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Home My WebLink About136 MAPLE AVE; ; CB032804; Permit02-06-2004 - Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB032804 Building Inspection Request Line (760) 602-2725 136 MAPLE AVCBAD RESDNTL Sub Type Lot# $0 00 Construction Type Reference # 0 Structure Type 0 Bathrooms VILLAS DE LUZ TEMP SHORING FOR 1 CONDO BLDGW/4 UNITS RAD 0 NEW Status Applied Entered By Plan Approved Issued Inspect Area Orig PC# Plan Check# ISSUED 10/09/2003 SB 02/06/2004 02/06/2004 Applicant MULLEN CONSTRUCTION 2890 PIO PICO DR CARLSBAD, CA 92008 619-434-2233 Owner HEDRICK MICHAEL C&LUZVIMINDA E 16777N111TH ST SCOTTSDALE AZ 85255 - Building Permit Add'l Building Permit Fee / Plan Check Add'l Plan Check Fee Plan Check Discount / Strong Motion Fee / Park in Lieu Fee / Park Fee / r LFM Fee ' Bridge Fee Other Bridge Fee ' ' BTD #2 Fee BTD #3 Fee '. Renewal Fee Add'l Renewal Fee Other Building Fee ' Pot Water Con Fee '' Meter Size Add'l Pot Water Con Fee Reel Water Con Fee ^ ; $000 -$12000 $000 , $0 00 f$0 00 $000 $000 "\ $0 00 ^$ooo-~ $000 $000 $0 QOso'otf. $000' ^so'oo1 $000,1 ^$ooo\•> $000 x $000 _/•" J Meter Size Add'l Reel Water Con Fee . Meter Fee ;•-" -. SDCWA FeeJ • s ; ,CFD Payoff Fee \ - ' PFF'V ^ , ^PFF (CFDf und} 'License Tax" ' ^ -; License Tax (CFDjFund) ', Traffic Impact^ee -, Traffic Impact'(CFD Fund)'. Sidewalk Fee '' * 'PLUMBING TOTAL " "' • , ELECTRICAL^TOTAL ",t J < MECHANICXLTOJAL ! / Housing Impact Fee,' -' Housing InLieu Fee''- ' ' Housing" Credit'Fee ^ Master Drainage Fee , Additional Feesx TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 , $000 ' $000 $000 I $000 . $000 ' $000 ; $000 • $000 $000 $000 $000 $000 $000 $12000 Total '*•'' , *. c ^ - > /Fees $120 00 Total Payments To' Date"' /," ~^ $0 00 x J Balance'Due $120 00 4772 Q2/06'G4 000? 0j 02 CGP i?0-00 Inspecto FINAL£i Date ^ PPROVA Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition1 of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file !he protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your nght to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection lees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any Jees/exacjions of which you have previously been given a NOTICE similar lo_tbis. or as to which the statute of limitations has previously otherwise..expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 PROJECT INFORMATION^ L&rs XL. 1*8 FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By. Date Business Name Tat {his~addressjAddress (include Bldg/Suite #) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor's Parcel #Existing Use Proposed Use Description of Work . 'Z""'j$CO™NTftCT PERSpNs(if differentjfrom^pplicftit} SO FT #of Stones # of Bedrooms # of Bathrooms Name Address State/Zip Telephone #Fax # Address City State/Zip Telephone Name Address City State/Zip Telephone # CONTRACTOR^ COMPANY NAME (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, commending 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 vi^ation of Section 7031 5 by any. applicant fata permit subjects the Applicant to a civil penalty of not more than five hund/ed dajlars [S500]} 10 Pto£*L CA Name State License #78s-Address License Class City State/Zip City Business License It Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration I hereby affirm under penalty Of perjury one of the following declarations O I have and will maintain a certificate of consent to self-insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of tha-work for which this permit is issued fjj I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation msj^rance carrier anjj policy number are Insurance Company ///&WM/A _ JUjfl&fM C~G> . ^Stf . Policy No J- Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF Th PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) HI CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred ) thousand dollars (SJUW.OOOL l^ additjgffio the cost of compensation, damages as provided for in Section 3706 of the Labor code interest and attorney's fees A SIGNATURE ^^fl/A 5£2— - '" _ DATE I hereby affirmXhat I am exempt frofTilTio CuiiliJCTor's License Law for the following reason Q 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) C3 I am exempt under Section _ Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES QNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) r 5 I will provide some of the work, but I have contracted (hired) the folJowmg persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE iTHlS SECTION^FOR NQN-RESIDENTtAL BUILDING' PERMITS ONLYf &&&!•* W^A s , ! W&fjf I ^I'CI.ZKA,, ^l 1 ! , I ,' ! >*& ' >« f- * > >t> •«•?« . «. Jtf , «\» '. 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? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? C] YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? O YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8^ "CONSTRUCTION LENDING AGENC^VA ^ S1 5 *li ? ?t\ , ITU'* d $ *lC t> ^j,1 -,fc ' , ?, , .w J \' ,'"'„, , ',!,/',',*' ,> -if E 'J, !.', ^Mr^ s V^fVV ' I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097{i) Civil Code) LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that tne information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction 1 hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" 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 withiD-180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commejyred Jo/a p^rjjKl of 180 days (Section 106 4 4 Uniform Building Code) APPLICANT'S SIGNATURE DATE WHITE File YELLOW Applicant PINK Finance City of Carlsbad Bldg Inspection Request For 03/12/2004 Permit# CB032804 Title VILLAS DE LUZ TEMP SHORING Description FOR 1 CONDO BLDG W/ 4 UNITS Inspector Assignment PD Type RESDNTL Sub Type RAD Job Address 136 MAPLE AV Suite Lot 0 Location APPLICANT MULLEN CONSTRUCTION Owner Remarks FINAL SHORING INSPECTION Phone 7608400598 Inspector Total Time CD Description Act Comment 14 Frame/Steel/Boltmg/Weldmg Requested By TIM Entered By CHRISTINE 6 Associated PCRs/CVs Inspection History Date Description Act Insp Comments 02/25/2004 65 Retaining Walls PA PD DRAIN 02/23/2004 21 Underground/Under Floor CA PS BY TIM EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 619258-7901 Fax 619 258-7902 E Howard & Pauline Eggebrecht March 2, 2004 Eggebrecht Family Limited Partnership Project No 01-1106E6(B) PO 8ox21012 Billings, Montana 59104 Subject Drilled Caisson Observation Proposed 4-Umt Residential Building, Villa De Luz Lots No 7 & 8, Maple Avenue City of Carlsbad, California Reference "Limited Site Investigation, Proposed 4 or 5 Unit Residential Building Site, Lots No 7 & 8, Maple Avenue, City of Carlsbad, California"', Project No 01-1106E6, Prepared by East County Soil Consultation and Engineering, Inc , Dated June 2, 2001 Dear Mr & Mrs Eggebrecht In accordance with your request, we have observed the drilled caissons for the permanent shoring along the east property line at the subject site The caissons have been drilled to the proper depth and diameter into competent bearing soils and are in compliance with the approved building plans Drilled caissons, soil expansion characteristics and soil bearing capacity are in accordance with the referenced soils report (Reference No 1) In addition, the shoring has been properly backfilled and compacted