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Home My WebLink About1845 CANYON PL; ; CB911380; Permit08-03-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Building Permit Permit No:CB911380 Job Address: Permit Type: Parcel No: Valuation: OccGroup: Building Inspection Request Line (760) 602-2725 1845 CANYON PL CBAD SFD Sub Type: 2050808800 Lot #: $0.00 Const Type: Reference #: Project Title: 2841 SF + 597 SF GARAGE VN Statu Applie Entered By: Appr/Issued: Inspect Area: Applicant: GAYLEY AND KEMMERLY HOMES 7720 EL CAMINO REAL 2M CARLSBAD, CA 92009 632 8032 Owner: VILLESCAZ DIANE L Total Fees: $0.00 $712.00 Payments To Date:$712.00 Balance Due: Description Other Fee 712.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION City of Carlsbad Building Department 2075 Las Pal«as Dr., Carlsbad. CA 92009 (619) 438-1161 I. PEKM1T TYFE A - LJ Commercial U New Building U Tenant Improvement B - D Industrial D New Building D Tenant Improvement C-S Residential D Apartment DCondo ^Single Family Dwelling D Addition/Alteration D Duplex D Demolition D Relocation D Mobile Home D Electrical D Plumbing D Mechanical D Pool D Spa D Retaining Wall D Solar D Other 2. PROJECT INFORMATION PLAN CHECK NO. EST.VAL PLAN CK DEPOSIT VALID. BY •o? C-PRMT 711.00 FOR OFFICE USE ONLY Address Nearest Cross Street Building or buite NO.4758 10/09/91 0001 01 02 C-PRHT 1.00 LEGAL DESCRIFIIUN t No. autxlivision Name/Number 7 ^L Phase No. CHECK BEljUW Ir aUbMll ItlJ: fr&2 Energy Calcs Jg 2 Structural Calcs fl(2 Soils Report p^l Addressed Envelope ASSESSOR'S PARCEL EXISTING USE PROPOSED USE DESCRIPTION OF WORK SQ.FT.# OF STORIES NAME CITY (.11 different from applicant^ STATE ADDRESS ZIP CODE DAY TELEPHONE 4. APPLICANT CONTRACTOR FOR CONTRACTOR CITY 7 72O WNER U AGENT FOR OWNER7 ZIP CODE DAY TELEPHONE G>3>7. 5. FKOFEH1 r OWNtK NAME CITY STATE ADDRESS ZIP CODE DAY TELEPHONE o. CONTRACTOR NAME CITY STATE ADDRESS ZIP CODE DAY TELEPHONE STATE LIC. # BEbKiNtR NAMh CITY LICENSE CLASS CITY BUSINESS LIC. # M f. STATE <?t* . ZIP CODE 93.L/,C* DAY TELEPHONE 7W~ 77/-70J/SIKVE LIC. # 7. WORKEHIT Workers Compensation Declaration: I hereby affirm that I have a certificate of consent to self-insure issued by the Director ot Industrial Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY 7-iJntL POLICY NO.DATE Certificate of Exemption: I certify that in the performance of the worK Tor which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE 8. OWNER-BUILDER DECLARATION Owner-Builder Declaration: I hereby attirm that I am exempt from the Contractors License Law Tor the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? O YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1,1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 9. CL)NS"1KUC11L)N LENDING AGENCY 1 hereby attirm that there Is a construction lending agency tor the performance ot the work tor which this permit is issued (Sec 3097(0 Civil Code). LENDER'S NAME NDER'S ADDRESS 10. APPLICANT CERTIFICATION 1 certify that 1 have read the application and state that the above information is correct. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SATO OTY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over S'O" deep and demolition or construction of structures over 3 stories in height. Expiration. Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or aba/pdonec^at any tinjifi after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code). DATE: /• i: File YELLOW: Applicant PINK: Finance City of Carlsbad Building Department DATE: 09/28/92 TO: GAYLEY AND KEMMERLY HOMES 7720 EL CAMINO REAL 2M CARLSBAD, CA 92009 PLAN CHECK EXPIRATION PC# CB911380 DATE: 10/08/92 ADDRESS: 1845 CANYON PL You have applied to have your plans checked on the date shown above, and you have not obtained your building permit. The provisions of Section 304(d) of the Uniform Building Code state: "Section 304(d) Expiration of Plan Review Applications for which no permit is issued within one year following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the Building Official. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee." Please check the appropriate box indicating your choice and return this letter to the BUILDING DEPARTMENT. PROJECT ABANDONED. I WILL PICK UP PLANS WITHIN 10 DAYS. PROJECT ABANDONED. PLANS MAY BE DESTROYED. If you have any questions, please contact the Building Department at (619) 438-1161. DORIS COSMAN Building Department 2O75 Las Palmas Drive - Carlsbad, California 92OO9-1576 • (619)438-1161 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-I4«8 DATE: JURISDICTION: PLAN CHECK NO: PROJECT ADDRESS PROJECT NAME: 10 / CARLSBAD 9/- : I^S- <ZAL£Y* l< f 7 / <? / / -^ x-P- r> QPT* "T~/ •. j (T ' J O JC* 1 • _J_ Cans/or D/We -BMMSK^Y ' HOMZS Tj / D PLAN CHECKER _ 2 COPY QUPS QDESIGNER D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I—| The plans transmitted herewith will substantially comply I with the jurisdiction's-building codes when minor deficien- cies identified are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. tita The check list transmitted herewith is for your information. l*S The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D 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: III £ nranap -< Qyanqr _ 7•""'' Hj| Esgil staff did not advise the applicant contact person that plan check has been completed. j I Esgil staff did advise applicant that the plan check has — been completed. Person contacted; _ Date contacted: Telephone REMARKS; By; "PAX/ID VAO Enclosures:ESGIL CORPORATION DGA DAA DRN DDM FLAN CHECK NO: JURISDICTION; CTTT OF CARLSBAD TO; 11LS CA ENCLOSORES: PROJECT ADDRESS;I? 4-- • FLOOR AREA:. STORIES: HEIGHT: REMARKS: FLAN C SINGLE FAMILY AMD DOPLKX DUELLINGS FOREWORD: PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances by the Planning Department, Engineering Department or other departments. Present California law mandates that residential construction comply with Title 24 and the following model codes: 1988 UBC (eff. 1/1/90) 1988 UPC (eff. 1/1/90) 1990 NEC (eff. 7/1/91) 1988 UMC (eff. 1/1/90) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The circled items listed need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303(c), 1988 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed UP the recheck process, note on this list (or a copy) where each correction item has been addressed i.e.. plan sheet, specification, etc. Be sure to enclose the marked up list when you submit the revised plans. Date plans received by jurisdiction: Date plans received by Esgil Corporation: Date initial plan check completed: BV: Applicant contact person: ARCtfirekTod Telephone: 7/4." 7 NOTE: PAGE NOHBERS ARE NOT IN SJOJUKNCK AS PAGES HAVING NO ITEMS NEEDING CORRECTIONS HERE DELETED. List No. 12, Carlsbad Single Family Dwelling and Duplex With All Supplements. (1988 UBC) PLANS lT) Please raake all corrections on the original —^ tracings and submit tvo new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite #208, San Diego,- California 92123, (619) 560-1468. / Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The jurisdiction's building department. / Indicate on the Title Sheet of the plans, the naae of the legal owner and name of person responsible for the preparation of the plans. Section 302(a)7. 9 All sheets of plans oust be signed by the person responsible for their preparation. (California Business and Professions Code). / Plans, specifications and calculations shall be signed by the California state licensed engineer or architect responsible for their • preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). 6. Specify on the Title Sheet of the plans the / gross floor area of each element of this project including dwelling, garage, carport, patio, deck and balcony. Section 302(d). 9 Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1988 UBC, UMC and UPC and 1990 NEC. Submit fully dimensioned plot plan drawn to scale showing location, size, and use of all existing and proposed structures on the lot. Identify property lines and show lot dimensions and all easements. Show location of all cut or fill slopes. Show finish floor elevations and show elevations of adjacent finish grade. Show drainage patterns with minimum slopes. Section 302(d). Indicate distance, from' property proposed building. Section 302(d). lines to Show on the title sheet all structures, pools, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." Clearly show if the lower level is a basement or a story, based on the definitions in Sections 403 and 420. Plot the finish grade (as defined) on the elevations and dimension the distance to the floor above, for story determination. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below or sticky back. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 306 of the Uniform Building Code. ITEM REQ. IF CHECKED REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSP. STRUCTURAL CONCRETE OVER 2500 PSI PRESTRESSED STEEL FIELD WELDING HIGH STRENGTH BOLTS EXPANSION ANCHORS SPECIAL MASONRY SPRAYED ON FIRE PROOFING PILES/CAISSONS DESIGNER-SPECIFIED OTHER TJK& JWitXJIOM Exterior walls closer than 3 feet to property lines shall be one-hour rated construction and have no openings. Table 5-A. 7/9/91 Exterior walls closer than 3 feet to a property line shall have 30 inch parapets when the floor area per floor exceeds 1,000 square feet. Section 1709. Projections, including more than 12 inches from the property line. eaves, may not extend into the 3 foot setback Section 1710. /- Eaves over required windows shall be not less than 30 inches from the side and rear property lines. Section 504. Plastic skylights shall not be installed within that portion of a roof located within a distance to property line where openings in exterior walls are prohibited or required to be protected. Section 5207 (a) 7. Projections, including eaves, shall be one- hour fire-resistive construction, heavy timber or of noncombustible material if they project into the 3' setback area from the property line. Section 1710. Show location of permanently wired smoke detector: A. Centrally located— in corridor or area / giving access to sleeping rooms. V. On each story. 'y. In the basement. ftD When sleeping rooms are upstairs, at the upper level in close proximity to the stair. i. In rooms adjacent to hallways serving / bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway. NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit. Section 1210 When the valuation of a room addition or repair exceeds $1,000, or when sleeping rooms are created, smoke detectors shall be provided at existing bedrooms per item 19 above. Section 1210. KH AL nuar Habitable rooms, other than kitchens, shall contain at least 70 square feet of floor area. At least one room shall have not less than 120 square feet of floor area. Section 1207 (b). Window area must be at least 1/10 of the floor area and a minimum of 10 square feet per Section 1205 (a). Appears to be deficient in Openable window area in habitable rooms oust be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms, laundry rooms and similar rooms 1/20 of area is required and minimum is 1.5,sq. ft. Section 1205 (a). At least 1/2 of the common wall must be open and have an opening not less than 25 sq. ft. nor one tenth of the floor area of the interior room if light and ventilation is being supplied from an adjacent room. Section 1205 (a). A Required windows shall not open into a roofed porch unless the ceiling height is at least 7 feet, the longer side is at least 65% open, and the porch abuts a street, yard or court. Section 1205 (a). Provide mechanical ventilation capable of providing five air changes per hour in bathrooms, water closet compartments, laundry rooms and similar rooms if required openable windows are not provided. Section 1205 (c). Show discharge point for exhaust air to be at least 5 feet from any mechanical ventilating intake. Section 1205(c). {28.) Ductless fans cannot be used in bathrooms if a tub or shower is present. Section 1205(c). No habitable room, other than a kitchen, shall be less than 7'0" in any dimension. Section 1207 (c). Show that is ceiling height for habitable rooms a minimum of 7'6". Section 1207 (a). Show ceiling height for laundry rooms, hallways, corridors, and bathrooms is a minimum of 7'0". Section 1207 (a). Dimension on the plans the 30" clear width for water closet compartments and 24" clearance in front of water closet. Section 511 (a). Specify safety glazing for glazing in hazardous locations such as glass doors, glazing adjacent to doors and glazing adjacent to walking surfaces. Section 5406. Glazing, in the same wall plane as a door, must be safety glazing if within 12" of the door and less than 60" above the walking surface, unless the glazing is leaded or faceted glass. Section 5406 (d) 6. Glazing in shower and tub enclosures shall be tempered, laminated or approved plastic (including windows within 5 feet of tub or shower floor). Section 5406 (d) 5. 