Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
1195 TAMARACK AVE; ; 85-589; Permit
0 I hereby affirm that I am licensed under provisions-of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in tuft force and effect. Lic No ______________________ Class I.hereby affirm that I am exempt from the Contrac- lots License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or County which re-quires a permit to construct, utter, improve, demolish, or repair any structure, prior to its issuance also requires he ap-plicant for such permit to tile a signed statement that he is licensed pursuant to the provisions of the Contractors License Law (Chapter 9 commencing with Section 7000 01 Division 301 the Business and Professions Code) or that is ex- empt therefrom and the basis for the alleged exemption. Any violation 01 Section 7031.5 by an applicant for a permit sub' edo the applicant to a civil penalty of not more than live hun' _dred dollars ($500). O I, as owner 01 the property, or my employees with wages as their sole compunsation, will do the work, and the struc-ture is not intended or uttered for sale (Sec. 7044, Business and Pro lessions 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 intend- ed or offered for sale. It: however, the building or improve- ment is sold within one year of completion, the owner-builder will have the burden 01 proving that he did not build or im- prove lot the purpose 01 sale). 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 In an owner 01 property who builds or im- proves thereon, and who contracts lot each projects with a contractor(s) license pursuant to the Contractor's License Law). As a homeowner lam improving my home. and the follow-ing conditions exist: The work is being performedprior to sale. I have lived in my home for twelve months prior to completion 01 this work. I have not claimed this exemption during the last three years. lam exempt under Sec. __________________ . B& P.C. or this reason O thereby affirm that I have a cerfilicate of consent to sell-insure. or a certificate of Workers Compensation In. sarance. or a certified copy thereof (Sec. 3800. Labor Code) POLICY NO. COMPANY O Copy is tiled with the city 0 Certified copy is hereby furnished CERTIFICATE OF EXEMPTION FROM WORKERS COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars 151001 or less) O i certify that in the performance of the work for which this permit is issued. I shaft not employ any person in any manner so as to become subject to the Workers' Compen. sation Laws of California. NOTICE TO APPLICANT: If, after making this Certificate 01 Exemption. you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit skull be deemed revoked. [ 0 I hereby affirm that there is a construction lending agency for the performance Of the work for which this per. Lu mit is issued (Sec. 3097, Civil Code) Z Ui Lender's Name -J Lender's Address Z 0 '-I USE BALL POINT PEN ONLY & PRESS HARD APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. CARLSBAD BUILDING DEPARTMENT APPLICATION & PERMIT pd Carlsbad, California 92008-1989 (619) 438-5525 JOB ADDRESS AV. ST. RD. NEAREST CROSS ST. DATE OF APPLICATION BUSINESS LICENSE # VALUATION PERMIT NUMBER ~JZ 74 LOT BLOCK SUBDI VISION PARCEL CONTRACTOR CONTRACTORS ZONE .J I AS NO L SESSOR - e' (. , [CONTRACTOR's Wo\r4, OWNER'S NAME OWNER'S PHONE ADDRESS epo s~ \O4 LICENSE NO. PLAN 1.0, -BUILDING SO. FOOTAGE ' __________ OWNER'S MAILING ADDRESS DESIGNER ucs 1° DESIGNER'S PHONE - DESCRIPTION OF WORK - "4 0 SIGNER'S ADDRESS OA c —' LICENSE NO. F/P FLR ELEt, j NO I EDU - T1/1JI/b38 C I STORIES OCCGP vD NO - CENSUS TRACT GP LAND USE' PARKING SPACE , RES UNITS GRADING PERMIT ISSUED REDEVELOPMENT I TYPE DCC LOAD FIRE SPR .4% r AREA YO N' CONST I ' — \ Y 0 - I V- fJ I YO N Not Valid Unless Machine Certified — QTY. PLUMBING PERMIT- ISSUE -O QTY. MECHANICAL PERMIT- ISSUE SUMMARY/ACCOUNT NUMBER EACH FIXTURE TRAP • INSTALL FURN. DUCTS UP TO 100,000 BTU BUILDING PERMIT 001-810-00-00-8220 _L EAC.H BUILDING SEWER , . OVER 100,000 BTU SIGN PERMIT 001-810-00-00-8221 EACH WATER HEATER AID/OR VENT . BOILER/COMPRESSOR UP TO 3 HP PLAN CHECK 001-8 ) EACH GAS SYSTEM 1 TO 4 OUTLETS BOILER/COMPRESSOR 3.15 HP TOTAL PLUMBING -. EACH GAS SYSTEMS OR MORE . - ' METAL FIREPLACE 3 . ELECTRICAL EACH INSTAL.. ALTER, REPAIR WATER PIPE - ( VENT FAN SINGLE DUCT - MECHANICAL 001,81C0 EACH VACUUM BREAKER - .0 MECH EXHAUST - HOOD/DUCTS , MDBILEHOME I141000'00'8225 WATER SOFTNER ' , , RELOCATION OF EA FURNACE/HEATER MOBILEHOME PARK INSP EACH ROOF DRAIN INS(D); . — 111111 SOLAR TOT~YECHANICAL 'O.0 I . = STRONG MOTION FIRE SPRINKLERS 8iO0O-0O-8227 TOTAL PLUMBING I I = --C •' - - .. PUBLIC FACILITIES FEE 332-810-00-00-8930 OTY. TELECTRICAL PERMIT--ISSUE QTY. - SOLAR-ISSUE - 1 NEW CONST EA AMP/SWT'BKR COLLECTORS ' - SCHOOL FEE- DISTRICT I PH 3 PH . STORAGE TANKS . Carlsbad EXIST BLDG EA AMP/SWT/BKR ROCK STORAGE ' Encinitas 1 PH 3 PH . PUMP - San Ojeguio REMODEL:ALTER PER CIRCUIT ' PLAN CHECK FEE - San Marcos TEMP POLE. 200 AMPS ' OVER 200 AMPS . . , , — LICENSE TAX 001-810-00-00-8162 TEMP OCCUPANCY i30 DAYS) . , , M F F (f- 880-519-92-57 CREDIT DEPOSIT (.4S) lilTAL ELECTRICAL TOTAL SOLAR TOTAL FEES AY LE Q I HAVE CAREFULLY EXAMINED THE COMPLETED 'APPLICATION AND PERMIT" AND DO HEREBY Expiration Every permit issued by the Building official under the provisions of this A APSRM:T IS REQUIRED FOR EXCAVATIONS OVER I Code shall expire by limitation and become null and void If the building or work 0'tUtEEP AND DEMOLiTION OR CONSTRUCTION OF CERTIFY UNDER PENALTY OF PERJURY THAT ALL INFORMATION HEREON INCLUDING THE authorized by such permit is not Commenced within tOO days from the date of such DECLARATIONS .ARE,TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT IS I permit. or if the building or work authorized by such permit is suspended or STRUCTURES OVER STORIES IN HEIGHT ISSUED: TO COMPLY WITH ALL CITY. COUNTY AND STATE LAWS GOVERNING BUILDING CON abandoned at any time alt r the is commenced for a period of 180 days STRUCTION. WHETHER SPECIFIED HEREIN OR NOT. I ALSO AGREE TO SAVE INDEMNIFY AND NT' NAT R A */ CON TR AC TO DATE KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEOUENC QC PERMIT. E OF THE BY PHONE GRANTING OF THIS a) TYPE DATE INSPECTOR BUILDING FOUNDATION REINFORCED STEEL STEEL MASONRY GUN ITE OR GROUT SUB FRAME U FLOQR U CEI4ING SHEATHING Z,c OOF E-REAR 7 FRAME 7 EXTERIOR LATH INSULATION INTERIOR LATH & DRYWALL PLUMBING "SEWER AND BL/CO çico UNDERGROUN TE U WATER TOP OUT DWAITE UWATER TUB AND SHOWER tAN GAS TEST U WATER HEATER U SOLAR WATER ELECTRICAL U ELECTRIC UNDERGROUND UIUFFER ROUGH ELECTRIC 0 ELECTRIC SERVICE U TEMPORARY U BONDING U POOL MECHANICAL U DUCT & PLEM., U REF. PIPING HEAT - AIR COND. SYSTEMS VENTILATING SYSTEMS 71i' CALL FOR FINAL INSPECTION WHEN ALL APPi ITEMS ABOVE HAE BEEN APPROVED FINAL - PLUMBING ELECTRICAL MECHANICAL I GAS ' FIELD INSPECTION RECORD REQUIRED SPECIAL INSPECTIONS PECTIO REQ. IF INSPECTORS INS. N CHECKED APPROVAL DATE SOILS COMPLIANCE PRIOR TO FOUNDATION INSP STRUCTURAL CONCRETE OVER 2000 PSI PRESTRESSED CONCRETE POST TENSIONED CONCRETE FIELD WELDING HIGH STRENGTH BOLTS SPECIAL MASONRY- PILES CAISSONS INSPECTORS NOTES BUILDING SPECIAL CONDITIONS DATE: 5-9-86 UNIT NUMBER: PHASE NO.: NUMBER OF UNITS: 1 FINAL BUILDING INSPECTION PLAN CHECK NUMBER: PROJECT NAME: ADDRESS: 1195 Tamarack PROJECT NO.: TYPE OF UNIT: SFD CONTACT PERSON: Brook CONTACT TELEPHONE: 729-3965 INSPECTED DATE INSPECTED: APPROVED ______ DISAPPROVED ______ INSPECTED DATE BY: INSPECTED: _____________ APPROVED ______ DISAPPROVED INSPECTED DATE BY: INSPECTED: _____________ APPROVED. ______ DISAPPROVED COMMENTS: READY FOR ALL DEPARTMENTS - ,k{i9 :A4~' -. ;-v Rev. 1/86 WHITE: Suspen : Engineering .IlARY: Utilities PINK: Planning GOLD: Fire FINAL BUILDING INSPECTION PLAN CHECK NUMBER: 033 fjj PROJECT NAME: ADDRESS: 1195 Tamarack PROJECT NO.: _________________ UNIT NUMBER TYPE OF UNIT: SFD CONTACT PERSON: Brook CONTACT TELEPHONE: 7293965 DATE: - 5-9-86 PHASE NO.: NUMBER OF UNITS: - 1 INSPECTED DATE BY: ________________________ INSPECTED: APPROVED ______ DISAPPROVED INSPECTED DATE BY: _______________________ INSPECTED: APPROVED ______ DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED, ______ DISAPPROVED COMMENTS: READY FOR ALL' DEPARTUENTS Costa Real Municipal Water District Engineering Department Ok. (619)438-3367 5/i9/6 Rev. 1/86 WHITE: Suspense GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire FINAL BUILDING INSPECTION PLAN CHECK NUMBER: 85=589 DATE: 5986 PROJECT NAME: ADDRESS: 1195 Tamarack PROJECT NO.: UNIT NUMBER: PHASE NO.: _______________________ TYPE OF UNIT: SFD NUMBER OF UNITS: 1 CONTACT PERSON: Brook CONTACT TELEPHONE: 729-3965 INSPECTED DATE BY: INSPECTED APPROVEDÔ DISAPPROVED _____________ INSPECTED DATE BY: INSPECTED: APPROVED ______ DISAPPROVED INSPECTED DATE BY: INSPECTED: ____________ APPROVED ______ DISAPPROVED / -COMMENTS: READY FOR ALL DEPARTMENTS 0/ Rev. 1/86 WHITE: Suspense GREEN: Engine- NARY: Utilities INK: Planning GOLD: Fire ESGW CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (6 19) 560- 1468 DATE APPLICANT JURISDICTION: PLAN CHECK NO PROJECT ADDRESS C,LS ílD :c7$- 1/ 7 7 /Lfj. t rn) JURISDICTION PLAN CHECKER fIJ FILE COPY UPS LI DESIGNER PROJECT NAME: 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 fl with the jurisdiction's building codes when minor deficien- cies identified - are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is the jurisdiction's copy for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. E The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: Telephone REMARKS: BY: ENCL: ESGIL CORPORATION D APPLICANT JURISDICTION PLAN CHECKER flFILE COPY UPS DESIGNER DATE: JURISDICTION: PLAN CHECK NO: gc-. sç ESGIL CORPORATION 9320 C1IESAI'EAKE DR.. SUITE 208 SAN DIEGO, CA 92123 (6 19) 560- 1468 PROJECT. ADDRESS: //15T 7-i-7/2ACfr ,t7L"& PROJECT NAME: The.plans transmitted herewith have been corrected where El necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply D with the jurisdiction's building codes when minor deficien- cies identified . . are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies 19 identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is the jurisdiction's copy for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: rm 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 # REMARKS: BY:IWE OLitA)T ENCL: ESGIL CORPORATION it' of arL JURISDICTION: DAT!