If we can be of further assistance, please do not hesitate to contact our office Sincerely yours, Mamadou Sahou Diallo, P E RCE 54071 MSDWd DATE BUILDING PLANCHECK CHECKLIST PLANCHECK NO BUILDING ADDRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submrtta), therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build A Right-of-Way permit is required pnorto construction of the following improvements DENIAL Please see\ thaxattached report of deficiencies marked withfa^Make necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review Date Date DateBy ENGNEERIN&AUTHORlZATIONTO ISSUE BUILDINGPERMT. TTApHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT CONTACT PERSON Name JOANNE JUCHNIEW1CZ City of Carlsbad Address 1635 Faraday Avenue, Carlsbad. CA 92008 Phone (760) 602-2775 ^__^^_ CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract A-4 H WORD\DOcS\CHKLST\BufldlnQ PtencHech CU« Foim (Generic) doc D BUILDING PLANCHECK CHECKLIST erW\ 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures C Existing Street Improvements D. Property Lines E Easements F Right-of-Way Width & Adjacent Streets G Driveway widths H Existing or proposed sewer lateral I Existing or proposed water service J Existing or proposed irrigation service 2 Show on site plan A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography C Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception Sewer and water laterals should not be located within proposed driveways, per standards 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc) previously approved EXISTING PERMIT NUMBER DESCRIPTION H VWORD\DQCS\CHKLST\Buflding Planctieck CWsl Form (Generic) doc , Rev 7/14/00 BUILDING PLANCHECK CHECKLIST 1ST/2ND 3 ana DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engineering Conditions of approval for Project No ; ' Al1 conditions are in compliance Date D \7 DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15.000. pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication-process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax. Dedication completed by Date ODD IMPROVEMENT REQUIREMENTS 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 1840040 > Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the H \WORO\DOCS\CHKLST\BuikHna Plancheck CKIst Foirn (RIDDLE HARVEY 7 12-00) doc 1 » BUILDING PLANCHECK CHECKLIST ST CH D EH checklist must be submitted in person Applications by mail 'or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Sect/on 1 8 40 Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit D D CD CD Future public improvements required as follows- 6c Enclosed please find your Future Improvement Agreement agreement signed and notarized to the Engineering Department Please return Future Improvement Agreement completed by Date 6d 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 [I D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities {cut, fill import, export) 7b Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date 7c Graded Pad Certification required {Note Pad certification may be required even 4*-§fadiagj3ermit is not required ) 0,P^ H \WOHD\DOCS\CHKLS~nBuilding Plancheck Cklsl Form (Generic 7 14 00) doc ( > BUILDING PLANCHECK CHECKLIST -|ST D ND QRD2ND 3 Q 7d No Grading Permit required D n n D D Vl^f^ n n 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or Pnvate wor"k adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm dram, sewer and water utilities Right-of-Way permit required for INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building,, permit, whichever occurs first. Q Required fees are attached fees required 1 1 WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service H \WORD\DOcs\CHKLST\BuHdlna Plancha* CWsl Form (Generic) doc 1ST jND >RD D I2b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 if the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like STA 1+00 Install 2" service and 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irngated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water H \WORD\DOCS\CHKLST\BulkJlro Plandieck CUst Foim (Generic) Hoc 6 BUILDING PLANCHECK CHECKLISTRD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future tX^ EH C] 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above. 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if (hey front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this D D D 13 Additional Comments: H \WORD\DOcs\CHKLST\BuftJln9 Planchecfc Cklst Foim (Genertc) doc 1 1 1 1 1 1 1 1 1 • 1 1 1 1 1^H I I I ^ Temporary Shoring Design Calculations Villas de Luz Carlsbad, California October 7, 2003 ESSI Project #03-1 60 Table of Contents. Section Shoring Plans Lateral Surcharge from Building Soldier Beam #1, 17(H=4f) Soldier Beam #2-11 (H=10') Soldier Beam # 12-16 (H=10', with Building Surcharge) Lagging Design Soldier Beam Schedule Geotechnical Report (Partial) /^^T^fEARTH SUPPORT SYSTEMS, /MC. 1 Wr 1833 DIAMOND STREET, SUITE 1O4 \ HiL ISAN MARCOS. CALIFORNIA 92O69 \ YTEL (76O) 761-0492 -. ^«> «^ -^ ^-^Jj FAX (760) 761-0493 [\ ^f ~T J*\. ^ %K£ 1 2 3 4 5 6 7 8 V X H a EARTH SUPPORT SYSTEMS, INC. 1833 DIAMOND STREET, SUITE 1O4 'SAN MARCOS, CALIFORNIA 92O69 TEL (76O) 761-O492 'FAX (76O) 761-O493 October 7, 2003 Mr Rian Grenke California Drilling & Engineering Group 970 W. Valley Parkway, # 409 Escondido, CA 92025 Phone (760) 291-1181 Fax(760) 291-1183 Re:Villas de Luz Carlsbad, California JOB #03-160 Subject: Temporary Shoring Design Submittal Dear Mr Grenke Enclosed please find the temporary shoring design submittal for the above referenced project Should you have any additional questions or comments regarding this matter, please advise Sincerely, EARTH SUPPORT SYSTEMS, INC Ricardo Jordan AssistaTn Engineer William S Fischetti, PE President Encl Design Calculations 1 1 1 1 • 1 1 1 •1 1 1 1 1 1 1 Temporary Shoring Design Calculations - Villas de Luz Carlsbad, California • October 7, 2003 ESSI Project #03-160 Table of Contents: Section Shoring Plans Lateral Surcharge from Building Soldier Beam #1, 17(H=4') Soldier Beam #2-11 (H=10') Soldier Beam # 12-16 (H=10\ with Building Surcharge) Lagging Design • Sold/er Beam Schedule Geotechnical Report (Partial) /^^^JEARTH SUPPORT SYSTEMS, ffVC. ( ^^ 1833 DIAMOND STREET, SUITE 1O4 I V£. IS AN MARCOS. CALIFORNIA 92O69 \ f/TEL (76O) 761-O492 ^^fjFAX (76O) 76 1 -O493 • 1 2 3 4 5 6 7 8 SECTION 1 m c/>O r~m ah m,I 1 5 S g Z S F J ? Dslto Rsvision Dot a VILLAS DE LUZ CARLSBAD, CALIFORNIA PROPOSED TEMPORARY SHORING \^ jrjTEl tTfty FSS'tXSf JJO~aOnOC/3IO m £3- B£ m 0=*P= co!ro 2 s a O.itaf Pavilion Da to VILLAS DE LUZ CARLSBAD, CALIFORNIA PROPOSED TEMPORARY SHORING ^^_T^«ftHJ Ttl-waj GO VILLAS DE WZ CARLSBAD CALIFORNIA PROPOSED TEMPORARY SHORING O3QOm O CO D D mX CO (73 o-^k- ftj- ' ^3lia ss |;|iis 1^ S^lFjgC Sc "aS'JP " *% |Sm |f** ll Is §i: li gs § s -! ;rn \^ LUZ CARLSBAD, CALIFORNIA SECTION 2 WSUPPORT SYSTEMS '1833'DIAMOND SltekTSUtTE 104 MARCOS, CA930& (78% 761-0482 -AX(76$ 761-0&3 Name Checked By Job Description Date Client Job No Sheet ' of I H AREA LOAD Pa BOTTOM OF EXCAVATION_ LATERAL SURCHARGE AREA LOAD PARALLEL TO WALL BOUSSINEQ EQUATION I 1 1 1 1 • 1 • • • '" • Earth Support Systems, !nc 1833 Diamond St , Suite 104 San Marcos, CA 92069 PARAMETERS- H-| = 2 ft H2 = 8 ft Ht - H-i + H2 Ht= 10ft x-] = 78 m X2 = x-| + 24 in 40 yi = — ft 2 q = 2 75 