2/12/90 t A Sleeping rooms shall have a window or exterior door for emergency exit. Sill height shall not exceed 44" above the floor. The window must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". Section 1204. kel *2»Basements in dwelling units shall comly with the above (even if not designated as sleeping rooms). Section 1204. Walls and floors separating units in a duplex shall be of one-hour fire-resistive construction. Section 1202(b). A mezzanine is an intermediate floor and may not have a floor area exceeding 33 1/3 percent of the total floor area in the room below. The mezzanine floor must have a clear height of 7 feet, above and below, and must have the long side open to the room below except for posts and protective walls or railings not exceeding 42" in height. Section 1716. The loft you show ..does not comply as a mezzanine floor and is, by Uniform Building Code definition, a story. Section 1716. EXITS. STAIRWAYS. AND RAILIMGS Floors above the second story shall have not less than 2 exits. Exceptions: 1. Occupied roofs may have one exit if such occupied areas are less than 500 square feet and located no higher than immediately above the second story. 2. When the third floor within a unit does not exceed 500 sq. ft., only one exit need be provided. Section 3303(a). Required exit doorways shall be not less than 36" in width and not less than 6'8" in height, and shall be capable of opening at least 90 degrees. Section 3304 (f). Provide 36" high protective railing for porches, balconies, and open sides of stair landings. Openings between railings shall be less than 6". Section 1711. . Show how guardrail connection details are adequate to support"20 pounds per lineal foot at a right angle to the top rail. Table 23-B. Provide stairway and landing details. Section 3306 (b), (c).and (p). a. Maximum rise is 7" and minimum run is 11". When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum. b. Minimum headroom is 6'-8". c. Minimum width is 36". All handrails per Section 3306 (j), shall satisfy the following: a/. Provide handrail for stairways with 4 or more risers. Handrail shall be 34" nosing of treads. to 38" above the 'c) The handgrip portion of handrail shall be "— not less than 1 1/2", nor more than 2" in cross-sectional dimension. Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width. Such dimension need not exceed 36 inches. Section 3306 (g), 3304 (j). An interior door may open inward at the top step of a stairway provided the top step is not more than 7 1/2" lower than the floor level. Section 3304 (i). Provide details of winding stairway complying with Section 3306 (d): (£} Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. Maximum rise is--8- inches. Minimum width is 36 inches. 5/10/90 /• /• Provide spiral stairway details, per Section 3306 (f): a. Minimum run is 7 1/2 inches measured at a point 12 inches from where the treads are the narrowest. b. Maximum rise is 9 1/2 inches. Maximum clear opening between risers is 6 inches. c. Minimum headroom is 6 feet 8 inches d. The tread must provide a clear walking area measuring at least 26 inches from the outer edge of the supporting column to the inner edge of the handrail. Spiral stairways may not be used for required exits when the area served is greater than 400 sq. ft. Section 3306 (f). Provide I.C.B.O. Research Report and number for metal stairway, or submit plans and calculations and approved fabricator registered with the building department or note that the stairway fabrication plans shall be submitted to and approved by the building official prior to installation. Exterior stairways shall not project into the 3 foot setback from the property lines. Section 3306 (n). The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one-hour fire-resistive construction. Section 3306 (m). A Within units, show that minimum width of 36 inches. corridors have a Section 3305 (b). (56.J Specify roof slope. Roof slope is not adequate for specified. Table 32-B,C,D and E. roof type Specify roof material and application. Chapter 32. Specify I.C.B.O. or U.L. approval number for roof materials not covered in U.B.C., e.g., tile, etc. Section 107. Specify minimum 1/4 inch per foot roof slope for drainage or design to support accumulated water. Section 3207 (a) and Section 2305 (f). Show roof drains and overflows. Section 3207. Provide skylight details to show compliance with Sections 3401 and 5207 or provide I.C.B.O. approval number. Plastic skylights must be separated from each other by at least 4 feet. Section 5207 (a) 6. Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents. Show required area and area provided. Section 3205 (c). MASONRY Provide fireplace construction details or note construction to be per attached fireplace standard drawing. Chapter 37. Show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 3006 (d)l and Section 2515 (a). Show ties and #9 wire in horizontal joints. Show height and construction details of all masonry walls. Chapter 24. Show floor and roof connections to masonry walls. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 2310. Show a minimum 2" air space and flashing between planter and building walls. Section 2516 (c) 7. GARAGE AND CARPORTS Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling. Table 5-B, Section 503 (d). All elements supporting floor above garage, including walls supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 503 (b) 3/8" solid core self-closing door for between garage and dwelling. Section Garages are not permitted to open into a room used for sleeping purposes. Section 1104. 12/18/90 An occupancy separation is not required between carport and residence, provided the carport is open on two or more sides and has no enclosed uses above. Section 503 (a) Exception 3. 7jf. Show garage framing sections, size of header over garage opening, lateral cross bracing at plate line, method bracing garage front and holddowns if required. Chapter 23. NOTE: Maximum shear panel height-to-width ratio is 3 1/2 to 1 for plywood. Table 25-1. Doors may open into the garage only if the floor or landing in the garage is not more than one inch lower than the door threshold. Section 330* (i). Provide an 18" raised platform for any FAU, water heater, or other device in the garage which may generate a flame or spark. UMC Section 508, UPC Section 1310 (a). FODNDAHON KHXJIREMENTS Per soils report, note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 2905 (c). '79,! The foundation plan does not comply with the soils report recommendations for this project. Please review the report and modify design, notes and details as required to show compliance: Provide notes on the foundation plan listing the soils report recommendation for foundations, slab and building pad preparation. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). p. IS The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: 1. The building pad was prepared in accordance with the soils report, 2. The utility trenches have been properly backfilled and compacted, and 3. The foundation excavations comply with the intent of the soils report". Show height of all foundation walls. Chapter 23. Show height of retained earth on all foundation walls. Chapter 23. If cut or fill slopes exist, show distance of foundation to edge of cut or fill slopes and show steepness and heights of cuts and fills. Chapter 29. Note on plans that wood shall be 6" minimum above finish grade. Section 2907 (a). Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). Dimension foundation per U.B.C. Table 29A: Floors Footing Supported* Stemwall Width Depth Thickness 6" 8" 10" 12" 15" 18" 12" 18" 2V 6" 7" 8" ^Foundations may support a roof in addition to the floors. Where only a roof is supported, use foundation for one floor. Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. Show foundation bolt size and spacing. Section 2907 (f). Specify size, I.C.B.O. number and manufacturer of power driven pins. Show edge and end distances and spacing. Section 302 (d). '/r -this. rp/'.p LtTtu-n VI 9 ) -/? letfr,Ve P. f / o f YfPori' S-/>»»vJ -4."&.y*,,-£^.-., .-^ >M -fWf ^ . If required, show size, embedment and location of hold down anchors onfoundation plan. Section 302 (d). If hold downs are required, note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 305 (e) 1. 94. Show adequate footings under all bearing vails and shear walls. Section 2907 (b). Show on the plans stepped footings for slopes steeper than 1:10. Section 2907 (c). Show minimum 18" clearance from grade to bottom of floor joists and minimum 12" clearance to bottom of girders. Section 2516 (c) 2. Show pier size, spacing and depth into undisturbed soil. Table 29-AJ Show minimum underfloor access Section 2516 (c). of 18" x 24' 101. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. FRAMING Show wall bracing. Every exterior wood stud wall and main cross-stud partition shall be braced at each end at least every 25 feet of length with 1x4 diagonal let-in braces or equivalent. Section 2517 (g) 3, Table 25-V. In 2-story buildings, shear panels at the first story (at least 48 inches in width) shall be located at each end or as near thereto as possible and comprise at least 25 percent of the linear length of the wall, or provide design. Section 2517(g)3, Table 25-V. Note cross bridging or blocking. Floor joists and rafters 12" or more in depth shall be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held inline. Sec. 2506 (h), 2517 (d) 6. Show blocking at ends and at supports of floor joists, rafters and trusses at exterior walls. Section 2517 (d) 3, 2517 (h) 6. Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joist. Section 2517 (d) 5. Show rafter ties. Rafter ties shall be spaced not more than 4 feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2517 (h) 4. Show rafter purlin braces to be not less than 45 degrees to the horizontal. Section 2517 (h) 5. Show double top plate with minimum 48" lap splice. Section 2517 (g) 2. Show nailing will be in compliance with Table 25-Q. Show or note fire stops at the following locations per Section 2516 (f): a. In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals along the length of the wall; b. At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; c. In concealed spaces between stair stringers at the top and bottom of the run and between studs along and inline with the run of stairs if the vails under the stairs are unfinished; and d. In openings around vents, pipes, ducts, chimneys, fireplaces and similar openings vhich afford a passage for fire at ceiling and floor levels, with noncombustible materials. 1?0. In duplexes, draft stops shall be provided in floor-ceiling assemblies and attics in line with walls separating units and separating units from common areas. Show stud size and spacing. Maximum allowable stud heights: Bearing wall: 2 x4 and 2x6 '/° max. 20'. Non-bearing: 2 Table 25-R-3. X 4 max. 14', 2x6 Studs supporting two ceiling must be 3 x 4 Table 25-R-3. floors, a roof and or 2 x 6 at 16" o.c. Note on A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 2505. 7/6/91 ,/. 149 /< Detail all post-to-beam and post-to-footing connections and reference the detail to the plan. Section 2516 (m). Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2513. Specify nail size and spacing for all shear walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. [Tables 25 I, J, K and Section 4714 (d)]. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Show 1/2" minimum clearance between top plate of interior partitions and bottom chord of trusses. (To ensure loading will be as designed). Provide roof framing plan and floor framing plan. Section 302 (d). 0. Provide framing sections through Section 302 (d). 121. Specify all header sizes for opening over 4" / wide. Section 2517 (g) 5. 122. Provide calculations for main vertical and / horizontal framing members and post footings. Section 302 (b). 7* 4 123. Provide calculations for lateral loads, shear panels, shear transfer and related. Section 302 (b). In Seismic Zones 3 and 4, the allowable shear wall values for drywall in Table 47-1 must be reduced 50 percent when loads. This does not Footnote 1. considering earthquake apply to wind loads. z5. Show on the plans all structural requirements developed in the structural calculations. Section 302 (d). (See comments below or at end.) f Columns and posts located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. Show location of attic access with minimum size 22" x 30". Section 3205. Show draft separation for attic areas between units in a duplex. Section 2516 (f). Specify plywood and/or particle board thickness, grade and panel identification index. Table 25-S. when roof pitch is less than 3:12, design ridge as a beam. Section 2517 (h). , If foundation cripple wall studs are less than 14" high, framing shall be solid blocking, or sheathed with plywood. Section 2517 (g) 4. 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. Section 2517 (g) 4. . Show plywood sheathing over exposed eaves, or other weather exposed areas, is "bonded with exterior glue." Plywood used for exterior wall covering shall be the exterior type. Section 2516 (i), 2516(g)3. . Detail truss layout for 30" x 30" attic access, if required for equipment in the attic and detail 30" x 30" clearance through truss webs. . Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. In open beam construction, provide strap ties across the beams at the ridge support. Section 2501 (b). 3. ,-d.) 7/5/91 Note on the plans that "all weather-exposed surfaces shall have a weather-resistive barrier to protect the interior wall covering and that exterior openings shall be flashed in such a manner as to make them weatherproof". Section 1707. MECHANICAL (UNIFORM MECHANICAL CODE) All heating, ventilating, and cooling systems and appliances shall comply with the Uniform Mechanical Code. Show the size, location and type of all heating and cooling appliances or systems. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F. at 3 feet above the floor in all habitable rooms. Show basis for compliance. UBC, Sec. 1212. Note on the plans that the FAU closet or alcove must be 12 inches wider than the furnace or furnaces being installed. UMC Section 704. Show minimum 30" deep unobstructed working space in front of furnace. Section 505, UMC. Furnace shall not be installed in any bedroom, bathroom or in a closet or confined space with access only through such room unless specified as direct vent appliance, enclosed furnace or electric heating appliance. Section 704 UMC. 1A2. Show source of combustion Chapter 6, UMC. air to furnace, per lU. ya. Show access to the attic containing equipment to be minimum 30 inches by 30 inches. The opening may be 22 inches by 30 inches if the equipment can be removed through such opening. Section 708 UMC. Note that passageway to the attic furnace shall be unobstructed and have continuous solid flooring not less than 24 inches wide, not more than 20 feet in length through the attic. Section 708 UMC. Show permanent electrical outlet and lighting fixture controlled by a switch for furnace located in attic or underfloor space. Section 708 & 709 UMC. Show details to comply with Section 709 for furnace under the floor, or Section 710 for roof or outside furnace. Show I.C.B.O. approval number for prefab fireplace. Show height of chimney above roof per I.C.B.O. approval or Table 37-B. Note on plan: Gas vents and non-combustible piping, in walls, passing through three floors or less shall be effectively draft stopped at each floor or ceiling. UBC, Section 1706 (a) 6. /•—*\(151.) Provide dryer vent to outside. UMC, Section ^—s 1903. ELECTRICAL (NATIONAL ELECTRICAL CODE) All wiring shall comply with the National Electrical Code. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub- panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. ©Note on the plans: "Electrical outlets shall be installed in accordance with NEC Article 210-52". Note on the plans: "Lighting outlets controlled by a wall switch shall be provided in accordance with NEC Article 210-70". Note on the plans: "Light in clothes closets will Article 410-8". fixtures installed comply with NEC Note convenience outlets in bathrooms, kitchen counter top(s) within 6 feet of the kitchen sink, outdoors, and in garages and basements (other than for laundry and similar equipment) shall be GFI protected. NEC, Art. 210-8. Note electrical system ground to be provided per NEC, Art. 250-80(a), 81(c). PLUMBING (OHIFORH PLDHBCTG CODE) Show water heater size, type and location on plans. UPC, Section 1301. Show source for providing combustion air to fuel burning water heater. If wall openings in an enclosure are used, at least one-half of the required opening area shall extend into the upper twelve inches of the enclosure and one-half within the lower twelve inches. UPC, Section 1307. 7/9/91 162. ). Fuel combustion water heater shall not be installed in bath or bedroom or in a closet opening into bath or bedroom. UPC, Section 1309. f L. Provide adequate barrier to protect water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 1310. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 1007 (e). 165. Show that water heater is adequately braced to resist seismic forces, when not connected by rigid pipe. UMC Section 504(d). Show shower stall can accommodate a 30" circle and has a minimum floor area of 1,024 sq. in. UPC 909 (d). I. Provide clothes washer hook-up for each unit. Title 24, Part 3. 106. 1*7. 168. yo. MOISE INSULATION Show details of duplex common (party) walls and floor/ceiling assemblies to achieve a Sound Transmission Class (STC) rating in walls of 50 decibels and an Impact Insulation Class (IIC) rating on floor/ceiling of 50 decibels. Title 24. Show how penetrations of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits, or heating ventilating, or exhaust ducts shall be sealed, lined, or insulated to maintain required sound transmission rating. Title 24. Provide insulation in walls and ceiling to achieve STC of 50 between garage and living area if garage use is not controlled by resident. Title 24. Provide plans, calculations and worksheets to show compliance with current energy standards. The regulations require a properly completed and properly signed Form CF-1R to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CF-1R. 1/7;Z. Specify on the building plans all of the mandatory energy conservation requirements as listed on the enclosure titled, "Mandatory Enerev Conservation Requirements". 1/4. A Show the make, model and space heating (or cooling) heat loss calculations if 45,000 BTU/Hr. efficiency of the system and provide the output exceeds For room additions, show that the glazing area of the addition does not exceed 16% of the newly-conditioned floor area, plus glazing removed or relocated due to the addition. Provide fluorescent general lighting in kitchen(s) per CAC, Title 2k, 2-5352(J). CARLSBAD S.F.D. & DUPLEX SUPPLEMENT Energy conservation 7. design should be for Zone Floor drains policy). must have auto-prime (city For gas piping under slabs that serve kitchen island cooktops, see the attached Policy 91-46 for special sleeve and clean-out requirements. Note exhaust fans cannot be ductless type (city policy). New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (city policy). Incorporate the waterproofing details, on the attached Policy 80-8, where interior living space occurs below grade at the masonry wall(s). )Show on the Title Sheet on the plans, the information required by the attached Developmental Services Sheet 112383. "hall ~I<>-S. 4 7/10/91 10 36. y. All new residential buildings, including additions, require a soils report. Please submit two copies. Exception: If a room addition is limited to one story and 1000 sq. ft. in area, then a soils report is not required. Esgil Corporation will advise the City to place their soils notice stamp on the plans. Heavy timber framing, minimum 6" x 10" beams and minimum 8" x 8" post, for the structural beam and column supporting the fire separation between the garage and living area above, is acceptable if shown on the plans. (city policy). All structures require a Class B roof covering, except room additions. If a room addition covers all of the existing building (2nd story addition), then the above exception doesn't apply. City Ordinance 9792 requires two parking spaces/unit with clear area of 20'x20' i.e. no washing machines, etc. Show compliance. All chimneys attached to any appliance or fireplace that burns solid fuel shall be equipped with an approved spark arrester. The net free area of the spark arrester shall be not less than four times the net free ara of the outlet of the chimney. The spark arrester screen shall have heat and corrosion resistance equivalent to 12 gauge wire, 19 gauge galvanized wire or 24 gauge stainless steel. Openings shall not permit the passage of spheres having a diameter larger than 1/2-inch and shall not block the passage of spheres having a diameter of less than 3/8-inch. MISCELLANEOUS Please see additional corrections, on the following page. or remarks, To speed up the recheck process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 192) Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please check. The City of Carlsbad has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number 619/560-1468, to perform the plan check for your project. If you have any questions regarding these plan check items, please contact _ V/VO at Esgil Corporation. If you have any questions regarding City Building permit procedures, please contact Carter Darnell at the City of Carlsbad, 2075 Las Palmas Dr., telephone 619/438-1161. Thank you. Enclosures: 1. (T93D T.T "e -f ' ?r t 1 f ^r i</al\ C cC\. *lrl C-f are lino t/ u p c/t . T/_t fogtr/ TJ.?n Ci _Yes No HO l/j n I /-Ao,^,.- .;/,... C 1 ' 7/10/91 11 DEVELOPMENTAL • ]«^ M 1200 ELM AVENUE SERVICES W^y^M CARLSBAD. CA 92008-1M9 BUILDING DEPARTMENT VjSrf^ (819) ^(ttf^Spr of Cartefcab THE INFORMATION LISTED BELOW MUST BE SHOWN ON THE TITLE SHEET OF THE PLANS FOR YOUR SINGLE FAMILY DWELLING Site Address Legal Description Assessor's Parcel Number i Quantity of Grading in cubic yards Contact Person - Name and daytime Phone Number Circle any Planning Commission or City Council Action oh this Property: Variance, Conditional Use Permit, Tract or Parcel Map, Zone Change, Planned Development, Redevelopment Permit, Specific Plan, Site Development Plan PLAN CHECK NUMBER cd 112383 Date , "Vn Jurisdiction CARLSBAD Prepared byi 7>A >/1D VAT7 PLAN CHECK NO. BUILDING ADDRESS APPLICANT/CONTACT AR BUILDING OCCUPANCY TYPE OF CONSTRUCTION VALUATION AND PLAN CHECK FEE Q Bldg. Dept. D Esgil >/&ce N> - 3 /M - k To/v/ PHONE NO. "7/4- ??/ DESIGNER PHONE CONTRACTOR PHONE / t BUILDING PORTION [h/l'nVT (Tar\TC9f> 3 (1 ' Air Conditioning Commercial - . Residential Res. or Comm. Fire S-orinklers Total Value BUILDING AREA 2<P4-/ tfl •*- • • ._ VALUATION MULTIPLIER 73 /^ '§ p @ ' ' VALUE 2<? 7,3^3 — f/74^ — • a/f, /Bf— Building Permit Fee $_ Plan Check Fee $ C 0 M HENTS: SHEET /OF 12/87 *4 r 2 3 S N R TDD C C C H H H E E E K K K nnn nn Efb nn n BUILDING PLANCHECK ENGINEERING CHECKLIST DATE: PLANCHECK NO ITEM COMPLETE ITEM INCOMPLETE NEEDS YOUR ACTION ITEM SELECTED PROJECT I D ; LEGAL REQUIREMENTS Site Plan 1.Provide a fully dimensioned site plan drawn to scale. Show: north arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimension setbacks. 