____________ PROJECT ADDRESS x 1t c: ç- flr1l4y4 /2/?Ck. ,q i,'5 TO:'9 17 Jjt'/ Thh'I.S 0 APPLICANT COPY CITY COPY D PLAN CHECKER COPY Submit fully dimensioned plot plan drawn to scate showing locscion 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 and approximate finish floor elevations for all structures and show elevations at all corners. Sec. 302(5)7. All Indicate distance from renter-line of Street or alley to property tine and distance from curh to property tin.. Sec. 302(b)7 Plans, specifications and calculations shall be signed bys California State licensed engineer or architect. (California Business and Professions Code) B. FTRr pROTtCTrol i 0 1/.*- C.A4 E L 5 UP I--) PLAN CCRAECITON SifT!? SINCI.! FAMILY AND DUP(2X DWTLLflCS Plan Check No._________________________________ lato plans received by jurisdiction Data plans received by plan 'checker Data initial plait check completed. J'-'/á7 by POREWORD: ptst READ TeL (619) 560146Z) Plan check l.s 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 enforced by the Planning Department, Engineering Department or other departments. The items circled below need clarification, modification or change. All circled items have tc be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), 4.9.71- Uniform Building Cod.. 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 plait sets that may have been returned to you by the jurisdiction. to: L--/L C0/7T/0/lJ 'To facilitate rechecking, please identify, next to each circled item, the sheet of the plans upon which each correction on this sheet has been made and return this check Sheet with the revised plans. K Indicate on plans the name of the legal owner and name of person responsible for the preparation If the plans. Sec. 302(b) Walls closer than 3 feet to property lines shall be one-hour fire-rated construction, have no openings, and shall have 30 inch parapets when the building floor area exceeds 1.000 square feet on any floor. (Table S-A Sec. 1709(a) 4' Projections, including eaves, may not extend more than 12 inches into the 3 foot setback from the property line. Sec. 1710 and Sec. 304(b) Projections, including eaves, shall be one-hour fire-resistive construction, heavy timber or of non-combustible material if they project into the 3 setback area from the property line. Sec. 1710 /1"-"'Show location of permanently wired smoke detector. Sec. 1210 C. ROOM SiltS, trcwr, VtNrIr.xrIOMS AND CLAZINC Ono room must contain a minimum of 150 square " feet of superficial floor area. Sec. 1207(b) Habitable rooms, other than kitchens, shall contain at least 70 square feet of floor area. Sec. 1207(b) Window area must be at least 1/10 of the floor area and a minimum of 10 square feet per Sec. 1207(a). Appears to be deficient in $. Openable window area must be 1/20 of the I floor ares and a minimum of S square feet. In bathrooms, laundry rooms and similar rooms. Minimum is 1.3 sq.ft. (Eec.1205(a) One-half of all required window area must be openabl. in Provide mechanical ventilation capable of ' providing five air changes per hour in bathrooms, water closet compartments, laundry rooms and similar rooms if required windows are not provided. Sec. 1203(a) 4'. No habitable room, other than a kitchen, shall be less than 7'0 in any dimension. Sec. 1207(c) Show that culling height for habLtbl• rooms is a minimum of Sec. l77(a) Show ceiling height for laundry rooms, hallways, corridor-s, and bathrooms is a minimum of 70'. Sec. 1207(a) Provide 30" clear width for water closet compartments and 24' clearance in front of water closet. Sec. 1711(b) No cooking room shall be used for sleeping purposes, unless comolying as an efficiency living unit. Sec. 1208 Specify safety glazing for glazing in hazardous locations such as glass doors, glazing adjacent to such doors and glazing adjacent to walking surfaces. Sec. 5406 6j) Glazing in shower and tub enclosures (including windows) shall be tempered, laminated or approved plastic. - - Sec. 1711 (f)g) 38" 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. Sec. 1204 Eaves and cornices may not project into a required yard more than 2 inches for each foot of yard width if required windows open into the yard. Sec. 1206(d) 4(. A mezzanine is an intermediate floor and may not have a floor area exceeding 33 1/3 percent of the total floor- area in the room below, and the mezzanine floor must have a clear height of 7 feet, above and below,and must have 65% of the Long side open to the room below. The loft you show does not comply as a mezzanine floor and is, by Building Code definition, a story______________________________ D. EXITS, STAIRWAYS, AND RAILINGS Floors above the second story shall have not less than 2 exits. Sec. 3302(a) Required exit doorways shall be not less than 36 in width and not less than 6 --a- in height, and shall be capable of opening at least 90 degrees. Sec. 3303(e) 44. Provide 36" high protective railing for porches, balconies, and open sides of landings. Maximum opening between railings shall be less than 9". Sec. 1716 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 ,..4( Provide stairway and landing details. Sec. 3305(b) & (c( Maximum rise 8 and minimum run is 9". Minimum head room is 6'-6". Minimum width is 30". - - Handrails shall satisfj the following: Provide handrail for stairways over 30" high when serving a single dwelling. Title 24, Sec. T25-22(b) Handrail shall be 30 to 34" above the nosing of treads. Sec. 3305(j) - Handrail projecting from a wall shall have a space not Less than 1 1/2' between the wall and the handrail. The hand grip portion of handrail shall be not less than 1 1/4' nor more than 2' in cross-sectional dimension. Sec. 3305(j) (see attached) Every stairway landing shall have a dimension, measured in the direction-of travel, at least equal to the stairway width. Sec. 3305(g) A door may open over a stairway landing provided the door, in any position, does not reduce the clear area of the landing, in the direction of stairway travel, to less than one-half the required width of the stairway. Sec. 3305(g) A door may open inward at the top step of a stairway provided the too step is not more than 7 1/2' lower than the floor level. Sec. 3303(i(2 4'. Provide details of winding stairway. a. Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from the side of the stairway. S. Maximum rise is 9 inches. c. Minimum width is 30 inches. Sec. 3305(d) (see attached) IMA Provide spiral stairway details: Minimum run is 7 1/2 inches at a point from where the tread is the narrowest. Maximum rise is 9 1/2 inches. C. Minimum headroom is 6 feet 6 inches. Sec. 3305(f) (see attached) Sprial stairways may not be used for required exits when the area served is greater than 400 sq. ft. Sec. 3305(f) 0'. Spiral stairways must have a clear walking space of 26 inches between the column and handrail. Sec. 3305(f) Provide I.C.8.O. Reasearch 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 shall be done under special inspection per the approved fabrication plans. Sec. 306(a(48 and Sec. 306(f) In buildings over 2 stories in height, provide 3/4 hour fire-rated assemblies for all openings in the exterior wall below or within 10 feet horizontally of an exterior stair- way. An exit balcony with 2 separated stairways is exempt. Sec. 3305 $'. Exterior stairways shall not project into the 3 foot setback from the property Lines. Sec. 3305(n) The walls and soffits of the enclosed useable space under interior stairs snail be protected on the enclosed side 33 required for one-hour fire-resistive construction. Sec. 3305(m) - 2- Minimum construction soecifications shall be made a tart of the approved plans. (See attached) E. ROOFING X. Specify roof pitch. Roof pitch is not adequate for roof type specified. Specify minimum pitch of__________ . Specify roof material and application. 73. Specify t.C.3.0. approval number for roof materials not covered in USC. 7.*. Specify roof slope for drainage or design to support accumulated water. Sec. 3207(a) ,?. Show roof drains and overflows. Sec. 3207(a) 75... Provide skylight details to show compliance .' with Sections 3401 and 3207 or provide ICSO approval number. 1-11 Provide plastic roof panel details to show compliance with Section 5206 or provide IC30 number. .8 Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attice area if at least 501 of the required vent is at least 3 feet above ceiling joists. Sec. 3205(c) H. MASONRY dfr~. Provide fireplace Construction details or note construction to be per attached fireplace standard drawing. Sec. 3707 Show veneer support and connections comply with Sec. 3002, 4,5,6, and Sec. 2516(a) regarding ties and *9 wire in horizontal joints or note construction to be per attached sheets 30-1 or 30-2. )8. Show height and construction details of all masonry walls. Chapter 24 Note that cleanout openings shallLe-provided at the bottom of all cells to be grout filled over 4' in a single pour. Cleanout shall be sealed before grouting, after inspection. Sec. 2415 Show floor and roof connections to masonry walls. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Sec. 2310 'I. Provide material specifications for mortar, grout, masonry and reinforcing steel. Sec. 2403 pi. Show how masonry house walls retaining earth are to be waterproofed. Provide detail. Note that special inspection of the masonry will be required for___________________________ C. GARAGE AND CARPORTS 0.Garage requires one-hour fire protection on the garage side of walls and ceilings common to the duelling. Table 5-8 Sec.503(b) )l.All elements supporting floor above garage to have one-hour fire-resistive protection on the garage side. Sec. 503. Beams and posts, not within the wall or ceiling con- struction, must comply with USC. Table 43-A, or be minimum 6 dimension beam and minimum 8 by 8 post. 2. Show I 3/8'S solid core self-closing door for ooer.ic.gs between garage and dwelling. Sec. 503(d) 19,3. Garages are not permitted to open into ( a room used for sleeping purposes. Sec. 1104 14. Openings between carport and residence require self-closing doors and stationary windows. Sec. 1214 l. Show garage framing section, site of header over garage opening, lateral cross bracing at plate line and method of bracing garage front. Chapter 23 NOTE: Minimum plywood diaphragm ratio is 3 1/2 to I or 2'8'. Table 24-1 lfi'. Doors between dwellings and attached garages may swing in either direction provided the difference in floor elevaticn between the dwelling and garage does not exceed 7 1/2 inches and provided the door is not used as the primary means of egress from the building. If the difference in floor elevation exceeds 7 1/2 inches, or if the door is used as the primary means of egress from the building, additional steps or landing must be provided in accordance with stairway requirements, and the door must not suing over the depressed level. (see 3303)i)2 and 3305 )g). Provide 18 raised platforms for any FAU, water heater, or any other device which may generate a flame or spark. l79. Note that continuous fire wail protection shall be installed behind raised platform(s) prior to framing platform. H. FOUNDATION REQUIREMENTS Note on plans thatA soils engineer shall evaluate any unanticipated uncompacted fill or expansive soil or other soil problems disclosed during construction". Sec.306(a)12. (Ij1 Submit soils classification determination by a licensed engineer or architect based on observation, tests, borings, or excavations, and containing comments on the degree of expansiveness, compressibility and bearing value. Sec. 2905 Note on the plan the soils classification. whether or not the soil is expansive, and note the allowable bearing value. Sec. 2905 LZ. The foundation plan does not comply with ' the soil report recommendation for this project Provide notes on the foundation plan listing the soils report recommendations for foundations. slab and building pad preparation. 