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Home My WebLink About1260 MAGNOLIA AVE; ; CB091050; Permit02-14-2011 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: CB091050 Building Inspection Request Line (760) 602-2725 1260 MAGNOLIA AV CBAD RESDNTL 2052107900 $274,941.00 1 Sub Type: SFD Lot#: 0 Construction Type: 5B Reference #: Structure Type: SFD Bathrooms: 2.5 KRAUSE RES-NEW 2496 SFD.2 STRY 692 SF GARAGE, 185 SF COVERED PATIO Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check # ISSUED 06/24/2009 RMA 03/23/2010 03/23/2010 TP Applicant: KRAUSE CHARLES A&KAREN M 3640 WOODLAND WAY CARLSBAD CA 92008 Owner: KRAUSE CHARLES A&KAREN M 3640 WOODLAND WAY CARLSBAD CA 92008 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 LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee $1,282.93 Meter Size $0.00 Add'l Reel. Water Con. Fee $833.90 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $27.49 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 Sidewalk Fee $0,00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $693.63 Housing InLieg Fee $0.00 Housing Credit Fee Master Drainage Fee $0.00 Sewer Fee $0.00 Additional Fees $8.00 Fire Sprinkler Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $5,003.93 $4,619.01 $0.00 $0.00 $1,245.50 $1,404.50 $0.00 $259.00 $60.00 $155.50 $2,925.00 $0.00 $0.00 $0.00 $1,096.00 $0.00 ?? $19,614.39 Total Fees: $19,614.39 Total Payments To Date:$19,614.39 Balance Due:$0.00 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 "fees/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. 02-01-2010 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Permit/Project No: SW100019 Fee Summary Listing 1260 MAGNOLIA AVCBAD SWPPP 2052107900 $0.00 CB091050 KRAUSE RESIDENCE NEWSFD Applicant: KRAUSE CHARLES A&KAREN M 3640 WOODLAND WAY CARLSBAD CA 92008 Lot#: Status: PENDING Applied: 02/01/2010 Entered By: KML Owner: KRAUSE CHARLES A&KAREN M 3640 WOODLAND WAY CARLSBAD CA 92008 Fee Desc SWPPP INSPECTIONS SWPPP PLAN CHECK Total Fee 208.00 49.00 Payment s .00 .00 Balance Due 208.00 49.00 Total Fees to Date:$257.00 Balance Due to Date:$257.00 *City of Carlsbad * 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 Building Permit Application JOB ADDRESS 1260 Magnolia Avenue SUITE#/SPACE#/UNIT# 00 CT/PROJECT# 1 1 # BEDROOMS # BATH ROOMS TENANT BUSINESS NAME OCC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) New 2-Story residence (S?462.£F), with 3-Car Garage (6?S SF), and Covered Patio (185 SF) EXISTING USE \/AVWlT- 13F&-. PROPOSED USE SFD GARAGE (SF) 676 PATIOS (SF) 185 DECKS (SF)FIREPLACE YES[~|# AIR CONDITIONING FIRE SPRINKLERS YES| \NO[/~\ CONTACT NAME (If Different Fom Applicant))APPLICANT NAME ...... i „ r « **Alisa Eichelbercjer c/o Beery Group, Inc. ADDRESS ADDRESS 2091 Las Palmas Drive, Suite D CITY STATE-ZIP CITY Carlsbad STATE CA ZIP 92011 PHONE FAX PHONE 760-438-2963 FAX 760-438-2965 EMAIL EMAIL a!isa(5>lovemyarchitectcom PROPERTY OWNER NAME „!_ t a if ifChuck & Karen Krause CONTRACTOR BUS. NAME T.B.D. ADDRESS 3650 Woodland Way ADDRESS CITY Carlsbad STATE CA ZIP 92008 CITY STATE ZIP PHONE 760-710-3030 FAX PHONE FAX EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS See ADDlicant (John Beerv Architect)C-1 5426 CITY BUS. LIC.# civil penally of not more than five hundred dollars ($500)). structure, prior to its issuance, also requires thei, commending with Section 7000 of Division 3 of the.5 by any applicant for a permit subjects the applicant to a Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: I 11 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 the work for which this permit is issued. I 11 have and will maintain workers' compensation, as reajjired by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co Policy No. : Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. | | 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 (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. JS*3 CONTRACTOR SIGNATURE DATE / hereby affirm that I am exempt from Contractor's License Law for the following reason: | | |, 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). P/1 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 contractors) licensed pursuant to the Contractor's License Law). [ [ I am exempt under Section Business and Professions Code for this reason: 1.1 rjejsonally plan to provide the major labor and materials for construction of the proposed property improvement. I lYes C 1 Li "l\ K- H 2.n(hav?/ have not) signed an application for a building permit for the proposed work. 3. iTteve contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4. 1 plan to provide portions of the workJ»tW3aue*nTlBd the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): 5. 1 will provide some of the work, buKlhave cflitractad (hired) the following persons to provide the work indicated (include name / address / phone / type of work): .^PROPERTY OWNER SIGNATURE DATE 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? I I Yes I iNo Is the applicant or future building occupant required to obtain a permit from the air pollution control district or aNuality management district? I lYes I I No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? [H]Yes I JNo IF ANY OF THE ANSWERS ARE YES,; EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. . I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name . . . Lender's Address I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD OSHA: An OSHA permit is required for excavations over 5'G" 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 ^APPLICANT'S SIGNATURE DATE Inspection List Permit#: CB091050 Type: RESDNTL SFD KRAUSE RES-NEW 2496 SFD.2 STRY 692 SF GARAGE, 185 SF COVERED PATIO Date Inspection Item 02/03/2011 89 02/03/2011 89 02/03/2011 89 01/12/2011 39 08/18/2010 17 08/18/2010 18 08/16/2010 17 07/27/2010 17 07/27/2010 18 07/21/2010 16 07/13/201084 06/23/2010 13 06/10/2010 13 06/10/2010 15 06/10/2010 82 05/17/201022 05/14/2010 14 05/14/2010 21 05/13/2010 22 04/19/2010 11 04/19/2010 12 04/16/201011 04/08/2010 21 Final Combo Final Combo Final Combo Final Electrical Interior Lath/Drywall Exterior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall Insulation Rough Combo Shear Panels/HD's Shear Panels/HP's Roof/Reroof Drywall/Ext Lath/Gas Test Sewer/Water Service Frame/Steel/Bolting/Weldin Underground/Under Floor Sewer/Water Service Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Underground/Under Floor Inspector Act Comments - TP - TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP Rl AP Rl PA FOR EMR ONLY we AP SHOWER ENCL/ PA DN STR SHOWER AP AP AP AP AP PA TO SET WINDOWS AP we AP (2) WATER LINES TO BLDG. PA 2NDFLRSHTING AP MAIN SEWER LINE TO BLDG. NR AP AP NR AP Monday, February 14, 2011 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 01/12/2011 Permit* CB091050 Title: KRAUSE RES-NEW 2496 SFD,2 STRY Description: 692 SF GARAGE, 185 SF COVERED PATIO Inspector Assignment: TP Sub Type: SFD 1260 MAGNOLIA AV Lot: 0 Type: RESDNTL Job Address: Suite: Location: APPLICANT KRAUSE CHARLES A&KAREN M Owner: Remarks: T.S.P.B. Phone: 6199949592 Inspector: Total Time:Requested By: DAVID F. Entered By: CHRISTINE CD Description 39 Final Electrical Act Comments 7 Comments/Notices/Holds Comment METER BASED ON FIRE SPRINKLERS, IF NO SPRINKLERS I NEED TO CHANGE METER FEE K LAWRENCE NO SPRINKLERS PER FIRE PREVENTION DF AND CW SEE ATTACHED NOTES TO PLANCK COMMENTS PER ZILLAH JOHNSON A 1" METER ALREADY EXIST FOR THE PROPERTY, THE PREVIOUS OWNER HAD PURCHASED. NO CHARGE ON THIS PERMIT FOR A METER. Associated PCRs/CVs/SWPPPs Original PC# SW100019 ISSUED KRAUSE RESIDENCE; NEW SFD Inspection History Date 08/18/2010 08/18/2010 08/16/2010 07/27/2010 07/27/2010 07/21/2010 07/13/2010 06/23/2010 06/10/2010 06/10/2010 06/10/2010 05/17/2010 05/14/2010 05/14/2010 05/13/2010 04/19/2010 Description 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 17 Interior Lath/Drywall 17 Interior Lath/Drywall 1 8 Exterior Lath/Drywall 16 Insulation 84 Rough Combo 13 Shear Panels/HD's 13 Shear Panels/HD's 15 Roof/Reroof 82 Drywall/Ext Lath/Gas Test 22 Sewer/Water Service 14 Frame/Steel/Bolting/Welding 21 Underground/Under Floor 22 Sewer/Water Service 11 Ftg/Foundation/Piers Act we AP PA AP AP AP AP AP PA AP we AP PA AP NR AP Insp TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP Comments SHOWER ENCL/ DN STR SHOWER TO SET WINDOWS (2) WATER LINES TO BLDG. 2NDFLRSHTING MAIN SEWER LINE TO BLDG. City of Carlsbad Bldg Inspection Request For: 02/03/2011 Permit* CB091050 Title: KRAUSE RES-NEW 2496 SFD.2 STRY Description: 692 SF GARAGE, 185 SF COVERED PATIO Inspector Assignment: TP 1260 MAGNOLIA AV Lot: 0 Type: RESDNTL Sub Type: SFD Job Address: Suite: Location: APPLICANT KRAUSE CHARLES A&KAREN M Owner: Remarks: Phone: 6199949592 Inspector: Total Time:Requested By: DAVID F. Entered By: CHRISTINE GD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments Comments/Notices/Holds Comment METER BASED ON FIRE SPRINKLERS, IF NO SPRINKLERS I NEED TO CHANGE METER FEE K LAWRENCE NO SPRINKLERS PER FIRE PREVENTION DF AND CW SEE ATTACHED NOTES TO PLANCK COMMENTS PER ZILLAH JOHNSON A 1" METER ALREADY EXIST FOR THE PROPERTY, THE PREVIOUS OWNER HAD PURCHASED. NO CHARGE ON THIS PERMIT FOR A METER. Associated PCRs/CVs/SWPPPs Original PC# SW100019 ISSUED KRAUSE RESIDENCE; NEW SFD Inspection History Description 39 Final Ele 17 Interior L 18 Exterior I 17 Interior L 17 Interior L 18 Exterior I 16 Insulation Date 01/12/2011 08/18/2010 08/18/2010 08/16/2010 07/27/2010 07/27/2010 07/21/2010 07/13/2010 06/23/2010 06/10/2010 06/10/2010 15 Roof/Reroof sctrical .ath/Drywall Lath/Drywall -ath/Drywall .ath/Drywall Lath/Drywall m Jombo anels/HD's anels/HD's foof Act PA we AP PA AP AP AP AP AP PA AP Insp TP TP TP TP TP TP TP TP TP TP TP Comments FOR EMR ONLY SHOWER ENCL/ DN STR SHOWER TO SET WINDOWS Total Rows: 1 Approvals for CB100489 08:50 04/15/2010 Sec * Item Id 3 Description Fire-OK to Issue Approve d No Req O Items 0 Action Inheritable No J / Page 1 City of Carlsbad Bldg Inspection Request Permit* CB091050 06/10/2010 82 Drywall/Ext Lath/Gas Test 05/17/2010 22 Sewer/Water Service 05/14/2010 14 Frame/Steel/Bolting/Welding 05/14/2010 21 Underground/Under Floor 05/13/2010 22 Sewer/Water Service 04/19/2010 11 Ftg/Foundation/Piers 04/19/2010 12 Steel/Bond Beam 04/16/2010 11 Ftg/Foundation/Piers 04/08/2010 21 Underground/Under Floor For: 02/03/2011 we AP PA AP NR AP AP NR AP TP TP TP TP TP TP TP TP TP Inspector Assignment: TP (2) WATER LINES TO BLDG. 2ND FLR SHTING MAIN SEWER LINE TO BLDG. City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check #: Permit*: Project Name: Address: Contact Person: DAVID Sewer Dist: CA CB091050 KRAUSE RES-NEW 2496 SFD.2 STRY 692 SF GARAGE, 185 SF COVERED PATIO 1260 MAGNOLIA AV Phone: 6199949592 Water Dist: CA Lot: Date: 02/03/2011 Permit Type: RESDNTL Sub Type: SFD 0 Inspected By. Inspected By: Inspected By: Date Inspected? Date Inspected: Date Inspected: ~3~ / /. Approved: .Approved: .Approved:. Disapproved: Disapproved: Disapproved: Comments: City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check #: Permit #: Project Name: Address: Contact Person: Sewer Dist: CB091050 KRAUSE RES-NEW 2496 SFD.2 STRY 692 SF GARAGE, 185 SF COVERED PATIO 1260 MAGNOLIA AV Phone: CA Water Dist: CA Date: 02/04/2011 Permit Type: RESDNTL Sub Type; SFD Lot: Inspected By: Inspected By: Inspected By: Date Inspected: Date Inspected: Date Inspected: Approved: Approved: Approved: Disapproved: Disapproved: Disapproved: Comments: FIELD REPORT TO VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way ESCONDIDO, CALIFORNIA 92029-1 229 Phone:(760)743-1214 Fax:(760)739-0343 1 •'. • • ' • ' • ' • •' • •'' ' r~~ / ^ ' ' '' ' E FOLLOWING WAS NOTED: •/ ""<&$&<• 'ft <& DATE / / JOB NO. PROJECT • ^y --") ' J/l*ff. /-~i^&t. ftC*f' 3 . . . . " LOCATISfN /JS~^ f^*^^" <$f/f o f' "*•• /-f-is-f £ * <&y<s%<f>*f CONTRACTOR / OWNER . WEATHER x PRESENT AT SITE : . . - : • • '. . • ' . ( '; fe»J ' </--• 'f 4.// SOILS TECHNICIAN/STAFF GEOLOGIST/ENQINEER/ENG. GEOLOGIST RCE/GE/CEG NUMBER / ^Dc?: '~/'&y2» + v&^~. . • ' ICLteNT REPRESENTATIVE HOURS ARRIVE LEAVE HOURS ON, SITE HOURS TRAVEL TOTAL HOURS REGULAR OVERTIME PHOTOS :" .-. "':'.:' -.•! • - • .' "'. THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES r' 3' t \ Jb' .ec // w.o. - bATE 7 '. HOURS Geotechnical * Coastal * Geologic • Environmental Client Name: Location/Tract: FOOTING TRENCH OBSERVATION SUMMARY ' Project Name:. Unit/Phase/Lot(s): Referenced Geotechnical Report(s):. Observation Summary Initials ' Date . initials Date Initials Date A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report. A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of the geotechnical report. A representative of GeoSoils, Inc. reviewed footing setbacks from slope face (if applicable). The setback was in general accordance with the recommendations of the geotechnical report. Date Notes to Superintendent/Foreman •••'•' ;"":.v -. -.. . '•• • ••'•• ."". : '•• •'•.• •' ••••:' : •' ""•.• ••.••:•'•'•(.•;• -f---:^ v:v;Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy, rain, etc.), we should be contacted to perform additional site observations and/or testing This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report. Notes to Building Inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing valuesyebTrdsivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report p/ovided at the cotfpBjtion ofgrading. >^? / / f / 5741 Palmer Way Carlsbad, GA 92008 (760)438-3155 1446 E. Chestnut Ave. Santa Ana, CA 92701 (714)647-6277 ' italive^bfGeoSoils, Inc. 26590 Madison Ave. Murrieta, CA 92562 (951) 677-9651 EsGil Corporation In Partners/Up -with government for (BuiCding Safety DATE: 7/31/O9 Q APPLICANT a JURIS. JURISDICTION: City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 091050 SET: II PROJECT ADDRESS: 1260 Magnolia Avenue PROJECT NAME: Krause Residence XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: X] Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: David Yao Enclosures: EsGil Corporationn GA n EJ n PC 7/27 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 *• Fax (858) 560-1576 EsGil Corporation , In Partnership with government for <BuiCd~ing Safety DATE: July 7, 2009 D APPjggANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 091050 SET: I PROJECT ADDRESS: 1260 Magnolia Avenue PROJECT NAME: SFD for Chuck & Karen Krause The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [XJ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Beery Group, Inc. Attn: Alisa Eichelberger 2091 Las Palmas Drive, Suite d, Carlsbad, CA 92011 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Alisa Eichelberger Telephone #: 760/438-2963 Date contacted :7/^/0f(by^^) Fax #: -2965 Mail^ Telephone Fax^ In Person REMARKS: By: Abe Doliente Enclosures: EsGil Corporation D GA D EJ D PC 6/29/09 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 *• (858)560-1468 + Fax (858) 560-1576 Carlsbad 091O5O July 7, 2O09 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 091050 JURISDICTION: Carlsbad PROJECT ADDRESS: 1260 Magnolia Avenue STORIES: 1 HEIGHT: FLOOR AREA: SFD - 2,496 SF Garage - 692 SF; Patio - 185 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: July 7, 2009 DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/29/09 PLAN REVIEWER: Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. . Present California law mandates that construction comply with the 2007 edition of the California Building Code (Title 24), which adopts the following model codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International 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, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad O9105O July 7, 20O9 Please make all corrections, as requested in the correction list. Submit two new sets of complete plans for residential projects. Forexpeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, GA 92123, (858) 560-1468. Deliver all remaining sets of plans and .calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. .--..,... NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 1. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Check final sets of plans for signatures. 2. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations.. (California Business and Professions Code). Check final sets of plans for signatures. 3. Clearly dimension building setbacks from property lines,' street centerlines, and from all adjacent buildings and structures on the site plan. Sec. A106.1.1. • GENERAL RESIDENTIAL REQUIREMENTS 4. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.3 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors, French doors must comply. b) Doors and enclosures for bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface. c) Fixed or operable panels adjacent to a door where' the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Carlsbad 091O50 July 7, 2009 • EXITS, STAIRWAYS, AND RAILINGS 5. Guards (Section 1013): a) Shall be installed at all unenclosed floor openings which are located more than 30" above the floor or grade below. b) Shall be installed at open and glazed sides of stairways, landings and ramps located more than 30" above the floor or grade below. c) Shall be installed at balconies or porches more than 30" above grade or floor below. d) Shall have a height of 42" (may be 34" along the sides of stairs). CBC Section 1013. e) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6 inches. i) In California, Section 1013.3 was amended to eliminate the wording which allows the 4" sphere to be changed to a 6" sphere for the upper portion of the guard. f) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.7. 6. Handrails (CBC Section 1009.10): a) Handrails are required on each side of stairways (stairways within dwelling units only require handrails on one side). , • Exception: Stairs with fewer than four risers do not require any handrails. b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. c) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. See Section 1012.3 for alternatives. d) Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. e) Ends of handrails shall be returned or shall have rounded terminations or bends. 7. The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side with 1/2-inch gypsum board. Section 1009.5.3. Carlsbad O91O5O July 7, 2OO9 • ROOFING 8. Provide skylight details to show compliance with Sections 2404 and 2606.5, or specify on the plans the following information for the skylight(s): a) Manufacturer's name. b) Model name/number. c) ICC approval number, or equal. • CONCRETE AND MASONRY 9. Provide detailing on the plans to show veneer attachment to the stud walls, in accordance with Section 1405. • FOUNDATION REQUIREMENTS 10. 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. • FRAMING 11. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the ^ truss calculations or a letter). Section A106.3.4.1. 12. Show 31 ft of total shear wall type 1 at shear linel as called out on sheet 38 of the structural calculations. Refer to sheets S2 & S3 of the plans. 13. Show the required hold downs at each end of shear walls at grid line 7 (Simpson HDU2-SDS2.5) as called out on sheet 39 of the structural calculations. Refer to sheet S2 of the plans. • ELECTRICAL 14. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. 15. Note on the plans that receptacle outlet locations will comply with CEC Article 210.52(A). Carlsbad O91O5O July 7, 2OO9 • PLUMBING 16. Show the T and P relief valve at the water heater and the discharge pipe size and routing to the exterior. CPC Section 608.3. • MISCELLANEOUS.» 17. To speed up the review 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. 18. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes a No a 19. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. Carlsbad O9105O July 7, 2OO9 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: O91050 PREPARED BY: Abe Doliente DATE: July 7, 2009 BUILDING ADDRESS: 1260 Magnolia Avenue BUILDING OCCUPANCY: R-3/U TYPE OF CONSTRUCTION: V-B BUILDING PORTION SFD Garage Patio Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 2496 692 185 cb Valuation Multiplier 101.91 26.61 8.83 By Ordinance Reg. Mod. • VALUE ($) 254,367 18,414 1,634 274,415 $1,184.25 Plan Check Fee by Ordinance Type of Review: Repetitive FeeRepeats Complete Review D Other r—| Hourly EsGil Fee Structural Only Hr. $769.76 $663.18 Comments: Sheet 1 of 1 macvalue.doc + BEERY GROUP INC. ARCHITECTURE A.I.A.vu Krause Residence 1260 Magnolia Avenue Plan Check No.: 091050 Plan Check Review - Correction Responses Reviewer: Abe Doliente ( *&?£* | U COJ^P • PH: (858) 560-1468 Architectural: 1. Corrected sets included. 2. Sets are signed by engineer and architect. 3. See C-1 for clearly labeled setbacks and dimensions (In previous set, layers were turned off) 4. Tempered glass: see A-1 Master Bath, and A-2 Bath #2 5. Guards: see A-2 Upper Hall 6. Handrails: see A-2 Stairs, and A-9 Finish Notes 7. Walls/Soffits: see A-1, Garage storage under stairway 8. No skylights at house, but Solatube used and specified as ICC ER-5057 on sheet A-1 Laundry Room, and A-10 Window Notes. 9. Stone veneer is El Dorado faux stone, and ADHERED, per elevation material legend, sheet A- 3, note 13. Installation instruction per mfr., ICC ER-3568. 10. See included Geosoils letter of approval of structural drawings. 11 .-13. See structural corrections, and newly revised/stamped truss drawings by engineer. 14. See E-1, note at garage for electric panel, 200 amp panel. 15. Receptacle outlet note updated on sheet E-1, note #2. 16. T&P valve noted on sheets E-1 and M-1 at water heater, and will be verified by plumber, per CPC section 608.3 2091 Las Palmas Drive, Suite D.Carlsbad, CA. 92011. 76O-438-2963 fax: 76O-438-2965 e-mail: john@lovemyarchitect.com www.lovemyarchitect.com CALIFORNIA HAWAII ARIZONA City of Carlsbad Public Works — Engineering DATE; BUILDING ADDRESS: BUILDING PLANCHECK CHECKLIS PLANCHECK Nn<oo /I ft PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER:1 o 41 ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: Please se> marked wi or specifi codes and specifications the Engine have been By:/ By: By: By: EST. VALUE: -09 r DENIAL cried list of outstanding issues lake necessary corrections to plans ins for compliance with applicable ards. Submit corrected plans and/or Building Dept. for resubmittal to Only the applicable sheets Date: Date: Date: FOR OFFICIAL USE ONLY ING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: D a a a a D a ATTACHMENTS Engineering Application Dedication Checklist Improvement Checklist Neighborhood Improvement Agreement Grading Submittal Checklist Right-of-Way Permit Application and Info Sheet Storm Water Applicability Checklist/Storm Water Compliance Exemption Form ENGINEERING DEPT. CONTACT PERSON Name: Address: Phone: NOTE: associi with th need t WALLI KATHLEEN M. LAWRENCE City of Carlsbad 1635 Faraday Avenue, Carlsbad, CA 92008 (760) 602-2741 If there are retaining walls ated with your project, please check e Building Department if these walls o be pulled by separate RETAINING 3ERMIT. 1635 Faraday Avenue • Carlsbad, CA 92O08-T314 • (76O) 6O2-272O • FAX (760) 602-8562 BUILDING PLANCHECK CHECKLIST SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North Arrow Existing & Proposed Structures Existing Street Improvements openy Lines (show all dimensi asements - Right-of-Way Width & Adj Streets ' riveway widths Existing or proposed sewer lateral Existing or proposed water service' _ or proposed irrigation service ^Kr^Submit on signed approved plans DWG No. D D. rainage Patterns — Building pad surface drainage must maintain a minimum slope of one rcent towards an adjoining street or an approved drainage course. ' HE FOLLOWING NOTE: "Finish grade will provide a minimum drainage of 2% to swale 5' away from building." & Proposed Slopes and Topography ize, 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/Lot Number 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 Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. r BUILDING PLANCHECK CHECKLIST ,ST ND2 D ,RD DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. CD D EH 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS D D 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 $ 17.000 . pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Y2" 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: 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 $ 82.000 pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: • r BUILDING PLANCHECK CHECKLIST 3RD D D Q 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $441.00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: _ _ D 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: D D D 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. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export and remedial). This information must be included on the n Q [U 7b. Grading Permit required. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. D D D 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector ___ _ per the attached list. The Inspector will then provide the Engineering Counter with a release for the Building Permit. D D D 7d. No Grading Permit required. PROJECT INSPECTOR: PROJECT ID: CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE DATE: GRADING PERMIT NO. LOTS REQUESTED FOR RELEASE: N/A= NOT APPLICABLE -/- COMPLETE 0 = Incomplete or unacceptable 1st 1. Site access to requested lots adequate and logically grouped. 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of public. 4. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 5. 8 V£ x 11" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). 7. EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot(s) is graded to within a tenth (.1) of the approved grading plan. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist. 9. Fully functional fire hydrants within 500 feet of building combustibles and an all weather road access to site are required. D Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. CU Partial release of the site is denied for the following reasons: Project Inspector Date Construction Manager Date ST1 D NO2 D RD3 D BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: D D D D D 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you must complete the attached Industrial Wastewater Discharge Permit Screening Survey. Fax or mail to Encina Wastewater Authority, 6200 Avenida Encinas, Carlsbad, CA 92011, (760) 438-3941, Fax (760) 476-9852. STORM WATER COMPLIANCE 10a.~ / 1> 9;equires Project Storm Water Permit: PSP ier I/Tier II (Requires SWPPP) - Please complete attached forms Exempt - Please complete attached exemption form STORM WATER APPLICABILITY CHECKLIST 10b. D Priority Project D Not required FEES 11. ^ETf^equired fees are attached D Drainage Fee Applicable Added Square Fee Added Square Footage in last two years? Permit No. Permit No. .yes.no Project Built after 1980 yes no Impervious surface > 50% yes no Impact unconstructed fac. yes no Fire Sprinklers required yes no (is addition over 150' from CL) Upgrade yes no No fees required vD in L BUILDING PLANCHECK CHECKLIST WATER METER REVIEW ,,ST 2ND 3RD D D D 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. • 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. CU CH Cl 12b. 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: 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". 1. 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 the Planning Dept. Landscape Consultant 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 BUILDING PLANCHECK CHECKLIST 1ST D ,ND ,RD Q 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 they 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. ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Address:ll& Prepared by:_Date:: V Bldo- Permit NO. Checked by:Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Types of Use: Sq. Ft./Units:_ Sq. Ft./Units:_ y APT CALCULATIONS: List types and square footages for all uses. Types of Use: •-> /" 0 Sq. Ft./Units: (_ Types of Use:Sq. Ft/Units:. EDU's:. EDU's:. ADTs: _ ADT-S: cr L-C, FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)D NO D 1 . PARK-IN-LIEU FEE PARK AREA & #: _ FEE/UNIT: _ X NO. UNITS: _ Line Item: _ 'Reso No. D 2. TRAFFIC IMPACT FEE ADT's/UNITS: D 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 ,T: 26 <TO DIST. #2 £7"" ?f -3 =$_ DIST. #3 ADT's/UNITS:X FEE/ADT: D 4. FACILITIES MANAGEMENT FEE ZONE: =$_ /I///? UNIT/SQ.FT.:X FEE/SQ.FT./UNIT:=$_ D 5. SEWER FEE EDU's: BENEFIT AREA:. EDU's: D 6. DRAINAGE FEES PLDA_ ACRES: X FEE/EDU: HIGH MEDIUM X FEE/AC: =$ =$_/1///7 LOW D 7. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION ///fy/1 TOTAL OF ABOVE FEES*: $~ WordVDocsVMisfomnVFaa Calculation Worksheet Rev. 7/14/00 ' (J90(,)/<«fc y - /O 0 ,(TN<y- Sfe 01 •lo.oi- 0 I§ a oiU-$ g Page 2 ofThe reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project.S 5 5' ". & § q » Jf&SSf n boxes provided for that purpose and place a check in the box immediatelyfrom the list located alon the top of the form. Then place an X in the box at tected BMPs selected from the list For Example - If the project includes sitfis "^Stabilized Construcion Ingress/Egress" under Tracking Control. Follow abox where the two meet. As another example say the project included a stoc]ic" in the blank column under the heading Erosion Control BMPs. Then placfjut what each BMP description means, you may wish to review the BMP Refto the left of the added activity description. For each activity descrribed, pick one or more best managementK place where the activity row intersects with the BMP column. Do this for each activity that was checked off andaccess across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list for somethingong the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column andpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write inan X in the box where "Stockpiling" row intersects the new "Cover with Plastic" column.erence Handout prepared to assist annlicants in the selection of annrnnriatp Rpst Manammpnt Prartirs measures3 1 03 1. cr I [T a, n s 3' TO Ef 8 S •to tu 2 ? S- 5 3* » f 3 1 U3 3 *U£ S. 1 3' sf E 3 ^ *^* 1Site Access Across DirtI | \'Equipment Maintenance and Fueling/ K S *Construction ActivityEG-7 EC-o- EM EC-11 SE-1 SE-3 SE-4 SE-5 SE-6 SE-7 SE-8 SE-10 TR-1 TR-2 NS-1 NS-3 NS-7 NS-8 WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-8 Best Management Practice(BMP) Description ->Geotextlles & Mats Wood Mulching Earth Dikes and Drainage Swales Slope Drains Silt Fence Sediment Trap Check Dam Fiber Rolls Gravel Bag Berm Street Sweeping and Vacuuming Sandbag Barrier Storm Drain Inlet Protection Stabilized Construction Ingress/Egress Stabilized Construcion Roadway Water Conservation Practices Paving and Grinding Operations Potable Water/Irrigation Vehicle and Equipment Cleaning Material Delivery and Storage Material Use Stockpile Management Spill Prevention and Control Solid Waste Management Hazardous Waste Management Concrete Waste Management Erosion ControlBMPsSediment Control BMPsTrackingControl BMPsNon-Storm aterManagement BMPsWaste Management and MaterialsPollution Control BMPs (0 o o I D D D £ D & DD PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB09-1050 Address 1260 Magnolia Ave Planner Chris Sexton Phone (760) 602- 4624 APN: 205-210-79 Type of Project & Use: new sfr Net Project Density: 1.0 DU/AC Zoning: R-1 General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres:_ Circle One (For non-residential development: Type of land used created by this permit: Legend: £3 Item Complete Environmental Review Required: DATE OF COMPLETION: Item Incomplete - Needs your action YES D NO IE! TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. DATE . PROJECT NO. OTHER RELATED CASES: YES D NO ^ TYPE . Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES D NO M CA Coastal Commission Authority? YESDNOQ If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan ~. Data Entry Completed? YESjyl NO D dUu^UAJb^U If property has Habitat Type*i5entified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionary Housing Fee required: YES ^ NO D (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES |EI NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Site Plan: Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. D Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO D 2. Project complies: YES Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required OO/ ShownQO ReauiredH*^ Shown <r H" Required Shown Required j<V"7"Shown }c\> II " Required Shown 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation: Required Required Required Required Required Shown Shown Shown Shown Shown 3. Lot Coverage:Required >40% Shown 23% n 4. Height: 5. Parking: Required <<30' Shown Spaces Required 2 Shown 3 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required _ §teown _ £v4/__ Additional Cormnents 1) Show building heignton all elevations. 2) Please snow all setbacks on the site plan. 3mfe" there existing accessory structures on the lot such as a patio cover? If so. please show structure on site plan and the setbacks and height. *Y\n &JxiiiA&(flJJ\/ &YL, ^(LOUL,. /f OVUA ^ . v OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER . . DATE vW H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Carlsbad Fire Department jr. / Plan Review Requirements Category: RESDNTL, SFD Date of Report: 09-01-2009 KRAUSE CHARLES A&KAREN M Reviewed by: Name: Address: 3640 WOODLAND WAY CARLSBAD CA 92008 Permit #: CB091050 Job Name: KRAUSE RES-NEW 2496 SFD,2 STRY Job Address: 1260 MAGNOLIA AVCBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions; Cond: CON0003592 [MET] APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 09/01/2009 By: df Action: AP Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Category:, RESDNTL, SFD Date of Report: 08-05-2009 Reviewed by: y^y^-^ Name: KRAUSE CHARLES A&KAREN M Address: 3640 WOODLAND WAY CARLSBAD CA 92008 Permit #: CB091050 Job Name: KRAUSE RES-NEW 2496 SFD,2 STRY Job Address: 1260 MAGNOLIA AV CBAD i INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0003592 [NOT MET] Please provide fire hydrant location on site plan. Indicate on the slope of the driveway. Driveway needs to be 20 feet wide for fire department access £r provide fire sprinklers throughout the house and mark the existing 16 feet driveway as a fire lane. Entry: 08/05/2009 By: df Action: CO ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers 2525 Pio Pico Dr. Suite 102 Carlsbad, CA. 92008 Tel/Fax: 760-434-7928 Structural Calculations Krause Residence Building Department Correction ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers Krause Residence Date: 05/2009 By: M.Alula Sh ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers 2525 Pio Pico Dr. Suite 102 Carlsbad, CA. 92008 Tel/Fax: 760-434-7928 Structural Calculations Krause Residence 1260 Magnolia Avenue Carlsbad, CA. 92008 o Krause ResidenceSUN Structural Engineering, Inc. Date. 05/2009 ENGINEERING Consulting Structural Engineers g ^ Alula Sht-2 LOADING: ROOF COPMPOSITE SYNTHETIC SHINGLE 6.0 PSF 1/2" PLYWOOD : 1.5 PSF ROOF TRUSSES @ 24" O.C. 4.5 PSF 1A" GYP. BOARD 2.5 PSF INSULATION 1.0 PSF MECHANICAL & MISC. 2.5 PSF D.L.= 18.0 PSF L.L.= 20.0 PSF FLOOR FLOORING 5.0 PSF 3/4" PLYWOOD 2.0 PSF TJI360 xl 1-7/8" @ 16" O.C. 3.5 PSF Y2" GYP. BOARD 2.5 PSF INSULATION 1.0 PSF MECHANICAL & MISC. 2.0 PSF D.L.= 16.0 PSF L.L.= 40.0 PSF Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Till* Block" selection. Title Block Line 6 Description: HD-1 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Compr Fb - Tension Fc-Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral-torsion buckling ; Douglas Fir - Larch :No.1 Printed: 2JUN2C03, 216PM Caicuiations per !BC 2006. CBC 2007, 200S NDS 1,350.0 psi E: Modulus of Elasticity 1,350.0 psi Ebend- xx 1,600.0 ksi 925.0 psi Eminbend-xx 580.0ksi 625.0 psi 170.0 psi 675.0 psi Density 32.210pcf D(0.l89)Lr(0,21i 8,50rt lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.1890, Lr = 0.21 Ok/ft, Extent Point Load : D = 1 .4650, Lr = 1 .6280 k @ 2.0 ft QESGNSUMMMY , Maximum Bending Stress Ratio = Section used for this span ^ fb : Actual I FB : Allowable i Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection = ! Max Upward Live Load Deflection = Live Load Deflection Ratio = : Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = = 2.0 --» 8.50 ft, 0.592 1 6x10 999.71 psi 1,687.50 psi -t-D+Lr+H 2.681ft Span # 1 0.073 in 0.000 in 1402 0.140 in 0.000 in 726 Tributary Width = 1.0 ft Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs nm^^^MWMNm^^n^^^HMHMMB^^^^^MHEmm Design OK 1 0.459 : 1 6x10 = 97.55 psi 21 2.50 psi : -i-D+Lr-t-H : 0.000ft Span#1 ! Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M Overall MAXimum Envelope Length = 8.50 ft 1 0.741 +D Length = 8.50 ft 1 0.356 +D-H.+H . Length = 8.50 ft 1 0,356 Length = 8,50 ft 1 0.592 +D+G.75QLr-»Q.75QL+H Length = 8.50 ft 1 0.516 V 0.574 0.275 0.275 0.459 0.399 Summary of Moment Values Mactual fb-design Fb-allow 6.89 999.71 1,350.00 3.31 480.56 1,350.00 3.31 480.56 1,350.00 6.89 999.71 1687.50 6.00 869.91 1,687.50 Summary of Shear Values Vactual fv-design Fv-allow 3.40 97.55 170.00 1.63 46.82 170.00 1.63 46.82 170.00 3.40 97.55 212.50 2.96 84.87 212.50 unanyca uno cu using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block LineS __ uoyin. Project Desc.: Project Notes:SHT-H Printed: 2JUN2009, 2:16PM ENTOAlft !NC,-W83-2Q08,Ver: 6,0.19, JW4432 Description: HD-1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max. v Defl Location in Span D-i-Lr + L 1 0.1404 4.050 Maximum Deflections for Load Combinations - Unfactpred loads 0.0000 0,000 Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only LrOnly Lr+L Only D-t-Lr + L 0.0676 0.0727 0.0727 0.1404 Maximum Vertical Reactions - Unfactored 4.050 0.0000 4.050 0.0000 4.050 0.0000 4.050 0.0000 Support notation: Far left is #1 0.000 0.000 0.000 0.000 Load Combination Overall MAXimum DOnly LrOnly Lr+lOnly D + Lr + L Support 1 Support 2 340TZ379™ 1.640 1.153 1.767 1.226 1.767 1.226 3.407 - 2.379 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description: HD-2 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Prtnted: 2JUN2C09, 2:21PM License awmer: Calculations per IBC 2006, CBC 2007, 2QQ5 NDS I L Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb-Compr Fb- Tension Fc-Prll Fc-Perp Fv Ft 1, 350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi E: Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend-xx 580.0ksi Density 32.21 Opcf .S.flft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.140, Lr = 0.1550 k/ft, Tributary Width = 1.0 ft ncc^tf^ttt c*/'MjJjWfls~ov •HH||B||HHH ify*v *i FJ f * • MI r4^^^^^B^^B Maximum Bending Stress Ratio = 0.164 1 Section used for this span 6x8 fb: Actual = 221.25psi : FB: Allowable = 1,350.00psi Load Combination -HD+Lr+H I Location of maximum on span = 2.517ft ; Span # where maximum occurs = Span#1 ; Maximum Deflection Max Downward Live Load Deflection = 0.007 in I Max Upward Live Load Deflection = 0.000 in ; Live Load Deflection Ratio = 8425 Max Downward Total Deflection = 0.014 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 4292 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Overall MAXimum Envelope Length = 5.0 ft 1 0.164 0.123 +D Length = 5.0 ft 1 • 0.080 0.061 +0+L+H Length = 5.0 ft 1 0.080 0.061 Length = 5.0 ft 1 0.164 0.123 +D-K).75QLMfl.7SQL+H Length = 5.0 ft 1 0.143 0.108 Overall Maximum Deflections - Unfactored Loads Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values Mactual fb-design Fb-allow 0.95 221.25 1,350.00 0.47 • 108.52 1,350.00 0.47 108.52 1,350.00 0.95 221.25 1,350.00 . 0.83 193.07 1,350,00 Load Combination Span Max. "-" Defl Location in Span Load Combination 0,123 : 1 l 6x8 20.97 psi i 170.00 psi | +D+Lr+H : 4.396ft Span # 1 I Summary of Shear Values Vactual fv-design Fv-allow 0.58 20.97 170.00 0.28 10.29 170.00 0.28 10.29 170.00 0.58 20.97 170.00 0.50 18.30 170.00 Max. "+" Defl Location in Span 0.0140 2.517 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title^BlockLineg Printed: 2JUN2009, 2:21 PM Description: HD-2 Jflaxtmum Defections for Load Combinations - Unfactored Loads Load Combination DOnly LrOnly Lr+L Only D + Lr + L Span Max. Downward Defl Location in Span 0,0069 0.0071 0.0071 0.0140 Max. Upward Defl Location in Span Maximum Vertical Reactions - Unfactored 2.517 0.0000 2.517 0.0000 2.517 0.0000 2.517 0.0000 Support notation: Far left is #1 0.000 0.000 0.000 Load Combination Supportl Support 2 Overall MAXimum DOnly LrOnly Lr+L Only D+Lr + L ~076T 0.373 0.388 0.388 0.761 0.761 0.373 0.388 0.388 0.761 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & - Title* Block" selection. Title Block Line 6 \tiv^&G^,Qe$t$$;, : st 1 Lie; m : KVtf-06006410^ Description : HD-3 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Title : Dsgnr: Project Desc.: Project Notes -« '?f;-i; :tk,,^ • Fife.-.«.:"*••,.,,- ~*.'*m Job# Prints* 2JUN20Q9, 2:22PM \\Sereertpfajects\residej|ial\KrauseVeftical«:6 | ! x ^g:i:.,.,' a* Cicense Q^ner : SUN STRUCTURAL ENGINEERING INC Fb - Compr Fb - Tension Fc-Prll Fc - Perp Fv Ft Calculations 1,350.0 psi £. 1 ,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi per !BC 2006,-CBC 2007, 2005 NDS Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx 580.0 ksi Density 32.210pcfBeam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.045| Lr(0,Q5) 16.50ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load ; D = 0.0450, Lr = 0.050 k/ft, Tributary Width = 1 .0 ft DESIGN SUMMARY ..:... •••I II II I III I Illl^ i Maximum Bending Stress Ratio = Section used for this span fb : Actual = ; FB : Allowable = : Load Combination Location of maximum on span = Span # where maximum occurs = ; Maximum Deflection 0.39G 1 Maximum Shear Stress Ratio 6x10 526.62 psi 1 ,350.00 psi +D+Lr+H 8.195ft Span # 1 , Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.135 : 1 6x10 22.89 psi \ 170.00 psi ; +D+Lr+H : 15,725ft ; Span # 1 ; Max Downward Live Load Deflection = 0.1 34 in Max Upward Live Load Deflection i Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.000 in 1477 0.286 in 0.000 in 692 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Overall MAXimum Envelope Length = 16.50 ft 1 +D Length = 16.50 ft 1 +D-C+H Length = 16.50 ft 1 +D+Lr+H Length = 16.50 ft 1 +0-K5.750Lr+0.750L+H Length = 16.50 ft 1 Max Stress Ratios Summary of Moment Values M V Mactual fb-design Fb-allow 0.390 0,135 0.207 0.072 0,207 0.072 0.390 0.135 0.344 0.119 3.63 " 526.62 1,350.00 1,93 279.81 1,350,00 1.93 279.81 1,350.00 3.63 526.62 1,350.00 3.21 464.91 1,350.00 Summary of Shear Values Vactual fv-design Fv-allow 0.80 22.89 170.00 0.42 12.16 170,00 0.42 12.16 170.00 0.80 22.89 170.00 0.70 20.21 170.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ".-" Deft Location in Span Load Combination Max, "+" Defl Location in Span D+Lr 0.2860 8.305 0.0000.0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc.: Project Notes: Job# PlTted 2.UJ2C09 282PM Wood Beam Design EHERCM.C, WC. 196S-2808. Ver; S.O.W, N:84432 Description: HD-3 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span D Only Lr Only Lr+L Only D + Lr + L 1 0.1520 1 0.1341 1 0.1341 1 0.2860 8.305 8.305 8.305 8.305 Max. Upward Defl Location in Span 0.0000 0.0000 0.0000 0.0000 0.000 0.000 0.000 0,000 Maximum Vertical Reactions - Unfactored Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly LrOniy Lr+L Only D+Lr + L 0.880 0.468 0.413 0.413 0.880 0.880 0.468 0.413 0.413 0.880 .( Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Design. Description: HD4 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch Wood Grade : No.1 P-ntsd 2JJN2009. 222=M Calculations per IBC 2006, CBC 2007, 2005 NDS Fb-Compr 1,350.0 psi Fb-Tension 1,350.0 psi Fc-Prll 925.0 psi Fc - Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.081) U0.09) £; Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend-xx 580.0ksi Density 32.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.0810, Lr = 0.090 k/ft, Tributary Width = 1.0ft DESIGNWMMARY '...:', j Maximum Bending Stress Ratio ! Section used for this span ! fb: Actual | FB: Allowable • Load Combination : Location of maximum on span 0.19ft 1 6x10 268.29psi 1,350.00psi H-D+Lr+H 4.470ft Span#1; Span # where maximum occurs i Maximum Deflection ' . : Max Downward Live Load Deflection = 0.021 in i Max Upward Live Load Deflection = 0.000 in; Live Load Deflection Ratio = 5056 ! Max Downward Total Deflection = 0.043 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 2490 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios _ Segment Length Overall MAXimum Envelope Length = 9.0 ft +D Length = 9.0 ft +D+L+H Length = 9.0 ft +D+LMH Length = 9.0 ft +D+0.750LK),750L+H Length = 9.0 ft Overall Maximum Deflections - Unfactored Loads Load Combination Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.115: 1 6x10 19.48 psi 170.00 psi -t-D-i-Lr+H 8.215ft Span # 1 Span# 1 1 1 1 1 M; 0.199 0.101 0.101 0.199 0.174 V 0.115 0.058 0.058 0.115 0.100 Mactual 1.85 0,94 0.94 1,85 1,62 Summary of Moment Values fb-design Summary of Shear Values 268.29 136.12 136,12 268.29 235.25 Fb-allow 1,350,00 1,350.00 1,350.00 1,350.00 1.350.00 Span Max."-" Defl Location in Span Load Combination Vactual fv-design Fv-allow 0.68 19,48 170.00 0.34 9.88 170.00 0.34 9.88 170.00 0.68 19.48 170.00 O.BO 17.08 170.00 Max."+" Defl. Location in Span lr 1 0.0434 4.530 0.0000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Till® Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc.: Project Notes: Job* P-nted 2JvN2C09, 222=M Wood Beam Design SiEftWLC, INC. 1983-2008, Vet; «m MS4432 Description: HD-4 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span DOnly Lr Only Lr+L Only D + Lr + L 1 0.0220 1 0.0214 1 0.0214 1 0.0434 4.530 4.530 4.530 4.530 0.0000 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.000 Maximum Vertical Reactions - Unfactored Support notation: Far left is #1 imum Load Combination Overall MA DOnly LrOnly Lr+L Only D + Lr + L Support 1 Support 2 0.822 0.417 0.405 0.405 0.822 0.822 0.417 0.405 0.405 0.822 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Titls Block" selection. Title Block Line 6 Description: HD-5 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : Douglas Fir - Larch :No.1 PfintBd: 2JUN2009, 217PM Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Compr Fb - Tension Fc-Prll Fc - Perp Fv Ft __ Calculations per IBC 2006, CBC 2007, 200S NDS 1, 350,0 psi E : Modulus of Elasticity 1, 350.0 psi Ebend-xx 1,600.0ksi 925.0 psi 625.0 psi 170.0 psi 675.0 psi Eminbend - xx Density 580.0 ksi 32.210pcf .1.9,0.9;... Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0810, Lr = 0.090 k/ft, Tributary Width = 1.0 ft Uniform Load: D = 0,2790, Lr = 0.310 k/ft, Extent = 0,0 -» 2,50 ft, Tributary Width = 1.0 ft Uniform Load: D = 0.2790, Lr = 0.31 Ok/ft, Extent = 6.50-»10.0 ft, Tributary Width = 1.0 ft Uniform Load: 0 = 0.1170, Lr = 0.130 k/ft, Extent = 2.50 -» 6.50 ft, Tributary Width = 1.0 ft Point Load: 0 = 0.6390, Lr = 0.710k ©2.50 ft Point Load: D = 0.6390, Lr = 0.710 k @ 6.50 ft DESIGN SUMMARY i Maximum Bending Stress Ratio = Section used for this span ; fb : Actual i FB : Allowable = : Load Combination ; Location of maximum on span = i Span # where maximum occurs = i Maximum Deflection i Max Downward Live Load Deflection = I Max Upward Live Load Deflection Live Load Deflection Ratio Max Downward Total Deflection : Max Upward Total Deflection Total Deflection Ratio Maximum Forces & Stresses for toad Load Combination Segment Length Span # Overall MAXimum Envelope Length = 10,0 ft 1 +D Length = 10.0 ft 1 +D4.-1-H Length = 10.0 ft 1 Length = 10.0 ft 1 = = — = = 0.814 1 6x12 1,098.33 psi 1,350.00 psi +D+Lr+H 5,570ft Span # 1 0.096 in 0.000 in 1245 0.1 86 in 0.000 in 645 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs ^^H DesianOK 1 0.541 : 1 6x12 91 .89 psi 170.00 psi -t-Di-Lr+H 0.000ft Span#1 Combinations Max Stress Ratios M 0.814 0.392 0.392 0.814 V 0.541 0.260 0.260 0.541 Summary of Moment Values Mactual fb-design Fb-allow 11.10 1,098.33 1,350.00 5.35 529.36 1,350,00 5.35 529.36 1,350,00 11.10 1,098.33 1,350.00 Summary of Shear Values Vactual fv-design Fv-allow 3.87 91.89 170.00 1.87 44.25 170.00 1.87 44.25 170.00 3.87 91.89 170.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & "Titte Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc.: Project Notes: Job* Printed: 2JUN2009, 217PM Wood Beam Design ENTOM.C, WC. 19832d»rJfor WW9, H3S4432 Description: HD-5 Load Combination Segment Length Length = 10.0 ft Max Stress Ratios Span* 1 M 0.708 V 0.470 Summary of Moment Values Mactual 9.66 fb-design 956.08 Fb-allow 1,350.00 Summary of Shear Values Vactual 3.37 fv-design 79.98 Fv-allow 170.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+Lr + L 1 0.1859 5.034 _ Maximum Deflections for Load Combinations • Unfactored Loads 0.0000 0,000 Load Combination DOnly LrOniy Lr+L Only Span 1 1 1 1 Max. Downward Defl 0.0896 0.0963 0.0963 0.1859 Location in Span 5.034 5.034 5.034 5.034 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 Location in Span 0.000 0.000 0.000 0.000 Maximum Vertical Reactions • Unfactored Support notation: Far left is #1 Load Combination Overall MAXimum DOnly LrOniy Lr+L Only D + Lr + L Support 1 Support 2 4.602 2.217 2.385 2.385 4.602 2.154 2.315 2.315 4.469 a JD ,, f 5Z Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & < Tito Block" selection. Title Block Line 6 Printed: 2JUN2C09, 2:17PM KW-06006410 Description: FB-1 Material Properties : SliN SlRUGTURAi: EN<31NEERJN©:iNG Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch Wood Grade :No.1 Fb-Compr 1,350.0 psi Fb-Tension 1,350.0 psi Fc-Prll 925.0 psi Fc-Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling E: Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend-xx Density 580.0 ksi 32.210pcf 0(0.267) Lr(0.105) 1(0.11) '...C25BEZ Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.2670, Lr = 0.1050, L = 0.110k/ft, Tributary Width = 1.0 ft Point Load: D = 1.150, Lr= 1.230k $6.0 ft i Maximum Bending Stress Ratio = 0,1781 Section used for this span 6x12 fb : Actual = 240.24psi FB: Allowable = 1,350.00psi I Load Combination +D+Q.750Lr-K),750L+H Location of maximum on span = 3.314ft ; Span # where maximum occurs = Span#1 j Maximum Deflection • Max Downward Live Load Deflection = 0.008 in i Max Upward Live Load Deflection = 0.000 in ! Live Load Deflection Ratio = 9536 Max Downward Total Deflection = 0.018 in : Max Upward Total Deflection = 0.000 in ; Total Deflection Ratio = 4234 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span* M V Overall MAXimum Envelope Length = 6.2081 ft Length = 0,041946 ft +0 Length = 6.2081 ft Length = 0.041946 ft +0+L+H Length = 6.2081 ft Lengths 0.041946 ft Length = 6.2081 ft Length = 0.041946 ft •tD-K).75QLr+0.750L+H 0.178 0.178 0.111 0.111 0.151 0.151 0.161 0.161 0.147 0.147 0.093 0,093 0.127 0.127 0.132 0.132 Design OK Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 10.147 6x12 25.07 psi 170.00 psi +D-K).750Lr+0.750L+H 0.000ft Span # 1 Summary of Moment Values Mactual fb-design Fb-allow Vactual Summary of Shear Values Fv-allowfv-design 2,43 2.43 1.52 1.52 2.06 2.06 2.19 2.19 240.24 240.24 150.49 150.49 203.55 203.55 217.24 217.24 1,350.00 1,350.00 1,350.00 1,350.00 1,350.00 1,350.00 1,350,00 1,350.00 1.06 0.76 0,67 0.57 0.91 0.82 0.95 0.76 25.07 25.07 15.77 15.77 21.52 21.52 22.42 22.42 170.00 170.00 170.00 170.00 170.00 170.00 170,00 170.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & lTite Block" selection. Title Block Line 6 Wood Beam Design Printed: 2JUN2009. 2:17PM Description: FB-1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# Length = 6.2081 ft 1 Length = 0.041946 ft 1 Overall Maximum Deflections - M 0.178 0.178 Unfactored V 0.147 0.147 Loads Mactual 2.43 2,43 fb-design 240.24 240.24 Fb-allow 1.350.00 1,350.00 Vactual 1.06 0.89 fv-design 25.07 25.07 Fv^-allow 170.00 170.00 Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+" Defl Location in Span D + Lr + L 1 0.0177 ' 3.188 Maximum Deflections for Load Combinations -Unfactored Loads 0.0000 0.000 Load Combination DOnly LrOnly LOniy Lr-H. Only D+Lr + L Maximum Vertpl Load Combination Overall MAXimum DOnly LrOnly LOnly Lr+L Only D + Lr + L Span Max. Downward Defl 1 1 1 1 1 Reactions -Unfactored Support 1 1.646 ( 0.925 0.377 0.344 0.721 1.646 0.0098 0.0044 0.0034 0,0079 0.0177 Support 2 3.835 1.983 1.509 0.344 1.853 3.835 Location in Span 3.188 3.272 3.146 3.230 3.188 Support notation : Far left is #1 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 0.0000 Location in Span 0.000 0.000 0.000 0.000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Tffle Block" selection. Title Block Line 6 Wood Beam Design Description: FB-2 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Compr Fb - Tension Fc-Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral-torsion buckling ; Douglas Fir - Larch :No.1 P.-nte£f 2JJ-J2C09, 2ZPII CajcuSations per !8C 2006, CBC 2007, 200S NDS 1 ,350.0 psi £ .' Modulus of Elasticity 1, 350.0 psi Ebend-xx 1,600.0ksi 925.0 psi 625.0 psi 170.0 psi 675.0 psi Eminbend-xx Density 580.0ksi 32.21 Opcf D(0.236) Lr(0.084) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.2360, Lr = 0.0840 k/ft, Extent = 3.50 -» 10.50 ft, Tributary Width = 1 ,0 ft DESIGN SUMMARY JwSMH^SmmSIUHm i Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable i Load Combination i Location of maximum on span = : Span* where maximum occurs = ; Maximum Deflection 0.27Q 1 Maximum Shear Stress Ratio 6x12 363.97psi 1,350.00psi +D+LH-H 5.779ft Span#1 Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0,176 : 1 6x12 29.92 psi 170.00 psi +D+Lr+H 9.584ft Span # 1 i Max Downward Live Load Deflection = 0.016 in ; Max Upward Live Load Deflection | Live Load Deflection Ratio ! Max Downward Total Deflection I Max Upward Total Deflection Total Deflection Ratio Maximum Forces & Stresses for Load Load Combination Segment Length Span # Overall MAXimum Envelope . Length = 10.50 ft 1 +0 Length = 10.50 ft 1 +D+L-4f Length = 10.50 ft 1 +0+Lr+H Length = 10.50 ft 1 +TX).750Lr-t0.750L+H Length = 10.50 ft 1 0.000 in 8029 0.063 in 0.000 in 1991 Combinations Max Stress Ratios Summary of Moment Values M V Mactual fb-design Fb-allow 0.270 0.176 0.203 0.132 0.203 0.132 0.270 0,176 0.253 0.165 3,68 363.97 1,350.00 2,76 273,44 1,350.00 2.76 273.44 1,350.00 3.68 363.97 1,350.00 3.45 341:34 1,350.00 Summary of Shear Values Vactual fv-design Fv-allow 1.26 29.92 170.00 0.95 22.45 170.00 0.95 22.45 170.00 1.26 29.92 170.00 1.18 28.05 170.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span D + Lr + L 1 Max. "-" Defl Location in Span 0.0633 5.497 Load Combination Max. v Defl Location in Span 0.0000 0.000 Title Block Line 1You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Jjt!eJ|p^kJ^JL__________ Wood Beam Desiqn Description: FB-2 Title: Dsgnr: Project Desc.: Project Notes: Job* Primed: 2JUN2C09, 223PM Unfactored Loads LoadCombination Overall MAXimum DOnly LrOniy Lr+L Only D+Lr by 5> Lo .. D f, Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc.: Project Notes : Job# Printed: 2 JUN 2009, 224PM Wood Beam Design Description: FB-3 Material Properties ENERCA1& IMC 1963.2008, VW WXtt,3*84432 Calculations per IBC 200$, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch Wood Grade :No.1 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Corjipr Fb - Tension Fc-Prll Fc - Perp Fv Ft 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi £: Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx Density 580.0 ksi 32.210pcf 0(0.041) Lr(O.Qi|3)D(0.236> Lf(0.084) 6x12 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load ; D = 0.2360, Lr = 0.0840 k/ft, Extent = 3.50 -» 10,50 ft, Uniform Load: 0 = 0.0410, Lr = 0.0430 k/ft, Tributary Width = 1 .0 ft DESIGN SUMMARY, I Maximum Bending Stress Ratio = 0.354 1 Section used for this span 6x12 fb: Actual = 477.53psi FB: Allowable = 1,350.00psi i Load Combination +D+Lr+H } Location of maximum on span = 5.708ft Span # where maximum occurs = Span#1 I Maximum Deflection i Max Downward Live Load Deflection = 0.026 in Max Upward Live Load Deflection = 0.000 in : Live Load Deflection Ratio = 4783 i Max Downward Total Deflection = 0.084 in ! Max Upward Total Deflection = ' 0.000 in Total Deflection Ratio = 1498 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios 10.50ft Service loads entered. Load Factors will Tributary Width = 1. Oft i Maximum Shear Stress Ratio = Section used for this span fv : Actual = Fv : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Summary of Moment Values Segment Length Span# M v Mactual fb-design Fb-allow Vactual Overall MAXimum Envelope Length = 10.50 ft 1 0.354 0.227 •HD Length = 10.50 ft 1 0.244 0.157 -HD-H.+H Length = 10.50 ft 1 0.244 0.157 -K^LNH Length = 10,50 ft 1 0.354 0.227 +Q-K).75QLN),75QL-*H Length = 10.50 ft 1 0.326 0.209 4.82 477,53 1,350.00 1-63 3.32 328.85 1,350.00 1.12 3.32 328.85 1,350.00 1.12 4.82 477.53 1,350.00 1.63 4.45 440.36 1,350.00 1.50 be applied for calculations. •^•••••••aHnBnnBBM^^HBI^MMH^BH^^HMiDesianOK I 0,227 : 1 6x12 38.55 psi 170.00 psi -t-D+Lr-t-H 9.584ft Span#1 Summary of Shear Values fv-design Fv-allow 38.55 170.00 26.66 170.00 26.66 170.00 38,55 170.00 35.58 170.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Jife Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc.: Project Notes: Job# 'rifited: 2JUN2009, 2:24PM tte,»:KM»SO«641* Description : FB-3 Load Combination Lr Span Max."-"Defl Location in Span " Load Combination 5.426 Max."+»Defl Location in Span 0000 Load Combination Lr Only Lr+LOniy Load Combination D Only LrOnly Lr+L Only D+Lr + L Span Max. Downward Defl Location in Span 1 actions • Unfactored Support 1 0.840 0.422 0.422 1.262' 0.0283 0.0263 0.0841 Support 2 2.009 1.391 0.618 0.618 2.009 5.426 5.426 5.426 5.426 Support notation: Far left is #1 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 Location in Span 0.000 0.000 0.000 0.000 . - L\(JB f Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & SHtie Block" selection. Title Block Line 6 Piited 21M3Z& 23!PM Description: FB-4 Material Properties Calculations per iBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC .& ASCE 7-05 Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb - Compr Fb - Tension Fc-Prll Fc - Perp Fv Ft 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi £ ; Modulus of Elasticity Ebend- xx Eminbend - xx Density 2,000.0 ksi 2,000.0ksi 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.237) UiO.338) 7.0x11.875 Applied Loads Service ioads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0410, Lr = 0.0430 k/ft, Tributary Width = 1.0 ft Uniform Load: 0 = 0.2680, Lr = 0.1090 k/ft, Extent = 0.0-»16.0 ft, Tributary Width = 1.0 ft Point Load: D = 0.2370, L = 0.3380 k @ 16.0 ft DESIGN SUMMARY ..: — - ...'.. I Maximum Bending Stress Ratio =0.577: 1 ! Section used for this span 7.0x1 1 .875 ' fb : Actual = i FB : Allowable ; Load Combination1 Location of maximum on span = : Span # where maximum occurs Maximum Deflection i Max Downward Live Load Deflection = i Max Upward Live Load Deflection = i Live Load Deflection Ratio = ; Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio 1,674.47 psi 2,900.00 psi +D+Lr+H 9.799ft Span # 1 0.293 in 0.000 in 819 0.876 in 0.000 in 273 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs ^^^H Design OK 1 0.264 : 1 7.0x11.875 76.55 psi 290.00 psi H-Dn-Lr+H 0.000ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M Overall MAXimum Envelope Length = 20.0 ft 1 0.577 •HD Length = 20.0 ft 1 0.397 +04+H Length = 20.0 ft 1 0.414 Length = 20.0 ft 1 0.577 +D-+0.750LH0.75QL+H Length = 20.0 ft 1 0.545 V 0.264 0.181 0.185 0.264 0.246 Summary of Moment Values Mactual fb-design Fb-allow 22.96 1,674.47 2,900.00 15.79 1,151.51 2,900.00 16.46 1,200.41 2,900.00 22.96 1,674.47 2,900.00 21.66 1,580.14 2,900.00 Summary of Shear Values Vactual fa-design Fv-allow 4.24 76.55 290.00 2,91 52.48 .290,00 2.98 53.70 290.00 4.24 76.55 290.00 3.96 . 71.44 290.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc.: Project Notes: Job# Printed: 2JUN2009, 230PM tfl EfieCALC, WC. 1883-2008, Ver $,0,16, H«erjse Ovimr: Description: FB-4 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-"Defl Location in Span Load Combination Max.V Defl Location in Span D+Lr + L 1 0.8764 10.067 Maximum Deflections for Load Combinations - Unfactored Loads 0.0000 0.000 Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span DOniy Lr Only LOniy Lr+L Only 0.5836 0.2642 0.0291 0.2927 0,8764 10.067 9.933 11.409 10.067 10.067 0.0000 0.0000 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.000 0.000 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Overall MAXimum DOnly Lr Only LOnly D+Lr + L 4.760 3.216 1.476 0.068 1.544 4.760 Support 2 I899~~ 2.501 1.128 0.270 1.398 3.899 fez. U •= f-o v O^ Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & • *Titte Block" selection. Title Block Line 6 Wood Beam Design Description :FB-5 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb - Compr Fb - Tension Fc-Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling P-ntsd 5JJ-I2C09, 84«M 'r6:Q.ia; NS84432 Calculations per IBC 2006, CBC 2007, 2005 NDS 2,900.0 psi 2,900.0psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi Density 32.210pcf E: Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 2,000.0 ksi 0(461} Lr 2.1) U0.07)D(1.18),Lr(0.39p(1.64) W1.787) D(fj.G951 Lr(0.105 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: 0 = 0.1420, Lr = 0.020, L = 0.20 k/ft, Extent = 4.50 --»16.0 ft, Tributary Width = 1.0 ft Uniform Load: 0 = 0.0950, Lr = 0.1050 k/ft, Extent = 16.0--» 20.0 ft, Tributary Width = 1.0 ft Point Load: 0 = 4.610, Lr = 2.10, L = 0.070 k @ 4.50 ft Point Load: 0=1.180, Lr = 0.390 k@ 16.0 ft Uniform Load: 0 = 0.160, L = 0.40 k/ft, Extent = 7.50 -» 20.0 ft, Tributary Width = 1.0 ft Uniform Load: 0 = 0.1080, L = 0.270 k/ft, Extent = 4.50 -» 7.50 ft, Tributary Width = 1.0 ft Point Load : 0 = 1.640, Lr = 1.7670 k @ 17.