2.Show on site plan: elevations existing Lsh floor elevation. {^elTevationsp elevations of finish grade building7 existing topographical lines, <& (gfbpbsed siopeg^ driveway with percent (%) (gfalnage patterfis>> adj acent to sting grade and 3. Provide legal description and Assessors Parcel Number. Discretionary Approval Compliance No Discretionary approvals were required. Project complies with all Engineering Conditions Approval for Project No. CT9S~—t3 . of Project does not comply with the following Engineering Conditions of Approval for Project No. Conditions complied with by:. Field Review Date: '—' '—' 7. Field review completed. No issues raised.n 8. Field review completed. The following issues or discrepancies with the site plan were found: nnn A. nnn B. nnn Site lacks adequate public improvements Existing drainage improvements not shown or in conflict with site plan. C. Site is served by overhead power lines. P:\DOCS\MISFORMS\FRM0010.DH REV. 02/27/91 '—' '—' '—' D. Grading is required to access site, create pad or provide for ultimate street improvement. '—' '—' '—' E. Site access visibility problems exist. Provide onsite turnaround or engineered solution to problem. nan F. Other: tzfb Dedication Requirements D 9. No dedication required. '—' '—' 10. Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8V x 11" plat map and submit with a title report and the required processing fee. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. The description of the dedication is as follows: Dedication completed, Date By:. Improvement Requirements '—' '—' 11. No public improvements required. SPECIAL NOTE; Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City inspector prior to occupancy. ''—'12. Public improvements required. This project requires construction of public improvements pursuant to Section 18.40 of the City Code. Please have a registered Civil Engineer prepare appropriate improvement plans and submit for separate plancheck process through the Engineering Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit. The required improvements are: Improvement plans signed, Date: by:. P:\DOCS\MISFORMS\FRM0010.0H REV. 02/27/91 "'—' '—' '—' 13. Improvements are required. Construction of the public improvements may be deferred in accordance with Section 18.40 of the City Code. Please submit a letter requesting deferral of the required improvements together with a recent title report on the property and the appropriate processing fee so we may prepare the necessary Future Improvement Agreement. The Future Improvement Agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit. Future Improvement Agreement completed, Date: By: '—' '—' '—' 13a. Inadequate information available on site plan to make a determination on grading requirements. Please provide more detailed proposed and existing elevations and contours. Include accurate estimates of the grading quantities (cut, fill, import, export). '—' '—' '—' 14. No grading required as determined by the information provided on the site plan. '—' '—' '—' 15. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted for separate plan check and approval through the Engineering Department. NOTE: The Grading Permit must be issued and grading substantially complete and found acceptable to the City Inspector prior to issuance of Building Permits. Grading Inspector sign off. Date: by: Miscellaneous Permits Right-of-Way Permit not required. Right-of-Way Permit required. A separate Right-of-Way Permit issued by the Engineering Department is required for the following: '—' '—' '—' 18. Sewer Permit is not required. 19. Sewer Permit is required. A sewer Permit is required concurrent with Building Permit issuance. The fee required is noted below in the fees section. 20. Industrial Waste Permit is not required. P:\DOCS\MISFORMS\FRM0010.0H REV. 02/27/91 /' '—' '—' —' 21. Industrial Waste Permit is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Building Permits. Permits must be issued prior to occupancy. Industrial Waster Permit accepted - Date: By: Fees Required E'^ 27. Park-in-Lieu Fee - —d) 4 * AQuadrant; I Fee per Unit; fbudj ^uj t**AMltP Total Fees; _ ^. •77d -,-707~7 Fee Per Unit: $£*&&" Total Fee?-?'&Q^— 23. Traffic Impact Fe^ ^J___ JL 24. Bridge and Thorough fare Fee Fee Per Unit; /?totf~ •#*d2t»feLf~ Total Fee: 25. Public Facilities Fee required. 26. Facilities Management Fee Zone: f Fee; 27. Sewer Fees Permit No. 3E-3IOO98 EDU's \.Q Benefit Area: ~ Fee: > /1 Gd 28. Sewer Lateral Required: (brCatltiJtJ^V **<$&. CT gC- CB Fee:_ D 29. REMARKS:. ENGINEERING AUTHORIZATION TO ISSUE PERMIT BY: DATE: P:\DOCS\MISFORHS\FRH0010.DH REV. 02/27/91 PLANNING CHECKLIST Plan Check No. ^A/36o Address t&^^ &&CA*>yg*J Planner UoJ L/*,A^ Phone 438-1161 ext. (Name) APN: ~ 252 TyPe °f Project and Use /Z&r/bax/T&t- tJt&J Gs>*j$7?*'L.77c>/J» Zone 11^1-7X90 Facilities Management Zone / _ Leend -« •) 8 FTl655 LiJ Item Complete IIIa a! i r— i I _ I Item Incomplete - Needs your action Cm 1,2,3 Number in circle indicates plancheck number where deficiency was identified Environmental Review Required: YES _ NO /\ TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval 0U D DiscretiDiscretionary Action Required: YES NO A TYPE APPROVAL/RESO. NO. DATE: PROJECT NO. OTHER RELATED CASES: 0T1 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval \ D California Coastal Commission Permit Required: YES NO DATE OF APPROVAL: \ San Diego Coast District, 3111 Camino Del Rio North, Suite 200, San Diego, CA. 92108-1725 (619) 521-8036 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval D Landscape Plan Required: YES NO X" See attached submittal requirements for landscape plans , Site Plan: 1. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimensioned setbacks. 2. Show on Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes and driveway. 3. Provide legal description of property. 4. Provide assessor's parcel number. Zoning: 1. Setbacks: nan DDD nan tj)nn Front: — r£>Int. Side: Street Side: Rear: 2. Lot coverage: 3. Height: 4. Parking: Additional Comments &b&'yAbD *! Required 1 Required / Required _j Required /< Required <^ Required <C Spaces Required Guest Spaces Required T&rBAit-S SMyuib ^e' AJO t *jO Shown 2^? V Shown £*o' &- Shown -gL /. t- Shown so ' <o1y Shown 55"' Shown £7' 2^ Shown 3 Shown :<«<: 7*4 J Z/ ' OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE PLNCK.FRM STRUCTURAL CALCULATIONS PROJECT DESIGN CRITERIA CODES:Uniform Building Code, 1988 Edition AISC, Manual of Steel Construction, 9th Edition American Concrete Institute, ACI 318-89 National Design Specification, NFPS, 1986 Edition AITC, Timber Construction Manual MATERIALS:Concrete: f » 2000 psi @ 28 days Masonry: f' = 1350 psi, Grade "N" CMU per ASTM C-90 (fi= 1500 psi for solid grouted construction) . __ Mortar: f'= 1800 psi, Type "S" per UBC 2403.(c) Grout: f£= 2000 psi @ 28 days per UBC 2403.(d) Steel Reinforcing: Structural Steel: Wood: Plywood: A-615 Grade 40 for #4 and smaller A-615 Grade 60 for #5 and larger ASTM A 36 Typical Unless Noted Steel Pipe: ASTM A 53 Grade B Steel Tubing: ASTM A 500 Grade A or B Machine Bolts: ASTM A 307 Grade A Anchor Bolts: ASTM A 307 Grade A Light Framing: Const Grade Douglas Fir Struct Lt_. Framing: #2 Grade D.F. Joists and Planks: #2 Grade D.F. Beams and Stringers: #1 Grade D.F. Posts and Timbers: #1 Grade D.F. A.P.A. Rated Sheathing , Struct II conforming to US Product Std. PS 1-89 and UBC Std. 25-9 Glued-Laminated Timber: ANSI/AITC A190.1-1988 & UBC Std. 25-10 Simple Spans: 24F - V4 Combination Cantilevers: 24F - V8 Combination BY DATE PROJECT SHEET NO. | OF JOB NO. R £?e>F Tits \.o BY DATE PROJECT SHEET NO.OF JOB NO. BY DATE PROJECT SHEET NO. 3 OF JOB NO. L T- (l&j- . b L .4-7*? K- t? L L BY DATE PROJECT SHEET NO. 4- OF JOB NO. fzt 7~ • K. & p.*in*>t*. _4 M -o BY DATE PROJECT SHEET NO.OF JOB NO. I BY DATE PROJECT SHEET NO. G, OF JOB NO. e? ,-717? floor /V/\S252 ?' 'dp ~ A = \ (2 r i4.it" rfl 6.-7^K ^ BY DATE PROJECT SHEET NO. -7 OF JOB NO. L t> L \* r V / = ,160*7, .„ V L i t P ^ " 4*\c-A = ,07 M - BY DATE PROJECT SHEET NO. <g> OF JOB NO. 'Z'SJ 4.06>. /f • £g) 3' - G,o <> = p _ \\r ~ * . .5 -- 71 L +.**' BY DATE PROJECT SHEET NO JOB NO. °j OF ,, dA! - T- Q V ' BY DATE PROJECT SHEET NO. /^ OF JOB NO. ' ' < 7- x ! - O \ > / BY DATE PROJECT L&A&S SHEET NO. ( ( OF JOB NO. $• •:©:| i !'scisMic- L&A& SHEET NO. / OF DATE PROJECT SHEET NO.OF JOB NO. -$U- U/ALL LIME. //.._ t 11 /* .<)*>** If- 3 • •4 * -Z x BY'DATE PROJECT SHEET NO. /<f OF JOB NO. . U/ALL LIME. frsm'^ *•** v / ^' ". •' - />' j? : ;*/:XX K , -• . v\ //o '/WST&7- /x' P*' fr .r,•'*'-; J1 ) = ' I *$ }jr<* II I ,, BY DATE PROJECT SHEET NO. \S OF JOB NO. •2.»* e> • •* /I* U/ALL LIMB Kb ^ ±^±£i J^ . KP^ -7 ^.^ Jt ' 1-1 ^ ^ \ BY' ' DATE PROJECT SHEET NO. l& OF JOB NO. U/ALL L/MB 0,5K. BY' ' DATE PROJECT SHEET NO. /-} OF JOB NO. 3,5 U/ALL LIMB BY" ' DATE PROJECT SHEET NO. /g? OF JOB NO. U/ALL L/MB 5 H< TO,—].,- M- -l^t^Ti^, e< fc - 9 .P *' r\ I. BY DATE PROJECT SHEET NO. 1^1 OF JOB NO. •*>,o 7 4/DL U/ALL L/MB I' HP'S t A '•**•'***.<> -<*•/ BY ' DATE PROJECT SHEET NO. 2~Q OF JOB NO. <2.r ,/*. U/ALL LIMB ',->'/"''•: ft '**^^ M,s SHTC e = BY - ' DATE PROJECT SHEET NO. <£| OF 008 NO. t-i U/ALL LIMB •f -. DU ^ I lo COMPACTION REPORT Located on: Canyon Street Carlsbad, California Prepared For -ne A (ton September 9, 1989 W.O. G-1013 Prepared By: ALTON L RUDEN REGISTERED CIVIL Ff,";!'-:t3 170-', :,!Cu'Ti,. ;'.'-•' •" OCUri'i:i\ C-.Jf V-M" (61'-, 7^-iii? September 9, 1989 W.O. G-1013 Page 2 INTRODUCTION This report presents the results of our field density testing and observations during the rough grading operations on the subject tract. Field density test results are presented in Table 1 at the end of this report. The approximate locations of the tests are plotted on the enclosed Grading Plan, Plate 1. The project essentially entailed the development of eight level pads by gently grading and cutting east- and southeast-facing slopes. The fill is intended to support continuous-wall footings and slabs on grade for two-story single-family residences. LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557-78. Field density tests were performed in accordance with ASTM D 1556-82. The results of the laboratory maximum dry density testing of the soil used as compacted fill on the subject tract are listed below: Description Maximum Dry Optimum Density (pcf) Moisture (%) Orange-brown silty sand 132 8.5 «•; i.- Expansion The surface and near-surface soils are non-expansive, sandy materials. September 9, 1989 W.O. G-1013 Page 3 DISCUSSION 1. The site was cleared of surface vegetation and debris prior to compaction. 2. Surface deleterious material was disposed of off site prior to placement of fill. 3. Fill was placed in lifts approximately 8.0 inches thick, moistened as required and compacted with heavy earth-moving equipment. 4. During t'-e course of grading, loose or porous material was removed to a competent bottom. The areas were then processed and filled to pad grade with compacted fill. 5. Lot No. 2 is a cut/fill transitional lot. Fill underlies lot Nos. 3 and 7. Lot Nos. 1, 4, 6 and 8 are cut lots. The cut lots expose sandy materials at the surface. 