ksf K = 0 70 Villas de Luz Engr RCJ Date 10/07/03 Sheet ^ of LATERAL SURCHARGE PRESSURE (Adjacent Struture - SB # 12-16) = DISTANCE FROM GRADE TO BOTTOM OF SLOPE = DISTANCE FROM BOTTOM OF SLOPE TO SUBGRADE = HEIGHT OF SHORING WALL - = DISTANCE TO CLOSEST EDGE OF SURCHARGE LOADING FROM FACE OF EXCAVATION = DISTANCE TO FARTHEST EDGE OF SURCHARGE LOADING FROM FACE OF EXCAVATION = LENGTH OF LOADED AREA = ASSUMED UNIFORM AREA LOAD - RIGIDITY COEFFICIENT FOR RELATIVE YIELDING OF SOIL I I I I & RETAINING STRUCTURE K = 0 5 FOR FLEXIBLE WALLS K = 1 0 FOR RIGID WALLS TO CALCULATE LATERAL SURCHARGE PRESSURE FROM AREA LOAD PARALLEL TO WALL, USE BOUSSINESQ EQUATION (SOIL ENGINEERING, 4™ EDITION, SPANGLER) z = 00ft,01 ft H2 Rl,(x,y,z) =2 2+ y + z = 2Kq *2 2X Z dx Oft SAMPLE PRESSURE VALUE Z = 2 5 ft TOTAL LOAD (SURCHARGE + SOIL) I I Ph = 0 ft = 1 354 x 10 plf Lateral Surcharge from Bldg mcd Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/07/03 Sheet ^ of RATIO Ph— = 0492ftq CENTROID {From the Bottom of Excavation) ah(z)(H2-z)dz R =0 ft Ph R = 3 531 ft TO SIMPLIFY THE ANALYSIS, MODEL THE CURVED SURCHARGE DIAGRAM AS A UNIFORM LOAD ACTING OVER THE FULL HEIGHT (H), PLUS AN ADDITIONAL UNIFORM LOAD ACTING OVER THE PARTIAL HEIGHT (Hs) U-i =175 psf Ps = 0 0 psf Hs = 0 0 ft H = Oft.O 1 ft Hs TOTAL SUBSTITUTE PRESSURE Uniform Load Full Height + Uniform Load Partial Height PT-U! H2+PSHS PT = I 4kif TOTAL PRESSURE From Boussmesq Analysis Ph = 1 354 klf CHECK = if(pT > Ph, "OK'" , "No Good CHECK = "OK'" = Assumed Uniform Pressure (Full Height) = Assumed Uniform Pressure (Partial Height) = Height of the Surcharge Loading Diagram BOUSSINESQ DISTRIBUTION z ft g £ £ ftD-(U •—— 500 1000 1500 OhOO _Ui_ Ul+P psf psf psf Lateral Surcharge 2000 2500 Lateral Surcharge from Bldg mcd SECTION 3 WSUPPORT SYSTEMS MARCOS, CAS20& (7GQ7S1-Q492 Name Checked By Dote10/06/02*Job No Cfient CA Job Description Sheet *r of ORIGINAL GRADE H H, BOTTOM tQF EXCAVATION JAi H3, \p, LOADING DIAGRAM FOR CANTILEVERED SHORING SYSTEM NO HYDROSTATIC PRESSURE T Xs \ H< H<S I 'S Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 PARAMETERS H = 4 0 ft D = 7 ft c = 35 psf c' = 35 psf Pa = 40 pcf Pp = 240 pcf - (j> = 31 deg Y-] =115 pcf Ysat = 115 pcf Y2 = Ysat- 0 pcf 72 = 115 pcf Pa H - 2 c H = 30pCf Pp D + 2 c1 / — , Y1 D Pp- = 254 pcf FV Y1 IE. Y1 Ka - 0 26 Villas de Luz Engr RCJ Date 10/06/03 Sheet ^ of CANTILEVER DESIGN SB_NUMBER = "1, 17" HEIGHT OF SHORING SYSTEM ASSUMED INITIAL TOE EMBEDMENT DEPTH SOIL COHESION (ACTIVE PRESSURE) SOIL COHESION {PASSIVE PRESSURE) ACTIVE PRESSURE {NEGLECTING SOIL COHESION) PASSIVE PRESSURE (NEGLECTING SOIL COHESION) SOIL FRICTION ANGLE UNIT WEIGHT OF SOIL ABOVE SUBGRADE SATURATED UNIT WEIGHT OF SOIL BOUYANT UNIT WEIGHT OF SOIL BELOW WATER TABLE ACTIVE SOIL PRESSURE ORDINATE PER FOOT OF DEPTH BELOW GRADE (ACCOUNTING FOR SOIL COHESION) PASSIVE PRESSURE ORDINATE PER FOOT OF DEPTH BELOW SUBGRADE (ACCOUNTING FOR SOIL COHESION) - ACTIVE EARTH PRESSURE COEFFICIENT = PASSIVE EARTH PRESSURE COEFFICIENT Kp = 221 cant h-4 ft brn 1, 17 mod I I I I I I I I I I I I I I I I I I I Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 d = 30 in xb - 8 ft Fy = 50 ksi Fb = 1 33 0 60 Fy Fb = 40ksi Peg = 0 psf eq 0 psf Ps = 100 psf H = 4 ft xs = 0 ft Pvert = 0 k Pvert = = 2 f = mm 008 deg v f = 0 775 %ear = 0 0 psf f-l = 600 psf evert = 0 ft MVert = evert ft ''ft Villas de Luz Engr RCJ Date 10/06/03 Sheet £ of = EFFECTIVE DIAMETER OF TOE SHAFT = TRIBUTARY WIDTH OF SOLDIER BEAMS = YIELD STRENGTH OF STEEL = ALLOWABLE BENDING STRESS FOR STEEL = EQUIVALENT EARTHQUAKE PRESURE = TRAFFIC/CONSTRUCTION SURCHARGE PRESSURE HEIGHT OF SURCHARGE LOADING DIAGRAM - DISTANCE FROM SURFACE TO SURCHARGE APPLICATION POINT = VERTICAL LOAD FROM PEDESTRIAN WALKWAY {DEAD + LIVE) = ISOLATED POLE FACTOR { FOR ARCHING EFFECT ) - RATIO OF TOE WIDTH TO SOLDIER BEAM SPACING ( ARCHING FACTOR ) - ALLOWABLE SOIL BEARING CAPACITY FOR TOE = ALLOWABLE SOIL FRICTION = ECCENTRICITY OF VERTICAL LOAD = MOMENT DUE TO VERTICAL LOAD cant h-4 ft bm 1, 17 mcd Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/06/03 Sheet ^ of SOIL PRESSURE @ SUBGRADE CALCULATE REQUIRED TOE DEPTH (Assume trial values for z and D and solve) PA1 = Pa. H z = 6 ft D = 20 ft IbPA1=11872 — ft PA2{z,D) =D+fP. H PE(z,D) = fY2KpD-fPa-H-fY2KaD Pj(z,D) = Given KpH-fY2Ka D D + (Ps Hs) + (f PA1 + PA2(z, D)) - Ib= 0 —ft D(PE(z, D) + Pj(z, D)) - - (PE(z, D) + PA2(z, D)) - D H " X 2 2 PA1 + (PA2(z,D)-f PAl) D (PE(Z,D) + PJ<Z,D)) ~ -[PE(Z D) + (pA2(z;D))] — + Mvert z>0ft = 0 Ib zval ] Dval J = Fmd(z,D) z = zval A'A D = Dval z=1 84ft D = 687ft ROUND OFF "D" TO THE NEAREST 1 FT INCREMENT DISTANCE TO POINT OF ZERO PRESSURE"O" D = Floor(D,ft)+ 1 ft O = D = 7ft O = 0 53ft cant h=4ft bm 1, 17mcd Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/06/03 Sheet ^ of DISTANCE TO POINT OF ZERO SHEAR y = 2 ft {FROM POINT "O") Given / v y H O kipY2 (Kp-Ka) '— -PAI ~-fPAi --PSHS = O^ TOTAL ACTIVE SOIL LOAD P- H dH Oft kipPi = 024 — ACTIVE SOIL PRESSURE MOMENT (ABOUT ZERO SHEAR LOCATION "y") ,= P-] | — + O+ y M-, =1 1 kip ft ACTIVE SOIL LOAD BLW SUBGRADE PA1 Of P2 = 0 02 kip ACTIVE SOIL PRESSURE MOMENT BELOW SUBGRADE ( ABOUT "y") iMp = Pp + y*- ' *j O M2 = 0 08 kip ft SURCHARGE LOAD P4 =PsdHs kip SURCHARGE MOMENT ABOUT "y"M4 = P4 H H M4=2 kip ft PASSIVE SOIL LOAD BLW SUBGRADE P3 = f 72 (KP - Ka) — (ABOUT "y") 2 P3 = 0 66 kip PASSIVE SOIL PRESSURE MOMENT BELOW SUBGR ( ABOUT "y") M3 =P3|i O = 0 61 kip - SOLDIER BEAM MOMENT M = [(Mi + M2 - M3) + M4 M = 21 42 kip ft cant h=4ft brn 1,17 mcd Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/06/03 Sheet ?_ of REQUIRED SECTION MODULUS Sr - TRY BEAM = "W 12x26"Ax = 7 65 in rx = 5 17 in L = H + y+ O K = 1A<W Sv = 33 4 in*E = 29 10 ksi I = 204 in CHECK AXIAL STRESSES KL 2 C K 5 V rx 3 8 Cf KL Fa=2862ksi vert CHECK BENDING STRESSES COMBINED AXIAL AND BENDING M fb = 77ksi fa fb— + — =019 F F CHECK = if — + — < 1 O/'OKi" , "NO GOOD"F F CHECK = "OK'1 BEAM = if (CHECK = "OK'" , TRY^BEAM , "CHECK NEW SIZE") BEAM = "W 12x26" canth=4ttbm 1, 17 mcd I I I I I I I I I I I I I I I I I I Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 CHECK TOE DEPTH FOR VERTICAL LOAD Dv, = Floor pvert~ * — qbear , 4 J_ n df-i 1 ft SELECT TOE DEPTH "D" TOE DEPTH SELECTED D' = if(D>Dv,D,Dv) D = Ceil{D',ft) INCREASE "D" FOR FACTOR OF SAFETY D = Ceil{D 1 01, ft) + 0 ftv FACTORS OF SAFETY PE(z,D)= 1 3x 10psf Pj(z,D) = 2 18x 103psf x1 = D-z-O Px1 = fY2(Kp-Ka)(0+x1) Px1 X2 = Z X3 = Z-X2 Px1 * Pj(z,D) p7 = 2 Px1 X2 Villas de Luz Engr RCJ Date 10/06/03 Sheet /c? of Dw = 1 ft D' = 7ft D = 7ft D = 8ft cant h=4ft bm 1, 17 mcd Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/06/03 Sheet /> of SLIDING FORCES Fs = P1 + P4 + P2 + RESISTING FORCES F r - P5 + OVERTURNING MOMENTS Fs = 2 01 klf Fr=335klf H I I S] 0 X3M0 = P1 - + D + P4 D + H - xs - — U P2 D - - U P6 — Mverto / \ z RESISTING MOMENTS f XI] ( 2x2Mr = P5 I x2 + x3 + — \ + P7 I x3 + — Fs Mr FSf Mo CHECK DEFLECTION: BEAM = "W 12x26" P-l =2374plf PS Hs P = 04klf SELECTED SOLDIER BEAM TOTAL ACTIVE SOIL LOAD TOTAL SURCHARGE LOAD 0 = 696x 103lb - ft 4 ftMr=1 18x 10 Ib - ft FSQ = 1 7 FS0 = 1 7 MODULUS OF ELASTICITY FOR STEEL = 204 in D 3 = 80 in 60 E I L MOMENT OF INERTIA EFFECTIVE LENGTH OF SOLDIER BEAM FOR CALCULATING DEFLECTION DISTANCE FROM TOP OF SOLDIER BEAM FOR CALCULATING DISPLACEMENT 