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = ; Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection = : Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection = ; Max Upward Total Deflection = Total Deflection Ratio = 0.732 1 7.0x16.0 2,123.50psi 2,900.00 psi +D+L+H 9.933ft Span # 1 0.526 in 0.000 in 456 0.973 in 0.000 in 246 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs ^^H Desian OK 1 0.469 : 1 7.0x16.0 135.95 psi 290.00 psi +D+L+H 18.792ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span* M Overall MAXimum Envelope Length =-20.0 ft 1 0.736 +D Length = 20.0 ft 1 0.388 V 0.512 0.266 Summary of Moment Values Mactual fb-design Fb-allow 53.32 2,142.38 2.900.00 27.98 1,124.32 ' 2.900,00 Summary of Shear Values Vactual fv-design Fv-aliow 11.08 148.36 290.00 5.76 77.13 290.00 Length = 20.0 ft -tO-HLr+H Length = 20.0 ft +D-K).750Lr-t0.750L-ffl 0.732 0.411 0.469 0.313 52.85 2,123.50 2,900.00 37.11 1,491.07 3.625.00 10.15 135.95 290.00 8.46 113.29 362.50 I itle Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & , „ Tjjle Block" selection. JitteBtockjJnef Wood Beam Title: Dsgnr: Project Desc.: Project Notes: Job* Printed: 5JUN2D09, 8:44At«1 Description : Load Combination ___Segment Length ~Length^20M ... Ver: 6,0.19. N:84432 Span # Max Stress Ratios M Load Combination 1 0591 Span MaxT^TDe v 6,409"' Summary of Moment Values Mactual fb-design 53"32" 2,142.38 Fb-allow ~^625700~ Summary of Shear Values Vactual fr-design Fv-aNowT 362750 D + Lr + L Load Combination ' •) ,"-" Defl Location in Span 09726 10067 • Unfactored Loads Load Combination 11.08" Max."+" Defl 00000" Location in Span Span 1 1 1 1 1 Max. Downward Defl 0.4468 0.1531 0.3730 0,5260 0.9726 Location in Span LrOnly LOnly Lr+i Only D+Lr + L Maximum Vertical Reactions -JJnfactorecL ^^Combination Support 1 Support 2 Ov^iTMAXimum TT08513769 D Only 5.700 6.067 LrOnly 2.081 2.827 9.933 10.201 10.201 10.067 Max. Upward Defl 00000 0.0000 0.0000 0.0000 0.0000 Support notation : Far left is #1 Location in Span..__...______ 0.000 0.000 0.000 0.000 Lr+L Only D + Lr + L 3.305 5.386 11.085 4.875 7,702 13.769 ft" Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & 1 *Tifte Block" selection. Title Block Line 6 Printed: 2JUN200B, 2:31 PM Lie, #: KW-06006410 Description: CB-1 Material Properties Calculations per IBC 2006, CBC 2007, 200S NDS Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Compr Fb - Tension Fc-Prll Fc - Perp Fv Ft 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend-xx 2,000.0 ksi Density 32.21 Opcf 0(1.148) Lr(0-23j 0(0.317) LrW.21) 0(0.081) UfO.09) 5.25x11.875 .lQ.6fi.fL. Applied Loads Service loads entered. Load Factors wiil be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.0810, Lr = 0.090 k/ft, Tributary Width = 1.0 ft Uniform Load: D = 0.3170, Lr = 0.210 k/ft, Extent = 0.0 -» 7.50 ft, Tributary Width = 1.0 ft Uniform Load: 0 = 0.2840, Lr = 0.2210 k/ft, Extent = 7.50 -»10.50 ft, Tributary Width = 1.0 ft Point Load: 0 = 1.1480, Lr = 0.280 k @ 7.50 ft Maximum Bending Stress Ratio = : Section used for this span : fb: Actual FB: Allowable i Load Combination i Location of maximum on span = i Span # where maximum occurs = ; Maximum Deflection • Max Downward Live Load Deflection : | Max Upward Live Load Deflection ! Live Load Deflection Ratio ; Max Downward Total Deflection ; Max Upward Total Deflection •• i Total Deflection Ratio ; 0.403 1 Maximum Shear Stress Ratio 5.25x11.875 Section used for this span 1,168.52 psi fv: Actual 2,900.00psi Fv: Allowable +D-t-Lr+H Load Combination 5.779ft Location of maximum on span Span # 1 Span # where maximum occurs 0.063 in 0.000 in 1995 0.165 in0.000 in 763 Desjcjn OK 0.334 .1 5.25x11.875 96.73 psi 290.00 psi -HW-r+H9.513ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Overall MAXimum Envelope Length = 10.50 ft 1 +D Length = 10.50 ft 1 +D-H.-+H Length = 10.50 ft 1 n-D+Lr+H Length = 10.50 ft 1 -t-D+0.750LrO.750L+H Length = 10.50 ft 1 Max Stress Ratios M 0.403 0.250 0.250 0.403 0.365 V 0.334 0.209 0.209 0.334 0.303 Summary of Moment Values Mactual 12.02 7.44 7.44 12.02 10.87 fb-design 1,168.52 723.99 723.99 1,168.52 1,057.24 Fb-allow 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 Summary of Shear Values Vactual 4.02 2.52 2.52 4.02 3,65 fa-design 96.73 60.73 60.73 S6.73 87.73 Fv-al!ow 290.00 290.00 290.00 290.00 290.00 Title Block Line 1You can changes this area using the "Settings" menu item and then using the "Printing & »» Title Block" selection. JjtleBlockJJneS Title: Dsgnr: Project Desc.: Project Notes: Job* Pvited_2JUN200S 231?H Uc6" — — —non in t>pan Load Combination - "J 0 1649 ^ ^Rfi ~ — " -— — -J^!21»5i5?flSCtrons for Load Combinations •' Unfactored Loads Load Combination ~ ^ ~' 7* — •-— — — ~— *^~* — ~~ s^s^^.^pan Max. DownwarH hpfl t m—itinr. ;.! /^«,., ~" DOnly Lr Only LN. Only D + Lr + L Load Combination overall MAXimum DOnly LrOnly Lr+L Only D+Lr + L 1 1 Reactions . ypfactored Support 1 S 47(36 2.477 1.660 1.660 4.136 0,1018 0.0631 0.0631 0.1649 2.898 1.803 1.803 4.701 IVIOA. i- uen Location in opan o!6ooo o'.ooo ^uw-uunmc^dii Max. Upward Defl Location in Span ~ "26 0.0000 ~ - 0.000- - H£ °'°ooo o.ooo^ o.oooo o.ooo5-356 o.oooo o.ooo Support notation: Far left is #1 ~ > Hf- N s* v Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & ,, Tie Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc,: Project Notes: Job* iKT-'ZS Printed: 2 JUN 2009, 2:31PM Wood:ffc»ty«^|Bjectste5((feneW^»eilveS!ai»9 Uc. #: KW-0600641 8 Description: FB-6 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Beam is Fully Braced against lateral-torsion buckling license Owner :B W STRUCWRftteENfilNEEfttNG;!NC' Calculations per IBC 2006, CBC 2007, 2005 NDS Fb - Compr Fb - Tension Fc-Prll Fc-Perp Fv Ft 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 2,000.0ksi Density 32.21 Opcf 0(0.304)Lri0.15B) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.3040, Lr = 0.1580 k/ft, DESIGN SUMMARY , ] Maximum Bending Stress Ratio = Section used for this span i fb: Actual = FB: Allowable ; Load Combination • Location of maximum on span = \ Span # where maximum occurs = Maximum Deflection j Max Downward Live Load Deflection = i Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Tributary Width = 1.0 ft 0.511:1 5.25x11.875 1,481.13psi 2,900.00psi •fO+Lr+H 7.946ft Span # 1 0.161 in 0.000 in 1194 0.484 in 0.000 in 396 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Span # Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.278 : 1 5.25x11.875 80.54 psi 290.00 psi -HD+Lr+H 0.000ft Span#1 Segment Length Overall MAXirnum Envelope Length = 16.0 ft +D Length = 16.0 ft +0+L+H Length = 18.0 ft -i-O+Lr+H Length = 16.0 ft M 0.511 0.341 0.341 0.511 Mactual Summary of Moment Values fb-design Summaiy of Shear Values 0.278 0.186 0.186 0.278 Length = 16.0 ft 1 0.468 0.255 Overall Maximum Deflections - Unfactored Loads 15.23 10.17 10.17 15.23 13,97 Fb-allow 1,481.13 2,900.00 989.44 2,900.00 989.44 2,900.00 1,481.13. 2,900.00 1,358.21 2,900.00 Vactual fv-design Fv-allow 3.35 80.54 290.00 2.24 53.81 290.00 2.24 53.81 290.00 3.35 80.54 290.00 3.07 73,86 290.00 Load Combination Span p Max. "-" Defl " 0.4841 Location in Span 87054 Load Combination Max. "+•" Defl Location in Span.__._ ___ Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & ^ „ Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc.: Project Notes: Job* Printed: 5JUN2009, 1CM9AM Lie. #: KW-08006410 Description: Pad Footing-A General Information License Owner : SUN STRUCTURAL'ENGiNEERHitGSINC Calculations per IBC 2006, CBC 2007, ACi 318-05 Material Properties fc: Concrete 28 day strength = 2.50 ksi Fy:Rebar Yield = 60.0 ksi EC : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. = .00140 Min Allow % Temp Reinf. = .00180 Min. Overturning Safety Factor = 1.50 :1 Min. Overturning Safety Factor = 1.50 :1 AutoCalc Footing Weight as DL : - Yes AutoCalc Pedestal Weight as DL : No Dimensions Width along X-X Axis = 3.0ft Length along Z-Z Axi = 3.0ft Footing Thicknes = 18.0 jn Load location offset from footing center- ex: Along X-X Axis = 0.0 in ez: Along Z-Z Axis = 0.0 in Pedestal dimensions... px: Along X-X Axis = 0.0 in pz: Along Z-Z Axis = 0.0 in Height 0.0 in Rebar Centerline to Edge of Concrete., at Top of footing = 3.0 in at Bottom of footing = 3.0 in Reinforcing Bars along X-X Axis Number of Bars = 4 Reinforcing Bar Size = #5 Bars along Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizt = #5.0 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone = n/a Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than 2.0 ksf No 250.0 pcf 0.30 1.50ft 0.0 ksf 0.0ft 0.0 ksf 0.0ft f Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z 0 6.9920 0.0 0.0 0.0 0.0 0.0 Lr 2.4580 0.0 0.0 0.0 0.0 0.0 3.6490 0.0 0.0 0.0 d'.d"o.o s 0.0 0.0 0.0 0.0 0.0 0.0 w 0,0 0.0 0.0 0.0 0.0 0.0 .co.o o.oo.o o^oo.o H 6.0k 0.0 ksf 0.0 k-ft 0.0 k-ft OX) k 0.0k Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & , Tijje Block" selection. Title Block Line 6 General Footing Design WVVQB0064W Prinfsd: 5JUN2009,10:18AM Description: PadFooting-A DESIGN SUMMARY PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Min. Ratio 0.75165 n/a n/a n/a n/a n/a 0.069243 0.069243 0.069243 0.069243 0.026942 0.026942 0.026942 0,026942 0.083771 Item Soil Bearing Overturning - X-X Overturning - Z-Z Sliding -X-X Sliding -Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1 -way Shear (+X) 1 -way Shear (-X) 1 -way Shear (+Z) 1 -way Shear (-Z) 2-way Punching Applied 1.5033ksf 0.0 k-ft 0.0 k-ft 0.0k 0.0k 0.0k 1.931 9 k-ft 1.9319 k-ft 1.9319 k-ft 1.9319 k-ft 2.290 psi 2.290 psi 2.290 psi 2.290 psi 14.2410 psi Capacity 2.0 ksf 0.0 k-ft 0.0 k-ft 0.0k 0.0k 0.0k 27.90 k-ft 27.90 k-ft 27.90 k-ft 27.90 k-ft 85.0 psi 85.0 psi 85.0 psi 85.0 psi 170.0 psi Detailed Results Governing Load Combination +D-K).750Lr-f0.750L-i-H No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D-K).50Lr+1.60L+ +1.20D-K).50Lr+1.60L-«- +1.20D-K).50Lr+1.60L+ vl.20D-tO.50LM.60L->- v|.20D-t0.50LM.60L+ +1.20EW).50Lr+1.60L+ -t-1.20D+0.50LM.60L+ vl.20D-K).50LM.60L-t- -»-1.20D-f0.50Lr+1.60L-)- Soil Bearing Rotation Axis & Load Combination... X-X. +D X-X. +D+L+H X-X, -f-D+Lr+H X-X. +D-t0.750Lr-K).750L->-H Z-Z.+D Z-Z, +D+L+H Z-Z, -tO+Lr+H Z-Z, +D-K).750Lr->0.750L+H Overturning Stability Rotation Axis &Load Combination... Gross Allowable 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf Xecc n/a n/a n/a n/a 0.0 in 0.0 in 0,0 in 0.0 in Zecc 0.0 in 0.0 in 0.0 in 0.0 in n/a n/a n/a n/a +Z 0.99439 ksf 1.3998 ksf 1.2675 ksf 1.5033 ksf n/a ksf n/a ksf n/a ksf n/a ksf Actual Soil Bearing Stress Actual / Allowable +Z -X -X Ratio 0.99439 ksf 1.3998 ksf 1.2675 ksf 1.5033 ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf 0.99439 ksf 1.3998 ksf 1.2675 ksf 1.5033 ksf n/a ksf n/a ksf n/a ksf n/a ksf 0.99439 ksf 1.3998 ksf 1.2675 ksf 1.5033 ksf 0.497 0.700 0.634 0.752 0.497 0.700 0.634 0.752 X-X, +D X-X, +D+L+H X-X. H-D+Lr+H X-X. -tD+S-HH X-X, -t-D-K3.750Lr-K).750L+H X-X. -HD-K).750L-K).750S+H X-X. -HD+W+H X-X, -t-D-tC.70E+H X-X. +0-t0.750Lr-+0.750L-t0.750W-fH X-X, -HD-K).750L-*0.750S-t{).750W+H X-X. +D-K).750Lr-»{).750L-t0.5250E+H X-X, +D4fl.750L-*0.750S-K).5250E+H X-X, -K).60D+W+H X-X. +0.60D-KX70E+H Z-Z.-*0 Z-Z, +D-H.+Hz-z, +D-HJ+H Z-Z. +D+S+H Z-Z, +D-K).750Lr-K).750L+H Z-Z, +D-*0.750L-t0.750S+H Z-Z.+D+W-^H Z-Z. +D+0.70E+H Z-Z, +D-*0.750Lr-K).750L-K).750W-4i Z-Z. -^.750L«0.750S+0.750W+H Z-Z. +D-K).750Lr-K).750L40.5250E+H Z-Z, +D+0,750L-t£.750S-K).5250E-«-H Overturning Moment None None None None None None None None None None None None None None None None ' None None None None None None None None None None Resisting Moment 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft Stability Ratio Infinity Infinity Infinity Infinity Infinity Infinity Infinitv Infinity Infinitv Infinitv Infinitv Infinitv Infinitv Infinitv Infinitv Infinitv Infinitv Infinity Infinitv Infinitv Infinitv Infinitv Infinitv Infinity Infinitv Infinitv Status^ OK OK OK OK OK OK OK OK OK OKOK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK *•> «n ENGiNEERiNG SUN Structural Engineering, Inc. 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N)cn OJoo to CD-J> 10cn -vl C-^* cn H —100 PF 00 cnI 1 04 cniicn 1 ^1 cn 1o \! I 1 OJ CD |cn 1 CO ^ CO H — 1O ORF CD cn cn |-J IO -vjitcn 1 X CD I CD -*1- OQ 1 •-J 1 to ^J 1cn L CD 1cn 1 V —J. — 1 -H 0 0 RF ^^ ^cn CD COiicn.1 to ^ o1o1 0 CD 1 CD 1 CD 00 1cn 1 fo oI VoI0 — 1 — 100 ?F •vj cn COI CO OJ — I Ito1 "^ L OJ 1 O1 CO T CD 1cn _>. Tto1 "" _* -£>• 1 T CD MAX. SPAN in (Dr~m ocr 0c: CD m o —t C — O 7* _j "D'm Geotechnical • Geologic • Coastal • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760)438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com July 13, 2009 W.O. 5897-A1-SC Chuck and Karen Krause c/o Beery Group, Inc. 2091 Las Palmas, Suite D Carlsbad, California 92011 Attention: Ms. Alisa Eichelberger Subject: Geotechnical Plan Review, Krause Residence, 1260 Magnolia Avenue, Carlsbad, San Diego County, California References: 1. "Plan Check Comments for: Krause Residence, 1260 Magnolia Carlsbad, Ca. 92008," Plan Check No. 091050, dated July 7, 2009, by Esgil Corporation. 2. "Preliminary Geotechnical Evaluation, Proposed Single-Family Residence, 1260 Magnolia Avenue, City of Carlsbad, San Diego County, California," W.O. 5897-A1-SC, dated June 4, 2009, by GeoSoils, Inc. 3. "Structural Plans, Notes, and Details for: "Krause Residence, 1260 Magnolia Avenue, Carlsbad, Ca. 92008," No Job No., dated June 19,2009, by Sun Structural Engineering, Inc. Dear Ms. Eichelberger: In accordance with your request and authorization, and in response to plan check comments from the Esgil Corporation (see Reference No. 1), GeoSoils, Inc. (GSI) has performed a review of our geotechnical report (see Reference No. 2), and the structural plans/notes prepared by Sun Structural Engineering, Inc. (see Reference No. 3), for the purpose of evaluating if the plans are in general conformance with the intent of the GSI geotechnical report. GSI's scope of services included a review of the referenced reports and plans, engineering/geologic analysis of data, and preparation of this summary review. Recommendations contained in our preliminary report (Reference No. 2), which are not specifically superceded by this review, should be properly incorporated into the design and construction phases of site development. Based on our review, the structural plans, notes, and details, shown on Reference No. 3, appear to be in general conformance with the recommendations provided by this office and presented in Reference No. 2, from a geotechnical viewpoint. N The conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is express or implied. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. The opportunity to be of service is greatly appreciated. If you have any questions concerning this report, or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully GeoSoils, Inc. Certified Engineering Geologist tobert UTTsman Engineering Geologist, RGC/DWS/JPF/mc/jh Distribution: (4) Addressee I. Skelly Civil Engineer, RCE Chuck and Karen Krause 1260 Magnolia Ave., Carlsbad File:e:\wp9\5800\5897a1 .gpr W.O. 5897-A1-SC July 13, 2009 Page 2 GeoSoils, Inc. PRELIMINARY GEOTECHNICAL EVALUATION PROPOSED SINGLE-FAMILY RESIDENCE 1260 MAGNOLIA AVENUE CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA FOR CHUCK AND KAREN KRAUSE C/O BEERY GROUP, INC. 2091 LAS PALMAS, SUITE D CARLSBAD, CALIFORNIA 92011 W.O. 5897-A-SC JUNE 11, 2009 Geotechnical • Geologic • Coastal • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760)438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com June 11, 2009 W.O. 5897-A-SC Chuck and Karen Krause c/o Beery Group, Inc. 2091 Las Palmas, Suite D Carlsbad, California 92011 Attention: Mr. John S. Beery Subject: Preliminary Geotechnical Evaluation, Proposed Single-Family Residence, 1260 Magnolia Avenue, Carlsbad, San Diego County, California Dear Mr. Beery: In accordance with your request and per Mr. and Mrs. Chuck Krause's authorization, GeoSoils, Inc. (GSI) has performed a preliminary geotechnical evaluation of the subject site. The purpose of our investigation was to evaluate the geologic and geotechnical conditions of the site, relative to the proposed residential development, and to present geotechnical recommendations for earthwork, foundation, wall, and pavement construction. EXECUTIVE SUMMARY Based on our review of the available data (see Appendix A), field exploration, laboratory testing, and geologic and engineering analysis, the proposed development of the property appears to be feasible from a geotechnical viewpoint, provided the recommendations presented in the text of this report are properly incorporated into the design and construction of the project. The most significant elements of this study are summarized below: • Based on a conversation with the project architect (Beery Group, Inc. [BGI]) and a review of the architectural plans prepared by BGI (2009), it is our understanding that proposed development consists of preparing the site for the construction of a two-story, single-family residence with associated surface improvements (i.e., concrete flatwork, landscaping, etc.), and infrastructure (i.e., underground utilities, etc.). • In general, the thickness of soils considered unsuitable for the support of the proposed improvements is on the order of 3 to 4% feet across a majority of the site. However, localized areas of thicker unsuitable soils cannot be precluded from being encountered during construction. It should be noted that the California Building Code ([CBC], California Building Standards Commission [CBSC], 2007), indicates that unsuitable soil mitigation be performed across all areas to be graded, not just within the influence of the residential structure. Relatively deep removals may also necessitate a special zone of consideration on perimeter/confining areas. This zone would be approximately equal to the depth of removals, if removals cannot be performed offsite. Thus, any settlement-sensitive improvements (walls, curbs, flatwork, etc.), constructed within this limited removal zone, or where no removals are performed, may require deepened foundations, reinforcement, etc., or will retain some potential for settlement and associated distress. This will require proper disclosure to all interested/affected parties should this condition exist at the conclusion of grading. It is likely that the mitigation of some unsuitable soils will be limited near the property boundaries. Maximum thickness of cuts and fills are anticipated to be on the order of about 3 feet, or less. Due to the site's relatively flat relief, graded slope construction is not anticipated. The expansion potential of tested onsite soils was evaluated to be very low expansive, with a plasticity index less than 15. As such, conventional foundations appear to be feasible for these soil conditions. • Foundation systems should be minimally designed to accommodate a design differential settlement of at least 1 inch in a 40-foot span. • Sulfate testing indicates that site soils generally have a negligible exposure to concrete. Corrosion testing (pH, saturated resistivity) indicates that the soils are generally mildly alkaline (pH= 7.8), are below the threshold limit for chloride content, and are moderately corrosive to ferrous metals when saturated. Alternative methods and additional comments should be obtained by a qualified corrosion engineer. Similar to expansive soils, the effects (i.e. distress) of corrosive soils occur over the lifetime of the project. These conditions should be disclosed to all interested/affected parties. Regional groundwater was not observed during the field investigation and is not expected to be a major factor in site development. However, due to the nature of the site materials, seepage and/or perched groundwater conditions may develop throughout the site along boundaries of contrasting permeabilities (i.e., sandy/clayey fill lifts or fill/bedrock [terrace deposits] contacts), may occur during or after development, and should be anticipated. This is especially true for any shallow fills. These potential conditions should be disclosed to all interested/affected parties. Chuck and Karen Krause W.O. 5897-A-SC File:e:\wp9\5800\5897a.pge Page Two GeoSoils, Inc. • Our evaluation indicates that the site has a very low potential for liquefaction or seismic densification to occur due to the dense nature of planned and remedial fills and the underlying terrace deposits, as well as the depth to the regional groundwater table at this time. Therefore, no recommendations for mitigation are deemed necessary. • Our evaluation indicates there are no known active faults crossing the site. • The seismic acceleration values and parameters provided herein should be considered during the structural design of the proposed development. The adverse effects of seismic shaking on the structure(s) will likely be wall/utility distress, with some foundation/slab distress, as well as seismic settlement. However, it is anticipated that the structure will be repairable in the event of the design seismic event. This potential should be disclosed to any interested/affected parties. • Adverse geologic features that would preclude project feasibility were not encountered, based on the available data. • The recommendations presented in this report should be incorporated into the design and construction considerations of the project. The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully submitted, GeoQdfls, Inc. n Bpehmer bject Geologist John P. Rran Engineering Geold RGC/DWS/JPF/jh Distribution: (4) Addressee David W. Skelly Civil Engineer, RCE Chuck and Karen Krause File:e:\wp9\5800\5897a.pge W.O. 5897-A-SC Page Three GeoSoils, Inc. TABLE OF CONTENTS SCOPE OF SERVICES 1 SITE CONDITIONS/PROPOSED DEVELOPMENT 1 FIELD STUDIES 3 REGIONAL GEOLOGY 3 SITE GEOLOGIC UNITS 3 Artificial Fill - Undocumented (Map Symbol - Afu) 3 Topsoil/Colluvium (Not Mapped) 5 Quaternary-age Terrace Deposits (Map Symbol - Qt) 5 GEOLOGIC STRUCTURE 5 GROUNDWATER 5 LANDSLIDE SUSCEPTIBILITY 6 FAULTING AND REGIONAL SEISMICITY 6 Regional Faults 6 Local Faulting 6 Seismicity 8 Seismic Hazards 8 Seismic Design Parameters 9 LABORATORY TESTING 10 Classification 10 Expansion Index 10 Particle - Size Analysis 10 Sulfate/Corrosion Testing 10 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS 11 PRELIMINARY EARTHWORK RECOMMENDATIONS 12 General Grading 12 Demolition/Grubbing 13 Treatment of Existing Ground 13 Fill Placement 14 Transition Areas/Overexcavation 14 FOUNDATION RECOMMENDATIONS 14 Conventional Foundations - Very Low Expansive (E.I. 0 to 20) and a Plasticity Index (PI) < 15 14 GeoSoils, Inc. Foundation Design 15 Construction 15 Soil Moisture Considerations 17 WALL DESIGN PARAMETERS 18 Conventional Retaining Walls 18 Restrained Walls 18 Cantilevered Walls 19 Retaining Wall Backfill and Drainage 19 Wall/Retaining Wall Footing Transitions 23 DRIVEWAY. FLATWORK. AND OTHER IMPROVEMENTS 23 UTILITIES 25 DEVELOPMENT CRITERIA 26 Drainage 26 Erosion Control 26 Landscape Maintenance 26 Gutters and Downspouts 27 Subsurface and Surface Water 27 Site Improvements 27 Tile Flooring 28 Additional Grading 28 Footing Trench Excavation 28 Trenching/Temporary Construction Backcuts 28 Utility Trench Backfill 29 SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING 29 OTHER DESIGN PROFESSIONALS/CONSULTANTS 30 PLAN REVIEW 31 LIMITATIONS 31 Chuck and Karen Krause Table of Contents File:e:\wp9\5800\5897a.pge Page ii GeoSoils, Inc. FIGURES: Figure 1 - Site Location Map 2 Figure 2 - Boring Location Map 4 Figure 3 - California Fault Map 7 Detail 1 - Typical Retaining Wall Backfill and Drainage Detail 20 Detail 2 - Retaining Wall Backfill and Subdrain Detail Geotextile Drain 21 Detail 3 - Retaining Wall and Subdrain Detail Clean Sand Backfill 22 ATTACHMENTS: Appendix A - References Rear of Text Appendix B - Boring Logs Rear of Text Appendix C - EQFAULT, EQSEARCH, and FRISKSP Rear of Text Appendix D - Laboratory Test Results Rear of Text Appendix E - General Earthwork and Grading Guidelines Rear of Text Chuck and Karen Krause Table of Contents File:e:\wp9\5800\5897a.pge Page iii GeoSoils, Inc. PRELIMINARY GEOTECHNICAL EVALUATION PROPOSED SINGLE-FAMILY RESIDENCE 1260 MAGNOLIA AVENUE, CITY OF CARLSBAD SAN DIEGO COUNTY, CALIFORNIA SCOPE OF SERVICES The scope of our services has included the following: 1. Review of the available geologic literature for the site (Appendix A). 2. Subsurface exploration consisting of the excavation of three hand-auger borings for the purpose of evaluating the subsurface conditions and sampling the onsite soils (Appendix B). 3. Evaluation of regional seismicity (Appendix C). 4. Pertinent laboratory testing of representative soil samples collected during our subsurface exploration program (Appendix D). 5. Engineering and geologic evaluations. 6. Appropriate engineering and geologic analysis of collected data and the preparation of this report, including earthwork, foundation, retaining wall, and pavement design/construction. SITE CONDITIONS/PROPOSED DEVELOPMENT The site consists of a flag lot located at 1260 Magnolia Avenue, in the City of Carlsbad, San Diego County, California (see Figure 1, Site Location Map). The site is bounded by existing residential development in all quadrants. Topographically, the site is relatively flat-lying, to gently west and south sloping, with an average elevation of about 125 feet Mean Sea Level (MSL). Existing improvements consist of a dog pen, wood and chain link fences, wood benches, a paver-stone walkway, a concrete-lined drainage swale, and typical residential landscaping. Drainage is generally accommodated by sheet flow directed to the southwest. It is our understanding that proposed development will consist of preparing the site for the construction of a two-story, single-family residence with associated flatwork, underground utility, and landscape improvements. Minor cut and fill grading techniques would likely be utilized to create design grades for the proposed structure. No grading plans were available for GSI review. However, based on the current site topography, GSI anticipates that planned cuts and fill would be on the order of 3 feet or less. No graded slopes are anticipated at this time. Building loads are currently unknown but are assumed to be typical for this type of relatively light residential construction. Sewage disposal is anticipated to be tied into the municipal system. GeoSoils, Inc. Base Map: TOPO!® ©2003 National Geographic, U.S.G.S San Luis Rey Quadrangle, California - San Diego Co., 7.5 Minute, dated 1997, current, 1999. Base Map: The Thomas Guide, San Diego Co., Street Guide and Directory, 2005 Edition, by Thomas Bros. Maps, page 1126. ALL LOCATIONS ARE APPROXIMATE Reproduced with permission granted by Thomas Bros. Maps This map Is copyrighted by Thomas Bros. Maps. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale,without permission. All rights reserved. W.O. 5897-A-SC SITE LOCATION MAP Figure 1 FIELD STUDIES The GSI field studies were performed in May 2009, and consisted of geologic reconnaissance mapping, and the excavation of three exploratory hand-auger borings within the site. The borings were logged by a geologist from our firm who collected representative bulk and undisturbed soil samples for appropriate laboratory testing. The logs of the borings are presented in Appendix B. The approximate locations of the borings are presented on Figure 2. Figure 2 has been adapted from the "Site Plan" provided by the project architect (BGI, 2009). REGIONAL GEOLOGY The subject property is located within a prominent natural geomorphic province in southwestern California known as the Peninsular Ranges. It is characterized by steep, elongated mountain ranges and valleys that trend northwesterly. The mountain ranges are underlain by basement rocks consisting of pre-Cretaceous metasedimentary rocks, Jurassic metavolcanic rocks, and Cretaceous plutonic rocks of the southern California batholith. In the San Diego County region, deposition occurred during the Cretaceous Period and Cenozoic Era in the continental margin of a forearc basin. Sediments, derived from Cretaceous-age plutonic rocks and Jurassic-age volcanic rocks, were deposited into the narrow, steep, coastal plain and continental margin of the basin during the Eocene. These rocks have been uplifted, eroded, and deeply incised. During early Pleistocene time, a broad coastal plain was developed from the deposition of marine terrace deposits. During mid-to late-Pleistocene time, this plain was uplifted, eroded, and incised. Alluvial deposits have since filled the lower valleys, and young marine sediments are currently being deposited/eroded within coastal and beach areas. SITE GEOLOGIC UNITS The site geologic units encountered during the site reconnaissance and subsurface investigation included undocumented artificial fill, topsoil/colluvium, and Quaternary-age terrace deposits. The earth materials are generally described below from the youngest to the oldest. Artificial Fill - Undocumented (Map Symbol - Afu) Artificial fill was encountered in all of the borings. It appears that the fill was placed for landscape purposes. Based on the available data, the thickness of the fill is generally on the order of 1/2-foot to 2 feet thick, but may be thicker, locally. The fill is comprised of brown, reddish brown, and yellowish brown silty sand and sandy silt. The fill is also Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 3 GeoSoils, Inc. ! iffitmKWp si SQCE6 VD ' <*>, ,;,„, , . 1111 II -i - ^r "" ' ° L i L_ ' ' f '' ' •"' i .J> *» b C- ••*'•* V • O - *.- O - "0 J sir0§ kj-ii <0 Q gOUJ T3<D umCL S § P:so--Ji t£O co ^ fe I g "« OI Vfc.o Xl f 6I Q> <D H3O O *C t>-. fe,0 C O o> tff* *4.J S O 1 I 8-2 3"o I o characterized as non-uniform and dry to moist, and loose/soft to very dense/hard. No engineering documentation regarding the fill's suitability to support the proposed improvements was made available for GSI review. Thus, the fill is considered undocumented and potentially compressible in its existing state. Thus, the existing fill should be removed and may be reused as properly engineered fill, if settlement-sensitive structures are proposed within its influence. Topsoil/Colluvium (Not Mapped) Topsoil/colluvium underlies the undocumented fill in all of the borings. The thickness of the topsoil/colluvium is on the order of 1 foot to 1% feet thick and is comprised of dark brown silty sand, that is damp to moist, loose to medium dense, and locally porous. These soils are also considered to be potentially compressible in their existing state and therefore should be removed and may be reused as properly engineered fill, should settlement-sensitive improvements be proposed within their influence. Quaternary-age Terrace Deposits (Map Symbol - Qt) Quaternary-age terrace deposits were observed underlying the undocumented fill and topsoil/colluvium in all of the borings. Where unweathered, these earth materials generally consist of a light reddish yellow, moist, and dense silty to clayey sand. In the upper weathered portion (approximately 1 foot to 2 feet thick), the terrace deposits are generally light brown, damp to moist, and medium dense that become dense with depth. Surficial weathered terrace deposits are considered potentially compressible in their existing state, and therefore unsuitable for structural support in their present condition. Any weathered terrace deposits should be removed and may be reused as compacted fill during site grading. Unweathered terrace deposits may be used for the support of the proposed improvements and/or engineered fill GEOLOGIC STRUCTURE Regionally, the terrace deposits are generally massive to thickly bedded. Bedding is typically flat-lying. GROUNDWATER Regional groundwater was not encountered within the property during our field work performed in preparation of this report. The elevation of the regional water table is estimated to be about MSL. Regional groundwater is not anticipated to adversely affect site development, provided that the recommendations contained in this report are incorporated into final design and construction. These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 RIe:e:\wp9\5800\5897a.pge Page 5 GeoSoils, Inc. conditions from excessive irrigation, precipitation, or that were not obvious, at the time of our investigation. Perched groundwater conditions along fill/terrace deposit contacts, and along zones of contrasting permeabilities (i.e., sandy and clayey fill lifts), may not be precluded from occurring in the future due to site irrigation, poor drainage conditions (onsite or offsite), or damaged utilities, and should be anticipated. Thus, more onerous slab design for moisture mitigation is warranted. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. The potential for perched water should be disclosed to all interested/affected parties. LANDSLIDE SUSCEPTIBILITY According to geologic mapping by Tan and Giffen (1995), the site is located within landslide susceptibility area 3-1 which is characterized as being "generally susceptible" to landsliding. However, given the site's relative location to ascending or descending slopes, its gentle relief, and the primary bedding observed (i.e., undisturbed) and dense nature of the underlying terrace deposits, the potential for landslides to affect the proposed site development is considered very low. FAULTING AND REGIONAL SEISMICITY Regional Faults Our review indicates that there are no known active faults crossing this site within the area proposed for development, and the site is not located within an Alquist-Priolo Earthquake Fault Zone (Bryant and Hart, 2007). However, the site is situated in an area of active, as well as potentially active, faulting. These include, but are not limited to: the San Andreas fault; the San Jacinto fault; the Elsinore fault; the Coronado Bank fault zone; and the Newport-lnglewood - Rose Canyon fault zone. The location of these and other major faults relative to the site are indicated on Figure 3 (California Fault Map). The possibility of ground acceleration or shaking at the site may be considered as approximately similar to the southern California region as a whole. Major active fault zones that may have a significant affect on the site, should they experience activity, are listed in Appendix C (modified from Blake, 2000a). Local Faulting No local faulting was observed to transect the site during the field investigation. Additionally, a review of regional geologic maps (Eisenberg, 1983; Tan and Kennedy, 1996) does not indicate the presence of local faults crossing the site. Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 6 GeoSoils, Inc. 1100 CALIFORNIA FAULT MAP KRAUSE -100 -400 -300 -200 -100 0 100 200 300 400 500 600 RIVERSIDE CO. ORANGE CO. SAN DIEGO CO. CALIFORNIA FAULT MAP Figure 3 W.O. 5897-A-SC DATE: 06/09 SCALE: NTS Seismicitv The acceleration-attenuation relations of Bozorgnia, Campbell, and Niazi (1999) have been incorporated into EQFAULT (Blake, 2000a). EQFAULT is a computer program developed by Thomas F. Blake (20003), which performs deterministic seismic hazard analyses using digitized California faults as earthquake sources. The program estimates the closest distance between each fault and a given site. If a fault is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from an upper bound ("maximum credible") earthquake on that fault. Site acceleration (g) is computed by one or more user-selected acceleration-attenuation relations that are contained in EQFAULT. Based on the EQFAULT program, peak horizontal ground accelerations from an upper bound event at the site may be on the order of 0.59g. The computer printouts of pertinent portions of the EQFAULT program are included within Appendix C. Historical site seismicity was evaluated with the acceleration-attenuation relations of Bozorgnia, Campbell, and Niazi (1999), and the computer program EQSEARCH (Blake, 2000b). This program performs a search of the historical earthquake records for magnitude 5.0 to 9.0 seismic events within a 100-kilometer radius, between the years 1800 through December 2008. Based on the selected acceleration-attenuation relationship, a peak horizontal ground acceleration is estimated, which may have effected the site during the specific event listed. Based on the available data and the attenuation relationship used, the estimated maximum (peak) site acceleration during the period 1800 through December 2008 was 0.25g. A historic earthquake epicenter map and a seismic recurrence curve are also estimated/generated from the historical data. Computer printouts of the EQSEARCH program are presented in Appendix C. A probabilistic seismic hazards analysis was performed using FRISKSP (Blake, 2000c), which models earthquake sources as three-dimensional planes and evaluates the site specific probabilities of exceedance for given peak acceleration levels or pseudo-relative velocity levels. Based on a review of this data, and considering the relative seismic activity of the southern California region, a peak horizontal ground acceleration of 0.20 g was calculated. This value was chosen as it corresponds to a 10 percent probability of exceedance in 50 years (or a 475-year return period). Computer printouts of the FRISKSP program are included in Appendix C. Seismic Hazards The following list includes other seismic related hazards that have been considered during our evaluation of the site. The hazards listed are considered negligible and/or completely mitigated as a result of site location, soil characteristics, depth to groundwater, and typical site development procedures: Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 8 OeoSoilSj Inc. • Liquefaction Dynamic Settlement • Surface Fault Rupture • Ground Lurching or Shallow Ground Rupture • Tsunami It is important to keep in perspective that in the event of a "maximum probable" or "upper bound" (maximum credible) earthquake occurring on any of the nearby majorfaults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards considered above. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity. Seismic Design Parameters The table below summarizes the site-specific design criteria per the California Building Code ([CBC], California Building Standards Commission [CBSC], 2007). The computer program Seismic Hazard Curves and Uniform Hazard Response Spectra, provided by the United States Geological Survey (USGS, 2008) aided in the evaluation of these parameters. The short spectral response uses a period of 0.2 seconds. PARAMETER Site Class Spectral Response - (0.2 sec), Ss Spectral Response - (1 sec), S, Site Coefficient, Fa Site Coefficient, Fv Maximum Considered Earthquake Spectral Response Acceleration (0.2 sec), SMS Maximum Considered Earthquake Spectral Response Acceleration (1 sec), SM1 5% Damped Design Spectral Response Acceleration (0.2 sec), SDS 5% Damped Design Spectral Response Acceleration 11 sec), SD1 VALUE D 1 .281 9 0.482g 1.0 1.581 1 .281 9 0.732g 0.854g 0.488g CBC REFERENCE Table 161 3.5.2 Figure 161 3.5(3) Figure 161 3.5(4) Table 161 3.5.3(1) Table 161 3.5.3(2) Section 1613.5.3 (Eqn 16-37) Section 1613.5.3 (Eqn 16-38) Section 161 3.5.4 (Eqn 16-39) Section 161 3.5.4 (Eqn 16-40) Conformance to the criteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur Chuck and Karen Krause 1260 Magnolia Ave., Carlsbad Fi!e:e:\wp9\5800\5897a.pge W.O. 5897-A-SC June 11,2009 Page 9 GeoSoils, Inc. in the event of a large earthquake. The primary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of low order or non-design seismic events can increase the level of damage onsite if mitigation and repairs are not made after each significant seismic event. LABORATORY TESTING Classification The soils were classified visually by GSI during our site investigation according to the Unified Soils Classification System. The soil classifications are shown on the Boring Logs (Appendix B). Expansion Index Expansion Index (E.I.) testing was performed on a representative, composite soil sample, in general accordance with ASTM 4829. LOCATION B-1 @ 0-4' (Composite) SOIL TYPE SILTY SAND, Dark Brown EXPANSION INDEX <5 EXPANSION POTENTIAL Very Low Particle - Size Analysis An evaluation was performed on a representative, composite soil sample in general accordance with ASTM D 422-63. The grain-size distribution curve is presented in Appendix D. The testing was utilized to evaluate the soil classification in accordance with the Unified Soil Classification System. Sulfate/Corrosion Testing GSI conducted sampling of the onsite materials for preliminary sulfate and soil corrosivity testing. Laboratory test results were completed by Prime Testing, Inc. (consulting corrosion engineers). The testing included an evaluation of pH, soluble sulfates and chlorides, and saturated resistivity. Sulfate testing indicates that the onsite soils generally have a non-detectable sulfate content. Thus, the onsite soils present a negligible sulfate exposure to concrete. Corrosion testing (pH, saturated resistivity) indicates that the onsite soils are generally mildly alkaline (pH = 7.8), and are moderately corrosive to ferrous metals when saturated Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 10 GeoSoils, Inc. (saturated resistivity = 2,000 ohms-cm). Chloride test results indicate that the chloride content of the onsite soils, as received, was 30 parts per million (ppm). Thus, the onsite soils are below the threshold for chloride exposure. Test results are presented in Appendix D. Alternative methods and additional comments should be obtained by a qualified corrosion engineer. Similar to expansive soils, the effects (i.e., distress) of corrosive soils occur over the lifetime of the project. This condition should be disclosed to all interested/affected parties. PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS Based on our field exploration, laboratory testing, and our engineering and geologic analyses, it is our opinion that the project site appears suitable for the proposed residential development from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented herein are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development are: « Earth material characteristics and depth to competent bearing material. • Overexcavation for uniform foundation support. On-going expansion and corrosion potential of site soils. • Subsurface water and potential for perched water to occur during grading and after development. • Non-structural zone on unmitigated perimeter conditions (proposed improvements subject to distress). • Regional seismic activity. The recommendations presented herein consider these as well as other aspects of the site. The engineering analyses performed concerning site preparation and the recommendations presented herein have been completed using the information provided and obtained during our field work and laboratory testing. In the event that any significant changes are made to the proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report evaluated or modified, in writing, by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review. 1. Geotechnical engineering, observation, and testing services should be provided during grading to aid the contractor in removing unsuitable soils and placing engineered fill. Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 11 GeoSoils, Inc. 2. Geologic observations should be performed during grading to further evaluate geologic conditions. Although unlikely, if adverse geologic structures are encountered, supplemental recommendations for earthwork may be warranted. 3. All existing undocumented fill, topsoil/colluvium, and weathered terrace deposits are considered unsuitable for the support of the proposed improvements in their present condition, based on current industry standards. Based on the available data, the thickness of these unsuitable soils is on the order of 3 to 43A feet below the existing grade, but may be locally thicker. During site grading, all unsuitable soils should be removed and reused as engineered fill. 4. In general and based upon the available data to date, regional groundwater is not expected to be a major factor in site development. However, due to the nature of the site materials, perched water seepage resulting from onsite and offsite irrigation practices may occur along fill/terrace deposit contacts or along sandy/clayey fill lifts. This potential for perched water to occur should be anticipated during and after site development. 5. General Earthwork, Grading Guidelines, and Preliminary Criteria are provided at the end of this report as Appendix E. Specific recommendations are provided below. 6. Our laboratory test results and experience on nearby sites as they relate to soil expansion potential indicate that soils with a very low expansion potential underlie the site. On a preliminary basis, conventional foundations may be used for the site soil conditions. Preliminary foundations recommendations are provided later in this report. 7. The seismic induced acceleration values and code coefficients provided herein should be considered during the design of the proposed development. PRELIMINARY EARTHWORK RECOMMENDATIONS General Grading All grading should conform to the guidelines presented in Appendix J of the 2007 CBC, the City of Carlsbad ordinances, and Appendix E (this report), except where specifically superceded in the text of this report. When code references are not equivalent, the more stringent code should be followed. During earthwork construction, all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, the recommendations in this report would be modified and/or additional recommendations would be offered. All applicable requirements of local and national construction and Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 12 GeoSoils, Inc. general industry safety orders, the Occupational Safely and Health Act, and the Construction Safety Act should be met. GSI does not consult in the area of safety engineering. The contractor is responsible for the safety of construction workers onsite. Demolition/Grubbing 1. Vegetation and any miscellaneous debris should be removed from the areas of proposed grading. 2. Any existing subsurface structures uncovered during the recommended remedial grading should be observed by GSI so that appropriate remedial recommendations can be provided. 3. Cavities or loose soils remaining after site clearance should be cleaned out and observed by the geotechnical engineer. The cavities should be replaced with fill materials that have been moisture conditioned to at least optimum moisture content and compacted to at least 90 percent of the laboratory standard. Treatment of Existing Ground 1. All existing undocumented fill, topsoil/colluvium, and weathered terrace deposits should be removed to unweathered terrace deposits. Once unsuitable soils have been removed, the resultant excavation should be observed by the geotechnical consultant. At this time, removal depths across the site, are anticipated to be 3 to 4% feet below the existing grade. However, variations in the thickness of unsuitable soils should be anticipated and locally deeper removals may be necessary. The actual depth of removals will be evaluated in the field during grading by the geotechnical consultant. 2. Subsequent to the above removals, the upper 8 inches of the exposed terrace deposits should be scarified, brought to at least optimum moisture content, and be recompacted to a minimum relative compaction of 90 percent of the laboratory standard (ASTM D 1557), prior to any fill placement. 3. Existing undocumented fill, topsoil/colluvium, and weathered terrace deposits may be reused as compacted fill provided that major concentrations of vegetation and miscellaneous debris are removed from the soils, prior to or during fill placement. 4. Localized deeper removals may be necessary due to buried drainage channel meanders, dry/porous materials, etc. Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 1.3 GeoSoils, Inc. Fill Placement 1. Subsequent to ground preparation, fill materials should be brought to at least optimum moisture content, placed in thin 6- to a-inch lifts, and mechanically compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard (ASTM D 1557). 2. Fill materials should be cleansed of major vegetation and debris prior to placement. 3. Any import materials should be observed and deemed suitable by the geotechnical consultant prior to placement on the site. At least three days of lead time is required for the appropriate testing. Foundation designs may be altered if import materials have a greater expansion value than the onsite materials encountered in this investigation. Transition Areas/Overexcavation In order to provide for uniform foundation support, a minimum of 24 inches of compacted fill is recommended beneath all foundations. This will require that the cut portion of an observed cut/fill transition or areas of the site where planned fills do not allow for 24 inches of compacted fill beneath the foundation be overexcavated to accommodate this minimum requirement. Depending on the depth of the footings, overexcavation should be on the order of 3 to 5 feetthick, from finish grade. Overexcavation forthe building footprint should laterally extend at least 5 feet outside the outermost perimeter foundation. The maximum to minimum fill thickness, below foundation-supported improvements, should not exceed a ratio of 3:1 (maximum:minimum). The bottom of the overexcavation should be sloped to drain toward the street, driveway, etc. FOUNDATION RECOMMENDATIONS The foundation design and construction recommendations are based on laboratory testing and engineering analysis of onsite earth materials by GSI. The following foundation construction recommendations are presented as a minimum criteria from a geotechnical engineering viewpoint. The onsite soils expansion potential is generally in the very low (E.I. 0 to 20) range, with a plasticity index less than15. Foundations underlain by these soils should be designed in accordance with the 2007 CBC. Conventional Foundations - Very Low Expansive (E.I. 0 to 20) and a Plasticity Index (PI) < 15 The following foundation construction recommendations assume that the soils in the top 7 feet from finish grade will have a very low expansion potential and a plasticity index less than 15. Recommendations by the project's design-structural engineer or architect, which Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 14 GeoSoils, Inc. may exceed the geotechnical engineer's recommendations, should take precedence over the following minimum requirements. Foundation Design 1. Conventional spread and continuous footings may be used to support the proposed residential structure, provided they are founded entirely in properly compacted fill. 2. An allowable bearing value of 2,000 pounds per square foot (psf) may be used for design of footings which maintain a minimum width of 12 inches (continuous) and 24 inches square (isolated), and a minimum depth of at least 12 inches below the lowest adjacent grade into properly compacted fill. The bearing value may be increased by one-third for seismic or other temporary loads. This value may also be increased by 20 percent for each additional 12 inches in depth to a maximum of 2,500 psf. No increase in bearing value for increased footing width is recommended. 3. For lateral sliding resistance, a 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. 4. Passive earth pressure may be computed as an equivalent fluid having a density of 250 pounds per cubic foot (pcf) with a maximum earth pressure of 2,500 psf. 5. When combining passive pressure and friction resistance, the passive pressure component should be reduced by one-third. 6. Foundations should be designed to accommodate a differential settlement of 1 inch in a 40-foot span (angular distortion = 1/480). 7. All footings should maintain a minimum 7-foot horizontal distance between the base of the footing and any adjacent descending slope, and minimally comply with guidelines presented in the 2007 CBC. Construction 1. Conventional continuous footings should be founded at a minimum depth of 12 inches and 18 inches below the lowest adjacent ground surface for one- and two-story floor loads, respectively. Interior footings may be founded at a depth of 12 inches below the lowest adjacent ground surface. Interior footings may be founded at a depth of 12 inches below the lowest adjacent ground surface. Interior footing embedment does not include the slab and underlayment thickness. All footings should be founded into properly engineered fill placed under the observation and testing of the geotechnical consultant. Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 15 GeoSoils, Inc. Footings for one- and two-story floor loads should have a minimum wide th of 12 inches and 15 inches, respectively. All footings should have two No. 4 reinforcing bars placed at the top and two No. 4 reinforcing bars placed at the bottom of the footing. Isolated or exterior piers and columns should be founded at a minimum depth of 24 inches below the lowest adjacent ground surface into properly engineered fill. Interior and exterior isolated footings should be tied to the main foundation via a reinforced grade beam, in at least one direction. 2. A grade beam, reinforced similar to continuous footings and at least 12 inches square, should be provided across the garage entrances. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. 3. Concrete slabs, including garage slabs, should be a minimum of 5 inches thick, and be minimally reinforced with No.3 reinforcement bars placed on 18-inch centers, in two horizontally perpendicular directions (i.e., long axis and short axis). All slab reinforcement should be supported to provide proper mid-slab height positioning during placement of the concrete. "Hooking" of reinforcement is not an acceptable method of positioning. 4. Garage slabs should be poured separately from the residence footings and be quartered with expansion joints or saw cuts. A positive separation from the footings should be maintained with expansion joint material to permit relative movement. 5. The residential and garage slabs should have an actual, minimum thickness of 5 inches, and the slab subgrade should be free of loose and uncompacted material prior to placing concrete. 6. Concrete slabs in residential and garage areas should be underlain with a vapor retarder consisting of a minimum 10- or 15-mil, polyvinyl-chloride membrane with all laps sealed. This membrane should be covered with 2 inches of sand to aid in uniform curing of the concrete and mitigate puncturing of the vapor retarder. The vapor retarder should be underlain with an additional 2 inches of sand. Sand used for slab underlayment should have a minimum sand equivalent (S.E.) of 30. Please note that the above slab underlayment construction has the potential to allow vapor or water transmission through the floor slab at rates greater than those recommended by most floor covering manufacturers. GSI has provided more onerous concrete mix design and slab underlayment recommendations in the "Soil Moisture Considerations" section of this report to further reduce vapor or water transmission rates through concrete floor slabs if the Client is concerned about potential damage to floor coverings. 7. Presaturation is not necessary for these soil conditions. However, the moisture content of the subgrade soils should be equal to or greater than the soil's optimum moisture to a depth of 12 inches below the adjacent ground grade in the slab areas prior to vapor retarder placement. Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 16 GeoSoils, Inc. 8. Soils generated from footing excavations to be used onsite should be compacted to a minimum relative compaction 90 percent of the laboratory standard, whether it is to be placed inside the foundation perimeter or in the yard/right-of-way areas. This material must not alter positive drainage patterns that direct drainage away from the structural areas and toward the street. Soil Moisture Considerations GSI has evaluated the potential for vapor or water transmission through the concrete floor slab, in light of typical residential floor coverings and improvements. Typical slab moisture emission rates range from about 2 to 27 lbs./1,000 square feet from a typical slab (Kanare, 2005), while most floor covering manufacturers recommend about 3 lbs./24 hours as an upper limit. Thus, the client will need to evaluate the following in light of a cost versus benefit analysis (tenant complaints and repairs/replacement), along with disclosure to owners or interested/affected parties. Considering the anticipated typical water vapor transmission rates, and floor coverings and improvements (to be chosen by the client) that can tolerate those rates without distress, the following alternatives are provided: Concrete slabs should be a minimum of 5 inches thick. Concrete slab underlayment should consist of a 10-mil to 15-mil vapor retarder, or equivalent, with all laps sealed per the 2007 CBC, and the manufacturer's recommendation. The vapor retarder should comply with the ASTM E 1745 - Class A or B criteria, and should be installed in accordance with ACI302.1 R-04 and ASTM E 1643. The 10- to 15-mil vapor retarder (ASTM E 1745 - Class A or B) should also be installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). • The vapor retarder should be underlain with 2 inches of washed sand, and should be overlain by a 2-inch thick layer of washed sand (SE>30). The lower sand layer may be omitted if laboratory testing of finish grade soils indicates a sand equivalent (SE) greater than 30. • Concrete should have a maximum water/cement ratio of 0.50. This does not supercede the 2007 CBC for corrosion or other corrosive requirements. Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist. Concrete finishing and workablity should be addressed by the structural consultant and a waterproofing specialist. • Where slab water/cement ratios are as indicated above, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 17 GeoSoilSj Inc. beams and footings in kind, so that the concrete used in the foundation and slabs are designed and/or treated for more uniform moisture protection. • The owner should be specifically advised which areas are suitable for tile flooring, wood flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, flooring shall be installed per the manufacturer's recommendations. • Additional recommendations regarding water or vapor transmission should be provided by the architect/structural engineer/slab or foundation designer and should be consistent with the specified floor coverings indicated by the architect. Regardless of the mitigation, some limited moisture/moisture vapor transmission through the slab should be anticipated. Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques. The use of specialized product(s) should be approved by the slab designer and water-proofing consultant. Atechnical representative of the flooring contractor should reviewthe slab and moisture retarder plans and provide comment prior to the construction of the foundations or improvements. The vapor retarder contractor should have representatives onsite during the initial installation. WALL DESIGN PARAMETERS Conventional Retaining Walls The design parameters provided below assume that either non expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite materials (up to and including an E.I. of 50) are used to backfill any retaining walls. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed. The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in this and preceding sections of this report, as appropriate. Footings should be embedded a minimum of 18 inches below adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width. There should be no increase in bearing for footing width. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site-specific conditions. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pcf, plus any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 18 GeoSoils, Inc. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls less than 3 feet in height may be superceded by City of San Diego standard design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. GSI recommends a minimum 10H seismic surcharge be incorporated to the design of retaining walls if incorporated into the residential structure, where ingress/egress may be a factor during the design seismic event, as outlined in the 2007 CBC. This is a uniform pressure applied from the footing bottom (excluding shear key) to the top of the retained earth. SURFACE SLOPE OR RETAINED MATERIAL (HORIZONTALrVERTICAL) level* 2to1 EQUIVALENT FLUID WEIGHT P .C.F- (SELECT BACKFILL **) 35 50 EQUIVALENT FLUID WEIGHT P.C.F. (NATIVE BACKFILL ***) 45 65 * level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall. ** As evaluated by testing, P.I. <15, E.I. <21 , S.E. >30, and <10% passing No. 200 sieve. *** As evaluated by testing, E.I. <50 S.E. >25. Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1, 2, and 3, present the back drainage options discussed below. Minimally, backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or %-inch to 11/2-inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). For low expansive backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has an E.I. of up to 50, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 19 GeoSoils, Inc. Structural footing or settlement-sensitive improvement (1) Waterproofing membrane CMUor reinforced-concrete wall Proposed grade sloped to drain per precise civil drawings (5) Weep hole A\\- Footing and wall design by others Provide surface drainage via an engineered V-ditch (see civil plans for details) 21 (h=v) slope . . .^>rr^.Slope'or levef . :GraveJ. ; ^ '/— (3J.Fitter-fabric (4) Pipe Native backfill 11 (Irv) or flatter backcut to be properly benched (6) Footing (1) Waterproofing membrane. (2) Graveh Clean, crushed, % to 1}£ inch. (3) Filter fabric: Mirafi 140N or approved equivalent. (4) Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient sloped to suitable, approved outlet point (perforations down). (5) Weep hole; Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. (6) Footing: If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant. RETAINING WALL DETAIL - ALTERNATIVE A Detail 1 (1) Waterproofing membrane (optional) CMUor reinforced-concrete wall Structural footing or settlement-sensitive improvement Provide surface drainage via engineered (see civil plan details) '.Slope'or fevef -. . ..