whether due to natural processes I or the work of man on this or adjacent properties. In addition, changes in applicable or appropriate standards of practice may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes I fl I I I Bob Snyder November 30, 1990 outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Job No. 04-8457-001-00-00 Log No. 0-2653 Page 13 I I I ICG INCORPORATED I Reviewed by: "1t Raymond M. Masson, P.E. C44851 Registration Expires: 3-31-94 Project Engineer 7 Anthony F. Belfast, P.E. Vice President, Principal Engineer I I I I I I I I RMM/AFB/lh ( NO. 044851 :\EXP. U 11 U I I I I I APPENDIX A I References I I P, I [1 [ ] I I H I I I I I I I I I I III I I I I I I I I 3. 4 References Albee and Smith, 1966, Earthquake Characteristics and Fault Activity in Southern California, Engineering Geology of Southern California, AEG, pp. 9-33. Artim, Earnest R., and Elden-Mills, Dorian, 1982, The Rose Canyon Fault: A review: in Geologic Studies in San Diego, Abbott, Patrick L., (ed), San Diego Association on Geologist Field Trips, April 1982: pp 35-45. Bonilla, M.J., 1966, Surface faulting and related effects in Earthquake Engineering, R. Wiegel (ed), Prentice-Hall, Inc., New Jersey, pp. 47-74. Bowles, J.E. 1988, Foundation Analysis and Design, 4th ed., New York, McGraw Hill, 816p. I I I I I APPENDIX B I Field Exploration I I 1 I I I I I I I I 1 DEFINITION OF TERMS PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS - GRAVELS CLEAN • GW Well graded gravels, gravel-sand mixtures, little or no MORE THAN GRAVELS fines. --. . GP Poorly graded gravels or gravel-sand mixtures, little or WO HALF OF (LESS THAN O i- CY 5% FINES) no fines. • COARSE 0 FRACTION IS GM Silty gravels, gravel-sand-slit mixtures, non-plastic GRAVEL - fines. W 0 LARGER THAN NO.4 SIEVE WITH FINES GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. > (D SANDS CLEAN SANDS •• SW Well graded sands, gravelly sands, little or no fines. zLu Cl) MORE THAN (LESS THAN HALF OF 5% FINES) ' . SP Poorly graded sands or gravelly sands, little or no fines. i- COARSE FRACTION IS SANDS SM Silty sands, sand-silt mixtures, non-plastic fines. o 0 SMALLER THAN WITH FINES NO. 4 SIEVE SC Clayey sands, sand-clay mixtures, plastic fines. CO W ML Inorganic silts and very fine sands, rock flour, silty or .i u 500) SILTS AND CLAYS I clayey fine sands or clayey silts with slight plasticity. Nz CL Inorganic clays of low to medium plasticity, gravelly LIQUID LIMIT IS clays, sandy clays, lean clays. LESS THAN 50% W III OL Organic silts and organic silty clays of low plasticity. ZzC,)0 _________________ I -<-0 < I _j MH Inorganic silts, micaceous or diatomaceous fine sandy d SILTS AND CLAYS - or silty soils, elastic silts. Ui Z Uj LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays. z << - GREATER THAN 50% // i OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. GRAIN SIZES SAND I GRAVEL I SILTS AND CLAYS COBBLES I BOULDERS FINE MEDIUM COARSE FINE COARSE 200 40 10 4 3/4 3" 12" U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS GROUND WATER LEVEL OR GROUND WATER SEEPAGE. LIII 2 LOCATION OF SAMPLE TAKEN USING A STANDARD SPLIT TUBE SAMPLER, -INCH O.D., 1-3/8-INCH I.D. DRIVEN WITH A 140 POUND HAMMER FALLING 30-INCHES. Z 3-1/8-INCHO.D., LOCATION OF SAMPLE TAKEN. USING A MODIFIED CAL1FORNIASAMPLER, WITH 2-1/2-INCH I.D. LINER RINGS. DRIVEN USING THE WEIGHT OF KELLY BAR (LARGE DIAMETER BORINGS) OR USING A 140 POUND HAMMER FALLING 30-INCHES (SMALL DIAMETER BORING): LOCATION OF SAMPLE TAKEN USING A 3-INCH O.D. THIN-WALLED TUBE SAMPLER (SHELBY TUBE) HYDRAULICALLY PUSHED. LOCATION OF BULK SAMPLE TAKEN FROM AUGER CUTTINGS. KEY TO LOGS - UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487) JOB NO.: IDATE: FIGURE: 04-8457-001-00-00 I NOVEMBER 1990 I 8-1 I I I I Eli 1 I I 1 I I I I I 1 — — — — — — — — — — — — — — — .— — - I r 9 o U) I m 4ZO . 0 I w ) 0 z I 0 m r - m I- 0 -a O•H -•-z OiQ lo WrtC' WCDIU) 0 i(D TO I LIH z H ti a-U) I C) I'd m I 1-3 CD (D '-" (D Fl- /) I o .. rt1 —I I '1 0 I I -D —I - CDCD Zrt — r 00 —( 0 m En P. H rn C) (I) CDO I om Z > — ft p -I "I 5 t1 0) (DH. I . —i :io1 I - o Cr Ir.) CD H Fl .01 cn OD I : U) U) CD Cr CD I 00 0 F- En :~ Fl.H Di (flrt 0 I rt< z C a, 0 UI DEPTH (FEET) I i I i i I I i i i i I • ______________ C) ••I m ° CLASSIFICATION rn o w Co ITI I BLOWS/FOOT m i UNDISTURBED SAMPLE U) .. BULK SAMPLE 0 I MOISTURE CONTENT (%) o I I IN PLACE DRY 0 DENSITY (PCF) m m — 1-3 (n En o 0-H I - NIO I '-3 f- HP)I'd tx" WrC' LQI--IU) 0 1:-I Z - <'rfCDIH -. C' frH H04t-' —4 10 CD'-3 U) m - '-3 I(DZ(D Cl) o r1'C'Q 0 00InU)f-• V m - 0 (D (D Z '1 Q3I 1 0 0 CflHHi - f-I CDc0I 0 z o o - 0 5En Z cn P) (D rtH I H I • N) CD• I CD s1(nl 0 0h I U) I En H_ t:r U z'-i' - CD ooI o Di _________________ Di U) cn CD H UI Ui 0 0 CD CD rf- 1< m CD H U) I I I I I I APPENDIX C LI Laboratory Testing Program I I I [1 I I I I I I I 1 I I LABORATORY TESTING I I Selected representative samples of soils encountered were tested using test methods of the American Society for Testing and Materials, or other generally accepted standards. A brief description of the tests performed follows: Classification: Soils were classified visually according to the Unified Soil Classification System. Visual classification was supplemented by laboratory testing of selected samples and classification in accordance with ASTM D2487. Particle Size Analysis: Particle size analyses were performed in accordance with ASTM D422. The results are provided on the following Figure B-i. I 1 I I I I I I I I 1 I I I I I I APPENDIX D 1 Standard Guidelines for Grading Projects Li I I I I I I I I I I I I STANDARD GUIDELINES FOR GRADING PROJECTS 1. GENERAL 1 1.1 Representatives of the Geotechnical Consultant should be