6. The maximum depth of fill on the site is approximately 4.5 feet. 7. As indicated by our test results, the fill was placed in a satisfactory manner. September 9, 1989 W.O. G-1013 Page 4 RECOMMENDATIONS Foundations Footings for the proposed two-story residences should be founded a minimum of 18 inches below the lowermost adjacent grade. A 12- inch by 12-inch grade beam should be used across garage door openings. Recommended footing reinforcement is shown on Plates A and B. All footings should be maintained a minimum of 5.0 feet from the face of the nearest slope. A bearing value of 1500 pounds per square foot may be used for the sandy terrace deposits or compacted fill deposits. The bearing value indicated above is for the total of dead and frequently applied live loads and may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces. Resistance to lateral load may be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.35 may be used with dead-load forces. A passive earth pressure of 250 pounds per square foot per foot of depth of fill penetrated to a maximum of 1500 pounds may be used. September 9, 1989 W.O. G-1013 Page 5 Slabs On Grade " Residential slabs on grade should be a minimum of 4.0 inches thick and reinforced with 6x6-10x10 welded wire fabric placed near the center of the slab. The slab should be underlain by a minimum 4-inch sand blanket which incorporates a minimum 6-mil Visqueen or equivalent moisture barrier. Utility trenches underlying the slab may be backfilled with the on-site granular materials. However, sufficiently compacting the backfill deposits may damage or break shallow utility lines. Therefore, minor settlement of the backfill in the trenches is anticipated. To reduce the possibility of cracks occurring, the slab should be provided with additional reinforcement to bridge over the trenches. Drainage Pad water should be directed around the residences and to the street or approved location. Roof water should be collected and transferred to a suitable location via non-erodible devices. Pad water should not be allowed to pond. Plants Fill slopes are generally composed of sandy materials which are susceptible to erosion. Plants should be of a drought-resistant and erosion-controlling variety. Watering of these plants should September 9, 1989 W.O. G-1013 Page 6 be limited to the amount necessary to sustain them. Overzealous watering may result in raveling or surficial failures. Plants and trees should not be planted adjacent to foundations. Sealed planter boxes should be used instead. LIMITATIONS 1) This office assumes no responsibility for alterations made to the slope or pad grades on the subject lots, subsequent to the issuance of this report without our knowledge and written approval. All ramps made through slopes and pads, and other areas of disturbance which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless such backfilling operations are performed under our observation and tested for required compaction. Loose material cast over compacted slopes will negate our certification of slope-face compaction unless the material is removed in accordance with our instructions. 2) We recommend that all utilities be bedded in clean sand to at least one foot above the top of the conduit. The bedding should be flooded in place to fill all the voids around the conduit. On-site material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding. September 9, 1989 W.O. G-1013 Page 7 REGULATORY COMPLIANCE Cuts, fills or processing of original ground under the purview of this report have been completed under the observation of, and with selective testing by AR& fizh-y f A$foc-. and are found to be in compliance with the Grading Code of the city of Carlsbad, California. No certification of compacted fill beyond the limits and grades indicated in this report is intended or implied. Our findings were made and recommendations prepared in conformance with generally accepted professional engineering practices, and no further warranty is implied or made. If you have any questions regarding this report, please do not hesitate to contact this office. This opportunity to be of service is greatly appreciated. Respectfully submitted, •s.\ September 9, 1989 W.O. G-1013 TEST TEST ELEVATION MOISTURE DRY RELATIVE DATE NO. LOCATION CONTENT DENSITY COMPACTION PERCENT P.C.F. PERCENT 1 Lot 3 156 5.0 (Natura) 2 W.side of 167 8.2 Cyn.Dr. 3 Lot 7 163 8.0 4 Lot 2 161 7.7 5 Lot 2 162 8.8 6 Lot 3 162 9.1 7 Cyn. Place 163 9.6 8 Lot 7 163.5 10.7 9 Lot 7 164.5 9.8 10 Cyn. Place S.G. 9.0 11 Street S.G. 10.3 99.0 85.3 10-12-88 128.7 97.0 10-12-88 123.7 93.0 10-13-88 121.5 92.0 10-14-88 119.6 90.0 10-18-88 120.6 91.0 10-18-88 122.6 93.0 10-19-88 120.1 91.0 10-25-88 124.8 94.0 10-28-88 120.9 91.0 10-28-88 120.3 91.0 10-28-89 September 22, 1989 SUBJECT: COMPACTION REPORT FOR STREET UTILITY LINES Canyon Street Carlsbad, California REFERENCE: COMPACTION REPORT Canyon Street Carlsbad, California Prepared by Al Ruden Dated September 9, 1989 Dear This report presents the results of our field density testing and observations during the backfilling operations for utility lines along Canyon Place and Canyon Street. Testing was also conducted in the fill deposits placed behind the crib wall located in the southeastern portion of the site. Field Density test results are presented at the end of this report in Table I. Approximate location of the tests are plotted on the enclosed Site Plan, Plate I. September 22, 1989 W.O. IG1013A Page 9 LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557-78. Field density tests were performed in accordance with ASTM D 1556-82. The results of the laboratory maximum dry density for the soil used as compacted fill are summarized below. Maximum Dry Density Optimum Description (p.f.c.) Moisture % Orange- to brown- silty sand 132 8.5 DISCUSSION 1. Fill was place in 8.0- to 10.0-inch lifts above the conduit bedding. The fill was moistened as required and compacted with a sheepsfoot attached to a tractor-mounted backhoe and by wheel-rolling with heavy earthmoving equipment. 2. The fill was compacted to a minimum of 90 percent of the laboratory maximum dry density. CONCLUSIONS 1. The fill was placed in an adequate manner, as indicated by our test results. September 22, 1989 W.O. #G1013A Pag e iff 2. It is our understanding that only minor grading will be necessary to establish subgrades for Canyon Place. The subgrade should be inspected by a representative of this firm prior to the placement of base materials. This opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call. Respectfully submitted, TABLE HI September 22, 1989 W.O. IG1013A Pag e if Test No. 1A 2A 3A 4A 5A 6A 7A 8A 9A 10A 11A 12A 13A 14A Test Location See Map See Hap See Map See Map See Map See Map See Map See Map See Map See Map See Map See Map See Map See Map Depth Surface 8" 3" 1" 8" Surface 8" 10" Surface Surface Surface Surface 17" 24" Moisture Content % 9.0 10.0 9.0 10.0 10.0 12.0 9.0 12.0 9.0 9.0 11.0 9.0 11.0 7.0 Density ] (p.c.f.) ( 108 122 128 121 124 123 104 98 114 129 112 117 117 118 Relativ Compact 83* 93 98 93 95 94 80* 75* 88* 99 86* 90 90 91 *Removed, recompacted, and retested to greater than 90% of the laboratory maximum density. COMPACTION REPORT Located on: Canyon Street %Carlsbad, California v Prepared For: September 9, 1989 W.O. G-1013 Prepared By: September 9, 1989 W.O. G-1013 Page 2 INTRODUCTION • ^ This report presents the results of our field density testing and observations during the rough grading operations on the subject tract. . Field density test results are presented in Table 1 at the end of this report. The approximate locations of the tests are plotted on the enclosed Grading Plan, Plate 1. The project essentially entailed the development of eight level pads by gently grading and cutting east- and southeast-facing slopes. The fill is intended to support continuous-wall footings and slabs on grade for two-story single-family residences. LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM 0 1557-78. Field density tests were performed in accordance with ASTM 0 1556-82. The results of the laboratory maximum dry density testing of the soil used as compacted fill on the subject tract are listed below: Description Maximum Dry Optimum Density (pcf) Moisture (%) Orange-brown silty sand 132 8.5 Expansion The surface and near-surface soils are non-expansive, sandy materials. September 9, 1989 W.O. G-1013 Page 3 DISCUSSION • +* 1. The site was cleared of surface vegetation and debris prior to compaction. 2. Surface deleterious material was disposed of off site prior to placement of fill. 3. Fill was placed in lifts approximately 8.0 inches thick, moistened as required and compacted with heavy earth-moving equipment. 4. During the course of grading, loose or porous material was removed to a competent bottom. The areas were then processed and filled to pad grade with compacted fill. 5. Lot No. 2 is a cut/fill transitional lot. Fill underlies lot Nos. 3 and 7. Lot Nos. 1, 4, 6 and 8 are cut lots. The cut lots expose sandy materials at the surface. 6. • The maximum depth of fill on the site is approximately 4.5 feet. 7. As indicated by our test results, the fill was placed in a satisfactory manner. September 9, 1989 W.O. G-1013 Page 4 RECOMMENDATIONS Foundations Footings for the proposed two-story residences should be founded a minimum of 18 inches below the lowermost adjacent grade. A 12- inch by 12-inch grade beam should be used across garage door openings. Recommended footing reinforcement is shown on Plates A and B. All footings should be maintained a minimum of 5.0 feet from the face of the nearest slope. A bearing value of 1500 pounds per square foot may be used for the sandy terrace deposits or compacted fill deposits. The bearing value indicated above is for the total of dead and frequently applied live loads and may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces. Resistance to lateral load may be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.35 may be used with dead-load forces. A passive earth pressure of 250 pounds per square foot per foot of depth of fill penetrated to a maximum of 1500 pounds may be used. September 9, 1989 W.O. G-1013 Page 5 Slabs On Grade _. Residential slabs on grade should be a minimum of 4.0 inches thick and reinforced with 6x6-10x10 welded wire fabric placed near the center of the slab. The slab should be underlain by a minimum 4-inch sand blanket which incorporates a minimum 6-mil Visgueen or equivalent moisture barrier. Utility trenches underlying the slab nay be backfilled with the on-site granular materials. However, sufficiently compacting the backfill deposits may damage or break shallow utility lines. Therefore, minor settlement of the backfill in the trenches is anticipated. To reduce the possibility of cracks occurring, the slab should be provided with additional reinforcement to bridge over the trenches. Drainage Pad water should be directed around the residences and to the street or approved location. Roof water should be collected and transferred to a suitable location via non-erodible devices. Pad water should not be allowed to pond. Plants Fill slopes are generally composed of sandy materials which are susceptible to erosion. Plants should be of a drought-resistant and erosion-controlling variety. Watering of these plants should September 9, 1989 W.O. G-1013 Page 6 be limited'to the amount necessary to sustain them. Overzealous * ^ watering may result in raveling or surficial failures. Plants and trees should not be planted adjacent to foundations. Sealed planter, boxes should be used instead. LIMITATIONS 1) This office assumes no responsibility for alterations made to the slope or pad grades on the subject lots, subsequent to the issuance of this report without our knowledge and written approval. All ramps made through slopes and pads, and other areas of disturbance which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless such backfilling operations are performed under our observation and tested for required compaction. Loose material cast over compacted slopes will negate our certification of slope-face compaction unless the material is removed in accordance with our instructions. '*V i • 2) We recommend that all utilities be bedded in clean sand to at least one foot above the top of the conduit. The bedding should be flooded in place to fill all the voids around the conduit. On-site material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding. September 9, 1989 W.O. G-1013 Page 7 REGULATORY COMPLIANCE• ^ Cuts, fills or processing of original ground under the purview of this report have been completed under the observation of, and with selective testing by and are found to be in compliance with the Grading Code of the city of Carlsbad, California. No certification of compacted fill beyond the limits and