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: I. the building pad was prepared in accor- dance with the soils report: the utility trenches have been properly backfilled and compacted, and: the foundation excavations, forming and reinforcement comply with the soils report and approved plan. Provide spread footings for concentrated loads designed for 1,000 PSF soil bearing or per bearing value as determined by an engineer or architect. Chapter 29 Show height of all foundation walls. Chapter 23 J?2". Show height of retained earth on all foundation wails. Chapter 23 Shcw 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" above finish grade: Sec. 2417(c) 7. Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Sec. 2905(f) Dimension foundation per Table 29A. TABLE NO. 29.A—FOUNDAT)CNS FOR STUD BEARING WALLS—MINIMUM REGUIREMENTS DEPTH OF FOUNDATION WIDTH THICKNESS BELOW NUMBER THICKNESS OF OF OF NATURAL OF FOUNDATION WALL FOOnNO FOOTING SURFACE STORIES (inches) IncC.I) (Inches) OF GROUND • AND FINISH CONCRETE . UNIT MASONRY GRADE (Inches) 1 6 6 12 6 12 2 8 8 15 7 18 3 10 10 15 8 24 NOTES: Where unusual conciitioun or frost conditions are found, footings and Foundations ihall be as required in Section 9O7 Cal. The ground under the floor may be excavated to the elevation of the top of the foosint. 4. Show foundation sills to be pressure treated, or equal. Sec. 2517(c) 3. - 1%3. Show foundation bolt size and spacing. Sec. 2907(e) Specify size, ICBO number and manufacturer of power driven pins. Show edge and end distance and spacing. 5cc; 306(f) Show size, imbedment and location of hold down anchors on foundation plan. Sec. 2312(f) (06 Note on plan that hold down anchors must be tied in place prior to foundation inspection Sec. 2312(f) Show adequate footings under all shear walls. Sec. 2311(e) Show stepped footings for slopes steeper than 1:10. Sec. 2907(c) Show minimum 18" clearance from grade to bottom of floor joists and minimum 12' clearance to bottom of girders. Sec. 2517 Show pier size, spacing and depth into undisturbed soil. Table 29-A Show minimum under floor access of 18"x 24". Sec. 2517 1,41 Show minimum under floor ventilation equal to 1 1/2 sq. ft. for each 25 lineal feet of exterior foundation with openings as close to corners as practicable to provide cross ventilation on at least two approximate- ly opposite sides. Sec. 2517 I. FRAMING Iy6. Show all joists, rafters, beams, and posts 2 to 4 thick to be No. 2 Grade Douglas Fir-Larch or better. All posts and beams 5' and thicker shall be No. I Grade Douglas Fir-Larch or better. (Table 25-A-I) Show wall bracing. Every exterior wood Stud wall and main cross partition shall be braced at each end and at least every 25 feet of length with 1x4 diagonal let-in brace or equivalent. Sec. 2518(g)5 Note cross bridging or blocking. Flcor joists and rafters more than 12" in depth and spanning more than 8 feet snaIl be supported laterally by bridging at intervals not exceeding 8 feet. Sec. 2506ig( lJ. Show blocking at ends and at supports of floor joists.. and for rafters at exterior walls. Sec. 2506(g) 1,74. Show solid blocking at ridge line and at exterior walls on trussed roofs. Sec. 2506(g) 1,0. Show double joists. Floor joists shall be doubled under bearing partitions running parallel with the joists. Sec. 2518(d) 5 1p. Show rafter ties. Rafter ties shall be spaced not more than 4 feet cn center where rafters and ceiling joists are not parallel. Sec. 2518(h) 14. Show rafter purlin braces to be not less than 45 decrees to the horizontal. Sec. 2518(1( 1$'. Show 1/2" minimum clearance between top place of interior partitions and bottom chord of trusses. (To ensure Loading will be as designed. Show double top plate with minimum 48" lap splice. Sec. 2518(g)4 Show nailing will be in compliance with Table 25-P. Provide fire stops between stories, between top story and roof space, at ceilings and floor levels in interior and exterior walls, in mansard roof or eyebrow so no concealed or furred space is greater than 10 horizontally or vertically, between stair stringers at top and bottom and between studs along and in line with stair run adjoining stud walls and partitions, at perimeter of sliding door pockets, between chimney and wood frame using metal or incombustibles for the fire stop and at other places that could afford passage of flame. Sec. 2517(f) l32 Show stud size and spacing. Maximum allow- able stud heights: 2'x4"8 16' is 14'; 3"x4"&2"x6'9 16"o.c. is 20'. Sec. 2518(g)2 )X'i. Note an A.LT.C. Certificate of Compliance for glued laminated wood members shall be given to the Building Inspector prior to erection. Sec. 306(f) 114. Detail all post to beam and post to footing " connections. Sec. 2517(c) 4 l% Specify nail size and spacing for all / shear walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. (Tables t,J,i. Show 3"x4" or 2"x6" studs in first story of three story building. Sec. 2518(f) Provide truss details and truss calculations. i)(. Provide roof framing plan. Sec. 302(a)7 Provide framing sections through______________ Section 302(a) 7 Specify all header sizes for opening over 4' wide. Sec. 2518(g) 7 Provide calculations for__________________ Section 302(a) 7 In areas subject to water splash and in exterior locations, wood columns and posts shall be supported by piers projecting at least 2" above the finished grade and shall bear on a metal base plate or treated wood unless the columns or posts are foun- dation grade redwood or cedar. Sec. 2517(c)4 (03 Show location of attic access with minimun site 22" x 30". Sec. 3205 14. Show draft separation for attic areas in excess of 3.000 sg.ft. Sec. 3205 Show draft separation for space between dropped ceilings and figor above in excess of 1.000 sq.ft. Sec. 2517 19. Soecify plywood grade and panel indenti- fication index. Table 25-J 11. When roof pitch is less than 3:12, design ridge as a beam. . Sec. 2518 (h) L19'. Wood shear walls shall not be used to resist horizontal forces contributed by masonry in buildings over one story in height. Sec. 2516(b) 1,. Gypsum lath and plaster, gypsum sheathing board and gypsum wallboard shall not be used in vertical diaphragms to resist forces imposed by masonry or concrete construction. Table 47-I 11916. If cripple wall studs are less than 14" framing shall be solid blocking. Sec.2513(g(6 'I. Cripple wall studs exceeding 4 feet in height shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Sec. 2513(g)6 Show plywood sheathing over exposed eaves, or other weather exposed areas, is exterior grade. Sec. 2517(g) 3 Show a weep screed at the foundation plate line on all exterior stud walls to be stuccoed. Sec. 4706(e) Provide an approved waterproof building paper under wood siding. Sec. 1701(a) Specify an approved flashing for exterior openings and parapet walls. Sec. 3208 Show corridor width to be minimum 36'. Sec. 3304(b) Specify truss layout for 30' x 30" attic access. l. Ridges, hips, and valleys shall be at / least one size larger than supported rafters. Sec. 2518(h) 3 1p<' Provide metal straps across ridge beam and rafters. J. MECHANICAL All heating, ventilating, and cooling systems and appliances shall comply with the Uniform Mechanical Code. 32(. Show the size, location and type of all heating and cooling appliances or systems. Show source of combustion air for furnace will comply with Chaper 6, U.M.C. Every dwelling unit shall be provided with heating facilities capable of maintain- ing a room temperature of 70" F. at 3 feet above the floor in all habitable rooms. Show basis for compliance. UBC Sec. 1211 Show minimum 30" deep unobstructed working space in front of furnace. Note on plans clearances to be per manufac- turers listing. Sec. 704 UMC 2,JS' Furnace shall not be installed under any stairway. Sec. 704 (INC 306'. Furnace shall not be installed in any bedroom, bathroom, closet, or in confined space with access only through such room, unless specified as direct vent appliance, enclosed furnace or electric heating appliance Sec. 704 ((MC ,3%5. Show IC3O approval for prefab fireplace and provide approved installation instructions at job site. X2ft'. Show access to the attic or under floor ( furnace to be minimum 30 inches by 30 inches. Sec. 708 i 709 ((MC 219. Note that passageway to the attic furnace shall be unobstructed and have continuous solid flooring not lCSS than Z4 inches wide. Sec 708 ((MC Show permanent electrical outLet and lighting fixture controlled by a switch for the attic furnace. Sec. 703 ((MC 1l. Show details to comply with Section '709 for furnace under the floor, Section 708 for attic furnace, or Section 710 for roof or outside furnace. 