present on-site during grading operations in order to make observations and perform tests so that I professional opinions can be developed. The opinion will address whether grading has proceeded in accordance with the Geotechnical Consultant's recommendations and applicable project specifications; I if the site soil and geologic conditions are as anticipated in the preliminary investigation; and if ' additional recommendations are warranted by any unexpected site conditions. Services do not include supervision or direction of the actual work of the contractor, his employees or agents. I 1 .2 The guidelines contained herein and the standard details attached hereto represent this firm's standard recommendations for grading and other associated I operations on construction projects. These guidelines should be considered a portion of the report to which I they are appended. 1.3 All plates attached hereto shall be considered as part ' of these guidelines. 1.4 The Contractor should not vary from these guidelines without prior recommendation by the Geotechnical Consultant and the approval of the Client or his I authorized representative. I l .5 These Standard Grading Guidelines and Standard Details may be modified and/or superseded by recommendations contained in the text of the preliminary geotechnical report and/or subsequent reports. 1 1.6 If disputes arise out of the interpretation of these grading guidelines or standard details, the Geotech- nical Consultant should determine the appropriate interpretation. I 2. DEFINITIONS OF TERMS 2.1 ALLUVIUM -- Unconsolidated detrital deposits resulting from flow of water, including sediments deposited in I river beds, canyons, flood plains, lakes, fans at the foot of slopes and estuaries. I I Standard Guidelines Page 2 I for Grading Projects 2.2 AS-GRADED (AS-BUILT) -- The surface and subsurface conditions at completion of grading. I 2.3 BACKCUT -- A temporary construction slope at the rear of earth retaining structures such as buttresses, I shear keys, stabilization fills or retaining walls. 2.4 BACKDRAIN -- Generally a pipe and gravel or similar drainage system placed behind earth retaining I structures such buttresses, stabilization fills, and retaining walls. 1 2.5 BEDROCK -- A more or less solid, relatively undis- turbed rock in place either at the surface or beneath superficial deposits of soil. I 2.6 BENCH -- A relatively level step and near vertical rise excavated into sloping ground on which fill is to I be placed. 2.7 BORROW (Import) -- Any fill material hauled to the project site from off-site areas. I 2.8 BUTTRESS FILL -- A fill mass, the configuration of which is designed by engineering calculations to ' retain slope conditions containing adverse geologic features. A buttress is generally specified by minimum key width and depth and by maximum backcut angle. A buttress normally contains a backdrainage system. 2.9 CIVIL ENGINEER -- The Registered Civil Engineer or ' consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topographic conditions. 2.10 COLLUVIUM -- Generally loose deposits usually found near the base of slopes and brought there chiefly by gravity through slope continuous downhill creep (also see Slope Wash). 2.11 COMPACTION -- Is the densification of a fill by I mechanical means. 2.12 CONTRACTOR -- A person or company under contract or otherwise retained by the Client to perform I demolation, grading and other site improvements. I I I I Standard Guidelines for Grading Projects Page 3 2.13 DEBRIS -- All products of clearing, grubbing, demolition, contaminated soil material unsuitable for reuse as compacted fill and/or any other material so designated by the Geotechnical Consultant. 2.14 ENGINEERING GEOLOGIST -- A Geologist holding a valid I certificate of registration in the specialty of Engineering Geology. I 2.15 ENGINEERED FILL -- A fill of which the Geotechnical Consultant or his representative, during grading, has made sufficient tests to enable him to conclude that I the fill has been placed in substantial compliance with the recommendations of the Geotechnical Consultant and the governing agency requirements. 1 2.16 EROSION -- The wearing away of the ground surface as a result of the movement of wind, water, and/or ice. 1 2.17 EXCAVATION -- The mechanical removal of earth materials. I 2.18 EXISTING GRADE -- The ground surface configuration prior to grading. 2.19 FILL -- Any deposits of soil, rock, soil-rock blends I or other similar materials placed by man. 2.20 FINISH GRADE -- The ground surface configuration at I which time the surface elevations conform to the approved plan. I 2.21 GEOFABRIC -- Any engineering textile utilized in geotechnical applications including subgrade stabilization and filtering. 1 2.22 GEOLOGIST -- A representative of the Geotechnical Consultant educated and trained in the field of geology. I 2.23 GEOTECHNICAL CONSULTANT -- The Geotechnical Engineer- ing and Engineering Geology consulting firm retained provide technical services for the project. For I to the purpose of these guidelines, observations by the Geotechnical Consultant include observations by the I Geotechnical Engineer, Engineering Geologist and those performed by persons employed by and responsible to the Geotechnical Consultants. I I I I Standard Guidelines for Grading Projects Page 4 I 2.24 GEOTECHNICAL ENGINEER -- A licensed Civil Engineer who applies scientific methods, engineering principles and I professional experience to the acquisition, inter- pretation and use of knowledge of materials of the earth's crust for the evaluation of engineering I problems. Geotechnical Engineering encompasses many of the engineering aspects of soil mechanics, rock mechanics, geology, geophysics, hydrology and related I sciences. 