5 _,4 A ,5y -5L y+4L MAXIMUM LATERAL DISPLACEMENT cant h-4 ft bm 1, 17 mcd Earth Support Systems, Inc Villas de Luz 1833 DiamondSt, Suite 104 Engr RCJ Date 10/06/03 San Marcos, CA 92069 Sheet /£• of DESIGN SUMMARY: SB_NUMBER = -1,17 BEAM = "W 12 x 26" SELECTED SOLDIER BEAM H = 4ft HEIGHT OF SHORING D = 8ft TOE EMBEDMENT DEPTH H + D = 12ft TOTAL LENGTH OF SOLDIER BEAM Sr = 6 4 in3 REQUIRED SECTION MODULUS d = 30 in EFFECTIVE DIAMETER OF TOE SHAFT cant h=4ftbm 1,17 mcd SECTION 4 'THSUPPORT SYSTEMS ICA920& checked By' //Q/o&/o2>No Client Description ORIGINAL GRADE LOADING DIAGRAM EOR CANTILEVERED SHORING SYSTEM NO HYDROSTATIC PRESSURE 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 . . , Earth Support Systems, Inc 1833 Diamond St , Suite San Marcos, CA 92069 - PARAMETERS H = 100ft D = 15 ft c = 85 psf c' = 85 psf Pa = 40 pcf Pp - 240 pcf <j> = 31 deg Y-] =115 pcf Ysat = 115 pcf Y2 = Ysat - 0 Pcf Y2 = 1 1 5 pcf PaH-2c /- •Jp • '"a H Pa> = 30 pcf Pp D + 2 c' I >/ P D 104 Y1 5 Y1 Pp. = 256 pcf „ pa'Ka = Y1 Ka = 0 26 « Pp'*p - Y1 Kp = 2 23 Villas de Luz Engr RCJ Date 10/06/03 Sheet /4" of CANTILEVER DESIGN SB_NUMBER = "2-11" HEIGHT OF SHORING SYSTEM ASSUMED INITIAL TOE EMBEDMENT DEPTH SOIL COHESION (ACTIVE PRESSURE) SOIL COHESION {PASSIVE PRESSURE) ACTIVE PRESSURE (NEGLECTING SOIL COHESION) PASSIVE PRESSURE (NEGLECTING SOIL COHESION) SOIL FRICTION ANGLE UNIT WEIGHT OF SOIL ABOVE SUBGRADE SATURATED UNIT WEIGHT OF SOIL BOUYANT UNIT WEIGHT OF SOIL BELOW WATER TABLE ACTIVE SOIL PRESSURE ORDINATE PER FOOT OF DEPTH BELOW GRADE (ACCOUNTING FOR SOIL COHESION) PASSIVE PRESSURE ORDINATE PER FOOT OF DEPTH BELOW SUBGRADE (ACCOUNTING FOR SOIL COHESION) = ACTIVE EARTH PRESSURE COEFFICIENT = PASSIVE EARTH PRESSURE COEFFICIENT canth=10ftbm 2-11 mcd Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/06/03 Sheet /^ of d = 30 in xb = 8 ft Fy = 50 ksi Fb = 1 33 0 60 Fy Peq = 0 psf Peq = 0psf Ps = 100 psf Hs = 10 ft xs = 0 ft I = 2 P vert = 000k 008 \\ f ~ mm VV f = 0 775 qbear = 0 0 psf f-i = 600 psf deg JJ evert = ° ft evert = EFFECTIVE DIAMETER OF TOE SHAFT = TRIBUTARY WIDTH OF SOLDIER BEAMS = YIELD STRENGTH OF STEEL = ALLOWABLE BENDING STRESS FOR STEEL = EQUIVALENT EARTHQUAKE PRESURE = TRAFFIC/CONSTRUCTION SURCHARGE PRESSURE = HEIGHT OF SURCHARGE LOADING DIAGRAM = DISTANCE FROM SURFACE TO SURCHARGE APPLICATION POINT = VERTICAL LOAD FROM PEDESTRIAN WALKWAY (DEAD + LIVE) ISOLATED POLE FACTOR ( FOR ARCHING EFFECT ) = RATIO OF TOE WIDTH TO SOLDIER BEAM SPACING { ARCHING FACTOR ) = ALLOWABLE SOIL BEARING CAPACITY FOR TOE = ALLOWABLE SOIL FRICTION = ECCENTRICITY OF VERTICAL LOAD = MOMENT DUE TO VERTICAL LOAD MVert = Ok cant h=10 ft bm 2-11 mcd Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/06/03 Sheet t& of SOIL PRESSURE @ SUBGRADE PA1 = Pa- H PA1 = 299 74Ib CALCULATE REQUIRED TOE DEPTH (Assume trial values for z and D and solve) z = 6 ft PA2{z,D) D = 20 ftAWV PE<z,D) =-f Pa- H-fY2KaD Pj(z, D) = f Y2 Kp D + f Y1 Kp H - f Y2 Ka D Given PA1 H , , . , D -^- + (Ps Hs) + (f PA1 + PA2(z,D)) -Ib D(PE(z, D) + Pj(z, D)) - - (PE(Z, D) + PA2(z, D)) - PA1 H f H A , A Hs - + D + (Ps Hs) D + H - xsV s s; s (PE(Z, D) + Pj(z, D)) ~ - [PE{z, D) + (PA2(z, D})] — + Mvert z>0 ft ft= 0 Ib -ft ^Dval z = zval = Find(z,D) D = Dval z=347ft D= 14 08 ft ROUND OFF "D" TO THE NEAREST 1 FT INCREMENT D - Floor(D,ft)+ 1 ft D= 15ft DISTANCE TO POINT OF ZERO PRESSURE "O" O 72 (Kp - Ka)O=1 32ft cant h^10 ft bm 2-11 mod Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/06/03 Sheet I? of DISTANCE TO POINT OF ZERO SHEAR y = 2 ft (FROM POINT "O") Given / -v V H OY2 (KP - Ka) y~ - PA1 --fpAi ^kip = Rnd<y> y=55ft TOTAL ACTIVE SOIL LOAD P> HdH on kipPi = 1 5 —1 ft ACTIVE SOIL PRESSURE MOMENT {ABOUT ZERO SHEAR LOCATION "y") H= PI — + O + y = 1522 kip ft ACTIVE SOIL LOAD BLW SUBGRADE P2 PA1Of kip—ft ACTIVE SOIL PRESSURE MOMENT BELOW SUBGRADE ( ABOUT "y") M2 =2 O M2 - 0 98kip ft SURCHARGE LOAD -hU+xc PsdHs kip ft SURCHARGE MOMENT ABOUT "y" Hs= P4 H M4 = 11 82 kip ft PASSIVE SOIL LOAD BLW SUBGRADE P3 = f Y2 (Kp - Ka) — {ABOUT "y") 2 P3 = 2 65 kip PASSIVE SOIL PRESSURE MOMENT M3 = P3 BELOW SUBGR { ABOUT "y") SOLDIER BEAM MOMENT M = [(MI + M2 - MS) + M4 + Mvert| M= 185 Skip ft cant h=10 ft bm 2-11 mcd I I I I I I I I I I I I I I I I I I I Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 REQUIRED SECTION MODULUS Sr = TRY BEAM = "W 16x36"Ax = 10 6 in rx = 6 51 in Sx = 56 5 in' I = 448 in4 L = H+ y+ O /Kv= 1 E = 29 103 ksi CHECK AXIAL STRESSES CHECK BENDING STRESSES COMBINED AXIAL AND BENDING KL 2C K L\ ( K L 8C M Villas de Luz Engr RCJ Date 10/06/03 Sheet /£ of = 2703ksi fa = 0ksi fb = 3936ksi + — = 0 99 CHECK = if — + — < 1 0, "OK'" , "NO GOOD" I Fa Fb CHECK = "OKI" BEAM - if (CHECK = "OK"", TRY__BEAM, "CHECK NEW SIZE"} BEAM = "W 16x36' cant h=10 ft bm 2-11 mod I I I I I I I I I I I I I I I I I I I Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 CHECK TOE DEPTH FOR VERTICAL LOAD = Floor Pvert" re —4 n d f-j SELECT TOE DEPTH "D" TOE DEPTH SELECTED D' = if(D>Dv,D,Dv) D = Ceil(D\ft) INCREASE "D" FOR FACTOR OF SAFETY D = Ceil(D 1 00, ft) + OftAW V ' ' PA2(z,D) = 58075psf PE(z,D) = 24x 103psf Pj(z,D) = 46 103psf FACTORS OF SAFETY D-z-O Px1 =fY2(Kp-Ka)(0+x1) x2 =z X3 =Z-X2 PS - Px1 + 1 ft Dw = 1 ft D' = 15ft D=15ft D= 15ft cant h^10 ft bm 2-11 mcd 1 • 1 1 1 1 1 1 1 1 • 1 1 1 •• 1 1 1 1 1 1 1 ' Earth Support Systems, Inc 1833 Diamond St , Suite 104 San Marcos, CA 92069 SLIDING FORCES RESISTING FORCES OVERTURNING MOMENTS , , ( M0=P1 - + D +P4 D + V «j / \ RESISTING MOMENTS CHECK DEFLECTION: BEAM = "W 16x36" P-l =1498 7 plf P? = PC HsAivAv ° ° P2 = 1 klf E = 29 106 psiAW I =448 in4 DL = H+ -"* 3 L=180m V = 0 in/&A (Pi + P2) *b / 5 60 E I L2 *max = 060,n * Villas de Luz Engr RCJ Date 10/06/03 Sheet 2O of FS = P1 + P4+P2+P6 Fs = 823klf r = 5 + P7 Fr=11 39 klf Hs^ ( 0^ (^}H-xs-^Up2D--j+P6ly+ Mvert ^ 4 ftM0 = 542x 10 Ib - Oi- I V f*. -1- V f^ 1 I 1 P^r I Vrt f . Jr "" ' 5 2 3 7 1 *3 ~^ (V 3 j ^ 3 )V 4 ftMr = 743x 10 Ib -ft FSs^5 FS FSS=14 MrFS0 = Mo FS0 = 1 4 SELECTED SOLDIER BEAM TOTAL ACTIVE SOIL LOAD TOTAL SURCHARGE LOAD MODULUS OF ELASTICITY FOR STEEL MOMENT OF INERTIA EFFECTIVE LENGTH OF SOLDIER BEAM FOR CALCULATING DEFLECTION DISTANCE FROM TOP OF SOLDIER BEAM FOR CALCULATING DISPLACEMENT L4y+4L5) MAXIMUM LATERAL DISPLACEMENT canth=10ftbm 2-11 mcd I Earth Support Systems, Inc Villas de Luz 1833 Diamond St, Suite 104 Engr RCJ Date 10/06/03 • San Marcos, CA 92069 Sheet £/ of I I I I I I I I I l l I I l l l l DESIGN SUMMARY: SB^NUMBER = -2-1 I-- BEAM = "W 16 x 36" SELECTED SOLDIER BEAM H = 10ft HEIGHT OF SHORING D = 15ft TOE EMBEDMENT DEPTH H + D = 25ft TOTAL LENGTH OF SOLDIER BEAM Sr = 55 7in3 REQUIRED SECTION MODULUS d = 30m EFFECTIVE DIAMETER OF TOE SHAFT cant h=10ttbm 2-11 mcd SECTION 5 TH SUPPORT SYSJWSISWOAMOND STREET SURE 104 vfpGQ 761-O493 Checked By Date Job No Client Job Description Sh«ot ORIGINAL GRADE BOnOMtOF EXCAVATION LOADING DIAGRAM FOR CANTILEVERED SHORING SYSTEM NO HYDROSTATIC PRESSURE Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 PARAMETERS H = 100ft D = 15ft c = 85 psf c' = 85 psf Pa = 40 pcf Pp = 240 pcf <f> = 31 deg Y1 =115 pcf Ysat = 115 pcf Y2 = Ysat - 0 Pcf Y2 = 115 pcf PaH-2c — PP' = H Pa- = 30pcf D+2 c' — D Pp' = 256 pcf p , 71 -JL Y1 = 0 26 Villas de Luz Engr RCJ Date 10/07/03 Sheet ^ of CANTILEVER DESIGN SB_NUMBER = "12-16" HEIGHT OF