21-2' Note on plan, gas vents and non-combustible ' piping passing through three floors or less shall be effectively draft stopped at each floor or ceiling. ((BC Sec. 1706(a(6 K. ELECTRICAL (National Electrical Code) All wiring shall comply -4ith the National Electrical Code. 1. Note on the plan the amperage of electrical — service. If the electrical installation is more than 200 amperes, show panel location and provide a single line diagram and load calculations including: Wiring method employed. Sizes of. all conductors, switches, circuit breakers, fuses, and conduits. C. Approximate length of service feeders. Provide plot plan showing services, all panel locations, circuit arrangement and load distribution on panel busses. Provide typical panel schedule(s). ). Dwellings require minimum 100 amp service. Show location of all electrical receptacles. Electrical receptacle locations and/or spacing is not adequate in 32(. At least one receptacle shall be installed outdoors, in basements and attached garages, other than laundry outlets. Art. 210-25(b) 2f. Show minimum dwelling lighting (NEC / Art. 210-26)a) and GFIS in garage, baths and outdoors. NEC Art. 210-8(a). Note "tJFER" ground to be provided (NEC). Art. 250-31 L. PLUMBING (Uniform Plumbing Code) All plumbing shall comply with the CJnifrom Plumbing Code. Show water heater size, type and location on plans. pli Show method of providing combustion air to fuel burning water heater. Sec. 1307 Fuel combustion water heater shall not be installed in bath or bedroom or in a closet opening into bath or bedroom. Sec. 1309 Provide adequate barrier to protect water heater from vehicle damage. Sec. 1310 Show 'F and P valve on water heater and show route of discharge line to exterior Sec. 1007(e) Provide dryer vent to outside. ((MC Sec. 1903 Note on the plan that hose bibbs and lawn sprinkler systems shall have approved backflow prevention devices. Sec. 1003 Shower stall shall accomodata a jocircle and have a minimum floor area of 900 sq.in. ((Pc 909(d) il .40 ESE Ut-.?CN (CULt!S) Show .et1i f dupleX :tneeton partyl :.ills and foor. :siL.na 1331!mOie5 :o lcnidve S0Ufld 7rannmLssLan Class rating in 411. 3t 51 'IOCib1'1 !d 111 m04Ct C.IZUIACLOR Li435 ICICI r3tinq on :lour. ceiling of 50 Ucciolas. Ti.tie 25 264'. Show i0w Penetration of asi.eoL.iel or / piping. .L.ct:.csL devical. recessed 0Je ttuS3. ioff.tl. or heating ventilating , or •X!Ii5C dUCt3 3n&ll be i.alsd. lui.d. OC itiitlaCid to main required sound transmission rating. i.cl. 23 Po,i4a insulation in d4ltl and ceiling to acniev. S?C of 30 between garage and Living area if garage use is net controlled by resident Tic!* 25. a.ENERCY CONSERVA?!ONr Piece, Read New State Mandated Regulations (Calif. Admin. Code) became effective June 16. 1983 and require that the design Satisfy one of the alternative energy packages (see attached packages A. B. C. L. 2, 3, 4 and AS 163). The law also requires that many mandatory consvrvaciorLitems be satisfied. ZL'lf/lJis in Zone______ Copies of the Residential Energy Conservation Manual may be obtained from: Publications Unit, California Energy Commission, 1111 Howe Ave. MS-SO, Sacramento, California 95925, (Tel. (916) 920-6216)). California Building Officials also maintain a telephone "hotline' between 10:00 A.M. and 1400n and 1:00 P.M. to 4:00 P.M. at (916) 456-3823. Show on the title sheet of the plans, the alternative energy package that was selected i.e. A. B. C. 1, 2, 3. 4, or AS 163 to show compliance, and Provide calculations and other data, appropriate to that selected package. The responsible designer should sign a statement, on the alan title sheet. The design submitted substantially conforms to the Energy Regulations for Residential Buildings*. )f4. Show the R value for the walla and ceiling and related areas. 3$. Note that the insulation used shall ,_ Comply with California Quality Standards. Note the in installer shall post a signed certificate, in a conspicious place in the building, stating the insulation complies with Title 24, Chapter 2-53 and Title 20, Chapter 2, Subchapter 4. Article 3. 27< Note doors and windows, including skylights, between conditioned and non-conditioned space shall be fully weatherstripped. Note on the framing plan that weather- stripping, caulking or sealants must be used to limit filtration in the building envelope at the following locations, Exterior joints around windows and door frames: between wall sole plates and floors. and utween exterior wai.L panels; penetrations in walls, ceilings, and floors for plumbing, electricity, and gas lines; openings in attic floors: and all other openings in the building enve I op,. Note that doors and windows to be certified and Iaoeled as complying with the Energy Regulations. /0. Note fans exhausting air to have back draft dampers. Note at the exterior -ail fireplace Fir-olace to have minimum six square inches of outside air: to have glass or metal door covering the entire opening of the firebox; to have tight-fitting damper with readily accessible control and should not have a continuous burning pilot light. Note duct, shall comply with Chapter 10. 1976 UNC and shall be tightly sealed with mastic or tape. Note at the water heater location water heater to have wrap of R-12 external insulation. Note, where water heater is in unconditioned / space, the first five feet of outlet pipe to have R-) wrap. 3$/S. Note all circulating hot water pipes in uncondi$ioned spaces shall be insulated. Note that all gas fired heating and cooling appliances, showers and faucets shall comply with the Energy Efficiency Standards. 2.9. Show, at bath and kitchen, that the general lighting shall have an efficiency of not less than 23 lumens per watt i.e. florescent. 291. Note that heating or cooling systems (except heat pump,) shall have an autatic thermostat with mechanism which can be manually programmed to automatically set back the thermostat set point, for at least two periods within 24 hours. Show the size;, type and location of the space heating (or cooling) systan and provide energy calculations if the output S'rU/Hr. exceeds 45,000 BTU/Hr. output. Show make and model for PAU and ester ho4cor are on State approved list. Outdoor pools with feaii fuel heaters raqairm pool covers an well as other energy saving devices suc.ff as time ciccxs, etc. .20-1 406 0. MISCLLANT0DS Show a minimum 2 air space and flashing between planter and building walls. Sec. 2517(e) Specify material to be used under the shower tile. Sec. 1707(a) 39. Specify lath and plaster to comply with Chaoter 47, UBC. Two 3/4' copper pipes must be installed from water heater Location to convenient Location of future solar panels (City OrS.) 3f5. Provide sleeves (roof jacks) in roof for two future 3/4 copper pipes to cunvenient location of future solar panels (City Ord.) 4'. Note that solar water piping is to be insulated in areas that are not heated or tooled. (City Ord.) C] Building plans are substantially correct and complete. By: Date! Building plans would be substantially correct and complete is minor corrections are made at counter. By: Date: t 'i1ding plans require major corrections and complete plan recheck, by plan check engineer, is required. BY: P3&. Doj1E,UTL Date: /O.r% If you have any questions regarding this plan Check, pleas. call R66 ZOL/Et7 at We would also be pleased to meet with you, at no charge, if additional assistance is needed. -z cl - c2-7 _07 OF c) F< THE r't& Datet_/o-s-(cc JurisdictionC,) E'LI3i1D Prepared by C1 Bldg. Dept. f:?i3tf VALUATION AND PLAN CHECK FEE Esgil PLAN CHECK NO.____________ BUILDING ADDRESS II 7S fAC-k. t+ij& APPLICANT/CONTACT U/M Pii'/S PHONE NO. 7Zc7... '5 BUILDING OCCUPANCY - K. DESIGNER PHONE_____________ TYPE OF CONSTRUCTION A) CONTRACTOR PHONE____________ BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE kj-00 677 Air Conditioning Commercial Residential Res. or Comm. Fire _Sprinklers Total Value /q-1 7/4L Fee Adjusted To Reflect 0 Energy Regulations (Fee x 1.1) 0 Handicapped Regulations (Fee x 1.065) Building Permit Fee. $ _•__S_5:_3 O Plan Check Fee $ • $ COMMENTS; . 8/4/82 IT HECK NUMBER ADDRESS DATE DATE_Q-D-s PLANNING: TYPE OF STRUCTURE SF ZONE: SCHOOL FEES: SAN DIEGUITO____________________ NUMBER OF UNITS CARLSBAD________________ BUILDING HEIGHT FENCES/WALLS________________________________ TWO CAR GARAGE______________________________ ENCINITSAS____________________ SAN MARCOS_____________________ REQUIRED SETBACKS_____________ FRONT t.. SIDE (iII I' REAR u.a rr' ,._ _w$ ui CC REDEVELOPMENT AOVAL REQUIRED:__________________________________________________ cr ui = 7 LANDSCAPE PLAN CO1ENTS:__________________________________________________ ENvrnC?;aNTAL REQUIRED: ADDITIONAL CO1ENTS: OX TO ISSUE: DATE OK TO FINAL: DATE:___________ ENGINEERING LEGAL DESCRIPTION VERIFIED? A.P.N. CHECKED?— F. F. 1'J*I P'ARK IN LIEU _________________ 0Kf-a —A P4 Kama c. ot - R''O.W : d- 1A4 %PROVEMENTS: Z/_1 E.D.0 SWERI LATERALá,.1 DRIVEWAY:2 _14_tD5 GRADING PERMIT: DRAINAGE: EASEMENTS: &&t. ADDITIONAL COMMENTS: -I I 0LJI i L. OK TO ISSUE: DATE:____________________________ * ENGINEERING INSPECTION REQUIRED:________________________________________________ PUBLIC WORKS INSPECTOR:____________________________________________________ FINAL OK: DATE: — * IF THIS ITEM IS NOT CHECKED, BUILDING DEPARTMENT WILL MAKE ALL INSPECTIONS (DRIVEWAYS, CURB CUT, DRAINAGE, ETC.) £?00%?s 4..2 I J( ZTS1nC. . HIPSET TO 24'-0" HIP NO.1 - SETBACK 8'-0" FROM END WALL. HIP NO.2 - SPACED 24"o.c. HIP NO.1 - Two Complete trusses required. Join together with 16d nails staggered at 12"o.c. throughout. HIP No.2 - SINGLE MEMBER AS SHOWN. 24 8'-0" (HIP NO.1) /12 1 + C_2.44.3 . + C-4x6 ALTERNATE SPLICE ' 1/4" C-3x6.O NO SPLICE 1/4 C-2.5x4.3 SPLICE C-5x6.O TO 24'- SYMMETRICAL ABOUT CENTERLINE LOAD DURATION INCREASE 1.25 LOADING LL * DL ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 10.0 PSF* TOTAL LOAD = 40.0 PSF. *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. HIP NO.1 MEMBER FORCES T 1= -5183 B 1w 4917 W 1= 592 T 2= -4918 B 2= 3697 U 2= -868 1 3= -4918 B 3= 4917 W 3= -868 T 4= -5183 U 4w 592 RERCTIONSr LEFT = 1948 RIGHT = 1940 DOUC.FIR C-2.5x6.0 (Hip No.1) C-2.5x4.3 (Hip No.2) HER-FIR C-3x6 (Hip No.1) C-3x4.3 (Hip No.2) General Notes. unless Ottrelw,Sc noted' I. Design to support loads as sown. All lateral force resisting elements Such as temporary and permanent bracing to be designed and Provided by others. I. 2. Design assumes the top3nd bottom Chords to be laterally braced at 3' 0° o.c. and att 2' 0 0 C respectively 3 For recommended bracing details. see -Bracing W000 Trusses. BWT 76" by the Truss Plate Institute 1 x Continuous lateral web bracing whore Shown S Impact bridging or lateral bracing recommended where Shown Installation 01 truss is the responsibility 01 the respective contractor. Design assumes trusses are lobe used in a noncottosue envIron. mont and are lot 'dry condition" 01 use. Design assumes lull bearing at all supports shown. Shim or wedge necessary. Design assumes adequate drainage is provided. tO. Plates shall be located on both laces 01 truss and placed so their center lines coincide with joint center lines. it. Digits indicate size of plate in inches. For basic design values of the Computrus Plate, indicated bythe prefix "C". see I.C.B.O. R.R. 4211 The Computrus Net Section Plate is indicated by the prefix "CN". the designator (t 8) indicates 18 ga. material is used. All others are 20 ga. OFF PANEL SPLICE NOTE: Off panel point splices are located at 1/5 the panel length +1- 6' at either' end of the panel indicated. dtA CUML am ué& nrS 141311 -j'-' In. FILE NO.: 8HIP - 24_4_40* 0142 CHORD FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED ' SIZE 2400F J 2250F I 2100F 1950F J 1800F J 1650F I 1450F SS DF I #1 DF I #2 DF SSHF I #1 HF I DATE: 12/1/84 I 2x6 I i I X J x x REF.: 251 DES. BY: SC f TOP CHORD 2x4 I I I x I x x SEQ.: STANDARD [BOTTOM CHORD 2x4 I I I x x x I I WEB MEMBERS - 2 x 4 STANDARD OR STUD GRADE HEM - FIR, 2 x 3 #2 HEM - FIR OR'AS NOTED ON DESIGN /\CampuTrus Inc. I HIS TO 20'-8" 8'-0" FROM END WALL. LOAD DURATION INCREASE - 2.25 SPP. LOADING LL + DL ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 10.0 PSF* TOTAL LOAD = 40.0 PSF* .5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. MEMBER FORCES T 1= -4374 B 1= 4149 W 1= -458 1 2= -3959 B 2= 4189 W 2= 715 1 3= -3724 8 3= 4149 W 3= -601 T 4= -3724 W 4= -601 T 5w -3959 W 5= 715 T 6= -4374 W 6= -458 REACTIONSi LEFT - 1590 RIGHT = 1590 General Notes. unless otherwisepoted I. Design to support loads as shown. All lateral force resisting elements Such as temporary and pjrmanent bracing 10 be designed and provided by others, Desgnassumes the lopand bottom Chords lobe laterally braced at 3' 0.0 and at 2 - O o.c. respectively. For recommended bracing delails. see "Braong Wool Trusses. BWT 76 by the Truss Plate lnstdLite. 