2.25 GRADING -- Any operation consisting of excavation, filling or combinations thereof and associated I operations. 2.26 LANDSLIDE DEBRIS -- Material, generally porous and of I low density, produced from instability of natural of man-made slopes. 2.27 MAXIMUM DENSITY -- Standard laboratory test for I maximum dry unit weight. Unless otherwise specified, the maximum dry unit weight shall be determined in I accordance with ASTM Method of Test D1557. 2.28 OPTIMUM MOISTURE -- Test moisture content at the ' maximum density. 2.29 RELATIVE COMPACTION -- The degree of compaction (expressed as a percentage) of dry unit weight of a material as compared to the maximum dry unit weight of I the material. 2.30 ROUGH GRADE -- The ground surface configuration at 1 which time the surface elevations approximately conform to the approved plan. 2.31 SITE -- The particular parcel of land where grading is I being performed. 2.32 SHEAR KEY -- Similar to buttress, however, it is I generally constructed by excavating a slot within a natural slope in order to stabilize the upper portion of the slope without grading encroaching into the I lower portion of the slope. 2.33 SLOPE -- Is an inclined ground surface the steepness of which is generally specified as a ratio of I horizontal:vertical (e.g., 2:1). I 2.34 SLOPE WASH -- Soil and/or rock material that has been transported down a slope by mass wasting assisted by runoff water not confined by channels (also see i Standard Guidelines Page 5 for Grading Projects 2.35 SOIL -- Naturally occurring deposits of sand, silt, clay, etc., or combinations thereof. 2.36 SOIL ENGINEER -- Licensed Civil Engineer experienced in soil mechanics (also see Geotechnical Engineer). 2.37 STABILIZATION FILL -- A fill mass, the configuration of which is typically related to slope height and is specified by the standards of practice for enhancing the stability of locally adverse conditions. A stabilization fill is normally specified by minimum key width and depth and by maximum backcut angle. A stabilization fill may or may not have a backdrainage system specified. I 2.38 SUBDRAIN -- Generally a pipe and gravel or similar drainage system placed beneath a fill in the alignment of canyons or former drainage channels. 1 2.39 SLOUGH -- Loose, noncompacted fill material generated during grading operations. I 2.40 TAILINGS -- Nonengineered fill which accumulates on or adjacent to equipment haul-roads. 2.41 TERRACE -- Relatively level step constructed in the ' face of graded slope surface for drainage control and maintenance purposes.. I 2.42 TOPSOIL -- The presumably fertile upper zone of soil which is usually darker in color and loose. I . 2.43 WINDROW -- A string of large rock buried within engineered fill in accordance with guidelines set forth by the Geotechnical Consultant. 3. SITE PREPARATION I 3.1 Clearing and grubbing should consist of the removal of vegetation such as brush, grass, woods, stumps, trees, roots to trees and otherwise deleterious natural materials from the areas to be graded. Clearing and I grubbing should extend to the outside of all proposed excavation and fill areas. 3.2 Demolition should include removal of buildings, struc- tures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts, tunnels, etc.) and other man-made surface and subsurface improvements 1 I I Standard Guidelines for Grading Projects Page 6 from the areas to be graded. Demolition of utilities I should include proper capping and/or re-routing pipe- lines at the project perimeter and cutoff and capping of wells in accordance with the requirements of the governing authorities and the recommendations of the I Geotechnical Consultant at the time of demolition. 3.3 Debris generated during clearing, grubbing and/or I demolition operations should be wasted from areas to be graded and disposed off-site. Clearing, grubbing and demolition operations should be performed under I the observation of the Geotechnical Consultant. 4. SITE PROTECTION 4.1 The Contractor should be responsible for the stability I of all temporary excavations. Recommendations by the Geotechnical Consultant pertaining to temporary excavations (e.g., backcuts) are made in consideration I of stability of the completed project and, therefore, should not be considered to preclude the responsibil- ities of the Contractor. Recommendations by the Geotechnical Consultant should not be considered to preclude more restrictive requirements by the regulating agencies. 1 4.2 Precautions should be taken during the performance of site clearing, excavations and grading to protect the I work site from flooding, ponding or inundation by poor or improper surface drainage. Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work I site. 4.3 During periods of rainfall, the Geotechnical Consultant should be kept informed by the Contractor I as to the nature of remedial or preventative work being performed (e.g., pumping, placement of sandbags I or plastic sheeting, other labor, dozing, etc.). 4.4 Following periods of rainfall, the Contractor should contact the Geotechnical Consultant and arrange a I review of the site in order to visually assess rain related damage. The Geotechnical Consultant may also recommend excavations and testing in order to aid in I his assessments. 4.5 Rain related damage should be considered to include, I but may not be limited to, erosion, silting, saturation, swelling, structural distress and other adverse conditions identified by the Geotechnical 1 I I Standard Guidelines for Grading Projects Page 7 Consultant. Soil adversely affected should be classified as Unsuitable Materials and should be I subject to overexcavation and replacement with compacted fill or other remedial grading as recommended by the Geotechnical Consultant. I 5. EXCAVATIONS I 5.1 UNSUITABLE MATERIALS 5.1.1 Materials which are unsuitable should be excavated under observation and recommendations I of the Geotechnical Consultant. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured, weathered, soft I bedrock and nonengineered or otherwise deleterious fill materials. 5.1.2 Material identified by the Geotechnical Consultant as unsatisfactory due to its moisture conditions should be overexcavated, I watered or dried, as needed, and thoroughly blended to a uniform near optimum moisture condition (as per guidelines reference 7.2.1) I prior to placement as compacted fill. 5.2 CUT SLOPES I 5.2.1 Unless otherwise recommended by the Geotech- nical Consultant and approved by the regulating agencies, permanent cut slopes should not be I steeper than 2:1 (horizontal:vertical). 5.2.2 If excavations for cut slopes expose loose, cohesionless, significantly fractured or I otherwise unsuitable material, overexcavation and replacement of the unsuitable materials with a compacted stabilization fill should be I accomplished as recommended by the Geotechnical Consultant. Unless otherwise specified by the Geotechnical Consultant, stabilization fill construction should conform to the requirements 5.2.3 The Geotechnical Consultant should review cut slopes during excavation. The Geotechnical Consultant should be notified by the contractor prior to beginning slope excavations. I of the Standard Details. I I Standard Guidelines for Grading Projects Page 8 5.2.4 If, during the course of grading, adverse or potentially adverse geotechnical conditions are encountered which were not anticipated in the preliminary report, the Geotechnical Consultant should explore, analyze and make recommen- dations to treat these problems. 6. COMPACTED FILL All fill materials should be compacted to at least 90 percent of maximum density (ASTM D1557) unless otherwise recommended by the Geotechnical Consultant. 6.1 PLACEMENT 6.1.1 Prior to placement of compacted fill, the Contractor should request a review by the Geotechnical Consultant of the exposed ground surface. Unless otherwise recommended, the exposed ground surface should then be scarified (6-inches minimum), watered or dried as needed, thoroughly blended to achieve near optimum moisture conditions, then thoroughly compacted to a minimum of 90 percent of the maximum density. 6.1 .2 Compacted fill should be placed in thin horizontal lifts. Each lift should -be watered or dried as needed, blended to achieve near optimum moisture conditions then compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a like manner until the desired finished grades are achieved. 6.1.3 When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:1 (horizontal: vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area. Keying and benching should be sufficient to provide at least 6-foot wide benches and a minimum of 4-feet of vertical bench height within the firm natural ground, firm bedrock or engineered compacted fill. No compacted fill should be placed in an area subsequent to keying and benching until the area has been reviewed by the Geotechnical Consultant. Material generated by the benching operation should be moved sufficiently away from the bench area to allow for the recommended review of the horizontal bench prior to placement I I I 1 LI I H I I I I I I I I I LI Standard Guidelines Page 9 for Grading Projects fill. Typical keying and benching details have been included within the accompanying Standard Details. 6.1.4 Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a false slope, benching should be conducted in the same manner as above described. At least a 3-foot vertical bench should be established within the firm core adjacent approved compacted fill prior to placement of additional fill. Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved. 6.1.5 Fill should be tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should conform to accepted test methods. Density testing frequency should be adequate for the geotechnical consultant to provide professional opinions regardings fill compaction and adherence to recommendations. Fill found not to be in conformance with the grading recommendation should be removed or otherwise handled as recommended by the Geotechnical Consultant. 6.1.6 The Contractor should assist the Geotechnical Consultant and/or his representative by digging test pits for removal determinations and/or for testing compacted fill. 6.1.7 As recommended by the Geotechnical Consultant, the Contractor may need to remove grading equipment from an area being tested if personnel safety is considered to be a problem. 6.2 MOISTURE 6.2.1 For field testing purposes "near optimum" moisture will vary with material type and other factors including compaction procedure. "Near optimum" may be specifically recommended in Preliminary Investigation Reports and/or may be evaluated during grading. 6.2.2 Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted Standard Guidelines Page 10 for Grading Projects I fill should be processed by scarification, watered or dried as needed, thoroughly blended ' to near-optimum moisture conditions, then recompacted to a minimum of 90 percent of laboratory maximum dry density. Where wet, dry, or other unsuitable materials exist to I depths of greater than one foot, the unsuitable materials should be overexcavated. 6.2.3 Following a period of flooding, rainfall or I overwatering by other means, no additional fill should be placed until damage assessments have I been made and remedial grading performed as described under Section 5.6 herein. 