SHORING SYSTEM ASSUMED INITIAL TOE EMBEDMENT DEPTH SOIL COHESION {ACTIVE PRESSURE) SOIL COHESION (PASSIVE PRESSURE) ACTIVE PRESSURE (NEGLECTING SOIL COHESION) PASSIVE PRESSURE (NEGLECTING SOIL COHESION) SOIL FRICTION ANGLE UNIT WEIGHT OF SOIL ABOVE SUBGRADE SATURATED UNIT WEIGHT OF SOIL BOUYANT UNIT WEIGHT OF SOIL BELOW WATER TABLE ACTIVE SOIL PRESSURE ORDINATE PER FOOT OF DEPTH BELOW GRADE (ACCOUNTING FOR SOIL COHESION) PASSIVE PRESSURE ORDINATE PER FOOT OF DEPTH BELOW SUBGRADE (ACCOUNTING FOR SOIL COHESION) = ACTIVE EARTH PRESSURE COEFFICIENT = PASSIVE EARTH PRESSURE COEFFICIENT Kp = 2 23 cant h-10 ft bm 12-16 with building surcharge mcd Earth Support Systems, !nc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/07/03 Sheet 2-4 of d = 30 in Xh = 8 ft Fy = 50 ksi Fb = 1 33 0 60 Fy Fb=40ksi Peq = 0 psf Peq = 0psf Ps = 175 psf Hs = 8 ft x = 2 ft Pvert = 0 Pvert = 0 00 k - 2 008 f = mm VV f = 0 775 qbear = 0 0 psf f-1 = 600 psf deg evert = 'vert - evert - EFFECTIVE DIAMETER OF TOE SHAFT = TRIBUTARY WIDTH OF SOLDIER BEAMS = YIELD STRENGTH OF STEEL = ALLOWABLE BENDING STRESS FOR STEEL = EQUIVALENT EARTHQUAKE PRESURE - SURCHARGE PRESSURE (BUILDING) = HEIGHT OF SURCHARGE LOADING DIAGRAM = DISTANCE FROM SURFACE TO SURCHARGE APPLICATION POINT VERTICAL LOAD FROM PEDESTRIAN WALKWAY (DEAD + LIVE) - ISOLATED POLE FACTOR ( FOR ARCHING EFFECT ) - RATIO OF TOE WIDTH TO SOLDIER BEAM SPACING ( ARCHING FACTOR ) = ALLOWABLE SOIL BEARING CAPACITY FOR TOE = ALLOWABLE SOIL FRICTION = ECCENTRICITY OF VERTICAL LOAD = MOMENT DUE TO VERTICAL LOAD canth=10ft bm 12-16 with building surcharge mod Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/07/03 Sheet Z-^" of SOIL PRESSURE @ SUBGRADE CALCULATE REQUIRED TOE DEPTH (Assume trial values for z and D and solve) z = 6ft PA2(z,D) = D = 20 ft P- H PA1 = Pa- H IbPal = 299 74 —Ml ft PE(Z,D) = Pj(z,D) =1 Given KpH-fY2 Ka D PAI , . /+ (Ps Hs) + (f PA1 + PA2(z, D)) (PE(z, D) + Pj(z, D)) - (PE(Z, D) + PA2(z, D)) Ib= 0 -ft H H(H ^ {- + D + f Ps Hs) D + HU JVss;^xsS 2 7 6 D(PE(z, D} + Pj(z, D)) - [PE{z; D) + (PA2{z, D))] — + Mvert z>0 ft ft 0 Ib -ft fzval \ Fmd(z D) z = zval D = Dval z = 3 71 ft D= 1481ft ROUND OFF "D" TO THE NEAREST 1 FT INCREMENT DISTANCE TO POINT OF ZERO PRESSURE"O" D = Floor(D,ft)+ 1 ftv ' ' O = f Y2 (Kp - Ka) D= 15ft O= 1 32ft cant h=10 ft bm 12-16 with building surcharge mod Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/07/03 Sheet Zfc of DISTANCE TO POINT OF ZERO SHEAR y = 2 ft (FROM POINT "O") Given O-kip = Rnd(y)= 59ft TOTAL ACTIVE SOIL LOAD H Pi = I Pa'HdH Oft kipPi = 1 5 —ft ACTIVE SOIL PRESSURE MOMENT (ABOUT ZERO SHEAR LOCATION "y") Mi = P-t - + O + y1O M1 = 1582 kip ft ACTIVE SOIL LOAD BLW SUBGRADE P2 PA1 O f , = 015 kip ACTIVE SOIL PRESSURE MOMENT BELOW SUBGRADE ( ABOUT "y") 2 O + Y M2 = 1 04kip ft SURCHARGE LOAD P4 =PsdHs P4 = 1 4 kip SURCHARGE MOMENT ABOUT "y"f HsM4 = P4 H xs + O+y kip ft PASSIVE SOIL LOAD BLW SUBGRADE {ABOUT "y") P3 = f T2 (Kp - Ka) P3 = 3 05 kip PASSIVE SOIL PRESSURE MOMENT BELOW SUBGR ( ABOUT "y")= P3l^= 6kip SOLDIER BEAM MOMENT M = [(MI + M2 - MS) + M4 + Mverj] M= 212 58 kip ft cant h=10 ft bm 12-16 with building surcharge mcd Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/07/03 Sheet IT of REQUIRED SECTION MODULUS MSr = — Fb TRY BEAM = "W 16x40"Ax = 11 8 in rx = 6 63 in L = H + y + O K = 1 Sv = 64 7 in"E = 29 10 ksi CHECK AXIAL STRESSES = 518 in 2 C KM (K L Fa = 27 01 ksi CHECK BENDING STRESSES COMBINED AXIAL AND BENDING fa = 3 8 Cr "vert ~A7 JV!_ Sx" — + — = o 99 Fa Fb CHECK = if — + — < 1 0/OKi" , "NO GOOD" I Fa Fb fa = 0 ksi = 3943ksi CHECK = "OK'" BEAM = if{CHECK = "OK'" , TRY_BEAM , "CHECK NEW SIZE") BEAM = "W 16x40" cant h=10 ft bm 12-16 with building surcharge mcd Earth Support Systems, Inc 1833 Diamond St , Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/07/03 Sheet 20 of CHECK TOE DEPTH FOR VERTICAL LOAD = Floor Pvert ~ n ~ Qbear TU d f-|,ft SELECT TOE DEPTH "D" TOE DEPTH SELECTED D' = if(D>Dv,D,Dv) D = Ceil(D',ft)AAA/ * 7 ' + 1 ft Dy = 1 ft D'=15ft D=15ft INCREASE "D" FOR FACTOR OF SAFETY FACTORS OF SAFETY D = Ceil(D 1 01, ft) + 0 ft^ ' PA2{z,D)=60398psf PE(z,D) = 2 103psf Pj(z,D)=479x 10psf D-z-O Px1 =fY2(Kp-Ka)(0+x1) x2 =z Px1 = 16ft X3 =Z-X2 Px1*1 Pj(z,D)x3 P7 = Px1 cant h=10 ft bm 12-16 with building surcharge rncd I I Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 SLIDING FORCES RESISTING FORCES OVERTURNING MOMENTS Fs - P1 + P4 + P2 + P6 +P2D--+P6 + MVert RESISTING MOMENTS Mr = P5 x2 + x3 + — + P7 x3 2x2 FSn = Mr CHECK DEFLECTION: BEAM = "W 16x40" Pi =1498 7 plf Po — P H-'- "~ ^ ^ P2 = 14klf ^=2910%^ 4 SELECTED SOLDIER BEAM TOTAL ACTIVE SOIL LOAD TOTAL SURCHARGE LOAD Villas de Luz Engr RCJ Date 10/07/03 Sheet £<? of Fs = 919klf Fr=1306klf 4 ft 0 = 646x 10 Ib - 4 ftMr=912x 10 Ib - ft = 1 4 FS0 = 1 4 I =5l8m L = H +D L= 184 in v = 0 in/#^\ MODULUS OF ELASTICITY FOR STEEL MOMENT OF INERTIA EFFECTIVE LENGTH OF SOLDIER BEAM FOR CALCULATING DEFLECTION DISTANCE FROM TOP OF SOLDIER BEAM FOR CALCULATING DISPLACEMENT A max - 60 E I L R| .y -5L y+4 MAXIMUM LATERAL DISPLACEMENT cant h=lO ft bm 12-16 with building surcharge mcd Earth Support Systems, Inc Villas de Luz 1833 Diamond St, Suite 104 Engr RCJ Date 10/07/03 San Marcos, CA 92069 Sheet ?>O of DESIGN SUMMARY: SELNUMBER = -12-16" BEAM = "W 16 x 40" SELECTED SOLDIER BEAM H = 10ft HEIGHT OF SHORING D = 16ft TOE EMBEDMENT DEPTH H + D = 26ft TOTAL LENGTH OF SOLDIER BEAM Sr = 63 9m3 REQUIRED SECTION MODULUS d = 30m EFFECTIVE DIAMETER OF TOE SHAFT cant h-10 ft bm 12-16 with building surcharge mcd I I I I I I I I I 6 l WSUPPORT SYSTEMS ^1833 DIAMOND S773&TSWF 104 (7SQ761-0433 Nome Checked By Client Job No Sheet 2>/ of Job Description ARCH ACTION LINE (PARABOLIC LOAD DISTRIBUTION) PLAN u PHL,/!., d 3L,Mt""y"lT+T"T6' =T» (45-0/2) (45-0/2) .1 16 2 NOTE: SURCHARGE LOADS ARE CONSIDERED TO ACT BEHIND AREA L SURCHARGE LOADS INSIDE "L," ARE INCLUDED IN THE LAGGING DESIGN. VALUE OF PH? FOR GRANULAR SOIL \ = 7 H1TA«2 (45-0/2) Hx< H, TAN2 (45-0/2) PH = TI-TAN (45-0/2) FOR COHESIVE SOIL c = cohesion PHuAX = 7H, TAN2 (45-0/2)-2cTAN(45-0/2) =CyL2-2c)™(45-0/2) LAGGING DESIGN Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/07/03 Sheet &&- of LAGGING DESIGN PARAMETERS: S = 8 0 ft d = 30 0 in L = S - d L-| =5 5ft = 275ft <t> = 31 deg c = 100 psf y = 115 pcf j^= 08 Fb = 900 psi Ps = 175 psf Cfu =12 CD = 10 CF = 1 o Fb CF = 900psi 1 0 if Fb CF< 1150 psi 0 85 otherwise = MAXIMUM BEAM SPACING - MINIMUM EFFECTIVE SHAFT DIAMETER = CLEAR DISTANCE BETWEEN SOLDIER BEAMS - SURCHARGE AREA BEHIND WALL - INTERNAL FRICTION ANGLE FOR SOIL = COHESION VALUE FOR SOIL -UNIT WEIGHT OF SOIL = RIGIDITY COEFFICIENT FOR RELATIVE YIELDING OF SOIL & RETAINING STRUCTURE (K=0 5 for flexible walls) (K = 1 for rigid walls) = ALLOWABLE FLEXURAL STRESS FOR LAGGING (DF-LARCH #2) = MAXIMUM SURCHARGE LOAD - FLAT-USE FACTOR ( C fu = 1 2 FOR 2" & 3" x 12") (Cfu = 1 1 FOR 4" x 12") - LOAD DURATION FACTOR = SIZE FACTOR ( C F = 1 0 FOR 2" & 3" x 12") (CF=1 1 FOR 4" x 12"} - WET SERVICE FACTOR CM = Lagging 3x12 mod Earth Support Systems, Inc 1833 Diamond St, Suite 104 San Marcos, CA 92069 Villas de Luz Engr RCJ Date 10/07/03 Sheet ^3 of CHECK 3" x 12" LAGGING (ROUGH SAWN): b = 12 in = LAGGING WIDTH cL, = 2 75 in b dw BLAGGING THICKNESS = SECTION MODULUS Sm= 15 125 LAGGING STRESSES: phmax L2 - 2 c) tan 45 deg - - + K P = 205771psf = mm Phmax 400 psf+ K Ps = 205771psf = MAXIMUM SOIL PRESSURE = MAXIMUM SOIL PRESSURE ALLOWED PhL1 d + 16 2 MC| = 1120 Ib ft = MAXIMUM BENDING MOMENT Mdb u CD CM fb = 740 5 psi CHECK = if (f b < Fb, "OK" , "NO GOOD") CHECK - "OK" = ACTUAL BENDING STRESS USE 3" x 12" DF#2 LAGGING Lagging 3x12 mcd SECTION 7 I I I I I I I I I I I I I I I I I I I EARTH SUPPORT SYSTEMS, INC VILLAS DE LUZ SOLDIER BEAM SCHEDULE OCTOBER 7, 2003 REVISION 0 SOLDIER BEAM SCHEDULE From To SB SB 1 1 2 11 12 16 17 17 SB Qty 1 10 5 1 Use ! Section j I W12X26 ! W16X36 W16X40 . W 12X36 . Shore Height H ft 40 100 100 40 Toe Depth D ft 80 150 160 70 Total Drill H+D ft 120 250 260 11 0 Toe Diameter d in 30 30 30 30 SECTION 8 Se'p 24 03 02:33p 4 Design 760-433-2910 p.E EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 June 2, 2001 E. Howard & Pauline Eggebrecht C/o Eggebrecht Family Limited Partnership P.O. Box 21012 Billings, Montana 59104 Subject: Project No 01-1106E6 Limited Site Investigation Proposed 4 or 5 Unit Residential Building Site Lots No. 7 & 8, Maple Avenue City of Carlsbad, California. Dear Mr. & Mrs. Eggebrecht In accordance with your request, we have performed a limited investigation of the soil conditions at the subject site. The investigation was undertaken to provide the soil engineering criteria for site grading and recommend an appropriate foundation system for the proposed residential development. Our investigation found tnat the site is underlain by Terrace Deposits (QtO to the maximum explored depth of 10 5 feet These soils generally co-sist of ten to reddish brown, damp to moist, medium dense, silty sand with a very low expansion potential and a moderate compressibility. It is our opinion that the proposed development is feasible provided the recommendations herein are implemented during construction Respectfully submittec, Mamadou Saliou Diallo, P E RCE 54071 I I I I Sep 24 03 02:33p 4 Design 760-433-2810 p.3 E^EBRECHT PROJECT NO 01-U06EO- INTRODUCTION This is to present the findings and conclusions of a soil investigation for a proposed 4 or 5-unit, two-story residential structure to be 1ocatec on the north side of Maple Avenue, in the City of Carlsbad, California. The objectives of the investigation were to determine the existing soils conditions and provide recommendations for site development. In order to accomplish these objectives, four (4) exploratory trenches were excavated to a maximum depth of 10.5 feet ; undisturbed and loose bag samples were obtained, and laboratory tests were performed. SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is located on the north side of Maple Avenue, in the City of Carlsbad, California. It is presently vacant with gentle slopes to the west Vegetation consists of grass and ice plant The proposed improvements include tie construction of a 4 or 5-unit, two-story, wood-framed, residential structure over a parking garage The structure will oe founded on continuous and spread footings with a slab-on-grade floor. FIELD INVESTIGATION Four (4) exploratory trenches were excavated to a maximum depth of 10 5 feet by a Case 580E Bacxhoe on May 1, 2001 at the approximate locations shown on the attached Plate No 1, entitled "Location of Exploratory Trenches". A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plates No. 2 and 3 entitled "Summary Sheet" The soils were visually and texturally classified according to the filed identification procedures set forth on the attached Plate No. 4 entitled "Uniform Soil Classification Chart Sep ?4 03 02:33p 4 Design 760-433-2910 .4 rEBRECHT PROJECT NO 01-U06E. SURFACE CONDITIONS The surface soils encountered during the course of our investigation were topsail to a depth of one foot. The topsoil was underlain by formational soils classified as Terrace Deposits (Qtt). These soils consist of tan to reddish brown, damp to moist, medium dense, silty sand (SM). EXPANSIVE SOILS An expansion test was performed on a select soil sample to determine volumetric change characteristics with change in moisture content An expansion index of zero indicates a very low expansion potential. GRQUNEWATER Ground water was not encountered during the course of our investigation. Groundwater is anticipated at a depth greater than 50 feet. We do not expect ground water to affect the proposed development. GEOLOGIC 8AZARDS A review of the available geological literature pertaining to the site indicates the existence of the Rose Canyon/ Newport-Englewood Fault; Zone approximately 7 0 Km to the west. Ground shaking from this fault or ore of trie ma]or active faults in the region is tne most: likely happening to affect the site. With respect to this hasard,4 the si-re is comparable to others in the general area. The proposed residenta al structure should be designed in accordance with seismic design requirements of the 1997 Uniform Building Code or the Structural Engineers Association of California using the following seismic design parameters• PARAMETER Seismic Zone Factor, Z Soil Piofile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source VALUE 040 SD 044 070 1 0 1 1 B UBC REFERENCE Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-F Table 16-U I , Sep ,24 03 Q2:34P 4 Design 760-433-2810 P.5 EG&ZBRECHT PROJECT HO Q Based on the absence of shallow ground water and the consistency of the subgrade soils, it is our opinion that the potential for liquefaction is low. CONCLUSIONS A2?D RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes visual inspection; field investigation; laboratory testing and our general knowledge of the soils native to the site The site is suitable for the proposed commercial development provided the recommendations set forth are implemented during construction. GRADING AMD EARTHWORK Site grading should begin with clearing and grubbing, e.g the removal of topsoil, vegetation and deleterious materials. It is our understanding that the subgrade soils extending to a depth of approximately five (5) feet telow existing grade will be removed from the site to accommodate the proposed underground garage structure. The soils encountered at this cepth will be adequate for the support of the residential structure and should be observed by a representative of this firm to verify soil conditions. Grading should be done in accordance with the attached appendix A. FOUNDATION ANV SLAB a. Continuous and spread footings are suitable for the proposed residential structure Continuous footings should extend a minimum of 24 inches into the native soils The footings should be at least 15 inches wide and reinforced with four #4 steel bars; t^o bars placed near the top of the foot3 ngs and the other two ba^s placed near the bottom of the footings These recommendations are mnimum amounts and must oe verified by the project structural engineer. b Concrete floor slabs for the driveway and parking should be a minimum 6 inches thiCK Reinforcement should consist of #3 bars placed at 18 inches on center each way. Slab reinforcement should be placed within the middle third of the slab by supporting the steel on chairs or concrete blocks "dobies". Tne slab should be underlain oy 4 inches of base aggregate compacted to a minimum of 95 percent relative compaction (ASTM D1557). The effect of concrete shrinkage will result in cracks in virtually all concrete slans. i