1x3 Continuous lateral web bracing where Shown Impact bridging or lateral bracing recommended where Shown Installation 01 truss is IhO responsibility 01 the respective contractor. Design assumes trusses are lobe used ina non-corrosive environ- ment and are for 'dry condition" ol'use. Design assumes lull bearing at all supports Shown. Shan or wedge it necessary. Design assumes adequate drainage is provided. Plates shall be located on both laces of truss and placed so their center tines coincide with joint Center tines. it. Digits indicate size of plate in inches. For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211 The Computrus Net Section Plate is indicated by the prefix 'CN. the designator (t 8) indicates 18 ga. material is used. All others are 20 ga. OFF PANEL SPLICE NOTE: Off panel point splices are located at 1/5 the panel length +1- 6" at either end of the panel indicated. ALTERNATE SPLICE NO SPLICE II/4•r CN18-3x13.6 C-2.50.7 SPLICE C-5x7.7 SYPMETRICAL ABOUT CENTERLINE FILE NO.: 8HIP -2 0 - 4 - 40*01 DATE: 12/1/84 I REF.: 25-1 DES. BY: SC I TOP CHORD SEQ.: STANDARD 1BOITOM CHOI 12 4 or 5 "I DOUG.FIR I—HEM-FIR C-3x 11.9 o TO 20'8" FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED CHORD SIZE 2400F 2250F 2100F 1950F 1800F 1650F 1450F SS #1 DF #2DF SSHF #1 HF 2x6 X X 2x4 X , X X 2x4 X WEB MEMBERS . 2 x 4 STANDARD OR STUD GRADE HEM - FIR. 2 x 3 #2 HEM - FIR OR AS NOTED ON DESIGN 8'-O" C-2.5x4.3 L ~T ~5.25" (4 I FASt I LnAOING Lt. 'Di ('N TOP CIIOR[) 0 PSF OtONROTTOMCHcIflfl 10 Pr* - TOTAL LOAf) 40 Pr. . FTc arnI,rl,oN TAKEN ON S I11tTtCIu C"OflT) AtlAt SIF.SS ONLY REACTION 1 840 MAXIMUM TRUSS MEMfl(fltcflCts TI -'-1859 81. - 1763 WI - — 598 T2--1280 ' W2- 538 II.,:..................p ... .I" .............................4-la?' I......................... .......... -.. II, .... I 1*3 ...............III. I .................. -.. i ...................n.!..t N '.,sI.,IIaI'or,' ......s •s ......... ........Pity I,! It'll .rc($'v lv.. ,'n.,t'arIo. I a,. I.n tl'y , pn1t.tn • I.! inn 4 0.:so1 acs,,nry lilt N.... nu at." cupolwls cIte.,. S,,, or flrCl"S.a'y 9 0.5gw SU'"OS .,'troual.. .Da.'.a94- .11 p.01014'll tO Plaloc cfl5ll ttv' InoIIt..,I no 11.411. •ACOY ,,I Itunc 41110 IIMt'cd q. Cl'rtt'I 1,00% .o.'.v.i,' *.II8 4nI 11,'t't hv'nj II fl.q,tt .n.J.Cate mit' of ØI41I I'? 'fllltO'll I2 lo' h,im( iS': an waiirs 1111110 Ccitnfliilt,is PIAIC. .olla-lled by me p..,.. C'.sc.-IColo nn 4211 1.1 The Coinnuttus '4.1 Socl.on Mato is w.Caled by the a'.". CN". lIce des.qnatcl' II RI .nd'llaloc IA gtl material is used All others are 20 an OR Pvisll Spifa. Ploll.; (III panel Do,,., splices are located at /5 the Parrett length • ir • 8.t either Pod 04 are panel jodicied PEAk (2*6) C-4x4.3 to 24'-0" (2*4) C-3x4.3 to 24'-0" B- 8 H ALTERNATE SPLICE (T2) (2*6) C-4x4.3 to 24'-0" (2*4) C-2.50.3'to 24'-0" SPLICE ' 0 (2*6) C-5x5.1 to 24'-0" 1.5" (2*4) C-40.3 to 26'-0" 1.5" NO SPLICE C-I.5x2.6 to 24'-0" MATCH T.C. N- at 2*4 DOUG. PIE C-Z.ix.3 ttflf-FTR C-2.5x6.3 to 241-0" C-2.5x4.3 to 21'-2' N0 SPLICE 4 C-2.5x6.0 to 240 0 SPLICE C-516 .0 to 24'-0' ALTERNATE SPLICE (RI C-2.5x4.3 to 26 -0" SPAN TO 24'-0" SYMMETRICAL ABOUT CENTERLINE ,.. 0 OR THE SPANS Nou:c) fll.OW. 1JM0iFT SHALL RE 01 THE MINMUM GRADE AND sc'.ir INDICATED FILE NO. TR042 — 24 -4 — 4* Cl 10110,S SIZE T4 Loor 225OF2OFTTh5OF F TBOOF 1650 1450r SS DF 1212F. ' '~2j. I SS HF — DAIF. 6/1/84 L 20 • I -- 24-O" 424.'-O - JIttE 23-I OFS8Ysc Pt.fO 2-4 — -- — 24-0 7 I! SO STANDARD .IF0TT0M COy,j 'a6 L 't' 24'-O" • J !6'-o" 'LI) MI.M rL 2 4 STANOADI) OR STUD GRADE HIM • Fitt. ;' :t 02 HEM • F ta O4 AS NOI(.D ON DESIGN LOAD DURATION INCREASE . 1.25 SPACED 24 O.0 LOADING LL • DL ON TOP CHORD 30 PSF DL ON BOTTOM CHORD 10 -PSF- TOTAL LOAD. 40 PSF* . *5 PSF REDUCTION TAKEN ON BOTTOM CHORD. AXIAL STRESS ONLY. REACTION • 840 MAXIMUM TRUSS MEMBER FORCES Ti - -1328 BI - 1260 Wi - 120 PEAK B II (2x6) C-4x4.3 to 24'-0" 4.0 1.5" (2x4) C-3x4.3 to 17'-2" 3.0" 1.5" General Notes. torsi,55 olluawlse noted I Orison to soyporl 1*11,15 as Slrlt*fl All lateral force rossI,ng elements Such as I fllllUlilly and peranenl Bracing 10 be designed and pcouitkfl by Others 2 Des,gn .rSsurnes 1511 lop and bottom ChOrciS lobe laterally braced at 3 .0 0 and 31 12 -O• 0 respectively 3 For ,ecornmenaelt bracing details. see Bracing Wood Srusses, Owl 76 by the Truss Plate InSlIlutO a 1x3 continuous labIal web bracing whole shown 5 Impact bridging 01 lateral bracing recommended where Shown.. 6 tnslallatrOfl CI truss is the responsibility 01 Use respective contractor. 7. Design assumes lruS5eS are to be used in a non-corrosive environ- ment and are for dry condition" 01 use. B. Design assumes lull bearing at all supports shown. Shim or wedged necessary. 9. Design assumes adequate drainage is provided. to. Plates Shall be located on both laces 01 truss and placed so INert center tines coincide with jomrri center lines. ii. Digits indicate Size CI plate in inches. 12. For basic design values 01 the Computrus Plate, indicated by tne prefix "C. see t.C.B.0.R.R. 4211 I]. The Ccrnputrus Net Section Plate .s indicated by the prefix CN. the designator (18) indicates 18 pa. material is used. All olherS are 20g.. Oil Panel Splice Not.; Oil panel point splices are located all/S the panel length /. 6 at either end 01 the panel indicated. DOUG . FIR C-2.5x4.3 to 24'-0" an _4.rtt C-2.5x4.3 to 24'-0" N~M==Awmwo I\ EUPW \ 1FKanan, NO SPLICE .L.. ALTERNATE SPLICE (81) . SPAN TO 24"-:0")) JJ C-1x2.6 to 20-0" C-2.5x4.3 to 24'-0" . 'ZZ;Fl1' SPLICE C-5x5.1 to 20-0" . f •-.rlt1 -'.\\ SYMMETRICAL ABOUT CENTERLINE . FOR THE SPANS NOTEC BELOW. LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED FILE NO TRU22 - 24 -.4 - 40* CHORD SIZE 2400F 2250F 2100F 1950F 1800F 1650F 1450F SSDF #1 OF #2DF SSHF #1 HF DATE: 6/1/84 [ 2x6 24-0" 23-0" 24'-0' . 240" REF.: 25-1 DES. BY: sc TOP CHORD 2x4 17-2' 16'-10" 10-8" 161 _411 160' 15'8" I5'-0,' 168" 16'8" 164' 158 15'8" SEQ.. STANDARD BOTTOM CHORD 2x4 24'-O" A 24'-O" 241-0-- WEB MEMBERS - 2 x 4 STANDARD OR STUD GRADE HEM F,. I: 2 x 3 62 HEM . FIR OR AS NOTED ON DESIGN 550 I C-5.50,7 12 C-70.7 (2x6 TC only) C-5x 14 .5 C-30.7 MATCH ADJACENT HEEL HEIGHTS C-5x7.7 SPLICE 2x8 B CN18-7x13.6 1/4' Inera) Notes. unless otherwise noted: I. Multiple Members: Top chord and web members are lobe joined with 16d nails at 12FIO.C. throughout and staggered to prevent splitting 01 wood. The bottom chords and add-ons are to be toned with either 16d nails staggered at the on center nailing specified. or 1/2 boils staggered at 24' O.C. as indicated in the nail/ boil column. Clusters Ott 6d flails at panel points shown in amounts specified under CI5I. Bracing: All temporary and permanent bracing to resist lateral forces lobe designed and provided by Others. Design assumes lop chord is laterally braced at a maximum of 30" o.c. Hangers: Hangeri are to be sized in accordance with respective design loads and supported truss spars. Plates: Plates Shall be located on both laces of the truss and. Placed so their centerlines Coincide with joint center lines. Digits indicate size 01 plate in inches. For basic design values 01 the Computrus Plate, indicated by the prefix see I.C.B.O. R.R. 84211. The Computrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicates 18 ga. material is used. All others are 20 pa. I LOAD DURATION INCREASE = 1.25 LOADING TOTAL LIVE LOAD 16 PSF TOTAL DEAD LOAD= 19 SPF TOTAL DESIGN LOAD= 35 PSF WHEN LOAD DURATION INCI1EASE 125 LIVE LOAD REDUCED PERU 8 C 1982 SEC 2308 (METHOD 21 MAXIMUM FORCES (9x60) TI = - 7409 B! 7029 WI = 4414 REACTION = 4684 1 Mbr, 1 Mbr. Girder 1 Mbr. Girder Girder p I Add -On to IAII 2 Add-Onts to .1 Vt Btrr,.Chord . VVt w Btrn.Chord GIRDER Truss Top Nail Truss Too Nail Cist. Truss Too Nail.Clst. SPAN Span Chd. Bolt Span Chd. Bolt Span Chd. Bolt 8' 0" 40' 7" 4 N/A 60' 0" 4 BLT 14 60' 0" 4 BLT 9 9' 0" 33' 5' 4 N/A 52' 1" 4 BLT 13 60' 0" 6 BLT 10 10' 0" 28' 1" 4 N/A 44' 8" 4 BLT 13 . 52' 8" 6 BLT 10 11' 0" 24' 0" 4 N/A 38' 9" 4 5 12 46' 2" 6 OLT 10 12' 0" 20' 9" 4 N/A 34' on 4 5 12 40' 10" 6 3 9 13' 0" 18' 2" 4 N/A 30' 1" 6 6 11 36' 5" 6 4 9 14' 0" 16' 1" 4 N/A 26'I0" 6 7 11 32' all 6 4 9 15' all 14' 4" 4 N/A 24' 1" 6 8 10 29' 7" 6 5 9 16' 0" 121 11" 4 . N/A 21' 9" 6 9 10 26' 10" 6 5 8 4/ 2/35/1.25/8 GIRDER SPAN SYMMETRICAL ABOUT CENTERLINE FILE NO.: i G1R22 - 16-4-35 DATE: 6/1/84 REF.: 25-1 DES. BY: SC SEO: STANDARD LUMBER REQUIREMENTS TOP CHORD =2x4 or 2x6 No. 1 Doug. Fir BOTTOM CHORD = 2x8 No.1 Doug. Fir WEB MEMBERS = 2x6 No.1 Doug. Fir (EXCEPT AS NOTED ON DESIGN) S NON-DEARINC PARTITION PERPENDICULAR To TRUSSES I ".;TRUSS 9"4 11 'an IL TRUSS CLIP On QUA WITH 1 NAIL AL SECAXON A- -- ,,.4IV' s'-- 2x4 BWCX SPACED 240.c. TYPI AL too 2x4 BLOCX-ATTACH WITH 216dLNAXL.s AT EACH ZN0 -.1-16d U TRUSS BOTTOM SECTION B-B TRUSSES SPACED AS REQUIRED ©NAI L TRUSS BLOCX ()NA'L SPACER' LOCX TO TRUSS _\ (,J SET NEXT 11'• ,_ )C NAIL I B TRUSS AND A RU ARE ERECTED TOE NAIL T 4I PLATE c-J JJ Li: LJJ.L. FILE NO.: CONNECTION DETAIL DATE. 6/1/84 REF DZS BY SC S . .. . . . . . ::. ::":L; L -. * SECTION A•A ROOF JACKS EXTENDED JACK TOP CHORDS ocn pjr.tQItur. EXTENDED JACK TOP CHORD ROOF JACK \J ?2 ill STD.TRUSSES ' - HIP TRUSSES SECTION B•B 1 RIDGF\C( TRUSS ESh. —CROSS BLOCK I- HIP RAFTER ru jui n PLAN SHAPED BLOCK CROSS BLOCK II. SECTIONC.0 ALTERNATE FRAMING WHERE HIP RAFTERS DO NOT MEET AT COMMON TRUSS I PLAN L' PILE NO: HIP 1AMIN DE fAItS B :; s°'' 79 DES. ey:JN CLOY: TYPICAL HIP FRAMING DETAILS FILE NO.: GABLE END DATE: 6/1/84 REF. DES. BY: SC SEQ ?ANDARD E .4 I FOR GABLE ENDS UNDER 6-9 IN HEIGHT MINIMUM GABLE STUD GRADE — 2x4 STANDJW GRADE HEM-FIR GABLE END (2) 7/I 2x4 BRACE AT 16-0o.c. OR AT / CENTERLINE. ATTACH WITH 16d NAILS SHOWN IN ( ). (2) 2x4 STUDS STRUCTURAL TRUSSES (2) —PLATE C-2 gob Ll N,4 L iL I I - $r.cttL\r.t CUTOUT FOR 4x2 t cMI OUTLOOKER BRACING FOR GABLE END II II II I. It II II LLI C-2.5x4.3 (SPl)vit j * * 11 CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4x2 OUTLOOKER C-2.5x4.3 C-1x2.6 Typical OFF STUD lxq IUJDUI'4. AiTRctI UVK STUD WITH 8d NAILS AT 9"o.c. 4x2 OUTLOOKER DETAILS a Pi REPORT OF GEOTECHNICAL INVESTIGATION TWO PROPOSED RESIDENCES SYME DRIVE CARLSBAD, CALIFORNIA PREPARED FOR: B. A. Worthing Post Office Box 1041 Carlsbad, California 92008 PREPARED BY: Southern California Soil & Testing, Inc. Post Office Box 20627 6280 Riverdale Street San Diego, California 92120 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120 74 -831 V E L I E WAY PALM DESERT, CALIF. 