-.. . •' -:/ (2) Composite, drain (5) Weep hole Proposed grade sloped to drain per precise civil drawings (3). Filter ;fabric* Footing and wall design by others Native backfill 11 (h=v) or flatter backcut to be properly benched (6) 1 cubic foot of 3/4~inch crushed rock (7) Footing (1) Waterproofing membrane (optional): Liquid boot or approved mastic equivalent. (2) Drain: Miradrain 6000 or J-drain 200 or equivalent for non-waterproofed walls; Miradrain 6200 or J-drain 200 or equivalent for waterproofed walls (all perforations down). (3) Filter fabric: Mirafi WON or approved equivalent; place fabric flap behind core. (4) Pipe; 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). (5) Weep hole; Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. (6) Graveh clean, crushed, % to 1% inch. (7) Footing |f bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant. RETAINING WALL DETAIL - ALTERNATIVE B Detail 2 (1) Waterproofing membrane CMUor reinforced-concrete wall ±12 inches (5) Weep hole {Proposed grade sloped to drain per precise civil drawings.AxTTTTs \~7 Structural footing or settlement-sensitive improvement Provide surface drainage (h:v) slope .Slope";or fevef -..•..-..' • \ ;•'/ .- "/*.minimum-;- (3) Filter fabric Footing and wall design by others (8) Native backfill (6) Clean sand backfill =1 (frv) or flatter backcut to be properly benched (2) Gravel (4) Pipe (7) Footing (1) Waterproofing membrane: Liquid boot or approved masticequivalent. (2) Graveh Clean, crushed, % to 1)2 inch. (3) Filter fabric: Mirafi 140N or approved equivalent. (4) Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). (5) Weep hole: Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. (6) Clean sand backfill: Must have sand equivalent value (S.E.) of 35 or greater; can be densified by water jetting upon approval by geotechnical engineer. (7) Footing: If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant. (8) Native backfill: |f E.I. <21 and S.E. >35 then all sand requirements also may not be required and will be reviewed by the geotechnical consultant. RETAINING WALL DETAIL - ALTERNATIVE C Detail 3 Detail Geotextile Drain). Materials with an E.I. potential of greater than 50 should not be used as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Wall backdrains should gravity flow at a minimum of 1 percent toward a suitable outlet. Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ± 100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes, only, in walls higher than 2 feet, is not recommended. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E.I. <50). Proper surface drainage should also be provided. For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the civil designer may specify either: a) minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition, b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that an angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer's/wall designer's recommendations, regardless of whether or not transition conditions exist. Expansion joints should be sealed with a flexible, non-shrink grout. c) Embed the footings entirely into native formational material (i.e., deepened footings). If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. DRIVEWAY. FLATWORK. AND OTHER IMPROVEMENTS The soil materials on site generally have a very low expansion potential. However, the effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements. On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements. The resulting potential for distress to improvements may be reduced, but Chuck and Karen Krause 1 260 Magnolia Ave., Carlsbad File:e:\wp9\5800\5897a.pge W.O. 5897-A-SC June 1 1 , 2009 Page 23 Inc. not totally eliminated. To that end, it is recommended that the Client notify all interested/affected parties, of this long-term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for all exterior flatwork: 1. The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction, and then be presoaked to 2 to 3 percentage points above (or 125 percent of) the soils' optimum moisture content, to a depth of 18 inches below subgrade elevation. If very low expansive soils are present, only optimum moisture content, or greater, is required and specific presoaking is not warranted. The moisture content of the subgrade should be proof tested within 72 hours prior to pouring concrete. 2. Concrete slabs should be cast over a non-yielding surface, consisting of a 4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and level prior to pouring concrete. If very low expansive soils are present, the rock or gravel or sand may be deleted! The layer or subgrade should be wet-down completely prior to pouring concrete, to minimize loss of concrete moisture to the surrounding earth materials. 3. Exterior slabs should be a minimum of 4 inches thick. Driveway slabs and approaches should additionally have a thickened edge (12 inches) adjacent to all landscape areas, to help impede infiltration of landscape water under the slab. 4. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No.3 bars placed at 18 inches on center, in each direction. If subgrade soils within the top 7 feet from finish grade are very low expansive soils (i.e., E.I. <20), then 6x6-W1.4xW1.4 welded-wire mesh may be substituted for the rebar, provided the reinforcement is placed on chairs, at slab mid-height. The exterior slabs should be scored or saw cut, 1/2 to % inches deep, often enough so that no section is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. 5. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi. Chuck and Karen Krause 1 260 Magnolia Ave., Carlsbad Rle:e:\wp9\5800\5897a.pge W.O. 5897-A-SC June 1 1 , 2009 Page 24 Inc. 6. Driveways, sidewalks, and patio slabs adjacent to the house should be separated from the house with thick expansion joint filler material. In areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), all joints should be additionally sealed with flexible mastic. 7. Planters and walls should not be tied to the house. 8. Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions. If very low expansion soils are present, footings need only be tied in one direction. 9. Any masonry landscape walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long. These segments should be keyed or doweled together. 10. Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. 11. Positive site drainage should be maintained at all times. Finish grade on the lots should provide a minimum of 1 to 2 percent fall to the street, as indicated herein. It should be kept in mind that drainage reversals could occur, including post-construction settlement, if relatively flat yard drainage gradients are not periodically maintained by the homeowner. 12. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. UTILITIES Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. Due to the potential for differential settlement, air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste waterlines should be drained to a suitable outlet. Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 25 GeoSoils, Inc. DEVELOPMENT CRITERIA Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations, hardscape, and slopes. Surface drainage should be sufficientto prevent ponding of water anywhere on a lot, and especially near structures and tops of slopes. Lot surface drainage should be carefully taken into consideration during fine grading, landscaping, and building construction. Therefore, care should betaken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within lots and common areas should be provided and maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Erosion Control Exposed graded surfaces will be subject to surficial erosion during and after grading. Onsite earth materials have a moderate to high erosion potential. Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture barrier to prevent penetration of irrigation water Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 Rle:e:\wp9\5800\5897a.pge Page 26 GeoSoils, Inc. into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or other non-erosive devices (e.g., paved swales or ditches; below grade, solid tight-lined PVC pipes; etc.), that will carry the water away from the structure, to an appropriate outlet, in accordance with the recommendations of the design civil engineer. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site improvements If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Pools and/or spas should not be constructed without specific design and construction recommendations from GSI. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills, flatwork, etc. Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 27 GeoSoils, Inc. Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street, driveway approaches, driveways, parking areas, and utility trench and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to evaluate that the excavations have been made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trenching/Temporary Construction Backcuts Considering the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees [except as specifically superceded within the text of this report]), should be anticipated. All excavations should be observed by an engineering geologist or soil engineer from GSI, prior to workers entering the excavation or trench, and minimally conform to CAL-OSHA, state, and local safety codes. Should adverse conditions exist, appropriate recommendations would be offered at that time. Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 28 GeoSoils, Inc. Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to evaluate the desired results. 2. Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to evaluate the desired results, 3. All trench excavations should conform to CAL-OSHA, state, and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: • During grading/recertification. During excavation. • During placement of subdrains, toe drains, or other subdrainage devices, prior to placing fill and/or backfill. • After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. • Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor retarders (i.e., visqueen, etc.). Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 29 GeoSoils, Inc. During retaining wall subdrain installation, prior to backfill placement. During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. During slope construction/repair. When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. When any improvements, such as flatwork, spas, pools, walls, etc., are constructed, prior to construction. GSI should review and approve the plans for the proposed improvements, prior to construction. A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs, foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. Please note that the recommendations contained herein or presented previously are not intended to preclude the transmission of water or vapor through the slab or foundation. The structural engineer/foundation and/or slab designer should provide recommendations to not allow water or vapor to enter into the structure so as to cause damage to another building component, or so as to limit the installation of the type of flooring materials typically used for the particular application. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted. It is considered likely that some, more restrictive details will be required. Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 30 GeoSoils, Inc. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and other design criteria specified herein. PLAN REVIEW Any additional project plans (grading, precise grading, foundation, retaining wall, landscaping, etc.), should be reviewed by this office prior to construction, so that construction is in accordance with the conclusions and recommendations of this report. Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted. LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. All samples will be disposed of after 30 days, unless specifically requested by the client, in writing. Chuck and Karen Krause W.O. 5897-A-SC 1260 Magnolia Ave., Carlsbad June 11, 2009 File:e:\wp9\5800\5897a.pge Page 31 GeoSoils, Inc. REFERENCES APPENDIX A REFERENCES ACI Committee 318,2008, Building code requirements for structural concrete (ACI318-08) and commentary, dated January ACI Committee 302,2004, Guide for concrete floor and slab construction, AC1302.1 R-04, dated June. American Society for Testing and Materials, 1998, Standard practice for installation of water vapor retarder used in contact with earth or granular fill under concrete slabs, Designation: E 1643-98 (Reapproved 2005). , 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs, Designation: E 1745-97 (Reapproved 2004). Beery Group, Inc., 2009, Site plan: Krause Residence, 1260 Magnolia Avenue, Carlsbad, CA 92008, 20-scale, Sheet C-1 , no Job No., dated May 8. Blake, T.F., 2000a, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version, updated to September, 2004. , 2000b, EQSEARCH, A computer program for the estimation of peak horizontal acceleration from California historical earthquake catalogs; Updated through December, 2008, Windows 95/98 version. , 2000c, FRISKSP, A computer program for the probabilistic estimation of peak acceleration and uniform hazard spectra using 3-D faults as earthquake sources; Windows 95/98 version, updated to September, 2004. Bozorgnia, Y., Campbell, K.W., and Niazi, M., 1999, Vertical ground motion: Characteristics, relationship with horizontal component, and building-code implications; Proceedings of the SMIP99 seminar on utilization of strong-motion data, Oakland, pp. 23-49, September, 15. Bryant, W.A., and Hart, E.W., 2007, Fault-rupture hazard zones in California: California Geological Survey, Special Publication 42, Interim Revisions. California Building Standards Commission, 2007, California Building Code. Eisenberg, L, 1983, Pleistocene marine terrace and Eocene geology, Encinitas and Rancho Santa Fe Quadrangles, San Diego County, California, 111 =2200' scale, Plate 3, in Abbott, P.L. Ed., On the manner of deposition of the Eocene strata in Northern San Diego County, dated April 13, 1985. GeoSoils, Inc. International Code Council, Inc., 2006, International Building Code and International Residential Code for One- and Two-Family Dwellings. Jennings, C.W., 1994, Fault activity map of California and adjacent areas: California Division of Mines and Geology, Map sheet no. 6, scale 1 :750,000. Kanare, Howard, 2005, Concrete floors and moisture, Portland Cement Association, Skokie, Illinois. Kennedy, Michael P., and Tan, Saing S., 2005, Geologic map of the Oceanside 30' x 60' quadrangle, California, United States Geological Survey. Tan, S.S., and Giffen, D.G., 1995, Landslide hazards in the northern part of the San Diego Metropolitan area, San Diego County, California, Landslide hazard identification map no. 35, Plate 35A, Department of Conservation, Division of Mines and Geology, DMG Open File Report 95-04. Tan, S.S., and Kennedy, Michael P., 1996, Geologic maps of the northwestern part of San Diego County, California: California Division of Mines and Geology, Open File Report 96-02. United States Geological Survey, 2008, Seismic hazard curves and uniform hazard response spectra - V5.0.9, dated October 6. Chuck and Karen Krause Appendix A File:e:\wp9\5800\5897a.pge Page 2 GeoSoils, Inc. BORING LOGS UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY OR RELATIVE DENSITY Major Divisions Group Symbols Typical Names CRITERIA se-Grained Soiined on No. 200 sieveCMore1 *- <B O 111s °-ito s— <B° g 5 § "O ^J- | n 2 o C8 ji <B ZCO 5= £ to<B OS g GW Well-graded gravels and gravel- sand mixtures, little or no fines Standard Penetration Test GP Poorly graded gravels and gravel-sand mixtures, little or no fines Penetration Resistance N (blows/ft) Relative Density GM C5 * Silty gravels gravel-sand-silt mixtures GC Clayey gravels, gravel-sand-clay mixtures SW Well-graded sands and gravelly sands, little or no fines 0-4 4-10 10-30 30-50 > 50 SP Poorly graded sands and gravelly sands, little or no fines Very loose Loose Medium Dense Very dense SM Silty sands, sand-silt mixtures SC Clayey sands, sand-clay mixtures ieveooCM O•z.50ML Inorganic silts, very fine sands, rock flour, silty or clayey fine sands Standard Penetration Test "? 8 O ,i .2 CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Penetration Resistance N (blows/ft)Consistency Unconfined Compressive Strength (tons/ft2) OL Organic silts and organic silty clays of low plasticity MH Inorganic silts, micaceous or diatomaceous fine sands or silts, elastic silts -a -5'CH Inorganic clays of high plasticity, fat clays OH Organic clays of medium to high plasticity <2 2-4 4-8 8-15 15-30 >30 Very Soft Soft Medium Stiff Very Stiff Hard <0.25 0.25 -.050 0.50 - 1 .00 1 .00 - 2.00 2.00 - 4.00 >4.00 Highly Organic Soils PT Peat, mucic, and other highly organic soils 3"3/4"#4 .#10 #40 #200 U.S. Standard Sieve Unified Soil Classification Cobbles Gravel coarse fine Sand coarse medium fine Silt or Clay MOISTURE CONDITIONS Dry Absence of moisture: dusty, dry to the touch Slightly Moist Below optimum moisture content for compaction Moist Near optimum moisture content Very Moist Above optimum moisture content Wet Visible free water; below water table MATERIAL QUANTITY trace 0-5% few 5-10% little 10-25% some 25 - 45 % OTHER SYMBOLS C Core Sample S SPT Sample B Bulk Sample V Groundwater Qp Pocket Penetrometer BASIC LOG FORMAT: Group name, Group symbol, (grain size), color, moisture, consistency or relative density. Additional comments: odor, presence of roots, mica, gypsum, coarse grained particles, etc. EXAMPLE: Sand (SP), fine to medium grained, brown, moist, loose, trace silt, little fine gravel, few cobbles up to 4" in size, some hair roots and rootlets. File:Mgr: c;\SoilCIassif.wpd PLATE B-1 Q TJ CO &>j— cd u^ O §" « ^ CM" S °_"g ^ .CD "* > CO <5. _j >[§| "& a> co ™CO 2Is:*: CM cc UJo < Q cco LL. O ••V .•iHii^i^iis^i^t''*!!!^!^!!!!'•''.-*•? }:'••' f.\\':''?'-'.f>-.:-2 '-'-'.-' :.::;>::: ; -. ' :: "• ..' .• :'; ":"•" "•-.• ;i::v! ;-::;-.-:---:.;.i;-V^-\::i.:i<11'':"; '-^•ii'iii;-1-1" "-:K:-:;.^F.:'.'••i'ii^v:. i:i:'!:'Ti:>:J=N. •. i.";"'^.--;'!^;^-;-"^'1-1: -..•""'• "•v|-:i;\v:iv::v-';''^"'-'---" "-•. ' ^ •'."-.""::":;vv""'-v'i.:^- '-:=-:--'". -'"> . Q E ,~s a 2 ^-Lu g "" LU CC OT E O LU __J I M* ^^ ^^L ^"^ "^T" S J™; C^j UJ s— ' * ^C QCO (L -J 0§cc e5s >•w CO X OL ^""Si E- Q LU| LU |J5 _c co ~UT30) -d gi_ CO S—1 ARTIFICIAL FILL: SILTY SAND/SAND>, CD> 4— *nCDT3 .c '1 Q.ECOT! . c "tji brown and yellowish brown, dry becomidense/hard; trace organics, slightly plaiCO o cJ_ ._-. 0)E 4—i*CO"oE cf Q J5^ cd TOPSOIL/COLLUVIUM: SILTY SAND, d;dense; trace organics.T — co CD © T30 3 1~^—im-^j C Z) CO CM 1 — J^ J- f— ~ —1 > CO CDCO GO1- 0)OQ.LU Q LUo WEATHERED QUATERNARY TERRjCD"D D)c EooCD£1 CDCO SAND, light brown, moist, medium dendepth; trace iron-stone concretions.CM CD T — Jj © T>CD jQ 3 ™t/5'-ar- ^ CO •^~ CM _,- " CO "^ 1 ^D)__, Q 1 5 co QUATERNARYTERRACE DEPOSITS:yellow, moist, dense.© •aCD.a 3 ^to T3c=) co m 4 Total Depth =5'No Groundwater/Caving EncounteredBackfilled 5-1 2-09X CNI CO HI OCO d T3 CO CD S- 3 CO m CM| 2 O -g - d >-J c?^ > CD < _J 5 0) cflCD = O f~" ^J D)si 18 cc LU O <a < cco cco a.xmu.O CJo zg Q. CC U COUJQ UJ UJ ' LJL UJ CC O """"' 'S UJ 3. QL Jr" "T < Q """"CO " Soo|DC p £••£"UJ fc Q 5 UJ a*n jcCO g CD CD rrt 4= CO >. 2 TJ CO C O ARTIFICIAL FILL: SILTY SAND/SANDY SILT.t;oD. CO "CD" _O o "co 4-«CO'oE D)C EooCD .Q T3 CO. Ois0 D) o o co CM O "CD"COoo _ COo 2 TOPSOIL/COLLUVIUM: SILTY SAND, darkporous, trace organics.CO cr> CM ^ .cr"j -^ CO CD CO CO ^(0oo.UJ Q WEATHERED QUATERNARY TERRACECDTJ O)ecomirJ2 CDCOcCD T3 | CDE to" o E c" O E_D3 Q.C If CO ? co j~ D) Q -7 CO fii §QUATERNARY TERRACE DEPOSITS: Creddish yellow, moist, dense; slightly plasticOCO in CM X Total Depth =5'No Groundwater/Caving EncounteredBackfilled 5-1 2-099m ia. O o CO JC § 2in u 03 co .If! n O "5 CD CD ™co SEIs DC LUa < Qz< DCo DCo LLooo zo Eu COLU Q > >• ' m LU — ' E-° LU CC ^™ sP o 5 ilg •vJ o£° §Pu CO X" Q- S*«LU 5=-Q Lu LU Qtr 1.1. CDCOno > •a i- 2 l_i CO 7 .1: SILTY SAND/SAARTIFICIAL FILtoCOo igular pebble-sizedporous, trace arCO o CDCOoo di ECO•n cf 2n co T3 Q" cl CO 3 TOPSOIL/COLIporous.CO ^ Lt -i "^— -• >• CO CD ^COoQ. LUO LU 3 DC DC QUATERNARY TEWEATHEREDCOcCDT3 ecomin_Q CDCO Q> T3 E CD cL co T3 cf 2 D) cT.c <! CD CO TJ CO CO sCy £ D) Q Z CO fc1o £ CO TERRACE DEPOQUATERNARYmoist, dense._o 15>^ x:CO T3 T5CD OCO i CO •aCD r/Caving EncounterD9- • +2 ' ^j T3 ^ Q. n T3 CD ^ CDQ 0 = H Z CO CO X m LU §Q. APPEND1XC EQFAULT, EQSEARCH, AND FRISKSP *********************** * ** EQFAULT * JU Jk * version 3.00 * * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 5897-A-sc DATE: 05-17-2009 JOB NAME: KRAUSE CALCULATION NAME: 5897 FAULT-DATA-FILE NAME: C:\Program Files\EQFAULTl\CGSFLTE.DAT SITE COORDINATES:SITE LATITUDE: 33.1574SITE LONGITUDE: 117.3343 SEARCH RADIUS: 62.14 mi ATTENUATION RELATION: 11) Bozorgnia Campbell Niazi (1999) Hor.-Pleist. Soil-Cor, UNCERTAINTY (M=Median, s=Sigma): s Number of sigmas: 1.0DISTANCE MEASURE: cdistSCOND: 1 easement Depth: .00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: C:\Program Files\EQFAULTl\CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 Page 1 W.O. 5897-A-SC Plate C-1 GeoSoils, Inc. EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 ABBREVIATED FAULT NAME ore) as in) VALLEY none) N) NO T APPROXIMATE DISTANCE mi (km) 5.8C 9.3) 5.8( 9.3) 21. 4( 34.5) 23. 9( 38.4) 24. 0( 38.7) 33. 6( 54.1) 35. 5( 57.1) 36. 1( 58.1) 43. 6( 70.2) 46. 2( 74.3) 46. 5( 74.8) 47. 0( 75.6) 47. 8( 76.9) 51. 6( 83.1) 52. 1( 83.9) 57. 8( 93.1) 59. 7( 96.1) 61. 5( 99.0) ESTIMATED MAX. EARTHQUAKE EVENT MAXIMUM EARTHQUAKE MAG.(MW) 7.1 7.2 7.6 6.8 7.1 6.8 6.6 7.3 6.5 7.1 7.2 6.9 6.7 6.8 6.6 6.8 6.7 7.1 PEAK SITE ACCEL, g 0.569 0.590 0.269 0.142 0.172 0.099 0.117 0.130 0.062 0.088 0.093 0.075 0.090 0.063 0.055 0.056 0.051 0.092 EST. SITE INTENSITY MOD . MERC . X X IX VIII VIII VII VII VIII VI VII VII VII VII VI VI VI VI VII NEWPORT-INGLEWOOD (Offshore) ROSE CANYON CORONADO BANK ELSINORE (TEMECULA) ELSINORE (JULIAN) ELSINORE (GLEN IVY) SAN 3OAQUIN HILLS PALOS VERDES EARTHQUAKE VALLEY NEWPORT-INGLEWOOD (L.A.Basin) SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEYCHINO-CENTRAL AVE. (Elsinore) WHITTIER SAN JACINTO-COYOTE CREEK ELSINORE (COYOTE MOUNTAIN) SAN JACINTO-SAN BERNARDINO PUENTE HILLS BLIND THRUST ******************************************************************************* -END OF SEARCH- 18 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE NEWPORT-INGLEWOOD (Offshore) FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 5.8 MILES (9.3 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.5901 g Page 2 W.O. 5897-A-SC Plate C-2 GeoSoilSj Inc. MAXIMUM EARTHQUAKES KRAUSE O)>•«•< Co 1 .si 0)oo .01 .001 .1 10 Distance (mi) 100 W.O. 5897-A-SC Plate C-3 GeoSoils, Inc. ************************* * * * EQSEARCH * * ** Version 3.00 * "if "n ************************* ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS 30B NUMBER: 5897-A-SC JOB NAME: KRAUSE EARTHQUAKE-CATALOG-FILE NAME: ALLQUAKE.DAT DATE: 05-17-2009 SITE COORDINATES:SITE LATITUDE: 33.1574SITE LONGITUDE: 117.3343 SEARCH DATES:START DATE: 1800 END DATE: 2008 SEARCH RADIUS: 62.1 mi 100.0 km ATTENUATION RELATION: 11) Bozorgnia Campbell Niazi (1999) Hor.-Pleist. soil-Cor. UNCERTAINTY (M=Median, s=Sigma): S Number of sigmas: 1.0 ASSUMED SOURCE TYPE: ss [ss=Strike-slip, DS=Reverse-slip, BT=Blind-thrust] SCOND: 1 Depth Source: A Basement Depth: .00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION MINIMUM DEPTH VALUE (km): 3.0 Page 1 W.O. 5897-A-SC Plate C-4 GeoSoils, Inc. EARTHQUAKE SEARCH RESULTS Page 1 FILE CODE DMG MGI MGI DMG PAS T-A T-A T-A DMG DMG DMG DMG DMG DMG MGI DMG DMG DMG MGI DMG DMG DMG DMG GSP DMG PAS GSP DMG DMG DMG DMG DMG DMG DMG MGI DMG DMG DMG DMG DMG DMG DMG LAT. NORTH .-1 33.0000 33.0000 32.8000 32.7000 32.9710 32.6700 32.6700 32.6700 33.2000 33.7000 33.7000 33.7000 33.6990 32.8000 33.2000 33.7100 33.7500 33.7500 33.8000 33.5750 33.6170 33.8000 33.6170 33.5290 33.9000 33.5010 33.5080 33.0000 33.5000 33.6830 33.7000 33.7000 34.0000 33.3430 34.0000 33.7500 33.7500 33.7500 33.7500 33.7500 33.9500 33.4000 LONG. WEST 117.3000 117.0000 117 . 1000 117.2000 117.8700 117 . 1700 117.1700 117 . 1700 116 . 7000 117.4000 117 . 4000 117.4000 117.5110 116.8000 116.6000 116.9250 117 . 0000 117.0000 117 . 6000 117.9830 117 . 9670 117 . 0000 118.0170 116.5720 117.2000 116.5130 116.5140 116.4330 116.5000 118.0500 118.0670 118.0670 117.2500 116.3460 117 . 5000 118.0830 118.0830 118.0830 118.0830 118.0830 116.8500 116.3000 DATE 11/22/1800 09/21/1856 05/25/1803 05/27/1862 07/13/1986 10/21/1862 12/00/1856 05/24/1865 01/01/1920 05/15/1910 04/11/1910 05/13/1910 05/31/1938 10/23/1894 10/12/1920 09/23/1963 04/21/1918 06/06/1918 04/22/1918 03/11/1933 03/11/1933 12/25/1899 03/14/1933 06/12/2005 12/19/1880 02/25/1980 10/31/2001 06/04/1940 09/30/1916 03/11/1933 03/11/1933 03/11/1933 07/23/1923 04/28/1969 12/16/1858 03/11/1933 03/11/1933 03/11/1933 03/11/1933 03/13/1933 09/28/1946 02/09/1890 TIME (UTC) H M Sec 2130 0.0 730 0.0 0 0 0.0 20 0 0.0 1347 8.2 0 0 0.0 0 0 0.0 0 0 0.0 235 0.0 1547 0.0 757 0.0 620 0.0 83455.4 23 3 0.0 1748 0.0 144152.6 223225.0 2232 0.0 2115 0.0 518 4.0 154 7.8 1225 0.0 19 150.0 154146.5 0 0 0.0 104738.5 075616.6 1035 8.3 211 0.0 658 3.0 85457.0 51022.0 73026.0 232042.9 10 0 0.0 323 0.0 230 0.0 910 0.0 2 9 0.0 131828.0 719 9.0 12 6 0.0 DEPTH (km) -0.0 0.0 0.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 16.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.0 0.0 13.6 15.0 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 QUAKE MAG. 6.50 5.00 5.00 5.90 5.30 5.00 5.00 5.00 5.00 6.00 5.00 5.00 5.50 5.70 5.30 5.00 6.80 5.00 5.00 5.20 6.30 6.40 5.10 5.20 6.00 5.50 5.10 5.10 5.00 5.50 5.10 5.10 6.25 5.80 7.00 5.00 5.10 5.10 5.00 5.30 5.00 6.30 SITE ACC.g - 0.248 0.049 0.039 0.057 0.038 0.031 0.031 0.031 0.029 0.052 0.029 0.029 0.037 0.041 0.030 0.024 0.073 0.024 0.023 0.025 0.049 0.052 0.022 0.023 0.037 0.027 0.021 0.021 0.020 0.026 0.020 0.020 0.039 0.029 0.063 0.018 0.019 0.019 0.018 0.021 0.017 0.037 SITE MM INT. — — -IX VI V VI V V V V V VI V V V V V IV VII IV IV V VI VI IV IV V V IV IV IV V IV IV V V VI IV IV IV IV IV IV V APPROX . DISTANCE mi . [km] 11. 0( 17.8) 22. 2( 35.7) 28. 2( 45.3) 32. 5( 52.3) 33. 6( 54.0) 35. 0( 56.3) 35. 0( 56.3) 35. OC 56.3) 36. 8( 59.2) 37. 7( 60.6) 37. 7( 60.6) 37. 7( 60.6) 38. 8( 62.4) 39. 6( 63.7) 42. 5 ( 68.4) 44. 9( 72.2) 45. 2( 72.8) 45. 2C 72.8) 46. 9( 75.5) 47. 2( 76.0) 48. 3 ( 77.8) 48. 4( 77.8) 50. 6( 81.4) 50. 9( 81.9) 51. 8( 83.4) 53. 0( 85.3) 53. 1C 85.5) 53. 3( 85.7) 53. 6( 86.3) 54. 9( 88.4) 56. 4( 90.8) 56.4C 90.8) 58. 4( 93.9) 58. 5( 94.1) 58. 9( 94.9) 59. 4( 95.7) 59. 4( 95.7) 59. 4( 95.7) 59. 4( 95.7) 59. 4( 95.7) 61. 4( 98.8) 62. 0( 99.8) Page 2 W.O. 5897-A-SC Plate C-5 GeoSoils, Inc. -END OF SEARCH- 42 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH: 1800 TO 2008 LENGTH OF SEARCH TIME: 209 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 11.0 MILES (17.8 km) AWAY. LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.0 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.248 g COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: a-va~lue= 0.865 b-va1ue= 0.357 beta-value= 0.822 TABLE OF MAGNITUDES AND EXCEEDANCES: Earthquake | Number of Times | cumulative Magnitude | Exceeded j No. / Year 4.0 4.5 5.0 5.5 6.0 6.5 7.0 i — - — - -i 42 42 42 15 9 3 1 0.20192 0.20192 0.20192 0.07212 0.04327 0.01442 0.00481 Page 3 W.O. 5897-A-SC GeoSoils, Inc. Plate C-6 CB csLU (1)-Q I*3CO I o EARTHQUAKE RECURRENCE CURVE KRAUSE 100 .001 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 Magnitude (M) 7.5 8.5 9.0 W.O. 5897-A-SC Plate C-7 Inc. 1100 1000 EARTHQUAKE EPICENTER MAP KRAUSE 200 -- 100 -- 0 — -100 -400 -300 -200 -100 0 100 200 300 400 500 600 W.O. 5897-A-SC Plate C-8 GeoSoils, Inc. 100 PROBABILITY OF EXCEEDANCE BOZ. ET AL(1999)HOR PS COR 2 0.00 0.25 0.50 0.75 1.00 Acceleration (g) 1.25 1.50 W.O. 5897-A-SC GeoSoils, Inc. Plate C-9 (sjA) W.O. 5897-A-SC Plate C-10 GeoSoils, Inc. UB°RATORY TEST RESULTS > Ol9 a crs UJN W z CD -1 100 95 90 85 80 75 70 H65 CD ED60 a:UJ50 §40OL £35 30 25 20 15 10 5 0 • U.S. SIEVE OPENING IN INO- 6 4 3 2 1.5 1 I ' ES I4- 1/23/8~rjr 100 COBBLES 3 TF 4 ^ U.S. SIEVE NUMBERS 6 8101416 20 30 40 5060 100140200 I I ! ! 1 \ \ \ \ , !\ |\ ' \ \ I I \ \s HYDROMETER 10 1 0.1 GRAIN SIZE IN MILLIMETERS GRAVEL coarse fine Sample Depth HA-1 0.0 Range 0-4 SAND coarse medium fine 0.01 0.001 SILT OR CLAY Visual Classification/USCS CLASSIFICATION Silty Sand LL PL PI Cc Cu Sample Depth •HA-1 0.0 D100 19 D60 0.346 D30 D10 %Gravel 1.7 %Sand 63.5 %Silt %Clay 34.8 GeoSoils, Inc. *•,*. - 4, 5741 Palmer Way G^oSoilsi Inc. Carlsbad, CA 92008V-V .<' - Telephone: (760)438-3155 Fax: (760)931-0915 GRAIN SIZE DISTRIBUTION Project: KRAUSE Number: 5897-A-SC Date: June 2009 Plate: D- 1 Prime Testing, Inc. 41695 Elm Street Ste 201 Murrieta, CA 92562 ph (951) 894-2682 • fx (951) 894-2683 Work Order No.: 9E4200 Client: GeoSoils, Inc. (Carlsbad) Project No.: 5897-A-SC Project Name: Krause Report Date: June 3, 2009 Laboratory Testfs) Results Summary The subject soil sample was processed in accordance with California Test Method CTM 643 and tested for pH / Minimum Resistivity (CTM 643), Sulfate Content (CTM 417) and Chloride Content (CTM 422). The test results follow: Sample identification HA-1 @ 0-4' pH 7.8 Minimum Resistivity (ohm-cm) 2,000 Sulfate Content (mg/kg) ND Sulfate Content (%bywgt) ND Chloride Content (ppm) 30 *ND=No Detection We appreciate the opportunity to serve you. Please do not hesitate to contact us with any questions or clarifications regarding these results or procedures. Ahmet K. Kaya, Laboratory Manager umatwamtu. ORCAII[2AnOMAt. MEMBER www.pnmetesting.com W.O. 5897-A-SC Form No. CP-1R. Rev.05/06 Plate D-2 APPENDIX E GENERAL EARTHWORK AND GRADING GUIDELINES GENERAL EARTHWORK. GRADING GUIDELINES. AND PRELIMINARY CRITERIA General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of subdrains, excavations, and appurtenant structures or flatwork. The recommendations contained in the geotechnical report are part of these earthwork and grading guidelines and would supercede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new or revised recommendations which could supercede these guidelines or the recommendations contained in the geotechnical report. Generalized details follow this text. The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications and latest adopted code. In the case of conflict, the most onerous provisions shall prevail. The project geotechnical engineer and engineering geologist (geotechnical consultant), and/or their representatives, should provide observation and testing services, and geotechnical consultation during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for general conformance with the recommendations of the geotechnical report(s), the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that an evaluation may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All remedial removals, clean-outs, prepared ground to receive fill, key excavations, and subdrain installation should be observed and documented by the geotechnical consultant prior to placing any fill. It is the contractor's responsibility to notify the geotechnical consultant when such areas are ready for observation. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1557. Random or representative field compaction tests should be performed in GeoSoils, Inc. accordance with test methods ASTM designation D-1556, D-2937 or D-2922, and D-3017, at intervals of approximately ±2 feet of fill height or approximately every 1,000 cubic yards placed. These criteria would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by a geotechnical consultant, and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the geotechnical consultant, and to place, spread, moisture condition, mix, and compact the fill in accordance with the recommendations of the geotechnical consultant. The contractor should also remove all non-earth material considered unsatisfactory by the geotechnical consultant. Notwithstanding the services provided by the geotechnical consultant, it is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in strict accordance with applicable grading guidelines, latest adopted codes or agency ordinances, geotechnical report(s), and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material, should be removed and disposed of off-site. These removals must be concluded prior to placing fill. In-place existing fill, soil, alluvium, colluvium, or rock materials, as evaluated by the geotechnical consultant as being unsuitable, should be removed prior to any fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the geotechnical consultant. Chuck and Karen Krause Appendix E File:e:\wp9\5800\5897a.pge Page 2 GeoSoils, Inc. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading, are to be removed or treated in a manner recommended by the geotechnical consultant. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to firm ground and approved by the geotechnical consultant before compaction and filling operations continue. Overexcavated and processed soils, which have been properly mixed and moisture conditioned, should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground, which is determined to be satisfactory for support of the fills, should be scarified (ripped) to a minimum depth of 6 to 8 inches, or as directed by the geotechnical consultant. After the scarified ground is brought to optimum moisture content, or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is greater than 6 to 8 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 to 8 inches in compacted thickness. Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report, or by the on-site geotechnical consultant. Scarification, disc harrowing, or other acceptable forms of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollows, hummocks, mounds, or other uneven features, which would inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical [h:v]), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the geotechnical consultant. In fill-over-cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet, with the key founded on firm material, as designated by the geotechnical consultant. As a general rule, unless specifically recommended otherwise by the geotechnical consultant, the minimum width of fill keys should be equal to 1/2 the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. AH areas to receive fill, including processed areas, removal areas, and the toes of fill benches, should be observed and approved by the geotechnical consultant prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. Chuck and Karen Krause Appendix E File:e:\wp9\5800\5897a.pge Page 3 GeoSoils, Inc. COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been evaluated to be suitable by the geotechnical consultant. These materials should be free of roots, tree branches, other organic matter, or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the geotechnical consultant. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other approved material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock, or other irreducible materials, with a maximum dimension greater than 12 inches, should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the geotechnical consultant. Oversized material should be taken offsite, or placed in accordance with recommendations of the geotechnical consultant in areas designated as suitable for rock disposal. GSI anticipates that soils to be utilized as fill material for the subject project may contain some rock. Appropriately, the need for rock disposal may be necessary during grading operations on the site. From a geotechnical standpoint, the depth of any rocks, rock fills, or rock blankets, should be a sufficient distance from finish grade. This depth is generally the same as any overexcavation due to cut-fill transitions in hard rock areas, and generally facilitates the excavation of structural footings and substructures. Should deeper excavations be proposed (i.e., deepened footings, utility trenching, swimming pools, spas, etc.), the developer may consider increasing the hold-down depth of any rocky fills to be placed, as appropriate. In addition, some agencies/jurisdictions mandate a specific hold-down depth for oversize materials placed in fills. The hold-down depth, and potential to encounter oversize rock, both within fills, and occurring in cut or natural areas, would need to be disclosed to all interested/affected parties. Once approved by the governing agency, the hold-down depth for oversized rock (i.e., greater than 12 inches) in fills on this project is provided as 10 feet, unless specified differently in the text of this report. The governing agency may require that these materials need to be deeper, crushed, or reduced to less than 12 inches in maximum dimension, at their discretion. To facilitate future trenching, rock (or oversized material), should not be placed within the hold-down depth feet from finish grade, the range of foundation excavations, future utilities, or underground construction unless specifically approved by the governing agency, the geotechnical consultant, and/or the developer's representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the geotechnical consultant to evaluate it's physical properties and suitability for use onsite. Such testing Chuck and Karen Krause Appendix E File:e:\wp9\5800\5897a.pge Page 4 GeoSoils, Inc. should be performed three (3) days prior to importation. If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the geotechnical consultant as soon as possible. Approved fill material should be placed in areas prepared to receive fill in near horizontal layers, that when compacted, should not exceed about 6 to 8 inches in thickness. The geotechnical consultant may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification, or should be blended with drier material. Moisture conditioning, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at, or above, optimum moisture. After each layer has been evenly spread, moisture conditioned, and mixed, it should be uniformly compacted to a minimum of 90 percent of the maximum density as evaluated by ASTM test designation D-1557, or as otherwise recommended by the geotechnical consultant. Compaction equipment should be adequately sized and should be specifically designed for soil compaction, or of proven reliability to efficiently achieve the specified degree of compaction. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the geotechnical consultant. In general, per the 1997 UBC and/or latest adopted version of the California Building Code (CBC), fill slopes should be designed and constructed at a gradient of 2:1 (h:v), or flatter. Compaction of slopes should be accomplished by over-building a minimum of 3 feet 'Horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill sslope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. A final evaluation of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (h:v), prior approval from the governing agency, specific material types, a higher minimum relative compaction, special reinforcement, and special grading procedures will be recommended. Chuck and Karen Krause Appendix E File:e:\wp9\5800\5897a.pge Page 5 GeoSoils, Inc. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fill by undertaking the following: 1. An extra piece of equipment consisting of a heavy, short-shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 2. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. 3. Field compaction tests will be made in the outer (horizontal) ±2 to ±8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations. 4. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to evaluate compaction, the slopes should be grid-rolled to achieve compaction to the slope face. Final testing should be used to evaluate compaction after grid rolling. 5. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix, and recompact the slope material as necessary to achieve compaction. Additional testing should be performed to evaluate compaction. SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate N alignment and details indicated by the geotechnical consultant. Subdrain locations or ^materials should not be changed or modified without approval of the geotechnical consultant. The geotechnical consultant may recommend and direct changes in subdrain \\ne, grade, and drain material in the field, pending exposed conditions. The location of Constructed subdrains, especially the outlets, should be recorded/surveyed by the project civil engineer. Drainage at the subdrain outlets should be provided by the project civil engineer. EXCAVATIONS Excavations and cut slopes should be examined during grading by the geotechnical consultant. If directed by the geotechnical consultant, further excavations or overexcavation and refilling of cut areas should be performed, and/or remedial grading of Chuck and Karen Krause Appendix E File:e:\wp9\5800\5897a.pge Page 6 GeoSoils, Inc. cut slopes should be performed. When fill-over-cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the geotechnical consultant prior to placement of materials for construction of the fill portion of the slope. The geotechnical consultant should observe all cut slopes, and should be notified by the contractor when excavation of cut slopes commence. If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the geotechnical consultant should investigate, evaluate, and make appropriate recommendations for mitigation of these conditions. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the geotechnical consultant, whether anticipated or not. Unless otherwise specified in geotechnical and geological report(s), no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractor's responsibility. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the geotechnical consultant. COMPLETION Observation, testing, and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and fill areas are graded in accordance with the approved project specifications. After completion of grading, and after the geotechnical consultant has finished observations of the work, final reports should be submitted, and may be subject to review by the controlling governmental agencies. No further excavation or filling should be undertaken without prior notification of the geotechnical consultant or approved plans. All finished cut and fill slopes should be protected from erosion and/or be planted in ^accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. PRELIMINARY OUTDOOR POOL/SPA DESIGN RECOMMENDATIONS The following preliminary recommendations are provided for consideration in pool/spa design and planning. Actual recommendations should be provided by a qualified geotechnical consultant, based on site specific geotechnical conditions, including a subsurface investigation, differential settlement potential, expansive and corrosive soil potential, proximity of the proposed pool/spa to any slopes with regard to slope creep and lateral fill extension, as well as slope setbacks per code, and geometry of the proposed Chuck and Karen Krause Appendix E Fi(e:e:\wp9\5800\5897a.pge Page 7 GeoSoils, Inc. improvements. Recommendations for pools/spas and/or deck flatwork underlain by expansive soils, or for areas with differential settlement greater than 1/4-inch over 40 feet horizontally, will be more onerous than the preliminary recommendations presented below. The 1:1 (h:v) influence zone of any nearby retaining wall site structures should be delineated on the project civil drawings with the pool/spa. This 1:1 (h:v) zone is defined as a plane up from the lower-most heel of the retaining structure, to the daylight grade of the nearby building pad or slope. If pools/spas or associated pool/spa improvements are constructed within this zone, they should be re-positioned (horizontally or vertically) so that they are supported by earth materials that are outside or below this 1:1 plane. If this is not possible given the area of the building pad, the owner should consider eliminating these improvements or allow for increased potential for lateral/vertical deformations and associated distress that may render these improvements unusable in the future, unless they are periodically repaired and maintained. The conditions and recommendations presented herein should be disclosed to all homeowners and any interested/affected parties. General 1. The equivalent fluid pressure to be used for the pool/spa design should be 60 pounds per cubic foot (pcf) for pool/spa walls with level backfill, and 75 pcf for a 2:1 sloped backfill condition. In addition, backdrains should be provided behind pool/spa walls subjacent to slopes. 2. Passive earth pressure may be computed as an equivalent fluid having a density of 150 pcf, to a maximum lateral earth pressure of 1,000 pounds per square foot (psf). 3. An allowable coefficient of friction between soil and concrete of 0.30 may be used with the dead load forces. 4. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 5. Where pools/spas are planned near structures, appropriate surcharge loads need to be incorporated into design and construction by the pool/spa designer. This includes, but is not limited to landscape berms, decorative walls, footings, built-in barbeques, utility poles, etc. 6. All pool/spa walls should be designed as "free standing" and be capable of supporting the water in the pool/spa without soil support. The shape of pool/spa in cross section and plan view may affect the performance of the pool, from a geotechnical standpoint. Pools and spas should also be designed in accordance with Section 1806.5 of the 1997 UBC. Minimally, the bottoms of the pools/spas, should maintain a distance H/3, where H is the height of the slope (in feet), from the slope face. This distance should not be less than 7 feet, nor need not be greater than 40 feet. Chuck and Karen Krause File:e:\wp9\5800\5897a.pge Appendix E PageS GeoSoils, Inc. 7. The soil beneath the pool/spa bottom should be uniformly moist with the same stiffness throughout. If a fill/cut transition occurs beneath the pool/spa bottom, the cut portion should be overexcavated to a minimum depth of 48 inches, and replaced with compacted fill, such that there is a uniform blanket that is a minimum of 48 inches below the pool/spa shell. If very low expansive soil is used for fill, the fill should be placed at a minimum of 95 percent relative compaction, at optimum moisture conditions. This requirement should be 90 percent relative compaction at over optimum moisture if the pool/spa is constructed within or near expansive soils. The potential for grading and/or re-grading of the pool/spa bottom, and attendant potential for shoring and/or slot excavation, needs to be considered during all aspects of pool/spa planning, design, and construction. 8. If the pool/spa is founded entirely in compacted fill placed during rough grading, the deepest portion of the pool/spa should correspond with the thickest fill on the lot. 9. Hydrostatic pressure relief valves should be incorporated into the pool and spa designs. A pool/spa under-drain system is also recommended, with an appropriate outlet for discharge. 10. All fittings and pipe joints, particularly fittings in the side of the pool or spa, should be properly sealed to prevent water from leaking into the adjacent soils materials, and be fitted with slip or expandible joints between connections transecting varying soil conditions. 11. An elastic expansion joint (flexible waterproof sealant) should be installed to prevent water from seeping into the soil at all deck joints. 12. A reinforced grade beam should be placed around skimmer inlets to provide support and mitigate cracking around the skimmer face. 13. In order to reduce unsightly cracking, deck slabs should minimally be 4 inches thick, and reinforced with No. 3 reinforcing bars at 18 inches on-center. All slab reinforcement should be supported to ensure proper mid-slab positioning during the placement of concrete. Wire mesh reinforcing is specifically not recommended. Deck slabs should not be tied to the pool/spa structure. Pre-moistening and/or pre-soaking of the slab subgrade is recommended, to a depth of 12 inches (optimum moisture content), or 18 inches (120 percent of the soil's optimum moisture content, or 3 percent over optimum moisture content, whichever is greater), for very low to low, and medium expansive soils, respectively. This moisture content should be maintained in the subgrade soils during concrete placement to promote uniform curing of the concrete and minimize the development of unsightly shrinkage cracks. Slab underlayment should consist of a 1- to 2-inch leveling course of sand (S.E.>30) and a minimum of 4 to 6 inches of Class 2 base compacted to 90 percent. Deck slabs within the H/3 zone, where H is the height of the slope (in feet), will have an increased potential for distress relative to other areas outside of the H/3 zone. If distress is undesirable, Chuck and Karen Krause File:e:\wp9\5800\5897a.pge Appendix E Page 9 GeoSoils, Inc. improvements, deck slabs orflatwork should not be constructed closer than H/3 or 7 feet (whichever is greater) from the slope face, in order to reduce, but not eliminate, this potential. 14. Pool/spa bottom or deck slabs should be founded entirely on competent bedrock, or properly compacted fill. Fill should be compacted to achieve a minimum 90 percent relative compaction, as discussed above. Prior to pouring concrete, subgrade soils below the pool/spa decking should be throughly watered to achieve a moisture content that is at least 2 percent above optimum moisture content, to a depth of at least 18 inches below the bottom of slabs. This moisture content should be maintained in the subgrade soils during concrete placement to promote uniform curing of the concrete and minimize the development of unsightly shrinkage cracks. 15. In order to reduce unsightly cracking, the outer edges of pool/spa decking to be bordered by landscaping, and the edges immediately adjacent to the pool/spa, should be underlain by an 8-inch wide concrete cutoff shoulder (thickened edge) extending to a depth of at least 12 inches below the bottoms of the slabs to mitigate excessive infiltration of water under the pool/spa deck. These thickened edges should be reinforced with two No. 4 bars, one at the top and one at the bottom. Deck slabs may be minimally reinforced with No. 3 reinforcing bars placed at 18 inches on-center, in both directions. All slab reinforcement should be supported on chairs to ensure proper mid-slab positioning during the placement of concrete. 16. Surface and shrinkage cracking of the finish slab may be reduced if a low slump and water-cement ratio are maintained during concrete placement. Concrete utilized should have a minimum compressive strength of 4,000 psi. Excessive water added to concrete prior to placement is likely to cause shrinkage cracking, and should be avoided. Some concrete shrinkage cracking, however, is unavoidable. 17. Joint and sawcut locations for the pool/spa deck should be determined by the design engineer and/or contractor. However, spacings should not exceed 6 feet on center. ^(18. Considering the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees), should be anticipated. All excavations should be observed by a representative of the geotechnical consultant, including the project geologist and/or geotechnical engineer, prior to workers entering the excavation or trench, and minimally conform to Cal/OSHA ("Type C" soils may be assumed), state, and local safety codes. Should adverse conditions exist, appropriate recommendations should be offered at that time by the geotechnical consultant. GSI does not consult in the area of safety engineering and the safety of the construction crew is the responsibility of the pool/spa builder. Chuck and Karen Krause Appendix E File:e:\wp9\5800\5897a.pge Page 10 GeoSoils, Inc. 19. It is imperative that adequate provisions for surface drainage are incorporated by the homeowners into their overall improvement scheme. Ponding water, ground saturation and flow over slope faces, are all situations which must be avoided to enhance long term performance of the pool/spa and associated improvements, and reduce the likelihood of distress. 20. Regardless of the methods employed, once the pool/spa is filled with water, should it be emptied, there exists some potential that if emptied, significant distress may occur. Accordingly, once filled, the pool/spa should not be emptied unless evaluated by the geotechnical consultant and the pool/spa builder. 21. For pools/spas built within (all or part) of the 1997 Uniform Building Code (UBC) setback and/or geotechnical setback, as indicated in the site geotechnical documents, special foundations are recommended to mitigate the affects of creep, lateral fill extension, expansive soils and settlement on the proposed pool/spa. Most municipalities or County reviewers do not consider these effects in pool/spa plan approvals. As such, where pools/spas are proposed on 20 feet or more of fill, medium or highly expansive soils, or rock fill with limited "cap soils" and built within 1997 UBC setbacks, or within the influence of the creep zone, or lateral fill extension, the following should be considered during design and construction: OPTION A: Shallow foundations with or without overexcavation of the pool/spa "shell," such that the pool/spa is surrounded by 5 feet of very low to low expansive soils (without irreducible particles greater that 6 inches), and the pool/spa walls closer to the slope(s) are designed to be free standing. GSI recommends a pool/spa under-drain or blanket system (see attached Typical Pool/Spa Detail). The pool/spa builders and owner in this optional construction technique should be generally satisfied with pool/spa performance underthis scenario; however, some settlement, tilting, cracking, and leakage of the pool/spa is likely over the life of the project. OPTION B: Pier supported pool/spa foundations with or without overexcavation of the pool/spa shell such that the pool/spa is surrounded by 5 feet of very low to low expansive soils (without irreducible particles greater than 6 inches), and the pool/spa walls closer to the slope(s) are designed to \ be free standing. The need for a pool/spa under-drain system may be I installed for leak detection purposes. Piers that support the pool/spa should be a minimum of 12 inches in diameter and at a spacing to provide vertical and lateral support of the pool/spa, in accordance with the pool/spa designers recommendations, local code, and the 1997 UBC. The pool/spa builder and owner in this second scenario construction technique should be more satisfied with pool/spa performance. This construction will reduce settlement and creep effects on the pool/spa; however, it will not eliminate these potentials, nor make the pool/spa "leak-free." Chuck and Karen Krause Appendix E File:e:\wp9\5800\5897a.pge Page 11 GeoSoils, Inc. 22. The temperature of the water lines for spas and pools may affect the corrosion properties of site soils, thus, a corrosion specialist should be retained to review all spa and pool plans, and provide mitigative recommendations, as warranted. Concrete mix design should be reviewed by a qualified corrosion consultant and materials engineer. 23. All pool/spa utility trenches should be compacted to 90 percent of the laboratory standard, under the full-time observation and testing of a qualified geotechnical consultant. Utility trench bottoms should be sloped away from the primary structure on the property (typically the residence). 24. Pool and spa utility lines should not cross the primary structure's utility lines (i.e., not stacked, or sharing of trenches, etc.). 25. The pool/spa or associated utilities should not intercept, interrupt, or otherwise adversely impact any area drain, roof drain, or other drainage conveyances. If it is necessary to modify, move, or disrupt existing area drains, subdrains, ortightlines, then the design civil engineer should be consulted, and mitigative measures provided. Such measures should be further reviewed and approved by the geotechnical consultant, prior to proceeding with any further construction. 26. The geotechnical consultant should review and approve all aspects of pool/spa and flatwork design prior to construction. A design civil engineer should review all aspects of such design, including drainage and setback conditions. Prior to acceptance of the pool/spa construction, the project builder, geotechnical consultant and civil designer should evaluate the performance of the area drains and other site drainage pipes, following pool/spa construction. 27. All aspects of construction should be reviewed and approved by the geotechnical consultant, including during excavation, priortothe placement of any additional fill, prior to the placement of any reinforcement or pouring of any concrete. 28. Any changes in design or location of the pool/spa should be reviewed and approved by the geotechnical and design civil engineer prior to construction. Field adjustments should not be allowed until written approval of the proposed field changes are obtained from the geotechnical and design civil engineer. ?9. Disclosure should be made to homeowners and builders, contractors, and any interested/affected parties, that pools/spas built within about 15 feet of the top of a slope, and/or H/3, where H is the height of the slope (in feet), will experience some movement or tilting. While the pool/spa shell or coping may not necessarily crack, the levelness of the pool/spa will likely tilt toward the slope, and may not be esthetically pleasing. The same is true with decking, flatwork and other improvements in this zone. Chuck and Karen Krause Appendix E Fite:e:\wp9\5800\5897a.pge Page 12 GeoSotts, Inc. 30. Failure to adhere to the above recommendations will significantly increase the potential for distress to the pool/spa, flatwork, etc. 31. Local seismicity and/or the design earthquake will cause some distress to the pool/spa and decking or flatwork, possibly including total functional and economic loss. 32. The information and recommendations discussed above should be provided to any contractors and/or subcontractors, or homeowners, interested/affected parties, etc., that may perform or may be affected by such work. JOB SAFETY General At GSI, getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On-ground personnel are at highest risk of injury, and possible fatality, on grading and construction projects. GSI recognizes that construction activities will vary on each site, and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor, and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects: Safety Meetings: Safety Vests: Safety Flags: Flashing Lights: GSI field personnel are directed to attend contractor's regularly scheduled and documented safety meetings. Safety vests are provided for, and are to be worn by GSI personnel, at all times, when they are working in the field. Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. All vehicles stationary in the grading area shall use rotating or flashing amber beacons, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Chuck and Karen Krause File:e:\wp9\5800\5897a.pge Appendix E Page 13 GeoSoilSj Inc. Test Pits Location, Orientation, and Clearance The technician is responsible for selecting test pit locations. A primary concern should be the technician's safety. Efforts will be made to coordinate locations with the grading contractor's authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractor's authorized representative (supervisor, grade checker, dump man, operator, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technician's safety, and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration, which typically decreases test results. When taking slope tests, the technician should park the vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operational distance (e.g., 50 feet) away from the slope during this testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractor's representative will be contacted in an effort to affect a solution. However, in the interim, no further testing will be performed until the situation is rectified. Any fill placed can be considered unacceptable and subject to reprocessing, recompaction, or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bring this to the technician's attention and notify this office. Effective communication and coordination between the contractor's representative and the soil technician is strongly encouraged in order to implement the above safety plan. Chuck and Karen Krause Appendix E File:e:\wp9\5800\5897a.pge Page 14 GeoSotts, Inc. Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which: 1) is 5 feet or deeper unless shored or laid back; 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench; or 3) displays any other evidence of any unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided in accordance with Cal/OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractor's representative will be contacted in an effortto affect a solution. All backfill nottested due to safety concerns or other reasons could be subjectto reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify Cal/OSHA and/or the proper controlling authorities. Chuck and Karen Krause Appendix E Rle:e:\wp9\5800\5897a.pge Page 15 GeoSoils, Inc. TYPE A Proposed grade Colluvium and alluvium (remove) Bedrock or approved / native material —' Typical benching See Alternate Details TYPEB Proposed grade Colluvium and alluvium (remove)/ .,' Bedrock or approved native material Typical benching See Alternate Details Selection of alternate subdrain details, location, and extent of subdrains should be evaluated by the geotechnical consultant during grading. CANYON SUBDRAIN DETAIL Plate E-1 6-inch minimum 12-inch minimum ....6-inch minimum 6~>ncn minimum $&f. 6-inch minimum—' A-1 Filter material: Minimum volume of 9 cubic feet per lineal foot of pipe. Perforated pipe: 6-inch-diameter ABS or PVC pipe or approved substitute with minimum 8 perforations O^-inch diameter) per lineal foot in bottom half of pipe (ASTM D-2751, SDR-35, or ASTM D-1527, Schd. 40). For continuous run in excess of 500 feet, use 8-inch-diameter pipe (ASTM D-3034, SDR-35, or ASTM D-1785, Schd. 40). 