6.3 FILL MATERIAL 1 6.3.1 Excavated on-site materials which are considered suitable to the Geotechnical Consultant may be utilized as compacted fill, I provided trash, vegetation and other deleterious materials are removed prior to I placement. 6.3.2 Where import fill materials are required for use on-site, the Geotechnical Consultant should I be notified in advance of importing, in order to sample and test materials from proposed borrow sites. No import fill materials should be delivered for use on-site without prior I sampling and testing notification by Geotechnical Consultant. I 6.3.3 Where oversized rock or similar irreducible material is generated during grading, it is recommended, where practical, to waste such material off-site or on-site in areas I designated as "nonstructural rock disposal areas". Rock placed in disposal areas should I be placed with sufficient fines to fill voids. The rock should be compacted in lifts to an unyielding condition. The disposal area should be covered with at least three feet of I, compacted fill which is free of oversized material. The upper three feet should be placed in accordance with the guidelines for I compacted fill herein. 6.3.4 Rocks 12 inches in maximum dimension and I fill, smaller may be utilized within the compacted they are in such a manner provided placed I I Standard Guidelines Page 11 I for Grading Projects 1 that nesting of the rock is avoided. Fill should be placed and thoroughly compacted over I and around all rock. The amount of rock should not exceed 40 percent by dry weight retained on the 3/4-inch sieve size. The 12-inch and 40 percent recommendations herein may vary as 1 field conditions dictate. 6.3.5 Where rocks or similar irreducible materials of greater than 12 inches but less than four feet I of maximum dimension are generated during grading, or otherwise desired to be placed I within an engineered fill, special handling in accordance with the accompanying Standard Details is recommended. Rocks greater than four feet should be broken down or disposed I off-site. Rocks up to four feet maximum dimension should be placed below the upper 10 feet of any fill and should not be closer than 20-feet to any slope face. These recommen- I dations could vary as locations of improvements dictate. Where practical, oversized material I should not be placed below areas where structures or deep utilities are proposed. Oversized material should be placed in windrows on a clean, overexcavated or unyielding l compacted fill or firm natural ground surface. Select native or imported granular soil (S.E. 30 or higher) should be placed and thoroughly flooded over and around all windrowed rock, I such that voids are filled. Windrows of oversized material should be staggered so that 1 successive strata of oversized material are not in the same vertical plane. 6.3.6 It may be possible to dispose of individual I larger rock as field conditions dictate and as recommended by the Geotechnical Consultant at the time of placement. 1 6.3.7 The construction of a "rock fill" consisting primarily of rock fragments up to two feet in maximum dimension with little soil material may I be feasible. Such material is typically generated on sites where extensive blasting is required. Recommendations for construction of I . rock fills should be provided by the Geotechnical Consultant on a site-specific basis. I I I Standard Guidelines Page 12 for Grading Projects I 6.3.8 During grading operations, placing and mixing the materials from the cut and/or borrow areas may result in soil mixtures which possess I unique physical properties. Testing may be required of samples obtained directly from the fill areas in order to determine conformance I with the specifications. Processing of these additional samples may take two or more working days. The Contractor may elect to move the operation to other areas within the project, or I may continue placing compacted fill pending laboratory and field test results. Should he elect the second alternative, fill placed is I done so at the Contractor's risk. 6.3.9 Any fill placed in areas not previously I reviewed and evaluated by the Geotechnical Consultant may require removal and recom- paction. Determination of overexcavatioris should be made upon review of field conditions I by the Geotechnical Consultant. 6.4 FILL SLOPES 1 6.4.1 Permanent fill slopes should not be constructed steeper than 2:1 (horizontal to vertical), I unless otherwise recommended by the Geotech- nical Consultant and approved by the regulating agencies. I 6.4.2 Fill slopes should be compacted in accordance with these grading guidelines and specific report recommendations. Two methods of slope I compaction are typically utilized in mass grading, lateral over-building and cutting back, and mechanical compaction to grade (i.e. I sheepsfoot roller backrolling). Constraints such as height of slope, fill soil type, access, property lines, and available equipment will influence the method of slope construction and I compaction. The geotechnical consultant should be notified by the contractor what method will be employed prior to slope construction. Slopes utilizing over-building and cutting back should be constructed utilizing horizontal fill lifts (reference Section 6) with compaction equipment working as close to the edge as prac- tical. The amount of lateral over-building will vary as field conditions dictiate. Compaction testing of slope faces will be required and I Standard Guidelines I for Grading Projects Page 13 I reconstruction of the slope may result if testing does not meet our recommendations. 