92260 T E L E 346-1079 678 ENTERPRISE ST. ESCONDIDO, CALIF. 92025 T E L E 746-4544 September 27, 1985 B. A. Worthing Post Office Box 1041 SCS&T 8521202 Carlsbad, California 92008 Report No. 1 SUBJECT: Report of Geotechnical Investigation, Two Proposed Residences, Synie Drive, Carlsbad, California. Gentlemen: In accordance with your request, we have completed a geotechnical investigation for the proposed project. We are presenting herewith our findings and recommendations. The findings of this study indicate that the site is suitable for the proposed development provided the recommendations presented in the attached report are complied with. If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL &TESTING, INC. -1-;, lil adwR 14A 1bert-1. Russell, R.C.E. #32142 hn R. High, C.E.G. # 237 RRR:JRH:mw cc: (6) Submitted (1) SCS&T, Escondido SOUTHERN CALIFORNIA SOIL AND TESTING, INC. TABLE OF CONTENTS PAGE Introduction and Project Description ................................... ...1 Project Scope... ................................ . .......... . ....... . ...... 1 Findings..................... . ........................................ .....2 SiteDescription......................................................2 General Geology and Subsurface Conditions ........... . ................. 3 Geologic Setting and Soil Description............................3 TectonicSettinq ...... . ............. .... .................... . .... 3 . Geologic Hazards......................................................4 General..........................................................4 Groundshakinci..................................... . ....... . ...... 4 Groundwater. .................................................... Recommendationsand Conclusions ...........................................5 Demolition............................................................ . Hard Construction Debris.........................................5 AbandonedUtilities .............................................. 5 SiteGrading...........................................................5 General........................................................... ImportedFill ....................................................5 SurfaceDrainage.................................................5 • Earthwork........................................................6 Foundations...........................................................6 General..........................................................6 Lateral Resistance...............................................6 Settlement Characteristics .......................................6 ExpansiveCharacteristics........................................7 • Limitation................................................................7 Review, Observation and Testing........................................7 Uniformity of Conditions ..............................................7 Changein Scope.......................................................8 TimeLimitations......................................................8 ProfessionalStandard ................................................. 8 . Client's Responsibility...............................................9 FieldExplorations........................................................9 LaboratoryTesting........................................................9 ATTACHMENTS FIGURE Figure 1 Site Vicinity Map, Follows Page 1 PLATES Plate 1 Plot Plan Plate 2 Subsurface Exploration Legend Plate 3-5 Trench Logs Plate 6 Direct Shear Test Results Maximum Density and Optimum Moisture Content Expansion Index Test Results APPENDIX Recommended Grading Specification and Special Provisions SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVEROALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120 74 -831 V E L I E WAY PALM DESERT, CALIF. 92260 T E L E 346-1070 678 ENTERPRISE ST. ESCONDIDO, CALIF. 92025 T E L E 746-4544 GEOTECHNICAL INVESTIGATION TWO PROPOSED RESIDENCES IZ VMC nDnI CARLSBAD, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our geotechnical investigation for two proposed single-family residences which are to be located along Syme Drive in the City of Carlsbad. A vicinity map for this project is provided on the following Figure Number 1. It is our understanding that two one or two-story, wood framed residences with conventional slab on-grade 10 construction are planned for this site. It is further understood that only a minimal amount of grading will be necessary to develop the site. This information was obtained from 16 conversations with our client. The site configuration and exploration locations are shown on Plate Number 1 of this report. PROJECT SCOPE This investigation consisted of: surface reconnaissance; subsurface explorations; obtaining representative disturbed and undisturbed samples; laboratory testing; analysis of the field and laboratory data,; research of available geological literature pertaining to the site; and preparation of this report. Specifically, the intent of this analysis was to: SOUTHERN CALIFORNIA SOIL AND TESTING, INC. LIN I SOUTHERN CALIFORNIA I [ SOIL & TESTING,INC. Y: SMS DATE: 9.30-8 IJOB NUMBER :8521202 Figure No. 1 rj SCS&T 8521202 September 27, 1985 Page 2 Explore the subsurface conditions to the depths influenced by the proposed construction. Evaluate, by laboratory tests, the pertinent engineering properties of the various strata which will influence the development, including their bearing capacities, expansive characteristics and settlement potential. c) Define the general geology at the site including possible geologic hazards which could have an effect on the site development. Develop soil engineering criteria for site grading. Determine potential construction difficulties and provide recommendations concerning these problems. Recommend an. appropriate foundation system for the type of structures anticipated and develop soil engineering design criteria for the recommended foundation design. • 0 FINDINGS SITE DESCRIPTION The subject site is an irregular shaped parcel of land consisting of approximately 0.4 acre located south of and adjacent to. Tamarack Avenue and east of Adams Street in Carlsbad, California. The site is bounded by Tamarack Avenue on the north, residential housing on the south, east and west and Syme Drive on the southeast. Topographically most of the site is relatively level , with the exception of a small driveway cut on the northwestern corner of the property. The driveway cut has, lowered this area approximately 2.5 feet. An easterly facing fill slope, approximately 2.5 feet high, exists on the site, adjacent to the easterly property boundary. Vegetation consists of mature trees, shrubs and lawn grasses. SCS&T 8521202 September 27, 1985 Page 3 Structures observed on-site consist of a wood frame garage, both wooden and chain link fences, an asphalt driveway and an abandoned concrete foundation near the center portion of the site. Utilities were observed adjacent to the northerly and westerly property boundaries. GENERAL GEOLOGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING AND SOIL DESCRIPTION: The subject site is located in the Coastal Plains Physiographic Province of San Diego County and is underlain by Quaternary terrace deposits and associated topsoils. Specific soil conditions encountered in our exploration consist of 1.5 feet to 3.5 feet of porous, humid, loose to medium dense, brown to reddish brown, silty sands underlain by terrace deposits. The terrace deposits consist of medium dense to dense, moist, reddish brown, silty sands and clayey, sandy silts to depths in excess of ten feet below the existing ground surface. TECTONIC SETTING: No evidence of faulting was noted during our surface reconnaissance or in our exploratory trench. However, it should be noted that much of Southern California, including the San Diego area, is characterized by a series of Quaternary-age fault zones which typically consist of several individual , en echelon faults that generally strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults within the zone) are classified as active while others are classified as only potentially active according to the criteria of the California Division of Mines and Geology. Active fault zones are those which have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years) while potentially active fault zones have demonstrated movement during the Pleistocene Epoch (11,000 to 2 million years before the present) but no movement during Holocene time. A review of available geologic maps indicates that several small northeast trending, inactive bedrock faults are located in the Carlsbad vicinity. In addition, the offshore trace of the Rose Canyon Fault Zone is located approximately 6 miles west of the site. Other fault zones in the region that could possibly affect the site include the Elsinore and San Jacinto Fault Zones to the northeast. r 17, SCS&T 8521202 September 27, 1985 Page 4 GEOLOGIC HAZARDS GENERAL: The site is located man area which is relatively free of potential geologic hazards. Hazards such as tsunamis, seiches, liquefaction, or landsliding should be considered to be negligible or nonexistent. GROUNDSHAKING: The most likely geologic hazard to affect the site is groundshaking as a result of movement along one of the major, active fault zones mentioned previously. The maximum bedrock accelerations that would be attributed to a maximum probable earthquake occurring along the nearest portion of selected fault zones that could affect the site are summarized in the following table. TABLE I Fault Zone Distance Maximum Probable Earthquake Maximum Bedrock Acceleration Rose Canyon 6 miles 6.0 magnitude 