I i Sep ?4 O3 O2:34p 4 Design 7GO-433-281Q p. 6 Oi-]]06Etr- To reduce the extent of shrinkage, the concrete should be placed at a maximum of A inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks . c. An allowable soil beam ng value of 2750 pounds per square foot may be used for the design of continuous and spread footings founded a minimum of 24 inches into the native soils. This value may be increased by 650 psf for each additional foot of depth and by 325 psf for each additional foot of width to a maximum value of 6000 Ib/ft2. d Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 240 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading. RETAINING WALLS Unrestrained, cant lie vered retaining walls with a level backfill may be designed to resist an active equivalent fluid pressure of 40 pounds per cuoic foot . This pressure is based on the backfill soils being free draining and non-expansive . Backfill materials must be approved by the soils engineer prior to use. Restrained walls, such as basement walls, that are not free to rotate should be designed to resist an active equivalent fluid pressure of 60 pounds per cubic foot SITE EXCAVATIONS Excavations for the basement garage and utility trenches may be made vertically for shallow depths and must be either shored or sloped at 1H: IV for depths greater tban 4 feet . UtJ lities should be bedded and oackfilled with clean sand or approved granular soil to a depth of at least one foot over the pipe. This backfill shall be uniformly watered and compactec to a firm condition for pipe support. Tbe remainder of the backfill shall be on-site soils or non-expansive imported soils, which shall be placed in thin lifts, moisture conditioned and compacted to at least 90 % relative compaction I ,Sep £4 03 02:34p 4 Design 760-433-2810 p.7 I I I I I I I I I I I I I I I I I I EGtiEBRECHT PROJECT NO Q1-11Q6E6~ DRAINAGE Adequate measures shall be undertaken to properly finish grade the site after the structures and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via surface swales and subsurface drains towards the natural drainage for this area Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of tne bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structures and other improvements LXMITS OF INVESTIGATION The recommendations provided in this report pertain only to the site investigated and based upon the assumption that the soil conditions cio not deviate from those disclosed in the trenches. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that planned at the present time, East County Soil Consultation and Engineering, Inc. should be notified so that supplemental recommendations can be provided Plates No, 1 through 4, Pages L-l and L-2, References, and Appendix A are parts of this report. Respectfully submitred, Mama clou Saliou Diallo RCE 54 (PI MSD/rad Sep 02:35p 4 Design 760-433-2810 P.8 I I I I I I I I I I I I I I I I I I EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC 10925 HARTLEY RD . SUITE 1 SANTHE, CA 92071 (619) 258-7901 ^" (619) 258-7902 //£> / ., Sep 24 03 02: 3Sp 4 Design 760-433-2810 p.9 E&GEBRECHT PROJECT NO Q1-HQ6E6 PLATE NO. 2 SUMMARY SHEET NO. 1 TRENCH NO. 1 DEPTH SOIL DESCRIPTION Surface TOPSOIL brown, moist, loose, fine grained silty sand (SM) 1.0' TERRACE DEPOSITS (QtJ brown, moist, medium dense, fine grained silty sand (SM) 3 5' reddish brown/ moist, medium dense, fine grained silty sand (SM) 4.5' tan to reddish brown, moist, dense, fine to medium grained silty sane (SM) 5.5' bottom of trench trench backfilled 5-1-01 Y M TRENCH NO. 2 DEPTH SOIL DESCRIPTION M Surface TOPSOIL brown, moist, loose, fine grained silty sand (SM) 1 0' TERRACE DEPOSITS (Qt^ reddish brown, damp, medium dense, fine grained silty sand (SM) 3 5' reddish brown, moist, medium dense fine grained silty sand (SM) 4 5' tan to reddish brown, damp, dense, fine to medium grained silty sano (SM) 6.0' bottom of trench, trench backfilled 5-1-01 (Sep 24 03 02:35p Design 760-433-2810 p. 10 PLATE NO 3 SUMMARY SHEET NO 2 TRENCH NO. 3 DEPTH SOIL DESCRIPTION Surface TOPSOIL brown, moist, loose, fine grained silty sand (SM) 1.0' TERRACE DEPOSITS (Qti) reddish brown,, moist, medium dense, fine grained silty sand (SM) 3.0' reddish brown, damp to moist, medium dense, fine grained silty sand (SM) 4 0' tan to reddisa brown, damp, dense, fine to medium grained silty sand (SM) 5 0' bottom of trench trench backfilled 5-1-01 M J-OLE NO DEPTH SOIL DESCRIPTION M Surface 1 0' 3 0' 4 5' 1 0' 10.5' TOPSOIL brown, moist, loose, fine grained silty sand (SM) TERRACE DEPOSITS (Qti) reddish brown, moist, medium dense, fine grained silty sand (SM^ reddish brown, moist, meaium dense, fine grained silty sand (SIM) tan to reddish brown, damp, dense, fine to liediurn grained silty sand (SM) bottom of trench 110.4 4 2 trench backfillec 5-1-01 ?4 03 02:35p 4 Design 760-433-2810 p. 11 MAJOR DIVISIC » COARSE GRAINED SOILS (MORE THAN V, OF SOIL > NO 200 SIEVE SIZE) FINE GRAINED SOILS (MORE THAN'/j OF SOIL < NO 200 SIEVE SIZE) GRAVELS (MORE THAN V, OF COARSE FRACTION >NO 4 SIEVE SIZE) SANDS [MORE THAN1/, OF COARSE FRACTION <NO 4 SIEVE S(ZE) SILTS & CLAYS LIQUID LIMIT <50 SILTS & CLAYS LIQUID LIMIT >50 HIGHLY ORGANIC SOILS SYMBOL GW GP GM GC sw SP SM sc ML CL OL MH CH OH Pt DE RIPTION WELL GRADED GRAVELS OR GRAVEL- SAND MIXTURES, LITTLE OR NO FINES POORLY GRADED GRAVELS OR GRAVEL-SAND MIXTURES, LITTLE OR NO FINES SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES CLAYEY GRAVELS GRAVEL-SAND-CLAY MIXTURES WELL GRADED SANDS OR GRAVE! LY SANDS, LITTLE OR NO FINES POORLY GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES SILTY SANDS, SILT-SAND MIXTURES CLAYEY SANDS, SAND-CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS, ROCK. FLOUR SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY GRAVELLY CLAYS SANDY CLAYS, SILTY CLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR D1ATOMACEOUS FINE SANDY OR SILTY SOILS ELASTIC SILTS INORGANIC CLAYS OF HIGH PLASTICITY FAT CLAYS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY CLAYS, ORGANIC SILTS PEAT AND OTHER HIGHLY ORGANIC SOILS CLASSIFICATION CHART (UNIFIED SOIL CLASSIFICATION SYSTEM) CLASSIFICATION BOULDERS COBBLES GRAVEL Coarse Fine SAND Coane Medium Fine SILT \ND CLA\ RANGE OF GRAIN SIZES L^. STANDARD SIEVE SIZE Above 12 Inches 12 inches To 3 Inches 3 Inches to No 4 3 Inches to % Inch V. Inch to No 4 No 4 to No 200 No 4 to No ! 0 No 1 0 to No 40 No 40 to No 200 Below No 100 GRAirs SIZE II\ MILLIMETERS Above 305 305 To 76 2 762X0476 76 2 to 19 I 19 , to 4 76 4 76 to 0074 4 76 to 2 00 2 00 to 0 420 0 420 to 0 074 Below 0 074 GRAIN SIZE CHART PLASTICITY CHART EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC 10925 HARTLEY ROAD, SUITE "1" SANTEE, CALIFORNIA 92071 U.S.CS SOIL CLASSIFICATION EGGh.BRECHT RPOJECT NO. 01-1106E6 JUNE 2, 2001 PLATE NO. A (,Sep ?4 03 02:36P 4 Design 760-433-2810 p. 12 EoGEBRECHT PROJECT NO O iiiiiiii LABORATORY TEST RESULTS PAGE L-l An expansion test m conformance with UBC 18-2 was performed on a representative sample of on- site soils to determine volumetric change characteristics with change in moisture content The recorded expansion of the sample is presented as follows INITIAL SATURATED INITIAL DRY MOISTURE MOISTURE DENSITY EXPANSION CONTENT% CONTCNT% LB /CU FT INDEX 93 164 1119 ZERO TRENCH NO 2 raso* 10 ,SeP 03 02:3Gp 4 Design 760-433-2810 p. 13 I DIRECT SHEAR SUMMARY 5000 — 4500 4000 3500 £ 3000 h COUJ * « a: 2500 - 2000 1500 1000 500 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 NORMAL STRESS [PSF] (2 3/8" SAMPLE) SAMPLE DESCRIPTION ANGLE OF INTERNAL FRICTION COHESION INTERCEPT {PSF) EGGEBRECHT PROJECT MAPLE AVENUE, CARLSBAD Undisturbed 31'LOO sc ST SOUTHERN CALIFORNIA SOIL & TESTING, INC BY EAST COUNTY SOILS CONSULTING DBA/SO JOB NUMBER QJ-1106E6 DATE 5/7/2001 PACE •Sep 34 03 Q2:3Gp 4 Design 760-433-2810 P.14 t^GEBRECHT PROJECT NO OI-1106kv REFERENCES 1. "1997 Edition, Uniform Building Code, Volume 2, Structural Engineering and Design Provisions". 2. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada", Page 0-36, used with the 1997 Edition of the Uniform Building Code, Published by International Conference of Building Officials. 3 "DMG Open-File Report 96-02, Geologic Maps of the Northwestern Part of San Diego County, California. Plate No. 1, Geologic Map of the Ocean side, San Luis Rey and San Marcos 7 5' Quadrangles", by Siang S. Tan and Michael P Kennedy, 1996 11 34 03 02:3GP 4 Design 760-433-2810 p.15 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE I SANTEE, CALIFORNIA 92071 (619)258-7901 APPENDIX A RECOMMENDED EARTHWORK SPECIFICATIONS 1 General Description The intent of these specifications is to obtain uniformity and adequate strength m filled ground so that the proposed structures may be safely supported The procedures include the clearing and preparation of the land to be filled, processing the fill soils, the spreading, and compaction of the filled areas to conform with the lines and grades as shown on the approved plans The owner shall retain a Civil Engineer qualified m soil mechanics (herein referred to as engineer) to inspect and test earthwork in accordance with these specifications The engineer shall advise the owner and grading contractor immediately if any unsatisfactory conditions are observed to exist and shall have the authority to reject the compacted filled ground until such time that corrective measures are taken, necessary to comply with the specifications It shall be the sole responsibility of the grading contractor to achieve the specified degree of compaction 2 Preparing Areas to be Filled (a) All brush, vegetation and any biodegradable refuse shall be removed or otherwise disposed of so as to leave the areas to be filled free of vegetation and debris Any uncompacted filled ground or loose compressible natural ground shall be removed unless the report recommends otherwise Any buried tanks or other structures shall be removed and the depression backfilled to the satisfaction of the engineer (b) The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least 12 inches (12") (c) After the natural ground has been prepared, it shall then be brought to the proper moisture content and compacted to not less than 90 percent of maximum dry density in accordance with ASTMD1557-91 (d) Where fills are made on slopes greater than 20 percent, horizontal benches shall be cut into the firm natural ground The initial bench at the toe of the fill shall be at least 15 feet in width on firm undisturbed natural ground The width of all succeeding benches shall be at least 6 feet 4 O3 02:37p 4 Design 760-433-2810 p.16 41 ^ APPENDIX A _ 2 3 Fill Materials All material shall be approved by the engineer and shall consist of materials free from vegetable matter, and other lumps greater than 6 inches in diameter If, during grading operations, soils are found which were not encountered and tested in the preliminary investigation, tests on these soils shall be performed to determine their physical characteristics Any special treatment recommended in the preliminary or subsequent soils reports not covered herein shall become an addendum to these specifications. 4 Placing and Compacting Fill Matenals (a) When the moisture content of the fill material is below that specified, water shall be added until the moisture content is near optimum to assure uniform mixing and effective compaction (b) When the moisture content of the fill materials is above that specified, the fill material shall be aerated by bladmg and scarifying or other satisfactory methods until the moisture content is near optimum as specified (c) After processing, the suitable fill materials shall be placed in layers which, when compacted, shall not exceed six inches (6") Each layer shall be spread evenly and shall be thoroughly mixed during the spreading insure uniformity of materials and moisture in each layer (d) After each Ia>er has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than the density set forth in paragraph 2 (c) above Compaction shall be accomplished with approval types of compaction equipment. Rolling shall be accomplished while the fill material is at the specified moisture content In place density tests shall be performed in accordance with ASTM Dl 556-90 (e) The surfaces of the fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment Compacting operations shall be continued until the slopes are stable and until there is no appreciable amount of loose soil on ihe slopes 5 Inspection Sufficient inspection by our firm or the Soil's Engineer of record and/or his/her representative shall be maintained during the filling and compacting operations so that he/she can verify that the fill was constructed in accordance with the accepted specifications 6 Seasonal Limits No fill material shall be placed, spread, or rolled if weather conditions increase the moisture content above permissible limits When the work is interrupted by rain, fill operations shall not be resumed until the moisture content and density of fill are as previously specified All recommendations presented in the attached report are a pan of these specifications License Detail Page 1 of2 California Home Friday February 06 2004 License Detail Contractor License # 421785 CALIFORNIA CONTRACTORS STATE LICENSE BOARD DISCLAIMER A license status check provides information taken from the CSLB license data base Before relying on this information, you should be aware of the following limitations • CSLB complaint disclosure is restricted by law (B&P 7124 6) If this entity is subject to public complaint disclosure, a link for complaint disclosure will appear below Click on the link or button to obtain complaint and/or legal action information • Per B&P 7071 17, only construction related civil judgments known to the CSLB are disclosed • Arbitrations are not listed unless the contractor fails to comply with the terms of the arbitration • Due to workload, there may be relevant information that has not yet been entered onto the Board's license data base * * * Extract Date 02/06/2004 Business Information * * * EDGAR MULLEN CONSTRUCTION DBA MULLEN CONSTRUCTION 2890 PIO PICO DR #202 CARLSBAD, CA 92008 Business Phone Number (858) 756-0122 Entity Corporation Issue Date 04/22/1982 Reissue Date 12/10/2003 Expire Date 12/31/2005 * * * License Status This license is current and active All information below should be reviewed. * * * Classifications * * * Class B Description GENERAL BUILDING CONTRACTOR * * * Bonding Information * * * CONTRACTOR'S BOND: This license filed Contractor's Bond number 1035939 in the http //www2 cslb ca gov/CSLB_LIBRARY/License+Detail asp 02/06/2004