grades indicated in this report is intended or implied. Our findings were made and recommendations prepared in conformance with generally accepted professional engineering practices, and no further warranty is implied or made. If you have any questions regarding this report, please do not hesitate to contact this office. • This opportunity to be of service is greatly appreciated. Respectfully submitted, September 9, 1989 W.O. G-1013 TEST TEST ELEVATION MOISTURE DRY NO. LOCATION CONTENT DENSITY • PERCENT P.C.P. RELATIVE DATE COMPACTION PERCENT 1 2 3 4 5 6 7 8 9 10 11 Lot(_3x/ (Natura) W.side of Cyn. Dr.. Lot 7 Lot 2 Lot 2 Lot 3 Cyn. Place Lot 7 Lot 7 Cyn. Place Street 156 167 163 161 162 162 163 163.5 164.5 S.G. — •• S.G. 5.0 8.2 8.0 7.7 8.8 9.1 9.6 10.7 9.8 9.0 10.3 99.0 128.7 123.7 121.5 119.6 120.6 122.6 120.1 124.8 120.9 120.3 85.3 97.0 93.0 ' 92.0 90.0 91.0 93.0 91.0 94.0 91.0 91.0 10-12-88 10-12-88 10-13-88 10-14-88 10-18-88 10-18-88 10-19-88 10-25-88 10-28-88 10-28-88 10-28-89 TABLE 1 GEOTECHNICAL INVESTIGATION FOR PROPOSED EIGHT LOT SUBDIVISION CANYON STREET CARLSBAD, CALIFORNIA PREPARED FOR: Alton L. Ruden 2733 Mesa Drive Oceanside, California PREPARED BY: KETCHUM ENGINEERING, INC. 7818 Quebrada Circle Carlsbad, California 92009 May 27, 1987 KETCHUM ENGINEERING INC. Alton L. Ruden KE 8738 2733 Mesa Drive Report No. 1 Oceanside, California Subject: Geotechnical Investigation for a Proposed Eight Lot Subdivision, Canyon Street, Carlsbad, California. Gentlemen: We are pleased to present the results of our geotechnical invest- igations for the subject project. This study was performed in accordance with your request and our proposal dated April 1, 1987. The results of our field investigation and laboratory tests, as well as our conclusions and recommendations, are presented in the accompanying report. We appreciate this opportunity to be of professional service. If you have any questions, you are welcome to contact this office at your convenience. Respectfully Submitted, KETCHUM ENGINEERING, INC. E. N. Ketchum, R.C.E. 26267 President ENK/ct cc: (5) Submitted TABLE OF CONTENTS Page Number INTRODUCTION AND PROJECT DESCRIPTION 2 PURPOSE AND SCOPE OF PROJECT 2 FIELD INVESTIGATION 3 LABORATORY TESTING 4 FINDINGS 5 Site Description 5 Subsurface Soil Conditions 6 Groundwater 6 CONCLUSIONS 6 RECOMMENDATIONS 7 Site Preparation 7 Cut and Fill Slopes 9 Foundations and Concrete Slabs-On-Grade 10 Pavement 12 Drainage 12 Earth Retaining Structures 12 LIMITATIONS 15 PLATE 1 Vicinity Map PLATE 2 Site Plan PLATE 3 Unified Soil Classification PLATES 4-8 Trench Logs PLATE 9 Maximum Density & Optimum Moisture Content/Direct Shear Test Results/ Expansion Test Results PLATE 10 Recommendation for Filling on Sloping Ground APPENDIX A Recommended Grading Specifications KE 8738 Page 2 GEOTECHNICAL INVESTIGATION FOR PROPOSED EIGHT LOT SUBDIVISION CANYON STREET CARLSBAD, CALIFORNIA INTRODUCTION This report presents the results of our geotechnical investi- gation for the subject site. The vicinity map for this project is presented on Plate Number 1. Plate Number 2 shows the site configuration and the locations of our subsurface explorations. To assist in the preparation of this report, we were provided with a preliminary lot layout that was prepared by Mr. Ruden. PROJECT DESCRIPTION This project is located on the west side of Canyon Street just north of Basswood, City of Carlsbad, County of San Diego, Calif. The site is presently undeveloped and in its natural state. Development of this site is proposed to consist of constructing eight residential lots with a cul-de-sac access road. PURPOSE AND SCOPE OF PROJECT The purpose of this investigation is to develop information re- garding the on-site soil conditions to determine their suitability to receive the proposed development. The scope of this study includes the following: KETCHUM ENGINEERING INC KE 8738 Page 3 a) Explore the subsurface conditions to the depths influenced by the proposed construction. b) Evaluate, by laboratory tests, the pertinent en- gineering 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 ef- fect on the site development. d) Develop soil engineering criteria for site grading and provide design information regarding the sta- bility of cut and fill slopes. e) Determine potential construction difficulties and provide recommendations concerning these problems. f) Recommend an appropriate foundation system for the type of structures anticipated and develop soil engineering design criteria for the recommended foundations design. g) Prepare a report that presents our findings, conclu- sions and recommendations. FIELD INVESTIGATION Our field investigation was conducted on April 27, 1987 and consisted of visual observations of the existing surface condi- tions and completion of five subsurface excavations. These KETCHUM ENGINEERING INC KE 8738 Page 4 excavations were made by means of a backhoe under the observation of our technical personnel. All soils encountered were visually classified in accordance with Unified Soil Classification System that is presented on Plate Number 3. The representative soil samples obtained were transported to the laboratory for testing. Please refer to Plates Numbers 4 through 8 for the field logs. LABORATORY TESTING Laboratory testing on selected soil samples were completed in conformance with the general practices and procedures as recom- mended by the American Society for Testing and Materials (A.S.T.M.) These tests are briefly outlined below: a. Soil Sample Classification; By visual examination, the sampled soil classifications made in the field were further evaluated in accordance with the Unified Soil Classification System. The final classifications are presented on the exploratory logs. b. Field Moisture Content and Dry Soil Density; The moisture content in percent of the soil dry weight and the dry unit weight in pounds per cubic foot were determined for selected soil samples. Please refer to the exploration logs for the results of these tests. c. Maximum Dry Density and Optimum Moisture Content; In accordance with the A.S.T.M. Standard Test D-1557-70, Method A, the maximum dry density, (pounds per cubic foot), and the optimum moisture content, (percent of the dry density), were established on typical samples. Plate Number 9 presents the results of these tests. KETCHUM ENGINEERING INC KE 8738 Page 5 d. Direct Shear Test: Direct shear tests were performed to determine the failure envelope based on yield shear strength. The shear box was designed to accommodate 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 at 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 Number 9« e. Expansion Index; The expansion index was determined for selected soil samples in accordance with the Uni- form Building Code Standard No. 29-2 to determine their expansive potential. Please refer to Plate Number 9 for the results of these tests. FINDINGS SITE DESCRIPTION The site is an irregular parcel of land that is characterized by a drainage swale that runs south to north across the central portions of the site. The eastern and western side of the swale is drained by sheet flow towards the swale. Residential property is present to the south and west with open-land to the north. Canyon Street provides the eastern border. The site is capped with a moderate growth of grass. No man-made structures are present on-site. KETCHUM ENGINEERING INC KE 8738 Page 6 SUBSURFACE SOIL CONDITIONS This parcel is capped with from about one (1) to three (3) feet of a reddish-brown, silty sandy topsoil/slopewash material that is dry to humid and loose in consistency. Medium dense to dense silty sandstones, typical of the local Terrace Deposits, are present beneath the topsoils and slopewash. These materials are several tens of feet in thickness and have a low expansive potential. GROUNDWATER Based on our investigation, we do not believe that a shallow groundwater table exists at the site. No water table was en- countered in any of the test trenches. We do not, therefore, anticipate any major groundwater related problems, either during or after construction. However, it should be recognized that minor groundwater seepage problems may occur after development of a site even where none were present before development. These are usually minor phenomena and are often the result of an alteration of the permeability characteristics of the soil, an alteration in drainage patterns and an increase in irriga- tion water. Based on the permeability characteristics of the soil and the anticipated usage of the development, it is our opinion that minor seepage problems may occur at random locations, It is further our opinion that these problems can be most effect- ively corrected on an individual basis if and when they develop. CONCLUSIONS Based on the findings of this study, we conclude that with res- pect to geotechnical aspects, the subject site is suitable for the proposed project provided the recommendations contained in KETCHUM ENGINEERING INC KE 8738 Page 7 this report are fully complied with. The on-site soils were determined to have a low expansive po- tential and, therefore, should not require special foundation design consideration. The upper topsoils and slopewash materials are loose and not suitable to receive structural loads. We, therefore, recommend that they be removed and replaced as an engineered fill prior to the placement of any new fill or structural building loads. RECOMMENDATIONS SITE PREPARATION PRECONSTRUCTION CONFERENCE; We recommend that a preconstruction conference be held at the site with the developer, civil engineer, contractor, and geotechnical engineer in attendance. Special soil handling and the grading plans can be discussed at that time. SPECIFICATIONS; We recommend that all earthwork be done in ac- cordance with the attached "Recommended Grading Specifications." Ketchum Engineering, Inc., should observe the grading and test compacted fills. All special site preparation recommendations presented in this report will supercede those in the standard Recommended Grading Specifications. All embankments, structural fill and fill should be compacted to not less than 90 percent of the maximum laboratory density. Utility trench backfill within five (5) feet of the proposed structures and beneath asphalt pavements should be com- pacted to not less than 90 percent 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 1557-70. KETCHUM ENGINEERING INC. KE 8738 Page 8 DEMOLITIONS, CLEARING AND GRUBBING: During site preparation, all debris and deleterious materials derived from demolition, clearing and grubbing operations should be legally disposed of off-site prior to grading. Any existing utilities that will not be utilized should be removed and properly capped at the proper- ty lines. The removal of trees should include the removal of their roots. The depressions resulting from the above opera- tion should be backfilled with soil that has been compacted to at least 90% relative compaction. GENERAL; Beneath all areas to receive fill, structural loads, sidewalks, or pavements, we recommend that the topsoils .and fill be removed to firm, natural ground and stockpiled for future use. It is anticipated that firm, natural ground will be encountered from about one (1) to three (3) feet below the existing surface. Firm, natural ground is defined as soil that possesses an in-place density equal to, or greater than, 85% of its maximum dry density. The bottom of the excavation should be scarified to a depth of at least six (6) inches, watered as required, and densified to at least 90%. The stockpiled soils may then be replaced and compacted to at least 90% in six (6) to eight (8) inch lifts to desired grade. TRANSITION AREAS; We recommend that the cut area beneath struc- tures be undercut to a minimum depth of one (1) foot below the base of the deepest footing. This recommendation is submitted in an attempt to reduce the potential distress that could arise from footings founded partially on cut and partially on fill. MOISTURE CONTENT OF FILL SOILS; All fill soils placed should