0.35 g Elsinore 23 miles 7.3 magnitude 0.22 g San Jacinto 44 miles 7.8 magnitude 0.14 g Earthquakes on the Rose Canyon or Coronado Banks Fault Zone are expected to be relatively minor. Major seismic events are more likely to be the result of movement along the San Clemente or Elsinore Fault Zones. Construction in accordance with the minimum standards of the Uniform Building Code and the governing agency should minimize potential damage due to seismic activity. GROUNDWATER: No groundwater was encountered during our exploration and we do not anticipate any major groundwater related problems, either during or after the construction of the proposed project. SCS&T 8521202 September 27, 1985 Page 5 RECOMMENDATIONS AND CONCLUSIONS 17, DEMOLITION HARD CONSTRUCTION DEBRrs: We recommend that all hard construction debris generated by the removal of the existing improvements be legally disposed of off-site. ABANDONED UTILITIES: All existing utilities which are to be abandoned should be properly capped off and removed. The depressions resulting from these removals should then be backfilled with compacted soil densified to at least 90% of maximum dry density. SITE GRADING GENERAL: It is recommended that the existing fill and loose native surface soils be removed to firm natural ground and be stockpiled for future use. Firm natural ground is defined as native soil which possesses an in-situ density equal to or greater than 85% of its maximum dry density. The exposed soils should then be scarified 12 inches, be moisture conditioned to at least 2% over optimum and densified to a minimum of 90% relative compaction. The stockpiled soils may then be replaced in eight inch lifts, moisture treated and compacted as indicated above. The horizontal limits of these removals and recompactions should include the area within a perimeter of 5 feet outside of each proposed structure and beneath concrete flatwork. IMPORTED FILL: Should any imported fill be necessary, it is recommended that it be nonexpansive and possess soil strength parameters equal to or * greater than those of the on-site materials. SURFACE DRAINAGE: We recommend that all surface drainage be directed away from the proposed structures and that ponding of water not be allowed * adjacent to the building foundations. 0 SCS&T 8521202 September 27, 1985 Page 6 EARTHWORK: All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation recommendations presented in the sections above will supersede those in the standard Recommended Grading Specifications. All embankments, structural fill and fill should be compacted to at least 90% relative compaction at or slightly over optimum moisture content. Utility trench backfill within 5 feet of the proposed structures and beneath asphalt pavements should be compacted to a minimum of 90% of its maximum dry density. The maximum dry density of each soil type should be determined in accordance with A.S.T.M. Test Method D-1557-78, Method A or C. FOUNDATIONS GENERAL: It is our opinion that the proposed buildings may be supported by spread footings provided the recommendations contained in this report are followed. All footings should possess a minimum width of 12 inches and be founded at least 12 inches or 18 inches' below lowest adjacent finished grade for one or two-story construction, respectively. Foundations may be designed for an allowable soil bearing pressure of 2000 pounds per square foot. It is further recommended that all continuous footings be reinforced with at least one No. 4 bar top and bottom. LATERAL RESISTANCE: Resistance to lateral loads may be provided by friction at the base of the footing and by passive pressure against the a adjacent soil.. For concrete footings on compacted soil, a coefficient of friction of 0.34 may be used. For calculating passive pressure, an equivalent fluid unit weight of 215 pounds per cubic foot may be used. Passive pressure should not exceed 1,500 pounds per square foot. When combining frictional and passive resistance, the' latter should be reduced by one-third. SETTLEMENT CHARACTERISTICS: The anticipated total and/or differential settlements for the proposed structure may be considered to be within tolerable limits provided the recommendations presented in this report are followed. SCS&T 8521202 September 27, 1985 Page 7 EXPANSIVE CHARACTERISTICS: The prevailing foundation soils were found to be nondetrimentally expansive and will not require special consideration and/or design. LIMITATIONS REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. The soil engineer and engineering geolgist should review and verify the compliance of the final grading plan with this report and with Chapter 70 of the Uniform Building Code. it It is recommended that Southern California Soil & Testing, Inc. be retained to provide continuous soil engineering services during the earthwork operations. This is to observe compliance with the design concepts, specifications orrecommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the soils engineer so that he may make modifications if necessary. SCS&T 8521202 September 27, 1985 Page 8 CHANGE IN SCOPE I. This office should be advised of any changes in the project scope or proposed site grading so that it may be determined if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the State-of-the-Art and/or Government Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions 1 and recommendations. PROFESSIONAL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. SCS&T 8521202 September 27, 1985 Page 9 CLIENT'S RESPONSIBILITY It is the responsibility of B. A. Worthing or his representatives to ensure that the information and recommendations contained herein are brought to the attention of the engineer and architect for the project and incorporated into the projects plans and specifications. It is further his responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recommendations during construction. FIELD EXPLORATIONS Three subsurface explorations were made at the locations indicated on the attached Plate Number 1 on September 10, 1985. These explorations consisted of a trenches dug by means of a backhoe. The field work was conducted under the observation of our engineering geology personnel. The explorations were carefully logged when made. These logs are presented on the following Plate Numbers 3 through 5. The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached simplified chart on Plate 2. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are presented. The density of granular materials is given as either very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. Disturbed and "undisturbed" samples of typical and representative soils were obtained and returned to the laboratory for testing. LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (A.S.T.M.) test methods or suggested procedures. A brief description of the tests performed is presented below: SCS&T 8521202 September 27, 1985 Page 10 MOISTURE-DENSITY: Field moisture content and dry density were determined for representative undisturbed samples obtained. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the field moisture content is determined as a percentage of the soil's dry weight. The results are summarized in the trench log. I CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. c) DIRECT SHEAR TESTS: Direct shear tests were performed to determine the failure envelope based on yield shear strength. The shear box was designed to accomodate a sample having diameters of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at different vertical loads and a saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inches per minute. The results of these tests are presented on attached Plate 1 Number 6. d) COMPACTION TEST: The maximum dry density and optimum moisture 1 content of typical soils were determined in the laboratory in accordance with A.S.T.M. Standard Test D-1557-78, Method A. The results of these tests are presented on the attached Plate • Number 6. 0 SCS&T 8521202 September 27, 1985 Page 11 e) EXPANSION INDEX TEST: An expansion index test on remolded samples was performed on representative samples of soils likely to be used as compacted fill. The test was performed on the portion of the sample passing the #4 standard sieve. The sample was brought to optimum moisture content then dried back to a constant moisture content for about 12 hours at about 230 +1- 9 degrees Fahrenheit. The specimen was then compacted in a 4-inch-diameter mold in two equal layers by means of a tamper, then trimmed to a final height of 1 inch, and brought to a saturation of approximately 50%. The specimen was placed in a consolidometer with porous stones at the top and bottom, a total normal load of 12.63 pounds was placed (144.7 psf), and the sample was allowed to consolidate for a period of 10 minutes. • The sample was allowed to become saturated, and the change in vertical movement was recorded until the rate of expansion became nominal. The expansion index is reported on the attached Plate Number 6 as the total vertical displacement times the • fraction of the sample passing the #4 sieve times 1000. CLASSIFICATION OF EXPANSIVE SOIL EXPANSION INDEX POTENTIAL EXPANSION • 1-20 very low 21-50 low 51-90 medium 91-130 high • Above 130 very high fl 17 C 0 NO SCALE LEGEND: a TRENCH LOCATION fl SOUTHERN CALIFORNIA 4 1F SOIL & TESTING, INC. BY: SMS IDATE: 92785 "00 > 1JOB NUMBER: 8521202 Plate No. 1 SUBSURFACE EXPLORATION LEGEND I. UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL 1. COARSE GRAINED. More than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW More than half of coarse fraction is larger than No. 4 GP sieve size but smaller than 3'. GRAVELS WITH FINES M (Appreciable amount of fines) GC SANDS CLEAN SANDS SW More than half of coarse fraction is SP smaller than No. 4 sieve size. SANDS WITH FINES SM (Appreciable amount of fines) SC TYPICAL NAMES Well graded gravels, gravel- sand mixtures, little or no fines. Poorly graded gravels, gravel sand mixtures, little or no fines. Silty gravels, poorly graded gravel-sand-silt mixtures. Clayey gravels, poorly graded gravel-sand, clay mixtures. - Well graded sand,gavelly sands, little or no fines. Poorly graded sands gravelly sands, little or no fines. Silty sands, poorly graded sand and silt mixtures. Clayey sands, poorly graded sand and clay mixtures. 