1 Mechanical compaction of the slope to grade during construction should utilize two types of compactive effort. First, horizontal fill lifts I should be compacted during fill placement. This equipment should provide compactive effort to the outer edge of the fill slope. Sloughing of fill soils should not be permitted to drift down I the slope. Secondly, at intervals not exceeding four feet in vertical slope height or the capability of available equipment, whichever is I less, fill slopes should be backrolled with a sheepsfoot-type roller. Moisture conditions of the slope fill soils should be maintained I throughout the compaction process. Generally upon slope completion, the entire slope should be compacted utilizing typical methods, (i.e. sheepsfoot rolling, bulldozer tracking, or I rolling with rubber-tired heavy equipment). Slope construction grade staking should he I removed as soon as possible in the slope compaction process. Final slope compaction should be performed without grade sakes on the slope face. 1 In order to monitor slope construction procedures, moisture and density tests will be I taken at regular intervals. Failure to achieve the desired results will likely result in a recommendation by the Geotechnical Consultant to overexcavate the slope surfaces followed by I reconstruction of the slopes utilizing over- filling and cutting back procedures or further compactive effort with the conventional backrolling approach. Other recommendations I may also be provided which would be commensurate with field conditions. 1 6.4.3 Where placement of fill above a natural slope or above a cut slope is proposed, the fill slope configuration as presented in the I accompanying Standard Details should be adopted. 6.4.4 For pad areas above fill slopes, positive I drainage should be established away from the top-of-slope, as designed by the project civil engineer. I Standard Guidelines I for Grading Projects Page 14 1 6.5 OFF-SITE FILL 1 6.5.1 Off-site fill should be treated in the same manner as recommended in the specifications for site preparation, excavation, drains, I compaction, etc. 6.5.2 Off-site canyon fill should be placed in preparation for future additional fill, as shown in the accompanying Standard Details. 6.5.3 Off-site fill subdrains temporarily terminated I (up canyon) should be surveyed for future relocation and connection. 6.6 TRENCH BACKFILL 1 6.6.1 Utility trench backfill should, unless other- wise recommended, be compacted by mechanical I means. Unless otherwise recommended, the degree of compaction should be a minimum of 90 percent of maximum density (ASTM D1557). I 6.6.2 Backfill of exterior and interior trenches extending below a 1:1 projection from the outer edge of foundations should be mechanically I compacted to a minimum of 90 percent of the laboratory maximum density. I 6.6.3 Within slab areas, but outside the influence of foundations, trenches up to one foot wide and two feet deep may be backfilled with sand (S.E. > 30), and consolidated by jetting, flooding or I by mechanical means. If on-site materials are utilized, they should be wheel-rolled, tamped or otherwise compacted to a firm condition. For minor interior trenches, density testing I may be deleted or spot testing may be elected if deemed necessary, based on review of I backfill operations during construction. 6.6.4 If utility contractors indicate that it is undesirable to use compaction equipment in I close proximity to a buried conduit, the Contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conduit with clean, granular I material, (S.E. > 30) which should be thoroughly moistened in the trench, prior to I I Standard Guidelines Page 15 I for Grading Projects initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review of the ' Geotechnical Consultant at the time of construction. I 6.6.5 In cases where clean granular materials are proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to review by the Geotechnical Consultant. 6.6.6 Clean granular backfill and/or bedding are n o t I recommended in slope areas unless provisions are made for a drainage system to mitigate the potential build-up of seepage forces and I piping. DRAINAGE 1 7.1 Canyon subdrain systems recommended by the Geotechnical Consultant should be installed in accordance with the Standard Details. 1 7.2 Typical subdrains for compacted fill buttresses, slope stabilizations or sidehill masses, should be installe d I in accordance with the specifications of the accompanying Standard Details. 7.3 Roof, pad and slope drainage should be directed away from slopes and areas of structures to disposal areas via suitable devices designed by the project civil engineer (i.e., gutters, downspouts, concrete swales, I area drains, earth swales, etc.). 7.4 Drainage patterns established at the time of fine I grading should be maintained throughout the life of the project. Property owners should be made aware that altering drainage patterns can be detrimental t o I slope stability and foundation performance. SLOPE MAINTENANCE I 8.1 LANDSCAPE PLANTS In order to decrease erosion surficial slope stability I problems, slope planting should be accomplished at th e completion of grading. Slope planting should consist of deep-rooting vegetation requiring little waterin g . A Landscape Architect would he the test party to I consult regarding actual types of plants and planting configuration. I I I Standard Guidelines Page 16 for Grading Projects I I 8.2 IRRIGATION 8.2.1 Slope irrigation should be minimized. If I automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during I periods of rainfall. 