6-incFT minimum B-1 FILTER MATERIAL Sieve Size 1 inch % inch % inch No. 4 No. 8 No. 30 No. 50 No. 200 Percent Passing 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 ALTERNATE 1= PERFORATED PIPE AND FILTER MATERIAL \ ^ — 6-inch minimum Filter fabric 6-inch minimum A-2 6-inch minimum 6-inch mil B-2 6-inch minimum Gravel Material1 9 cubic feet per lineal foot. Perforated Pipe: See Alternate 1 Gravel: clean %-inch rock or approved substitute. Filter Fabric: Mirafi 140 or approved substitute. ALTERNATE 2= PERFORATED PIPE, GRAVEL, AND FILTER FABRIC CANYON SUBDRAIN ALTERNATE DETAILS Plate E-2 LU 0)-t— Q_ O z O O O Ul O O Q_ O to "frI Ld <D 15 Q_ Ulo O z O Oz O —3 < _l_J U_ oz I— XLU O UJ O < O \T> 1bJ ID ^D_ LU LJ Z) DO zo <N m o Q. 2-foot minimum 4-inch minimum pipe£2-inch 3 foot minimum 2-foot minimum pipe 2-inch minimum _ J Filter Material: Minimum of 5 cubic feet per lineal foot of pipe or 4 cubic feet per lineal feet of pipe when placed in square cut trench. Alternative in Lieu of Filter Material: Gravel may be encased in approved filter fabric. Filter fabric shall be Mirafi 140 or equivalent. Filter fabric shall be lapped a minimum of 12 inches in all joints. Minimum 4-lnch-Diameter Pipe-- ABS-ASTM D-2751, SDR 35; or ASTM D-1527 Schedule 40, PVC-ASTM D-3034, SDR 35; or ASTM D-1785 Schedule 40 with a crushing strength of 1,000 pounds minimum, and a minimum of 8 uniformly-spaced perforations per foot of pipe. Must be installed with perforations down at bottom of pipe. Provide cap at upstream end of pipe. Slope at 2 percent to outlet pipe. Outlet pipe to be connected to subdrain pipe with tee or elbow. Notes: 1. Trench for outlet pipes to be backfilled and compacted with onsite soil. 2. Backdrains and lateral drains shall be located at elevation of every bench drain. First drain located at elevation just above lower lot grade. Additional drains may be required at the discretion of the geotechnical consultant. Filter Material shall be of the following specification or an approved equivalent. Gravel shall be of the following specification or an approved equivalent. ! Sieve Size [ 1inch ; % inch % inch No. 4 No. 8 No. 30 No. 50 No. 200 Percent Passing 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 TYPICAL BUTTRESS Sieve Size Percent Passina \Vi inch No. 4 No. 200 SUBDRAIN DETAIL 100 50 8 Plate E-6 cd I LJ (D O GO g' TJ 0) EooCD "oCDQ.CO CDa.o CO S>COOT5 (D COT3<U(DOx<D CO C(D ccix: ±±o 3aj eo 2 oa o cd-g <D •£9--^.2 oco (D cdc 0) <D ab oQ. (Us JQ "3CO O O O'c od)_f_ 'o(I)O) d) T3jD "5 ^cd 0) 0).Q O CO CO "5 TJ "o O 'toOQ.CO TJ T5 .C. COcd c of T3CD(D o LU O XLU Q a: Z) LU > O -• Q.. xCM 0 00I LU .g a "c CO Oo 15o'c o <D O) "oOD) <D ^ TJ OCDaCO COcd T3CD cr0) a).Q CO '5 T3J3 CD[yo enI co 15 a. cd CO0) £ • o c to *co ^ ^ co •5- Q- oO fl)03 o D_ O 13 O to Oa.x a:LU LU_lm >, Q- -Q ^ •— _J HH-5 15 O II! 2.1B CD 0)22 cd <|> 0) "ro •*- 0) > ^ •€5 <N 5 N __lm O.^ Ocd 0)O TJ CDCOOQ. O a £ O TJCD CD O.+~r | 1 C 'E "oor10 CO .O OO 0) M— O TJ<DCOcd-Q Ccd CO OO Ido'c oCD•*-«o(DD) 0) CDac> _ co •*- f >• co -Q '.& TJ (DJQ .O '55OQ. CO T3 T3 cd 73 0) (DC CD.C CM cdCOCO(DOCDC TJCD 3 "cd CD T3CD CDa. nl ® 3 "cd "O> ^jCDO CO S I £ cd I ITJ O^_ OB CD cd cdHh-* Q m*2 Ccd o cd ° CD O CD -C> OO CD TJ "Ocd 0 Q- O) CO LU 0) O O Oono a: Z) CD111 T3 05 m O OO 0)OoSr CO12 CO "D0> COOaX O TJ0 COas.a TJ 0)"5 "5 o 0 5 CO *+-* Q^ <D '5 0) •o o aJ "B T3•§ o ctfO 'c otosai (D CO01 CO0)O(D T3<D •*-•cd ^cd 730)Ei_or(Da. 0) CO O "o05a oo T3 cd co 05Ox (D cd ILJ 0) 15 Q_ Q I— O I— O Xo_l i= Q- CM T3 Ctd oO CD111 O Natural grade Proposed pad grade Subgrade at 2 percent gradient, draining toward street v^a Typical benching Bedrock or approved native material 3- to 7-foot minimum* overexcavate and recompact per text of report CUT LOT OR MATERIAL-TYPE TRANSITION Proposed pad grade Natural grade Subgrade at 2 percent gradient, draining toward street ^m Typical (4-foot benching minimum) Bedrock or approved native material 3- to 7-foot minimum* • overexcavate and recompact per text of report * Deeper overexcavation may be recommended by the geotechnical consultant in steep cut-fill transition areas, such that the underlying topography is no steeper than 3=1 (H=V) CUT-FILL LOT (DAYLIGHT TRANSITION) TRANSITION LOT DETAILS Plate E-12 VIEW NORMAL TO SLOPE FACE Proposed finish grade f (E) Hold-down depth -Z±0 minimum (B) (A) -15-foot minimum \_(D) <&$& x D , , ., 5-foot i Yr~ Bedrock or approved minimum native material VIEW PARALLEL TO SLOPE FACE Proposed finish grade 25-foot minimum from anyon wall (C) 5-foot minimum Bedrock or approved native material [NOTES: A. One equipment width or a minimum of 15 feet between rows (or windrows). Ip. Height and width may vary depending on rock size and type of equipment. Length of windrow / shall be no greater than 100 feet. •Q. If approved by the geotechnical consultant, windrows may be placed direclty on competent I material or bedrock, provided adequate space is available for compaction. [y>. Orientation of windrows may vary but should be as recommended by the geotechnical engineer / and/or engineering geologist. Staggering of windrows is not necessary unless recommended. 6. Clear area for utility trenches, foundations, and swimming pools; Hold-down depth as specified in text of report, subject to governing agency approval. F. All fill over and around rock windrow shall be compacted to at least 90 percent relative compaction or as recommended. G. After fill between windrows is placed and compacted, with the lift of fill covering windrow, windrow should be proof rolled with a D-9 dozer or equivalent. VIEWS ARE DIAGRAMMATIC ONLY AND MAY BE SUPERSEDED BY REPORT RECOMMENDATIONS OR CODE ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED OVERSIZE ROCK DISPOSAL DETAIL Plate E-13 ROCK DISPOSAL PFTS Fill lifts compacted over rock after embedment I Compacted Fill Granular material I I Size of excavation to I be commensurate | with rock size | ROCK DISPOSAL LAYERS Granular soil to fill voids, densified by flooding Compacted fill _L Layer one rock high Proposed finish grade PROFILE ALONG LAYER * Hold-down depth ** Clear zone T Layer one rock high TOP VIEW * Hold-down depth or below lowest utility as specified in text of report, subject to governing agency approval. ** Clear zone for utility trenches, foundations, and swimming pools, as specified in text of report. VIEWS ARE DIAGRAMMATIC ONLY AND MAY BE SUPERSEDED BY REPORT RECOMMENDATIONS OR CODE ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED IN ROCK DISPOSAL DETAIL Plate E-14 5-foot-high impact/debris wall METHOD 1 Pad grade 5-foot-high impact/debris wall METHOD 2 Pad grade Existing grade 5-foot-wide catchment area 5-foot-high impact/debris wall METHODS Pad grade Existing grade Fence 21 (h=v) slope Pad grade METHOD 4 NOT TO SCALE 1C*DEBRIS DEVICE CONTROL METHODS DETAIL Plate E-15 Rock-filled gabion basket i f5-foot minimum or as recommended by geotechnical consultant Proposed grade Filter fabric Drain rock Compacted fill Gabion impact or diversion wall should be constructed at the base of the ascending slope subject to rock fall. Walls need to be constructed with high segments that sustain impact and mitigate potential for overtopping, and low segment that provides channelization of sediments and debris to desired depositional area for subsequent clean-out. Additional subdrain may be recommended by geotechnical consultant. From GSA, 1987 ROCK FALL MITIGATION DETAIL Plntp F 1 fi MAP VIEW NOT TO SCALE SEE NOTES Concrete cut-off wall _. B Top of slope Gravity-flow, nonperforated subdrain pipe (transverse) Toe of slope 4-inch perforated subdrain pipe (longitudinal) 4-inch perforated subdrain pipe (transverse) Pool B' Direction of drainage 2-inch-thick sand layer Coping 5 feet A' Pool I &^^V^mn^fr^v^t^^t^Sl& \l Vapor retarder —' B CROSS SECTION VIEW NOT TO SCALE SEE NOTES Coping Pool encapsulated in 5-foot thickness of sand — 6-inch-thick gravel layer 4-inch perforated subdrain pipe Coping Outlet per design civil engineer 6-inch-thick gravel layer layer Gravity-flow nonperforated subdrain pipe Concrete cut-off wall-Vapor retarder Perforated subdrain pipe 2. ES 6-inch-thick, clean gravel (% to 1% inch) sub-base encapsulated in Mirafi 140N or equivalent, underlain by a 15-mil vapor retarder, with 4-inch-diameter perforated pipe longitudinal connected to 4-inch-diameter perforated pipe transverse. Connect transverse pipe to 4-inch-diameter nonperforated pipe at low point and outlet or to sump pump area. Pools on fills thicker than 20 feet should be constructed on deep foundations; otherwise, distress (tilting, cracking, etc.) should be expected. Design does not apply to infinity-edge pools/spas. TYPICAL POOL/SPA DETAIL Plate E-17 2-foot x 2-foot x %-inch steel plate Standard %-inch pipe nipple welded to top of plate 3/4-inch x 5-foot galvanized pipe, standard pipe threads top and bottom; extensions threaded on both ends and added in 5-foot increments - 3-inch schedule 40 PVC pipe sleeve, add in 5-foot increments with glue joints Proposed finish grade ~r^ | 5 feet I 2 feet / X -rv- 5 feet 5 feet \ :- >.N Bottom of cleanout Provide a minimum 1-foot bedding of compacted sand IOTES= 1. Locations of settlement plates should be clearly marked and readily visible (red flagged) to equipment operators. 2. Contractor should maintain clearance of a 5-foot radius of plate base and withiin 5 feet (vertical) for heavy equipment. Fill within clearance area should be hand compacted to project specifications or compacted by alternative approved method by the geotechnical consultant (in writing, prior to construction). After 5 feet (vertical) of fill is in place, contractor should maintain a 5-foot radius equipment clearance from riser. P4. Place and mechanically hand compact initial 2 feet of fill prior to establishing the initial reading. 5. In the event of damage to the settlement plate or extension resulting from equipment operating within the specified clearance area, contractor should immediately notify the geotechnical consultant and should be responsible for restoring the settlement plates to working order. 6. An alternate design and method of installation may be provided at the discretion of the geotechnical consultant. SETTLEMENT PLATE AND RISER DETAIL Plate E-18 01 TLd 0) 15 Q. _g I* <o 05 '5 -2 b(D §0 ft\o> Ed o^ O x- § CD CO 0 § O MONUMENTLU LL! O o: Z) £ CO O DL SIDE VIEW Test pit TOP VIEW Flag TEST PIT SAFETY DIAGRAM Plate E-20 TITLE 24 REPORT Title 24 Report for: The Krause Residence 1260 Magnolia Ave. Carlsbad, CA Project Designer: Beery Group Inc. 2091 Las Palmas Dr. "D" Carlsbad, CA 92011 (760) 438-2963 Report Prepared By: Julie A. Gustine GMS / Murphy Mechanical 140 Vallecitosde Oro San Marcos, CA 92069 (760)591-9172 Job Number: 09-01.1672 Date: 6/23/2009 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.3 by EnergySoft Job Number: 09-01.1672 User Number: 1536 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1R Certificate of Compliance 3 Form MF-1R Mandatory Measures Summary 7 HVAC System Heating and Cooling Loads Summary 9 Room Load Summary 10 EnergyPro 4.3 by EnergySoft Job Number: 09-01.1672 User Number: 1536 Certificate Of Compliance : Residential (Parti of4) CF-1R The Krause Residence 6/23/2QQ9 Project Title Date 1260 Magnolia Ave. Carlsbad Project Address GMS / Murphy Mechanical Documentation Author EnergyPro Compliance Method TDV(kBtu/sf-yr) Space Heating Space Cooling Fans Domestic Hot Water Pumps Totals Percent better than Standard Standard Design 6.77 0.27 0.24 17.91 0.00 25.20 Proposed Design 4.57 0.52 0.22 19.06 0.13 24.51 (760)591-9172 Telephone 7 Building Permit # Plan Check/Date Field Chenk/DateClimate Zone Compliance Margin 2.20 -0.24 0.01 -1.15 -0.13 0.69 2.7% BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Building Type: (xl Single Family d Multi Family Building Front Orientation: Fuel Type: Fenestration: Area: 458ft2 Avg. U: Ratio: 18.5% Avg. SHGC: BUILDING ZONE INFORMATION Zone Name EH Addition D Existing + Add/Alt (S)180deg Propane 0.59 0.45 Total Conditioned Floor Area Existing Floor Area: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Number of Dwelling Units: Number of Stories: Floor Area Volume #of Units New Unit /ST total 2474 Zone Type Conditioned irea: Thermostat Type 2,474 ft2 n/a ft2 oft2 1,810 ft2 10.0 ft 1.00 2 Vent Hgt. Area Sethar.k 8 n/f OPAQUE SURFACES insulation Act. Gains Condition Type Frame Area U-Fac. Cav. Cont. Azm. Tilt Y / N Status JA IV Reference Location / Comments Wall Wood 527 0102 R-13 R-0 0 0 90 IX Wall Wood 426 0.102 R-13 R-0.0 90 90 IX Wall Wood 516 0.102 R-13 R-0.0 180 90 IX Wall Wood 493 0074 R-19 R-0 0 270 90 IX r r nn pr r = = j New 09-A3 Whole Residence New 09-A3 Whole Residence New 09-A3 Whole Residence New 09-A5 Whole Residence Run Initiation Time: 06/23/0910:38:12 Run Code: 1245778692 EnergyPro 4.3 by EnergySoft User Number: 1536 Job Number: 09-01.1672 Page:3of10 Certificate Of Compliance : Residential (Part 2 of 4) CF-1R The Krause Residence 6/23/2009 Project Title Date FENESTRATION SURFACES # Type Area U-Factor SHGC True Cond. Azm. Tilt Stat. Glazing Type Location/ Comments Window Rear (N) 103.0 154.02 Window 3 Window 4 Window 0.590 NFRC 0.590 NFRC JL45 _NJFJRC 0.45 NFRC 90 New IWC 6200 Alum/Low-E 90 90 NewRight (E) Front (S) 114.0 0.590 NFRC 0.45 NFRC 180 90 New IWC 6200 Alum/Low-E IWC 6200 Alum/Low-E Whole Residence Whole Residence Whole Residence Left (W) 86.8 0.590 NFRC 0.45 NFRC 270 90 New IWC 6200 Alum/Low-E Whole Residence 1. Indicate source either from NFRC or Table 116A. INTERIOR AND EXTERIOR SHADING # Exterior Shade Type SHGC 2. Indicate source either from NFRC or Table 116B. Window Hgt. Wd. Overhang Left Fin ten. Hgt. LExt. RExt. Right Fin Dist. Len.Hgt.Dist. Len.Hgt. 1 Bug Screen 0.76 2 Bug Screen 3 Bug Screen 4 Bug Screen 0.76 0.76 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Type (sf) (in.) Cap. Cond. R-Val.JA IV Reference Condition Location/ Status Comments PERIMETER LOSSES Type Length Slab Perimeter 220 Insulation R-Val. Location JA IV Reference None No Insulation 26-A1 Condition Location/ Status Comments New Whole Residence EnergyPro 4.3 by EnergySoft Run Initiation Time: 06/23/0910:38:12 Run Code 1245778692 User Number: 1 536 Job Number: 09-01 . 1 672 Page: 4 of 1 0 Certificate Of Compliance : Residential (Part 3 of 4) CF-1R The Krause Residence 6/23/2009 Project Title HVAC SYSTEMS Location New Unit / 5T total Heating Minimum Type Eff Central Furnace 80% AFUE Cooling Type Split Air Conditioner Date Minimum Condition Thermostat Eff Status Type 13.0 SEER New Setback HVAC DISTRIBUTION Location Heating Cooling New Unit / 5T total Ducted Ducted Duct Location Attic Duct Condition R-Value Status 4.2 New Ducts Tested? No Hydronic Piping System Name Pipe Pipe Insul. Length Diameter Thick. WATER HEATING SYSTEMS Water Heater System Name Type Distribution AO SMITH PEC-066 Small Elec. Recirc/Demand Rated Tank # in Input Cap. Syst. (Btu/hr) (gal) 1 15,359 60 Energy Condition Factor Status or RE New 0.87 Tank Insul Standby R-Value Loss (%) Ext. n/a n/a Multi-Family Central Control REMARKS Water Heating Details Hot Water Pump # HP Type Hot Water Piping Length (ft) Add 1/2" In Plenum Outside Buried Insulation COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: Beery Group Inc. Address: Documentation Author Name: Julie A. Gustine 2091 Las Palmas Dr. "D" Carlsbad, CA 92011 Title/Firm: QMS / Murphy Mechanical Address: 140 Vallecitos de Oro San Marcos, CA 92069 Telephone: (760) 438-2963 Lie. #:Telephone: (signature)(date) (signature)(date) Enforcement Agency Name: Title/Firm: Address: Telephone: (signature)(date) Run Initiation Time: 06/23/09 10:38:12 EnergyPro 4.3 by EnergySoft User Number: 1536 Run Code: 1245778692 Job Number: 09-01.1672 Page: 5 of 10 Certificate Of Compliance : Residential (Part 4 of 4) CF-1R The Krause Residence Project Title 6/23/2009 Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. The DHW System "AO SMITH PEC-066" includes credit for a Solar System with a 40.0% Solar Fraction (see CF-SR). Plan Field HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- approved HERS provider using CEC approved testing and/or verification methods and must be reported on the CF-4R installation certificate.Plan Field Run Initiation Time: 06/23/09 10:38:12 Run Code: 1245778692 EnergyPro 4.3 by EnergySoft User Number: 1536 Job Number: 09-01.1672 Page:6of10 Mandatory Measures Summary: Residential (Page 1 of 2) MF-1R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (*) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. rtpo/->D|DTirtM Check or initial applicable boxes or check NA if not applicable and included with theUtOlsKIr 1 IUIM permit application documentation.N/A DESIGNER ENFORCE- MENT Building Envelope Measures § 150(a): Minimum R-19 in wood ceiling insulation or equivalent U-factor in metal frame ceiling. § 150(b): Loose fill insulation manufacturer's labeled R-Value: *§ 1 50(c): Minimum R-1 3 wall insulation in wood framed walls or equivalent U-factor in metal frame walls (does not apply to exterior mass walls). *§ 150(d): Minimum R-1 3 raised floor insulation in framed floors or equivalent U-factor. § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1 . Masonry and factory-built fireplaces have: a. closable metal or glass door covering the entire opening of the firebox b. outside air intake with damper and control, flue damper and control 2. No continuous burning gas pilot lights allowed. § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. § 1 50(l): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor permeance rate no greater than 2.0 perm/inch. § 1 18: Insulation specified or installed meets insulation installation quality standards. Indicate type and include CF-6R Form: § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1 . Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. § 1 50(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. § 150(i): Setback thermostat on all applicable heating and/or cooling systems. § 150(j): Water system pipe and tank insulation and cooling systems line insulation. 1 . Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-1 2 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-1 2 external insulation or R-1 6 internal insulation and indicated on the exterior of the tank showing the R-value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1 . First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 150B. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 1 5 psi, meet requirements of Table 1 23-A. 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space. 7. Solar water-heating systems/collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 4.3 by EnergySoft User Number: 1536 Job Number: 09-01.1672 D Q D D D D D n D n n n n n n n n n n n D n n n n m n •m H H H 'n n n s m a a m s [El H H D n n n n n Page n n n nnn n n n G n n n ' n n n n n n n n n n n 7 of 10 Mandatory Measures Summary: Residential (Page 2 of 2) MF-1R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (*) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. __._-__. Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE DESCRIPTION applicable. N/A DESIGNER WENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, EH S CH 605, and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than | | Ixl | | sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive I I |x| I I duct tapes unless such tape is used in combination with mastic and draw bands. ii nn ii4. Exhaust fan systems have back draft or automatic dampers. '—' L5J '—' 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating | | fxl | | dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment I I fxl I i maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardantand provides shielding from solar radiation that can cause degradation of the material. II fxl Ii7. Flexible ducts cannot have porous inner cores. '—' ^ '—' § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the | | | | | | heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. I—II—II—I b. Cover for outdoor pools or outdoor spas. I | | ) j | 3. Pool system has directional inlets and a circulation pump time switch. I II II I § 115: Gas fired fan-type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously | | [x] | | burning pilot light. (Exception: Non-electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria I I I I I I Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table D H D 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, D B D luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined I I fxl I I in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. | | [x] | | OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms ,—, ,—, ,—,shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are I I |_Xj I I controlled by an occupant sensor that complies with Section f 19(d) that does not turn on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (1C) and are j | |x| | j certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the I I Ixl I I same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. I II II I Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more I I I I I I dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section EnergyPro 4.3 by EnergySoft User Number: 1536 Job Number: 09-01.1672 Page:8of10 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME The Krause Residence SYSTEM NAME New Unit / 5T total DATE 6/23/2009 FLOOR AREA 2,474 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Heating System Output per System Total Output (Btuh) Output (Btuh/sqft) 107,000 107,000 43.2 Cooling System Output per System Total Output (Btuh) Total Output (Tons) Total Output (Btuh/sqft) Total Output (sqft/Ton) 57,000 57,000 4.8 23.0 520.8 Air System CFM per System Airflow (cfm) Airflow (cfm/sqft) Airflow (cfm/Ton) Outside Air (%) Outside Air (cfm/sqft) 1,905 1,905 0.77 401.1 0.0 0.00 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK CFM Sensible Latent 825 20,453 0 1,609 1,609 23,671 COIL HTG. PEAK CFM Sensible 865 705 0 0 865 26,582 2,542 2,542 31,666 Note: values above given at ARI conditions HVAC EQUIPMENT SELECTION BDP CO. 561AJ060-** Total Adjusted System Output (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK 47,734 47,734 8,487 8,487 Aug 2 pm 107,000 107,000 Jan 12am HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 35.0 °F 68.8 °F 68.8 °F 105.0°F ' p Outside Air 0 cfm ,/ t 68.8 °F * ^ (®/ 1 Supply Fan Heating Coil v 1905 cfm S Supply Air Ducts 103.8°F 70.0 °F •ft Return Air Ducts IQOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 82.7 / 66.7 °F 78.8 / 62.4 °F 78.8 / 62.2 °F • 55.0 / 53.5 °F — ^ * Outside Air Ocfm j / 78.8/62.4 °F ^ rf- (®rf ^— / Supply Fan V 1905 cfm <" ^ • •Cooling Coil Supply Air Ducts 40.8% R.H. 78.0 / 62.2 °F Return Air Ducts EnergyPro 4.3 by EnergySoft User Number: 1536 Job Number: 09-01.1672 Page: 9 of 10 ROOM LOAD SUMMARY PROJECT NAME The Krause Residence SYSTEM NAME New Unit / 5T total DATE 6/23/2009 FLOOR AREA 2,474 ROOM LOAD SUMMARY ZONE NAME Whole Residence ROOM NAME Whole Residence Mult. 1 ROOM COOLING PEAK CFM 825 SENSIBLE 20,453 LATENT 865 PAGE TOTAL TOTAL COIL COOLING PEAK CFM 825 825 825 SENSIBLE 20,453 LATENT 865 COIL HTG. PEAK CFM 705 SENSIBLE 26,582 20,453 20,453 865 865 705 705 26,582 26,582 EnergyPro By EnergySoft User Number: User Job Number: 09-01.1672 Page: 10 of 10 COMPACTION REPORT OF GRADING RESIDENTIAL BUILDING PAD AREA, 1260 MAGNOLIA AVENUE CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA '• ' -. - - .FOR ..." ..'..- "•'"..' CHUCK AND KAREN KRAUSE C/O D.R. FUNKHOUSER CONSTRUCTION 1281 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA 92008 '. '."'•' ''."•• • • W.0.5897-B-SC APRIL 15,2010 Geotechnical • Geologic • Coastal * Environmental 5741 Palmer Way « Carlsbad, California 92010 • (760)438-3155 • FAX (760) 931-0915-www.geosoilsinc.com April 15,2010 W.O.5897-B-SC Chuck and Karen Krause c/o D.R. Funkhouser Construction 1281 Magnolia Avenue Carlsbad, California 92008 Attention: Mr. David Funkhouser Subject: Compaction Report of Grading, Residential Building Pad Area, 1260 Magnolia Avenue, Carlsbad, San Diego County, California Dear Mr. Funkhouser: In accordance with your request and per Mr. Chuck Krause's authorization, GeoSoils, Inc. (GSI) is presenting this compaction report of grading for the residential building pad area at the subject site. Grading and processing of original ground within the footprint of the proposed residence was observed and selectively tested by a representative of GSI on an as-needed, part-time basis as solely determined by you. Une and grade was provided by others and not GSI. Unless specifically superceded herein, the conclusions and recommendations provided in previous GSI reports for this project (see the Appendix) remain valid and applicable. PURPOSE OF EARTHWORK The purpose of grading was to prepare a relatively level building area for the construction of a new two-story, single-family residence. Minor cut and fill grading techniques were necessary to achieve the design grades shown on the 10-scale site plan prepared by Beery Group, Inc. (BGI, 2009). ENGINEERING GEOLOGY The geologic conditions exposed during the process of grading were periodically observed by a representative from our firm. During grading operations, remedial excavations exposed existing artificial fill, colluvium/topsoil, and Quaternary-age terrace deposits. The earth materials encountered during grading were generally similar to those reported in GSI (2009b). GROUNDWATER Regional groundwater was not encountered during remedial earthwork within the building footprint and therefore, not expected to significantly influence the performance of the development However, based on the permeability contrasts between fill and terrace deposits, perched groundwater conditions may develop in the future due to excess irrigation, poor drainage, or damaged utilities, and should be anticipated. Should manifestations of this perched condition (i.e., seepage) develop in the future, this office could assess the conditions and provide mitigative recommendations, as necessary. GEOTECHNICAL ENGINEERING Preparation of Existing Ground 1. Prior to grading, the major surficial vegetation and deleterious debris were removed and hauled offsite. 2. Potentially compressible unsuitable soils (i.e., undocumented artificial fill, topsoil/colluvium, and weathered terrace deposits) were removed to expose suitable, unweathered terrace deposits. The thickness of unsuitable soils was generally on the order of 3 to 4% feet below the existing grade. 3. Any terrace deposits exposed in removal excavations, within 2 feet from the bottom-of-footing elevation, were overexcavated to at least 2 feet below the bottom-of-footing elevation. The purpose of the overexcavation was to provide a minimum 2 feet of engineered fill beneath the residential foundation. The overexcavation was completed to at least 5 feet (laterally) outside the perimeter foundation. The resultant removal/overexcavation bottoms were then scarified to a depth of about 6 to 12 inches, brought to at least optimum moisture content, and compacted to a minimum relative compaction of 90 percent of the laboratory standard (ASTM D1557). Fill Placement Engineered fill, consisting of onsite soils, was placed in 6- to 8-inch lifts, moisture conditioned, mixed to achieve near optimum moisture conditions, and compacted using earth-moving equipment to a minimum relative compaction of 90 percent of the laboratory standard (ASTM D 1557), where tested. The thickness of engineered fill placed under purview of this report ranged between 4 and 6 feet. Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15,2010 Rle:e:\wp12\5800\5897b.cro Page 2 GeoSoits, Inc. FIELD TESTING 1. Reid density tests were performed using nuclear (densometer) ASTM test methods D 2922 and D 3017, and the sand-cone method ASTM D1556. The test results taken during grading operations are presented in the attached Table 1. The approximate locations of the field density tests performed during grading are presented on Plate 1. 2. Field density tests were taken at periodic intervals and random locations to check the compaction of the engineered fill placed by the contractor. 3. Visual classification of the soils in the field was the basis for determining which maximum density value to use for a given density test. 4. Testing was provided on a part-time, as-needed basis during grading, as solely determined by the contractor/client. LABORATORY TESTING Maximum Density Testing The laboratory maximum dry density and optimum moisture content for the major soil type, encountered during grading, were evaluated in general accordance with test method ASTM D 1557. The following table presents the results: A - SILTY SAND. Dark Brown Expansion Index (E.I.) Expansion testing was performed on a representative sample of finish grade soils in general accordance with ASTM D 4829. The expansion index (El) of the finish grade soils is less than 5. According to Table 18A-I-B of the 2001 California Building Code (International Conference of Building Officials, 2001), the expansion potential of the finish grade soils is characterized as very low. Chuck and Karen Krause 1260 Magnolia Avenue, Carisbad Rle:e:\wp12\5BOO\5897b.cro W.0.5897-B-SC April 15,2010 Page3 GeoSoils, Inc. Resistivity. pH. and Soluble Sulfate/Chloride Laboratory test results concerning the saturated resistivity, pH, and the soluble sulfate and chloride content of a representative sample of finish grade soils indicate that the tested soils are moderately alkaline with respect to soil acidity/alkalinity (pH = 8.1) and are corrosive to exposed ferrous metal when saturated (saturated resistivity = 1,200 ohm-cm). Soluble sulfate testing indicate that site soils possess negligible ("not-applicable") exposure to concrete per Table 4.2.1 in American Concrete Institute (AC!) 318-08 (soluble sulfate = 180 mg/kg). The soluble chloride content within the tested sample is 20 ppm. Thus, the chloride content of finish grade soils is below the threshold limit for chloride attack recognized by the State of California Department of Transportation (2003). Consultation from a qualified corrosion engineer is recommended regarding foundations, buried ferrous metal, etc. Laboratory test results concerning soil corrosion are provided as Figure 1. CONCLUSIONS The work performed to date is in general conformance with the recommendations contained in our referenced reports for the project (see the Appendix), and with the grading ordinance of the City of Carlsbad, California. Based on the observations and field density testing performed during grading, it is our professional opinion that the engineered fill within the building footprint, placed under purview of this report, is suitable for its intended use. Corrosion recommendations to mitigate site soil, if warranted, should be provided by the corrosion consultant. Earthwork was performed to achieve the design grade for the proposed residence and to provide uniform support for the residence's foundation. As shown on Plate 1, transitions between engineered fill and unmitigated soils currently exist outside the footprint for the proposed residence. As such, there is elevated potential for any planned, settlement-sensitive improvements), spanning the area between engineered fill and unmitigated soils and/or located outside the limits of engineered fill placed under the purview of this report, to experience distress as a result of adverse soil movement. This potential should be disclosed to all interested/affected parties should any improvement be constructed on unmitigated soils. FOUNDATION RECOMMENDATIONS The foundation design and construction recommendations are based on laboratory testing of finish grade soils and engineering analysis by GSi. The following foundation construction recommendations are presented as minimum criteria from a geotechnical engineering viewpoint. The expansion potential of finish grade soils is generally in the very low (E.I. 0 to 20) range, with a plasticity index less thanl 5. Foundations underlain by these Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15,2010 FBe:e:\wp12\5800\5897b.cro Page 4GeoSoils, Inc. Prime Testing, Inc. 41695 Elm Street Sfe 201 Muniefe, CA S2562 pH (951H94-26S2 • fe (951)894-2683 Work Order No.: 10D2200 Client: GeoSoifs, Inc. Project No.: 5897-B-SC Project Name: Krause Report Date: April 15,2010 Laboratory Testfs) Results Summary The subject soil sample was processed in accordance with California Test Method CTM 643 arid tested for pH / Minimum Resistivity (CTM 643), Sulfate Content {CTM 417} and Chloride Cprrte;nt (CTM 422). The test results follow: Sample Identification Finish Grade PH 8.1 Minimum Resistivity (ohm-cm) 1,200 Sulfate Content (mg/kg) 180 Sulfate Content (%bywgt) 0.018 Chloride Content (ppro) 20 *ND=No Detection We appreciate the opportunity to serve, you. Please do not hesitate to contact us with any questions or clarifications regarding these results or procedures. p~-i P£ - Ahmet K. Kaya, Laboratory Manager W.0.5897-B-SC Rgure 1 www.prirtiefesting.corn , Inc. Form No. CP-1R Rev.05/06 soils should be designed in accordance with the 2007 CBC and the recommendations provided in the following sections. Foundation Design 1. Conventional spread and continuous footings may be used to supportthe proposed residential structure, provided they are founded entirely in properly engineered fill placed under the purview of this report. 