have moisture contents of at least 2% over optimum moisture content. KETCHUM ENGINEERING INC KE 8738 Page 9 AREAS TO BE PAVED; All areas to be paved should have the sub- grade soils densified to at least 90% relative compaction to a minimum depth of 12 inches. It is suggested that the upper 12 inches of subgrade soils be comprised of granular select, non- expansive materials. IMPORT MATERIALS: Any fill material to be imported on-site should consist of granular, non-expansive soil that contains no organic or deleterious materials. It should have sufficient cohesion to hold a vertical or near vertical cut for footing excavations. It should have at least 85% of the material passing the Number 4 sieve with no rocks or chunks larger than one and one-half (14) inches. The import fill should be approved by our office prior to on-site delivery. CUT AND FILL SLOPES It is our opinion that the cut and fill slopes constructed from the native on-site materials will be stable with relation to deep- seated failures if constructed at or flatter than the following recommended slope ratios expressed in the horizontal or vertical units for the indicated heights: Cut Slopes to 20 Feet in Height 2:1 Fill Slopes to 20 Feet in Height 2:1 The above maximum heights were determined by using a factor of safety of 1.5. It is also recommended that footings not be founded nearer than eight (8) feet measured horizontally inward from the face of the slopes. Slopes should be planted with erosion resisting plants and natural drainage should be directed away from the top of all slopes such that no water is allowed to flow over the top. KETCHUM ENGINEERING INC KE 8738 Page 10 TEMPORARY SLOPE STABILITY; The following table presents recom- mendations relative to temporary construction excavations. These slopes should be relatively stable against deep-seated failures but may experience localized sloughing. Slope Ratio Maximum Height of Temporary (Horizontal to Vertical) Excavation (Feet) 0.25 : 1 12 Vertical 5 It should be the contractor's responsibility to provide safe support for the excavation. No heavy equipment should be al- lowed adjacent to the top of the temporary cuts. FOUNDATIONS AND CONCRETE SLABS-ON-GRADE: GENERAL; We recommend the structure proposed for this project be supported by a continuous spread footing foundation system as recommended below. The following recommendations are sub- mitted provided the soils within the upper three (3) feet from finish grade have a low expansive potential. a) All footings for one and two story structures should be founded a minimum of 12 and 18 inches, respectively, below adjacent finish grade. Footings should have a minimum width of 12 inches. b) Both exterior and interior continuous footings should be reinforced with one No. 4 bar positioned three (3) inches above the bottom of the footings and one No. 4 bar positioned three (3) inches clear below finish floor. KETCHUM ENGINEERING INC. KE 8738 Page 11 c) Interior slabs should be not less than three and one-half (3i) inches in thickness, underlain by a four (4) inch blanket of clean concrete sand or crushed rock, reinforced with 6"x6"-#10/#10 welded wire mesh and completely surrounded with a continuous footing. Number 3 ties should be placed at 48 inches on center from the slab to the footing. d) Exterior slabs should be a minimum of three and one-half (3i) inches in thickness and should be reinforced with 6"x6"-#10/#10 welded wire mesh. e) Surface drainage should be directed away from the proposed foundation. Planters should be constructed so that water is not allowed to seep beneath founda- tions or slabs. Over-irrigation of areas adjacent to foundations and slabs should be avoided. f) Prior to placing steel or concrete, the foundation excavations should be inspected by a representative of this office to insure that the above recommenda- tions have been followed. BEARING VALUE; An allowable soil bearing value of 2000 pounds per square foot for spread footing foundations may be used for design of the on-site structures. This bearing value should be verified for all soil conditions under all building pads. In our opinion this value can be increased by one-third for loads that include wind or seismic forces. SETTLEMENT CHARACTERISTICS; The anticipated total and/or dif- ferential settlements for the proposed structure may be consid- ered to be within tolerable limits provided the recommendations in this report are followed. KETCHUM ENGINEERING INC Ke 8738 Page 12 PAVEMENT After the site is graded and the subgrade soils are exposed in the parking and driveway areas, we recommend that these soils be sampled and tested so that pavement recommendations may be made. However, the following recommendations are submitted as prelim- inary guidelines for pavement construction. The subgrade soils to a depth of at least 12 inches should be densified to at least 90%. Paved areas should be protected from moisture migrating under the pavement from adjacent water sources such as planted or grass areas. Saturation of the subbase soils could result in pavement failures. Further, all paving materials and methods of construction should conform with good grading practices and with the minimum require- ments ef the governing agency. DRAINAGE We recommend that positive measures be taken to properly finish grade the pads once improvements and landscape are in place so that drainage waters are directed off the pads and away from possible foundations, floor slabs, and slope tops. No areas of ponded water should be allowed to exist." EARTH RETAINING STRUCTURES GENERAL; It is our understanding that the small retaining struc- tures that are proposed for this project will be of masonry con- struction . KETCHUM ENGINEERING INC KE 8738 Page 13 ULTIMATE ACTIVE PRESSURE; The ultimate soil pressure for the design of earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing 36 pounds per cubic foot for walls free to yield at the top (unrestrained walls). For walls restrained at the top, a fluid pressure of 4.6 p.c.f. may be used. These pressures do not con- sider any surcharge loading. If any surcharge loadings are anticipated, this office should be contacted for the necessary increase in soil pressure. All earth retaining structures should have adequate weep holes or a subdrain system to prevent the buildup of hydrostatic pressure behind the wall. ULTIMATE PASSIVE PRESSURE; The passive pressure for prevailing soil conditions may be considered to be 360 pounds per square foot per foot of depth. This pressure may be increased one- third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.^0 for the resistance to lateral movement. When combining frictional and passive resistance, the latter should be reduced by one-third. ALLOWABLE SOIL BEARING PRESSURE; The foundation for the proposed retaining structures should consist of spread footings founded in the firm, native soils or compacted fill. Firm, natural ground is defined as soil having an in-situ density of at least 85% of its maximum dry density. Footings may be designed for an allow- able bearing pressure of 2000 p.s.f. FACTOR OF SAFETY; The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design of all earth retaining structures to reduce the possibility of overturning and sliding. KETCHUM ENGINEERING INC KE 8738 Page U BACKFILL; All backfill soils should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material within a distance of five (5) feet from the back of the wall. The retaining structure should not be backfilled until the materials in the wall have reached an adequate strength. KETCHUM ENGINEERING INC. KE 8738 Page 15 LIMITATIONS The recommendations presented in this report are contingent upon our review of final plans and specifications. The soil engineer should review and verify the compliance of the final grading plan with this report. It is recommended that Ketchum Engineering, Inc., be retained to provide continuous soil engineering services during the earth- work operations. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an eval- uation of the subsurface soil conditions encountered at the sub- surface 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 may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unex- plored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the soil engineer so that he may make mod- ifications if necessary. 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. 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 KETCHUM ENGINEERING INC. KE 8738 Page 16 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, the con- clusions, and recommendations. 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 con- ditions 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 res- ponsible 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, expressed 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. It is the responsibility of the owners, or their representative to ensure that the information and recommendations contained herein are brought to the attention of the engineer and arch- itect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to ensure that the contractor and his subcontractors carry out such recommendations during construc- tion. Inspection services allow the testing of only a very small per- centage of the fill placed at the site. Contractural arrange- ments with the grading contractor should contain the provision KETCHUM ENGINEERING INC. KE 8738 Page 17 that he is responsible for excavating, placing and compaction of fill in accordance with the project specifications. In- spection by the geotechnical engineer during grading should not relieve the grading contractor of his primary responsibility to perform all work in accordance with the specifications. This firm does not practice nor consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of other than our own personnel on the site; therefore, the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. KETCHUM ENGINEERING INC. 1 SITE VICINITY MAP BY: ENK K ETC HUM ENGINEERING INC. 7818 QUEBRAOA CIRCLE. CARLSBAD (619)944-1836 92008 IPS01 JOB NO. 8738 DATE: 6/1/87 PLATE NO. 1 Backhoe Trench SITE PLAN BY'- ENK JOB NO. 8738 KETCHUM ENGINEERING INC. 7818 QUEBRADA CIRCLE. CARLSBAD (619)9441836 92008 DATE: 6/1/87 PLATE NO. 2 UNIFIED SOIL CLASSIFICATION MAJOR DIVISIONS _i V) E o-1 UJ g 0 5 "c/> S o D Jtr 2 UJ UJ O 2 fsl ? u. < R rff -J X2 $ * £U Z rr £ S I*" § »- * O UJ O «E S2 UJ I ill O 3£ Ifl 5> 2 2 *" o GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN GRAVELS (LESS THAN 5% FINES) GRAVEL WITH FINES CLEAN SANDS (LESS THAN 5% FINES) SANDS WITH FINES SILTS AND CLAYS LIQUID LIMIT IS LESS THAN SO* SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50% HIGHLY ORGANIC SOILS GROUP SYMBOL GW GP GM GC sw SP SM SC ML CL OL MH CH OH Pt TYPICAL NAMES Well graded gravels, gravel-sand mixtures, little or no lines. Poorly graded gravels or gravel-sand mixtures, little or no lines. Silly gravels, gravel-sand-sill mixtures, non-plastic fines. Clayey gravels, gravel-sand-clay mixtures, plastic fines. Well graded sands, gravelly sands, little or no lines. Poorly graded sands or gravelly sands, little or no fires. Silly sands, sand-sill mixtures, non-plastic fines. Clayey sands, sand-clay mixtures, plastic fines. Inorganic sills and very fine sands, rock Itour. silly orclayey fine sands or clayey sills with slight plasticity. Inorganic clays ol tow to medium plasticity, gravelly clays, sandy clays, silly clays, lean clays. Organic silts and organic silly clays of tow plasticity. Inorganic sihs. micaceous or diaiomaceous fine sandy orsilly soils, elastic silts. Inorganic clays of high plasticity, fal clays. Organic clays of medium lo high plasticity. organic sills. Peal and other highly organic coils. GRAIN SIZE 2C CIITC A Kin f*t AVCOILId /MNU l»LMT9 ——V.9. ai/UMUAMU btKltS SIEVE X) 40 K> 4 SAND FINE 1 MEDIUM j COARSE CLEAR SQUARE 1 3/»" 3 GRAVEL FINE 1 COARSE SIEVE OPE " 1 rvtani ccCUDDLco NINGS Z" PCM ii rtepcDuumcnd RELATIVE DENSITY CONSISTENCY SANDS.GRAVELS AND NON- PLASTIC SILTS VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE BLOWS/FOOT 0-4 4-10 10-30 30-50 OVER 50 CLAYS AND PLASTIC SILTS VERY SOFT SOFT FIRM STIFF VERY STIFF HARD STRENGTH 0-1/4 1/4 - 1/2 VS - 1 1 - 2 2-4 OVER 4 BLOWS/FOOT 0-2 2-4 4-8 8-16 16-32 OVER 32 Water level at time of excavation or as indicated /\ Undisturbed driven ring or chunk sample [""] Disturbed bulk sample BY; ENK K ETC HUM ENGINEERING INC.fQ? 7818 QUEBRADA CIRCLE, C A RLSB AD| III pjuja (619)944-1836 92008 ljj| B JOB NO. 8738 DATE: 6/1/87 PLATE NO. 3 c zt-&w 0 1 - 2 - 3 - • 5 - • 6 - 7 - 8 - 9 - • 10 - 11 - 12 - L3 - 14- 1:5 -SAMPLE TYPE 1A D SOIL 1CLASSIFICATION 1SM SM . TRENCH NUMBER T-1 ELEVATION DESCRIPTION Red. fine sands (slight day bird.) QAF Red. med. sands w/ferous nodules BOTTOM APPARENTMOISTURE\Dry Moist Humid -APPARENTCONSISTENCYOR DENSITYMed .Dens Med .Dens Dense DRY DENSITY . 