8.2.2 Property owners should be made aware that overwatering of slopes is detrimental to slope I stability and may contribute to slope seepage, erosion and siltation problems in the subdivision. I I I Li I I I I I Rev 5/88 I I I 15' MINIMUM I I I 4' DIAMETER PERFORATED PIPE BACKDRAIN 4' DIAMETER NON-PERFORATED PIPE LATERAL DRAIN I I I I I I I I I I I I I SLOPE PER PLAN 2.0% BENCHING H/2 --f----- -- PROVIDE BACKDRAIN PER BACKDRAIN DETAIL. AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR SLOPE IN EXCESS OF 40 FEET HIGH. KEY-DIMENSIONSPER SOILS ENGINEER TYPICAL BUTTRESS OR STABILIZATION FILL DETAIL JOB NO.: DATE: FIGURE: 04-8457-001-00-00 NOVEMBER 1990 1. I I I I I I I I 1 I I I I I I I I I I NATURAL GROUND PROPOSED GRADING COMPACTED FILL 1.5 PROVIDE BACKDRAIN PER-.! W. PiA'Af BACKDRAIN DETAIL. AN ADDITIONAL BACKDRAIN "-BASE WIDTH W DETERMINED AT MID-SLOPE WILL BE REQUIRED FOR BACK TH SLOPES IN EXCESS OF 40 FEET HIGH. LOCA- BY SOILS ENGINEER lIONS OF BACKDRAINS AND OUTLETS PER SOILS ENGINEER AND/OR EN- GINEERING GEOLOGIST DURING GRADING. TYPICAL SHEAR KEY DETAIL JOB NO.: 04-8457-001-00-00 1DATE: NOVEMBER 1990 FIGURE: 2 2' MINIMUM OVERBURDEN (CREEP-PRONE) PROVIDE BACKDRAIN PER BACKDRAIN DETAIL. LOCATION OF BACKDRAIN AND OUTLETS PER SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING EQUIPMENT WIDTH (MINIMUM 15') I I I I I I I I I I I I I I I I I I I OVER EXCAVATE FINAL LIMIT OF DAYLIGHT EXCAVATION LINE FINISH PAD OVEREXCAVATE- 3' AND REPLACE WITH COMPACTED FILL 20' MAXIMUM 1 /1 SOUND BEDROCK TYPICAL BENCHING DAYLIGHT SHEAR KEY DETAIL JOB NO.: IDATE: IFIGURE: I I I BENCHING FILL OVER NATURAL SURFACE OF FIRI EARTH MATERIAL I FILL SLOPE I I if I 5' MIN. 4 TYPICAL 10' MIN. (INCLINED 2% MIN. INTO SLOPE) BENCHING FILL OVER CUT SURFACE OF FIRM FINISH FILL SLOP EARTH MATERIAL IFINISH CUT OPE TYPICAL / 15' MIN. OR STABILITY EQUIVALENT PER SOIL ENGINEERING (INCLINED 2% MIN. INTO SLOPE) BENCHING FOR COMPACTED FILL DETAIL JOB NO.: IDATE: IFIGURE: I I I I I I I I I I I I TEMPORARY FILL LEVEL 2% MINIMUM GRADIENT A ] '-4' MINIMUM APPROVED \- DETAILA-A 4 MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIRE— MENTS DURING GRADING PERFORATED PIPE** (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET \—BENCH INCLINED TOWARD DRAIN TYPICAL BENCHING FINISH SURFACE SLOPE 3 FT3 MINIMUM PER LINEAL FOOT APPROVED FILTER ROCK* I I I I I COMPACTED FILL OMPACTED 4' MINIMUM DIAMETER BACKFILL APPROVED SOLID OUTLET PIPE 12' MINIMUM COVER 12' MINIMUM--/*FILTER ROCK TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE PERCENTAGE PASSING **APPROVED PIPE TYPE: is 100 3/4• 90-100 SCHEDULE 40 POLYVINYL CHLORIDE 3/8' 40-100 (P.V.C.) OR APPROVED EQUAL. NO.4 25-40 MINIMUM CRUSH STRENGTH 1000 PSI. NO.30 5-15 NO.50 0-7 NO.200 0-3 TYPICAL BACKDRAIN DETAIL JOB NO.: DATE: FIGURE: 04-8457-001-00-00 NOVEMBER 1990 5 I I I I I I I I I I I I I I FINISH SURFACE SLOPE MINIMUM 3 FT3 PER LINEAL FOOT OPEN GRADED AGGREGATE* TAPE AND SEAL AT CONTACT COMPACTED FILL DETAIL A-A TEMPORARY FILL LEVEL 12"-4 I MINIMUM I * NOTE: AGGREGATE TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE SIZE PERCENTAGE PASSING 1 1/2" 100 1" 5-40 3/4" 0-17 3/8" 0-7 NO. 200 0-3 BACKDRAIN DETAIL (GEOFABRIC) JOB NO: DATE:' FIGURE: 04-8457-001-00-00.NOVEMBER 1990 6 El I I I I I I I 1 I I I I I I I I I I 2% MINIMUM GRADIENT A-i 4" MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIREMENTS TYPICAL BENCHING '- SUPAC 8-P FABRIC OR J APPROVED EQUAL ¼_.._ " MINIMUM APPROVED PERFORATED PIPE (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET BENCH INCLINED TOWARD DRAIN MINIMUM 12" COVER COMPACTED BACKFILL ,- MINIMUM 4" DIAMETER APPROVED / SOLID OUTLET PIPE SUPAC 5-P FABRIC OR APPROVED EQUAL SLIPAC 8-P FABRIC— OR APPROVED EQUAL FIGURE: IL JOB NO.: 1 04- GEOFABRIC SUBDRAIN I DATE: CANYON SUBDRAIN DETAILS r—SURFACE OF I FIRM EARTH \COMPACTED FILL /// I, TYPICAL BENCHING / REMOVE UNSUITABLE - MATERIAL INCLINE TOWARD DRAIN SEE DETAILS BELOW TRENCH DETAIL 6 0 MINIMUM OVERLAP MINIMUM 6 FT3 PER LINEAL OPTIONAL V-DITCH DETAIL Jj' FOOT OF APPROVED DRAIN MATERIAL DRAIN MATERIAL SHOULD eo MINIMUM OVERLAP'\ CONSIST OF MINUS 1.5, L MINUS 1', OR MINUS .75 24- CRUSHED ROCK MINIMUM+ -24'\ —MINIMUM 6 FT3 PER LINEAL FOOT MINIMUM \ OF APPROVED DRAIN MATERIAL 80°TO 900 ADD MINIMUM 4 DIAMETER APPROVED PERFORATED PIPE WHEN LARGE FLOWS ARE ANTICIPATED APPROVED PIPE TO BE SCHEDULE 40 POLY-VINYL- CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 psi. I I I I 111 I I I I I I El I I I I I I I I FINAL GRADE I TOE OF SLOPE SHOWN ON GRADING PLAN I I FILL - - O'J - - - 4. - 10' TYPICAL BENCH WIDTH VARIES - / FILL COMPETENT EARTH 41 MATERIAL - / - I 1 I 1 - - I - - - - - I MINIMUM DOWNSLOPE / KEY DEPTH I LIMIT OF KEY EXCAVATION I I I I 5%- TYPICAL BENCH 15' MINIMUM BASE KEY WIDTH \ HEIGHT PROVIDE BACKDRAIN AS REQUIRED PER RECOM- MENDATIONS OF SOILS ENGINEER DURING GRADING WHERE NATURAL SLOPE GRADIENT IS 5:1 OR LESS, BENCHING IS NOT NECESSARY. HOWEVER, FILL IS NOT TO BE PLACED ON COMPRESSIBLE OR UNSUIT- ABLE MATERIAL. FILL SLOPE ABOVE NATURAL GROUND DETAIL JOB NO.: IDATE: IFIGURE -001-00-00 I 1 NOVEMBER 1990 8 - - - - - - - - - - - - - - - = - - - *NOTE: CUT SLOPE PORTION SHALL BE MADE PRIOR TO PLACEMENT OF FILL FILL SLOPE ABOVE CUT SLOPE DETAIL JOB NO.: DATE: FIGURE: 04-8457-001-00-00 1 NOVEMBER 1990 1 19 GENERAL GRADING RECOMMENDATIONS CUT LOT ----ORIGINAL - ..- GROUND - - - - - - - - - - - - - - - - -- TOPSOIL, COLLUVIUM AND WEATHERED BEDROCK .- - - - OVEREXCAVATE AND UNWEATHERED BEDROCK REGRADE CUT/FILL LOT (TRANSITION) COMPACTED FILL - TOPSOIL, _-COLLUVIUM AND _- ORIGINAL __--- GROUND .- - - 5'I. 1'3 OVEREXCAVATE AND REGRADE WEATHERED .