11. FINE GRAINED, More than half of material is smaller than No. 200 sieve size. SILTS AD CLAYS Liquid Limit less than 50 SILTS AND CLAYS Liquid Limit greater than 50 HIGHLY ORGANIC SOILS ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plast- icity CL Inorganic clays of low to medium plasticity,gravelly clays, sandy clays,silty clays, lean clays. OL Organic silts and organic silty clays of low plasticity MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. CM Inorganic Clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. PT Peat and other highly organic soils. - Water level at time of ex:avaton or as indicated US - Undisturbed, driven ring sample or tube sample CK - Undisturbed chunk sample BG - Bulk sample . SOUTHERN CALIFORNIA SOIL & I INC. 5290 RIVERDALE STREET BAN 01200, CALIFORNIA 92120 BY RRR JOB NO. 8521202 DATE 9-27-85 Plate No. 2 TRENCH NUMBER 1 - _Jo - ELEVATION -J a. 0. LU -J 0 DESCRIPTION SM! Reddish Brown to Brown, - ML SILTY SANDY/SANDY SILT 1_ - (FILL) 2 CK 3 CK ML! Reddish Brown, - BIG SM SANDY SILTY AND 4_ SILTY SAND 5 — 4 I. 10 W z Z I-• >• I- z LU0 W I.-CC W LU U)I- I- Z > - I- 0 <CO a.0 < 0 W I-. << a. z 0 >. cc 0 z 0 cc 0 0 0 Humid Loose — to Medium — Dense 113.2 5.8 89 Moist Medium 114.6 9.9 90 Dense to Dense - CK (Native Terrace Deposit). . 114.2 8.7 90 6 - Grades to SILTY SAND 7 at8feet 8 CK 9 10 SOUTHERN CALIFORNIA I SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JH DATE LOGGED: 9-10-85 JOB NUMBER: 8521202 Plate No. 3 LM z _ z Cn >. W UJO W. Ui M I— z z I.- .. z > - i- o <(I) W , C a. coW — < < -J a. a. 00 >. cc O 0 z () C 0 Humid I Loose 2 TRENCH NUMBER 2 _i Ui 3 U. ELEVATION CL a. C/) Ui U -J 0 DESCRIPTION - SM Brown, BG SILTY SAND 1- (Weathered Terrace) 2. CK SM Reddish Brown, SILTY SAND BG CK (Terrace Deposits) 4- 5— CK 6 7 8 9 0 Humid Loose 105.4 4.2 83 to Moist Medium Dense 117.5 7.8 92 to Dense S SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTINGINC. LOGGED BY JH IDATE LOGGED: 9-10-85 , JOB NUMBER 8521202 Plate No. 4 z >. I— - — LLJ - — z LIJO LU II.. w LU Cl) I Z Cl) I i— Z > — — I— 0 <Cl) < Ui C/) U) LU << _J Q_ 0. z <00 >- 1 0 z 0 0 0 Humid Loose 106.2 I 4.0 I 83 — Humid Medium Dense 116.7 6.4 92 to - Dense 0 0 a. z TRENCH NUMBER 3 -J o- _ ELEVATION CL a. Cl) U) W 0 < Ln —J 0 DESCRIPTION SM Brown to Red Brown, - - SILTY SAND 1. - CK (Weathered Terrace) 3 - SM Reddish Brown, - CK SILTY SAND (Terrace Deposit) 6 CK 7 8 CK 9 S 0 SOUTHERN CALIFORNIA LOGGED BY JH bATE LOGGED: 9-10-85 SUBSURFACE EXPLORATION LOG SOIL & TESTING,INCS JOB NUMBER: 8521202 1Plate No. 5 1] DIRECT SHEAR TEST RESULTS SAMPLE DESCRIPTION ANGLE OF INTERNAL FRICTION(0) COHESION INTERCEPT (psf) 1-1 @ 3-4 Remolded To 90% 27 225 MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT A.S.T.M.: 15557-78 METHOD: A SAMPLE DESCRIPTION MAXIMUM DENSITY(pcf) OPTIMUM MOISTURE CONTENT(%) T-1 @ 3-4 Brown, Very Silty Sand With Clay 127.2 10.7 EXPANSION TEST RESULTS SAMPLE T-1 @ 3-4 CONDITION Remolded INITIALM.C.(%) 8.6 INITIAL DENS}TY(pcf) 115.4 FINAL M.C.(%) 15.9 NORMAL STRESS(psf) 144.7 EXPANSION INDEX 15 SOUTHERN CALIFORNIA ___ SOIL & TESTING LAB, INC. 8280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 BY DATE RRR 9-23-85 JOB NO. -J TWO PROPOSED RESIDENCES, SYME DRIVE, CARLSBAD RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS a GENERAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary soil investigation report and/or the attached Special Provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the soil report for which they are a part. No deviation from these specifications will be allowed, except where specified in the soil report or in other written communication signed by the Soil Engineer. OBSERVATION AND TESTING Southern California Soil and Testing, Inc., shall be retained as the Soil Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Soil Engineer or his 10 representative provide adequate observation so that he may provide an opinion that the work was or was not accomplished as specified. It shall be the responsibility of the contractor to assist the soil engineer and to keep him appraised of work schedules, changes and new information and data 16 so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary soil report are encountered during the grading operations, the Soil Engineer shall be contacted for further recommendations. . If, in the opinion of the Soil Engineer, substandard conditions are encountered, such as; questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc., he will be empowered to either to either stop construction until the conditions are remedied or corrected or recommend rejection of this work. SCS&T 8521202 September 27, 1985 Appendix, Page 2 Test methods used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content - A.S.T.M. D-1557-78. Density of Soil In-Place - A.S.T.M. D-1556-64 or A.S.T.M. 0-2922. All densities shall be expressed in terms of Relative Compaction as determined by the foregoing A.S.T.M. testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. all areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. Any abandoned buried structures encountered, during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedures should be backfilled with acceptable soil that is compacted to the requirements of the Soil Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be investigation by the Soil Engineer to determine if any special recommendation will be necessary. All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth in the Geotechriical Report. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on S the diameter of the well and should be determined by the Soil Engineer and/or a qualified Structural Engineer. I. S El SCS&T 8521202 September 27, 1985 Appendix, Page 3 When the slope of the natural ground receiving fill exceeds 20% (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent soil condition. The lower bench shall be at least 10 feet wide or 1 1/2 times the the equipment width which ever is greater and shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified hereinbefore for compacted natural ground. Ground slopes flatter than 20% shall be benched when considered necessary by the Soil Engineer. After clearing or benching, the natural ground in areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the minimum degree of compaction in the Special Provisions or the recommendation contained in the preliminary soil investigation report. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soils which possesses an in-situ density of at least 85% of its maximum dry density. FILL MATERIAL Materials placed in the fill shall be approved by the soil engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks, expansive and/or detrimental soils are covered in the soils report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the soil engineer. Any import material shall be approved by the Soil Engineer before being brought to the site. SCS&T 8521202 September 27, 1985 Appendix, Page 4 PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to a minimum specified degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically 140 designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary soil investigation report. I. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the soil report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Soil Engineer or his representative. The location and frequency of the tests shall be at the Soil Engineer's discretion. When the compaction test indicates that a particular layer is less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Soil Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot rollers shall be at vertical intervals of not greater than four feet. In addition, fill slopes at ratios of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cut-back to finish contours. Slope compaction operations shall result in all fill material six or more I. SCS&T 8521202 September 27, 1985 Appendix, Page 5 inches inward from the finished face of the slope having a relative compaction of at least 90% of maximum dry density or that specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Soil Engineer is satisfied that the slopes will be stable in regards to surficial stability. Slope tests will be made by the Soils Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be 140 notified that day of such conditions by written communication from the Soil Engineer in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no additional cost to the Owner or Soils Engineer. CUT SLOPES The Engineering Geologist shall inspect all cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures and necessary. Unless otherwise specified in the soil and geological report, no cut slopes 10 shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency. rj fl SCS&T 8521202 September 27, 1985 Appendix, Page 6 ENGINEERING OBSERVATION I. Field observation by the soil Engineer or his representative shall be made during the filling and compacting operations so that he can express his opinion regarding the conformance of the -grading with acceptable standards of practice. The presence of the Soil Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. -. • SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damage site conditions resulting from weather or acts of God shall be repaired before acceptance -of work. 0 RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS The minimum degree of compaction to be obtained in compacting natural 10 ground, in the compacted fill, and in the compacted backfill shall be at least 90 percent. Detrimentally expansive soil is defined as soil which will swell more than 3 percent against a pressure of 150 pounds per square foot from a condition of 90 percent of maximum dry density and air dried moisture content to saturation. 0 Oversized fill material is defined as rocks or lumps over 6 inches in diameter. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. 0 --.. .-- -.- ....... .-.----------...--..•- / • DETAH AND RETAIN THIS STATEMENT / . THE ATTACHED IHECK IS IN PAYMENT OF ITEMS DESCRIBED BEL O W . 4 / IF NOT CORRECTrLEASE NOTIFY US PROMPTLY. NO RECEIPT DE S I R E D . 061 / - LA JOLLA FEDERAL SAjINc AND LOAN ASSOCIATION CARLSBAD, CALIFO R N I A 1! DATE DESCRIPTION G.L. A/C NO. AMOUNT 9-10-80 W/D Account 95-370 2013ck $2058.00 To: Carlsbad Unified School District rmm- ORGANIZED 1928 ... LOCALLY OWNED WAND MANAGED CHARTERED AND SUPERVISED BY AN AGENCY OF THE UNITED STATES G O V E R N M E N T .. ., . . . DETACH AND RETAIN THIS STATEMENT THE ATTACHED CHECK IS IN PAYMENT OF ITEMS DESCRIBED BELOW. 6 IF NOT CORRECT PLEASE NOTIFY 1.15 PROMPTLY. NO RECEIPT DESIRED. 061 LA JOLLA FEDERAL SAVINGS AND LOAN ASSOCIATION, CARLSBAD. CLIFC)Pr'JIA - DATE . . . DESCRIPTION . . G.L. A/C NO. AMOUNT 9-10-80 W/D Account 95-370 . 2013ck $1029.00 To: Carlsbad Unified School District tJiii ES i ORGANIZED 1928 ... LOCALLY OWNED AND MANAGED CHARTERED AND SUPERVISED BY AN AGENCY OF THE UNITED STATES G O V E R N M E N T