1Ipefl 1ils 1U.1I|*| 1N31N03aunision8.8 RELATIVE 1COMPACTION 1*1 1- — - — - — - - - ..•*_. ^ - - — - BY: ENK JOB NO. 8738 KETCHUM ENGINEERING INC.ffTW DATE: 6/1/87 7818 OUEBRADA CIRCLE. C A R L SB AD| III ipmJ (619)944-1836 9 2 O O ft H III IBS PLATE NO. 4 e z ui O • 1 - 2 - O _ A1 " 5 - 1 6 - 7 - 8 - - " 10 - 11 - 12 - L3 - 1-i - wa.>SAMPLE TP A "-^. Xo P SOILCLASSIFICASM ML SM ML SM ^•^ TRENCH NUMBER T-2 ELEVATION DESCRIPTION Red/brown silty sand w/trace clay Red/brown silty sand porous Choc. brown silty sand (alluv.) Red sand w/ferous nodul Slightly porous NG. Red/gray fine to med. sand BOTTOM £ £:;< u t 0< a Dry Damp Damp s Moist Moist si?APPARECONSISTEOR DENSLoose Med.Dens* Med.Dens* Med.Dens< Med. Dens - t KO 89.8 112. A |y i^MOISTUflCONTENT5.6 10.1 * \w 0 1 RELATIVCOMPACTI— — - "" ••_ - - ..*!.. "• - - — - BY: £NK JOB NO. 8738 KETCHUM ENGINEERING INC.ITK DATE: 6/1/37 7818 QUEBRADA CIRCLE. r A R ( g R A n ||| •, 1 (619)944-1836 9 2 0 Q a H III fa PLATE NO. 5 e X *-a.wO 0 - 1 - • 2 - 3 - 4 - 5 - 6 - 7 - 8 - 9 - • 10 - 11 - 12 - L3 - 14 - * 1-3 -SAMPLE TYPE IA SOIL 1CLASSIFICATION 1. TRENCH NUMBER T-3 ELEVATION DESCRIPTION Red med. sands (alluv.) Red w/gray streaks NG. BOTTOM APPARENTMOISTURE^Dry Damp Humid APPARENTCONSISTENCYOR DENSITYDense Dense Dense >*• «z _w »• C 1> "" o 116.9 I111 1N31N033UH1SION6.2 RELATIVE 1COMPACTION!*! 1- — - - — - - - - .'V. "~ - - - - BY: EM JOB NO. 8738 KETCHUM ENGINEERING INC.irKr DATE: 6/1/8? 7818 QUEBRADA CIRCLE. CARLSBADl! igj (619)944-1836 9 2 0 0 8 jLJLJS PLATE NO. & e Xh- IU O 0 - 1 - 2 - 3 - 5 - 6 - 7 - 8 - 9 - 10 - 11 - 12 - L3 - 14 - 13 -SAMPLE TYPE IA SOIL 1CLASSIFICATION 1TRENCH NUMBER T-4 ELEVATION DESCRIPTION Red med. sand (alluv.) Red w/gray streaks NG. BOTTOM APPARENTMOISTURE>Dry Damp Humid -APPARENTCONSISTENCYOR DENSITYDense Dense Dense DRY DENSITY . IIpcll 1— «||«l 1N3ANODaunisioNRELATIVE 1COMPACTION!*! 1- — — - _ -f - - - - — - - - BY: ENK JOB NO. 8738 KETCHUM ENGINEERING INC.[fTSr DATE 6/1/8? 7818 QUEBRADA CIRCLE, CARLSBAD ||| g^j (619)944-1836 9 2 0 0 8 Hll—S PLATE NO. 7 e z K UlO 0 - 4 1 - . 2 - 3 - 5 - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 -SAMPLE TYPE 1A SOIL 1CLASSIFICATION 1SM CH SM TRENCH NUMBER T-5 ELEVATION DESCRIPTION Red/brown QAF Red clay w/sand (colluv. Red/orange med. sand/ sandstone (refer to T-1 samples) (N.G.) BOTTOM APPARENTMOISTUREsDry Moist Humid APPARENTCONSISTENCYOR DENSITYLoose Dense Dense >• H « U Z0 1> "* •o 116,4 1|«| 1N31NOOaunision10.7 RELATIVE 1COMPACTION t*l 1^^ _ — m. ^ - - ~ - - - - - BY: ENK JOB NO. 8738 KETCHUM ENGINEERING INC.[TJ£ °ATE: 6/1/37 7818 QUEBRADA CIRCLE, CARLSBAD |[| u 1 1 (619)944-1836 9 2 O Q fl B III BBS PLATE NO. g 1 MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT ASTM: Sample T1 @ 3-4 Description Reddish brown silty fine to med. sand ' Maximum Density(pcf) 116.0 Optimum BP"* 12.0 DIRECT SHEAR TEST RESULTS Sample T1 @ 3-4 Description Remolded to 90% Angla of Infernal Friction ( *) 31 Cohesion lntarca.pl Ipsfl 50 EXPANSION TEST RESULTS Sample CONDITION INITIAL M.C. (X) INITIAL DENSITY (pcf) FINAL M£. IX I NORMAL STRESS (psf) EXPANSION INDEX T1 @ 3-4 17 BV:ENK JOB NO-8738 KETCHUM ENGINEERING INC. 7818 QUEBRAOA CIRCLE. CARLSBAD (619)944-1636 92008 DATE: 6/1/87 1 EXISTING GROUND SURFACE ZONE OF LOOSE VSURFACE SOIL COMPACTED FILL TOE KEY 2 FT. MIN. INTO FIRM GROUND HORIZONTAL BENCHES INTO FIRM GROUND, 6 FT. MIN. kTOE KEY WIDTH TO BE DETERMINED BY SOIL ENGINEER, BUT NOT LESS THAN 10 FT. RECOMMENDATIONS SLOPING FOR FILLING GROUND ON Schematic only net to scale BY: ENK KETCHUM ENGINEERING INC. 7618 QUEBRADA CIRCLE, CARLSBAD (619)944-1836 92008 DSO1 JOB NO. 8738 DATE: 6/1/87 PLATE NO. 10 APPENDIX A RECOMMENDED GRADING SPECIFICATIONS 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 soil to the lines and grades shown on the accepted plans. The recommendations con- tained in the preliminary soil investigation report are a part of the recommended grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. Inspection and Testing A qualified soil engineer shall be employed to observe and test the earthwork in accordance with these specifications. It will be necessary that the soil engineer or his representative pro- vide adequate observations so that he may provide a memorandum that the work was or was not accomplished as specified. Deviations from these specifications will be permitted only upon written authorization from the soil engineer. It shall be the responsi- bility of the contractor to assist the soil engineer and to keep him appraised of work schedules, changes and new information and data so that he may provide the memorandum to the owner and govern- mental agency, as required. If in the opinion of the soil engineer, substandard conditions are encountered, such as questionable soil, poor moisture control, inadequate compaction, adverse weather, etc., the contractor shall stop construction until the conditions are remedied or corrected. Unless otherwise specified, fill material shall be compacted by the contractor while at a moisture content near the optimum KETCHUM ENGINEERING INC. moisture content to a density that is not less than 90% of the maximum dry density determined in accordance with A.S.T.M. Test No. D 1557-70, or other density test methods that will obtain equivalent results. Clearing and Preparation of Areas to Receive Fill All trees, brush, grass, and other objectionable material shall be collected, piled, and burned or otherwise disposed of by the contractor so as to leave the areas that have been cleared with a neat and finished appearance free from unsightly debris. All vegetable matter and objectionable material shall be removed by the contractor from the surface upon which the fill is to be placed, and any loose or porous soils shall be removed or com- pacted to the depth determined by the soil engineer. The surface shall then be plowed or scarified to a minimum depth of 6 inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. When the slope of the natural ground receiving fill exceeds 20% (5 horizontal to 1 vertical), the original ground shall be stepped or benched as shown on the attached Plate A. Benches shall be cut to a firm competent soil condition. The lower bench shall be at least 10 feet wide and all other benches at least 6 feet wide. Ground slopes flatter than 20% shall be benched when considered necessary by the soil engineer. Fill Material Materials for compacted fill shall consist of any material import- ed or excavated from the cut areas that, in the opinion of the soil engineer, is suitable for use in constructing fills. The material shall contain no rocks or hard lumps greater than 12 inches in size KETCHUM ENGINEERING INC. and shall contain at least 40% of material smaller than 1/4 inch in size. (Materials greater than 6 inches in size shall be placed by the contractor so that they are surrounded by compacted fines; no nesting of rocks shall be permitted.) No material of a perish- able, spongy, or otherwise improper nature shall be used in filling, Material placed within 36 inches of rough grade shall be select material that contains no rocks or hard lumps greater then 6 inches in size and that swells less than 3% when compacted as hereinafter specified for compacted fill and soaked under an axial pressure of 150 psf. Potentially expansive soils may be used in fills below a depth of 36 inches and shall be compacted at a moisture content greater than the optimum moisture content for the material. Placing Spreading and Compacting of Fill Approved material'shall be placed in areas prepared to receive fill in layers not to exceed six 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 to a minimum spec- ified density with adequately sized equipment, either specifically designed for soil compaction or of proven reliability. Compaction shall be continuous over the entire area, and the equipment shall make sufficient trips to insure that the desired density has been obtained throughout the entire fill. When the moisture content of the fill material is below that speci- fied by the soil engineer, the fill material shall be aerated by the contractor by blading, mixing, or other satisfactory methods until the moisture content is as specified. KETCHUM ENGINEERING INC The surface of fill slopes shall be compacted and there shall be no excess loose soil on the slopes. Inspection Observation and compaction tests shall be made by the soil engin- eer during the filling and compacting operations so that he can state his opinion that the fill was constructed in accordance with the specifications. The soil engineer shall make field density tests in accordance with A.S.T.M. Test No. D1556-70. Density tests shall be made in the com- pacted materials below the surface where the surface is disturbed. When these tests indicate that the density of any layer of fill or portion thereof is below the specified density, the particular layer portion shall be reworked until the specified density has been obtained. The location and frequency of the tests shall be at the soil engin- eer's discretion. In general, the density tests will be made at an interval not exceeding two feet in vertical rise and/or 500 cubic yards of embankment. Protection of Work During construction, the contractor shall properly grade all exca- vated surfaces to provide positive drainage and prevent ponding of. water. He shall control surface water to avoid damage to adjoin- ing properties or to finished work on the site. The contractor shall take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control features have been installed. KETCHUM ENGINEERING INC. Unforeseen Condition In the event that conditions are encountered during the site pre- paration and construction that were not encountered during the pre- liminary soil investigation, Ketchum Engineering, Inc., assumes no responsibility for conditions encountered which differ from those conditions found and described in the preliminary soil investiga- tion report. KETCHUM ENGINEERING INC CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R Run: GALEY424 30-Sep-91Project Title: Project Address: Building Title: Document Author: Telephone: Compliance Method: Climate Zone: Galey & Kemmerly Homes - Plan 3 Carlsbad House Haynal & Co. - Mark Gallant (619) 743-5408 / (714) 241-8707 BSG CALPAS4, Version 1.10 7 Building Permit # Plan Check / Date Field Check / Date GENERAL INFORMATION Conditioned Floor Area: Building Type: Building Front Orientation: Number of Dwelling Units: Floor Construction Type: Infiltration Control: 2841 ft2 Single Family Front Facing 325 deg (North) l Slab on Grade CEC Standard BUILDING SHELL INSULATION Component Insul Type R-value Location Wall Wall Ceiling Door Door Floor MassFloor MassFloor Slab Perimeter Slab Perimeter 11 Outside 11 Unconditioned 30 Outside 0 Outside 0 Unconditioned 0 Outside 0 Grade 0 Grade 0 Outside 7 Unconditioned GLAZING Area Orientation fsf) Glass Panes Type Shading Devices Interior Exterior Frame Type North West South South East 136 91 178 40 20 1 Clear 1 Clear 1 Clear 1 Clear 1 Clear None None None None None None None None None None Metal Metal Metal Wood/Mul Metal THERMAL MASS Type/Covering MassFloor MassFloor Area fsfl 367.9 1203 Thickness finches) 3.5 3.5 Location/Description TM Exposed TM Covered