- UNWEATHERED BEDROCK BEDROCK TRANSITION LOT DETAIL JOB NO.: DATE: FIGURE: 04-8457-001-00-00 NOVEMBER 1990 10 I I I I I I II I I 1 I I I I I I 1 I 1 BUILDING FINISHED GRADE j-CLEAR AREA FOR / FOUNDATION, UTILITIES, I' / AND SWIMMING POOLS I SLOPE FACE 0 0 0 1' 15' STREET, Q 15' WINDROW 5' OR BELOW DEPTH OF DEEPEST UTILITY TRENCH (WHICHEVER GREATER) TYPICAL WINDROW DETAIL (EDGE VIEW) GRANULAR SOIL FLOODED TO FILL VOIDS RIZONTALLY PLACED HO COMPACTION FILL / PROFILE VIEW ROCK DISPOSAL DETAIL JOB NO.: 04-8457-001-00-00 DATE: NOVEMBER 1990 FIGURE: 'l'l.•.• I I I I I I I I I I I I I I I I I L n fr CERTIFICATION OF COMPLIANCE CITY OF CARLSBAD Plan Check No. DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS CARLSBAD, CA 92009 (619) 438-1161 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 DIS CT: Carlsbad Unified San Marcos Unified 801 Pine Avenue 270 West San Marcos Blvd. Carlsbad, CA 92009 (434-0610) San Marcos, CA 92069 (744-4776) Encinitas Union Elementary San Dieguito Union High School 189 Union Street 710 Encinitas Boulevard Encinitas, CA 920 (944-4306) Encinitas, CA 92024 (753-6491) Proj e c t Applicant: APN: Project Address: - -4 --L/---D ._) .._ RESIDENTIAL: SQ. F . of living area 7- Z:)7 2SQ. Number of dwelling units S FT. of covered FT. of garage area COMMERCIAL! I DUSTRIAL\ SQ. FT. AREA Prepared By Date L-ey l 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, 1986. (other school fees paid) Other Residential Fee Levied: based on _______ sq. ft.@ Comm/Indust Fee Levied: based on sq. ft.@ N J Vi) ---+ . SchoolJDistrict Official Title Date AB 2926 and SB 201 fees are capped at $1.58 per square foot for residential. AB 2926 is capped at $.26 per square foot for commercial/ industrial. L('CARLSBA1Y UNIFIED SCHOOL DISTRICT CARLSBAD HIGH SCHOOL RECEIPT NO. VALLEY JUNIOR HIGH SCHOOL 04187 RECEIVED FROM r DATE I 1 ZSc FOR. USE OF SCHOOL FACILITIES/RENTALS $ REI'1BUREMNTS 1 'C(00 USE OF SCHOOL BUS $ $ DAMAGE TO SCHOOL PROPERTY $ $ DAMAGED OR LOST BOOKS $ _____________ INSURANCE SALE OF SURPLUS $ TELEPHONE COMMISSIONS $ TOTAL INCOMEL ABATEMENT LII ACCOUNTNO.L._ (9 _____-: - RECEIVED CASH CHECKJ" 4 ACCOUNT NO. ACCOUNTNO..__ . _...;. RCEIVEDBY ,\ •, BUILDING PERMIT Z :R91033 Project No: A30U18,i Development No: Str: Fl: Ste: 05/21/91 08:20 Page 1 of 1 Job Address: 2440 LORNA LN Permit Type: PLAN CHECK REVISION 2478 0/1/91 V001 01 O 22 Parcel No: 156-270-56--00 C-PiT 00 Valuation: 1,000 Construction Type: VN Occupancy Group: Class Code: Status: PENDING Description: ADD 4'X8' DECK AND METAL FP Applied: 05/21/91 FIREPLACE ICBO 3454 Apr/Issue: Validated By: CD Appl/Ownr STIEDE, CURT 619 723-9686 P0 BOX 3153 FALLBROOK, CA 92028 --- OWNER : ROBERT SNYDERZ /( f LiN OWNER 729 3626 2440 LORNA LN CARLSBAD, CA 2008 2 ** Fees Required Fees co1Iecd & Credits / Fees / boo / Adjustments: / ,, 00 'TotaI Cre1it \ 00 Total Fees I ''1J00 Tot alPymert \ 00 - - Balance Due 10,00 Fee description - Urt Fee/Unit Ext fee Data Plan Check Rev?sidn Fee > 1000 10.00 $ / 7 / \ N11C 0 10 oc a 0 I \ APPROVAL DATE/0 : 7/ CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad CA 92009 (619) 438-1161 PERMIT APPLICATION City of Carlsbad Building Department 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 1. PERMIT TYPE I A - 0 COMMERCIAL DNEW DTENANT IMPROVEMENT B - 0 INDUSTRIAL [-]NEW DTENANT IMPROVEMENT C - DRESIDENTIAL DAPARTMENT DCONDO [-]SINGLE FAMILY DWELLING DADDITION/ALTERATION []DUPLEX [I DEMOLITION []RELOCATION [-]MOBILE HOME DELECTRICAL DPLUMBING flMECHANICAL DPOOL DSPA []RETAINING WALL DSOLAR .SJOTHER_______________ 'I TI ng or Suite No. EST. VAL / 1 9l:/:? PLAN CX DEPOSIT_____________________________ VALID. BY DATE i cm Nearest Cross Streets LEGAL DESCRIPTION Lot No. Subdivision Name/Number Unit No. Phase No. CHECK BELW IF SUBMITTED: 02 Energy Calcs 02 Structural Calcs 02 Soils Report Dl Addressed Envelope ASSESSORS PARCEL EXISTING USE PROPOSED USE DESCRIPTION q; kcow t BLDG. SO. SQ. FIG. # OF STORIES CON T PE SON NAME ADDRESS ,q ¶0 Loy vø. CITY Ccqts I Q,, ATE ZIP CODE DAY TELEPHONE TU SIGNARE APPLICANT []CONTRACTOR 0 AGENT FOR CONTRACTOR DOWNER []AGENT FOR OWNER NAME ADDRESS CITY STATE ZIP CODE DAY TELEPHONE PROP 9WNER OWNER (4C) (,D.LESSEE [:]TENANTTY NAME ADDRESS CITY STATE ZIP CODE 0 DAY TELEPHONE CONTRACTOR NAME ADDRESS CITY STATE ZIP CODE DAY TELEPHONE STATE LIC. # LICENSE CLASS CITY BUSINESS LIC. # SIGNATURE TITLE DATE DESIGNER NAME ADDRESS CITY STATE ZIP CODE DAY TELEPHONE STATE LIC. # WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to selfinsure 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 the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. Q. INSURANCE COMPANY POLICY NO. EXPIRATION DATE Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE OWNER-BUILDER DECLARATION Owner-Builder Declaration: I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 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 Cede: 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.). 0 i, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Cede: 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 I am exempt under Section Business and Professions Cede 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 C] NO IF AllY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY KAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS NET ON IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. - CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 30970) Civil Cede). LENDER'S NAME LENDER'S ADDRESS APPLICANT'S SIGNATURE I certify that I have read the application and state that the above information is correct. I 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 LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH NAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT 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 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code). APPLICANT'S SIGNATURE DOWNER 9CONTRACTOR DBY PHONE APPROVED BY: DATE: WHITE: File YELLOW: Applicant PINK: Finance