2. An allowable bearing value of 2,000 pounds per square foot (psf) may be used for design of footings which maintain a minimum width of 12 inches (continuous) and 24 inches square (isolated), and a minimum depth of at least 12 inches below the lowest adjacent grade into properly engineered fill. The bearing value may be increased by one-third for seismic or other temporary loads. This value may also be increased by 20 percent for each additional 12 inches in depth to a maximum of 2,500 psf. No increase in bearing value for increased footing width is recommended. 3. For lateral sliding resistance, a 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. 4. Passive earth pressure may be computed as an equivalent fluid having a density of 250 pounds per cubic foot (pcf) with a maximum earth pressure of 2,500 psf. 5. When combining passive pressure and friction resistance, the passive pressure component should be reduced by one-third. 6. Foundations should be designed to accommodate a differential settlement of 1 inch in a 40-foot span (angular distortion = 1/480). 7. All footings should maintain a minimum 7-foot horizontal distance between the base of the footing and any adjacent descending slope, and minimally comply with guidelines presented in the 2007 CBC. Construction 1. Conventional continuous footings should be founded at a minimum depth of 12 inches and 18 inches below the lowest adjacent ground surface for one- and two-story floor loads, respectively. Interior footings may be founded at a depth of 12 inches below the lowest adjacent ground surface. Interior footing embedment does not include the slab and underiayment thickness. All footings should be founded into properly engineered fill placed under the purview of this report. Chuck and Karen Krause 1 260 Magnolia Avenue, Carlsbad File:e:\wp12\5800\5897b.cro W.0. 5897-B-SC April 1 5, 201 0 Page 6 Inc. Footings for one- and two-story floor loads should have a minimum width of 12 inches and 15 inches, respectively. All footings should have two No. 4 reinforcing bars placed at the top and two No. 4 reinforcing bars placed at the bottom of the footing. Isolated or exterior piers and columns should be founded at a minimum depth of 24 inches below the lowest adjacent ground surface into properly engineered fill. Interior footing embedment does not include the slab and underlayment thickness. Interior and exterior isolated footings should be tied to the main foundation via a reinforced grade beam, in at least one direction. 2. A grade beam, reinforced similar to continuous footings and at least 12 inches square, should be provided across the garage entrances. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. 3. Concrete slabs, including garage slabs, should be a minimum of 5 inches thick, and be minimally reinforced with No. 3 reinforcement bars placed on 18-inch centers, in two horizontally perpendicular directions (i.e., long axis and short axis). All slab reinforcement should be supported to provide proper mid-slab height positioning during placement of the concrete. "Hooking" of reinforcement is not an acceptable method of positioning. 4. Garage slabs should be poured separately from the residence footings and be quartered with expansion joints or saw cuts. A positive separation from the footings should be maintained with expansion joint material to permit relative movement. 5. The residential and garage slabs should have an actual, minimum thickness of 5 inches, and the slab subgrade should be free of loose and uncompacted material prior to placing concrete. 6. Concrete slabs in residential and garage areas should be underlain with a vapor retarder consisting of a minimum 10- or 15-mil, polyvinyl-chloride membrane with all laps sealed. This membrane should be covered with 2 inches of sand to aid in uniform curing of the concrete and to mitigate puncturing of the vapor retarder. The vapor retarder should be underlain wrth an additional 2 inches of sand. Sand used for slab underlayment should have a minimum sand equivalent (S.E.) of 30. Please note that the above slab underlayment construction has the potential to allow vapor or water transmission through the floor slab at rates greater than those recommended by most floor covering manufacturers. GSI has provided more onerous concrete mix design and slab underlayment recommendations in the "Soil Moisture Considerations" section of this report to further reduce vapor or water transmission rates through concrete floor slabs if the Client is concerned about potential damage to floor coverings. 7. Presaturation is not necessary for these soil conditions. However, the moisture content of tine subgrade soils should be equal to or greater than the soil's optimum Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15,2010 raKK\wpi2V5800\5897b.cro Page 7 GeoSoUs, Inc. moisture to a depth of 12 indies below the adjacent ground grade in the stab areas prior to vapor retarder placement. 8. Soils generated from footing excavations to be used onsite should be compacted to a minimum relative compaction 90 percent of the laboratory standard, whether it is to be placed inside the foundation perimeter or in the yard/right-of-way areas. This material must not alter positive drainage patterns that direct drainage away from the structural areas and toward the street. Soil Moisture Considerations GSI has evaluated the potential for vapor or water transmission through the concrete floor slab, in light of typical residential floor coverings and improvements. Typical slab moisture emission rates range from about 2 to 27 lbs./1,000 square feet from atypical slab (Kanare, 2005), while most floor covering manufacturers recommend about 3 lbs./24 hours as an upper limit. Thus, the client will need to evaluate the following in light of a cost versus benefit analysis (tenant complaints and repairs/replacement), along with disclosure to owners or interested/affected parties. Considering the anticipated typical water vaportransmission rates, and floor coverings and improvements (to be chosen by the client) that can tolerate those rates without distress, the following alternatives are provided: • Concrete slabs should be a minimum of 5 inches thick. • Concrete slab underlayment should consist of a 10-mil to 15-mil vapor retarder, or equivalent, with all laps sealed per the 2007 CBC, and the manufacturer's recommendation. The vapor retarder should comply with the ASTM E 1745 - Class A or B criteria, and should be installed in accordance with ACI302.1 R-04 and ASTM E 1643. • The 10- to 15-mil vapor retarder (ASTM E 1745 - Class A or B) should also be installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). • The vapor retarder should be underlain with 2 inches of washed sand, and should be overlain by a 2-inch thick layer of washed sand (SE>30). The lower sand layer may be omitted if laboratory testing of finish grade soils indicates a sand equivalent (SE) greater than 30. Concrete should have a maximum water/cement ratio of 0.50. This does not supercede the 2007 CBC for corrosion or other corrosive requirements. Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist. Concrete finishing and workability should be addressed by the structural consultant and a waterproofing specialist. Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15,2010 Re:e:\wp12\580tA5897b.cro Page 8 GeoSoils, Inc. • Where slab water/cement ratios are as indicated above, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade beams and footings in kind, so that the concrete used in the foundation and slabs are designed and/or treated for more uniform moisture protection. • The owner should be specifically advised which areas are suitable for tile flooring, wood flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, flooring shall be installed per the manufacturer's recommendations. • Additional recommendations regarding water or vapor transmission should be provided by the architect/structural engineer/slab or foundation designer and should be consistent with the specified floor coverings indicated by the architect Regardless of the mitigation, some limited moisture/moisture vapor transmission through the slab should be anticipated. Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques. The use of specialized produces) should be approved by the slab designer and water-proofing consultant. A technical representative of the flooring contractor should reviewthe slab and moisture retarder plans and provide comment prior to the construction of the foundations or improvements. The vapor retarder contractor should have representatives onsite during the initial installation. WALL DESIGN PARAMETERS Conventional Retaining Walls The design parameters provided below assume that either non expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite materials (up to and including an E.I. of 50) are used to backfill any retaining walls. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed. The foundation system for the proposed retaining wails should be designed in accordance with the recommendations presented in this and preceding sections of this report, as appropriate. Footings should be embedded a minimum of 18 inches below adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width. There should be no increase in bearing for footing width. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site-specific conditions. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pcf, plus any applicable surcharge loading. For areas of male or Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15,2010 File:e:\wp12\5800\5897b.cro Page 9GeoSoUs, Inc. re-entrant comers, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the comer. Cantf levered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls less than 3 feet in height may be superseded by City of Carlsbad standard design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. GSI recommends a minimum 10H seismic surcharge be incorporated to the design of retaining walls if incorporated into the residential structure, where ingress/egress may be a factor during the design seismic event, as outlined in the 2007 CBC. This is a uniform pressure applied from the footing bottom (excluding shear key) to the top of the retained earth. * level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall. ** As evaluated by testing, P.I. <15, El. <21, S.E. >30, and <10% passing No. 200 sieve. *** As evaluated by testing, E.I. <50 S.E >25. ^ Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1,2, and 3, present the back drainage options discussed below. Minimally, backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or %-inch to 11/2-inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). For low expansive backfill, the fitter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has an E.I. of up to 50, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be Chuck and Karen Krause 1260 Magnolia Avenue, Carlsbad Rle:e:\wp12\5800\5897b.cro GeoSoils, Inc. W.0.5897-B-SC April 15,2010 Page 10 (1) Waterproofing membrane CMUor reinforced-concrete wall Structural footing or settlement-sensitive improvement Provide surface drainage via an engineered V-ditch (see civil plans for details) Proposed grade sloped to drain per precise civil drawings (5) Weep hole Footing and wall design by others Native backfill 1-1 (h=v) or flatter backcut to be properly benched (6) Footing (1) Waterproofing membrane. (2) Graved Clean, crushed, % to 1)£ inch. (3) Filter fabric: Mirafi 140N or approved equivalent (4) Pipe: 4-inch-cfiameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient sloped to suitable, approved outlet point (perforations down). (5) Weep hole: Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wai No weep holes for below-grade walls. (6) Footing: If bench is created behind the footing greater than the footing width, use level fiH or cut natural earth materials. An additional "heel" drain wll likely be required by geotechnical consultant RETAINING WALL DETAIL - ALTERNATIVE A Detail 1 (1) Waterproofing membrane (optional) CMUor reinforced-concrete Structural footing or settlement-sensitive improvement Provide surface drainage via engineered V-dftch (see civil plan details) 2A Ow) slope (5) Weep hole r— Proposed grade / sloped to drain / per precise civil i drawings Footing and wall design by others ^•••.§T6pdi;.6r" level • •...-'.. -r.," :) "Composite, '•-•> S" ' -.. *•'••' •'•"' -"•--"•-• ••••; dram - . • -... ^: "'. '< "./^ (3J Fitter-:fabrh •.'"• -. •iX:--' '""-" ' -" • •. % -. 'A Native backfill M Ow) or flatter backcut to be properly benched (6) 1 cubic foot of %-inch crushed rock (7) Footing (1) Waterproofing membrane (optional): Liquid boot or approved mastic equivalent (2) Drain: Miradrain 6000 or J-drain 200 or equivalent for non-waterproofed walls; Miradrain 6200 or J-drah 200 or equivalent for waterproofed walls (all perforations down). (3) Filter fabric: Mirafi 140N or approved equivalent; place fabric flap behind core. (4) Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). (5) Weep hole: Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. (6)Clean, crushed, % to 1% inch. (7) Footing; If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant. RETAINING WALL DETAIL - ALTERNATIVE B Detail 2 (1) Waterproofing membrane CMU or reinforced-concrete wall Structural footing or settlement-sensitive improvement Provide surface drainage 2=1 Ow) slope H Footing and wall design by others {Proposed grade doped to drain per precise civil drawj (6) Clean sand backfill H (h=v) or flatter backcut to be properly benched (2) Gravel (4) Pipe (7) Footing (1) Waterproofing membrane: Liquid boot or approved masticequivalent (2) Graved Clean, crushed, % to 1% inch. (3) Filter fabric: Mirafi 140N or approved equivalent (4) Ppe-- 4-inch-diameter perforated PVC, Schedub 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). (5) Weep hole; Minimum 2-inch cfiameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civD engineer to provide drainage at toe of wall. No weep holes for betow-grade walls. (6) Clean sand backfill Must have sand equivalent value (S.E.) of 35 or greater; can be densified by water jetting upon approval by geotechnical engineer. (7) Foothg: If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant. (8) Native backfill: if El (21 and S.E. X35 then all sand requirements also may not be required and will be reviewed by the geotechnical consultant RETAINING WALL DETAIL - ALTERNATIVE C Detail 3 constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an E.I. potential of greater than 50 should not be used as backfill for retaining wails. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Wall backdrains should gravity flow at a minimum of 1 percent toward a suitable outlet. Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ±100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes, only, in walls higher than 2 feet, is not recommended. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E.I. .<5Q). Proper surface drainage should also be provided. For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the civil designer may specify either: a) Minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition. b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that an angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer's/wall designer's recommendations, regardless of whether or nottransition conditions exist. Expansion joints should be sealed with aflexible, non-shrink grout. c) Embed the footings entirely into native formational material (i.e., deepened footings). If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. DRIVEWAY. FLATWORK. AND OTHER IMPROVEMENTS The soil materials on site generally have a very low expansion potential. However, the effects of expansive soils are cumulative, and typically occur over the lifetime of any Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15,2010 Rte:e:\wp12\5800\5897b.cra Page 14, Inc. improvements. On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements. The resulting potential for distress to improvements may be reduced, but not totally eliminated. To that end, it is recommended that the Client notify all interested/affected parties, of this long-term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for all exterior flatwork: 1. The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction, and then be presoaked to 2 to 3 percentage points above (or 125 percent of) the soils' optimum moisture content, to a depth of 18 inches below subgrade elevation, if very low expansive soils are present, only optimum moisture content, or greater, is required and specific presoaking is not warranted. The moisture content of the subgrade should be proof tested within 72 hours prior to pouring concrete. 2. Concrete slabs should be cast over a non-yielding surface, consisting of a 4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and level prior to pouring concrete. If very low expansive soils are present, the rock or gravel or sand may be deleted. The layer or subgrade should be wet-down completely prior to pouring concrete, to minimize loss of concrete moisture to the surrounding earth materials. 3. Exterior slabs should be a minimum of 4 inches thick. Driveway slabs and approaches should additionally have a thickened edge (12 inches) adjacent to all landscape areas, to help impede infiltration of landscape water under the slab. 4. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No. 3 bars placed at 18 inches on center, in each direction. If subgrade soils within the top 7 feet from finish grade are very low expansive soils (i.e., E.I. <L20), then 6x6-W1.4xW1.4 welded-wire mesh may be substituted for the rebar, provided the reinforcement is placed on chairs, at slab mid-height. The exterior slabs should be scored or saw cut, Yz to % inches deep, often enough so that no section is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15,2010 Rle:e:\wp12V5800\5897b.cro Page 15 Geo&oHs, Inc. 5. No traffic should be allowed upon the newly poured concrete slabs until they nave been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi. 6. Driveways, sidewalks, and patio slabs adjacent to the house should be separated from the house with thick expansion joint filler material. In areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), ail joints should be additionally sealed with flexible mastic. 7. Planters and walls should not be tied to the house. 8. Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions. If very low expansion soils are present, footings need only be tied in one direction. 9. Any masonry landscape wails that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long. These segments should be keyed or doweled together. 10: Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. 11. Positive site drainage should be maintained at all times. Finish grade on the lots should provide a minimum of 1 to 2 percent fall to the street, as indicated herein. It should be kept in mind that drainage reversals could occur, including post-construction settlement, if relatively flat yard drainage gradients are not periodically maintained by the homeowner. 12. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Rnishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. UTILITIES Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. Due to the potential for differential settlement, air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste water-lines should be drained to a suitable outlet. Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15,2010 Rle:e:\wp12\5800\5897b.cro Page 16GeoSoils, Inc. DEVELOPMENT CRITERIA Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations, hardscape, and slopes. Surface drainage should be sufficient to prevent ponding of water anywhere on a lot, and especially near structures and tops of slopes. Lot surface drainage should be carefully taken into consideration during fine grading, landscaping, and building construction. Therefore, care should betaken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within lots and common areas should be provided and maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground, in general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Erosion Control Exposed graded surfaces will be subject to surficial erosion during and after grading. Onsite earth materials have a moderate to high erosion potential. Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture barrier to prevent penetration of irrigation water Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15,2010 Rle:e:\wp12\5800\5897b.cK> Page 17 GeoSoils, Inc. into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or other non-erosive devices (e.g., paved swales or ditches; below grade, solid tight-lined PVC pipes; etc.), that will carry the water away from the structure, to an appropriate outlet, in accordance with the recommendations of the design civil engineer. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Pools and/or spas should not be constructed without specific design and construction recommendations from GSI. This office should be notified in advance of any fill placement, grading of ttie site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills, flatwork, etc. Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15,2010 FBe:e:\wp12\5800\5897b.cro Page 18 GeoSoils, Inc. Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street, driveway approaches, driveways, parking areas, and utility trench and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement The purpose of the observations is to evaluate that the excavations have been made into the recommended bearing material and to the minimum widths and depths recommended for construction. if loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trenching/Temporary Construction Backcuts Considering the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees (except as specifically superceded within the text of this report]), should be anticipated. All excavations should be observed by an engineering geologist or soil engineer from GSI, prior to workers entering the excavation or trench, and minimally conform to CAL-OSHA, state, and local safety codes. Should adverse conditions exist, appropriate recommendations would be offered at that time. Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15,2010 FHe:e:\wp12\5800\5897b.cro Page 19 GeoSof Is, Inc. Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to evaluate the desired results. 2. Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to evaluate the desired results. 3. All trench excavations should conform to CAL-OSHA, state, and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GS1 at each of the following construction stages: • During grading/recertification. • During excavation. • During placement of subdrains or other subdrainage devices, prior to placing fill and/or backfill. • After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. • Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor retarders (i.e., visqueen, etc.). Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15,2010 File:e:\wp12\5800\5897b.cro Page 20 GeoSoils, Inc. During retaining wail subdrain installation, prior to backfill placement. During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill.. During slope construction/repair. When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. When any improvements, such asflatwork, spas, pools, walls, etc., are constructed, prior to construction. GSI should review and approve the plans for the proposed improvements, prior to construction. A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs, foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. Please note that the recommendations contained herein or presented previously are not intended to preclude the transmission of water or vapor through the slab or foundation. The structural engineer/foundation and/or slab designer should provide recommendations to not allow water or vapor to enter into the structure so as to cause damage to another building component, or so as to limit the installation of the type of flooring materials typically used for the particular application. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, Ihe minimums presented herein should be adopted. It is considered likely that some, more restrictive details will be required. Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15, 2010 File:e:\wp12\5800\5897b.cro Page 21 GeoSoils, Inc. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and other design criteria specified herein. LIMITATIONS The conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is express or implied. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work, testing, or recommendations performed or provided by others, or work performed without our knowledge. Chuck and Karen Krause W.0.5897-B-SC 1260 Magnolia Avenue, Carlsbad April 15,2010 Rte:e:\wp12\5800\5897b.cro Page 22 &eo$oii$, IMC. The opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to contact any of the undersigned. Respectfully submitted, GeoSoils, Inc. n P. Franklin Engineering Geologist, Certified Engineering Geologist Boehmer Project Geologist RB/DWS/JPF/jh Attachments: Distribution: David W. Skelly Civil Engineer, RC! table 1 - Reid Density Test Results Appendix - References Plate 1 - Field Density Test Location Map (3) Addressee (1) Chuck and Karen Krause(mail and email) Chuck and Karen Krause 1260 Magnolia Avenue, Carlsbad Rte:e:\wp12\5800\5897b.cro W.0.5897-B-SC April 15, 2010 Page 23 GeeS&Hs, Inc. Table 1 FIELD DENSITY TEST RESULTS 3/26/10 SW Bldg. Pad 1260 Magnolia 129.0 8.7 123.8 91.7 3/26/10 (Mid) Bldg. Pad 1260 Magnolia 129.0 9.3 121.8 90.2 ND 3/26/10 West Bldg. Pad 1260 Magnolia 129.0 9.7 122.6 90.8 ND 3/26/10 SE Bldg. Pad 1260 Magnolia 129.0 9.8 125.0 92.6 ND 3/26/10 SE Bldg. Pad 1260 Magnolia 129.0 9.5 123.9 91.8 SC 6*3/27/10 SW Area House Pad 1260 Magnolia 130.0 8.7 118.3 87.6 ND 6A 3/27/10 SW Area House Pad 1260 Magnolia 130.0 10.3 121.8 90.2 ND 3/27710 SE Area House Pad 1260 Magnolia 130.0 9.7 123.8 91.7 ND 3/27/10 NE Area House Pad 1260 Magnolia 130.0 9.9 123.5 91.5 SC 3/29/10 East Side Pad 1260 Magnolia 131.0 8.5 124.6 92.3 ND A 10 3/29/10 (Mid) Pad 1260 Magnolia 131.0 9.2 121.6 90.1 ND 11 3/29/10 South Pad 1260 Magnolia 131.0 10.5 122.0 90.4 SC A 12 3/29/10 South West Pad 1260 Magnolia 131.0 11.0 122.6 90.8 ND 13 3/30/10 North Bldg. Pad 1260 Magnolia 128.0 10.6 123.0 91.1 ND 14 3/30/10 North Bldg. Pad 1260 Magnolia 129.0 10.5 125.0 92.6 ND 15 3/30/10 North Bldg. Pad 1260 Magnolia 130.0 10.7 122.9 91.0 SC FG16 3/31/10 North Bldg. Pad 1260 Magnolia 131.0 10.2 122.7 90.9 ND FG17 3/31/10 South Bldg. Pad 1260 Magnolia 131.0 11.0 123.7 91.6 ND FG18 3/31/10 East Bldg. Pad 1260 Magnolia 131.0 9.8 123.3 91.3 ND LEGEND: *= Failed Test A = Retest FG = Finish Grade ND = Nuclear Densometer SC = Sand Cone Chuck and Karen Krause 1260 Magnolia Avenue, Carlsbad File: C:\excei\tables\5800\5897b.cro W.0.5897-B-SC April, 2010 Pagel , Inc. APPENDIX REFERENCES ACI Committee 318,2008, Building code requirements for structural concrete (ACI318-08) and commentary, dated January. ACI Committee 360,2006, Design of slabs-on-ground (ACI 360R-06). ACI Committee 302,2004, Guide for concrete floor and slab construction, ACI 302.1 R-04, dated June. ACI Committee on Responsibility in Concrete Construction, 1995, Guidelines for authorities and responsibilities in concrete design and construction in Concrete international, vol 17, No. 9, dated September. American Society for Testing and Materials, 1998, Standard practice for installation of water vapor retarder used in contact with earth or granular fill under concrete slabs, Designation: E1643-98 (Reapproved 2005). , 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs, Designation: E 1745-97 (Reapproved 2004). Beery Group, Inc., 2009, Site plan and key site plan, Krause Residence, 1260 Magnolia Avenue, Carlsbad, CA 92008, Sheet C-1,10- and 20-scale, Job No. 2901, dated July 2 (revised July 7). California Building Standards Commission, 2007, California building code. GeoSoils, Inc., 2009a, Geotechnical plan review, Krause Residence, 1260 Magnolia Avenue, Carlsbad, San Diego County, California, W.0.5897-A1-SC dated July 13. , 2009b, Preliminary geotechnical evaluation, proposed single-family residence, 1260 Magnolia Avenue, City of Carlsbad, San Diego County, California, W.0.5897-A-SC, dated June 4. International Code Council, Inc., 2006, International building code and international residential code, Country Club Hills, Illinois, IRC and IBC. Internationa] Conference of Building Officials, 2001, California building code, California code of regulations title 24, part 2, volume 1 and 2. State of California Department of Transportation, Division of Engineering Services, Materials Engineering, and Testing Services, Corrosion Technology Branch, 2003, Corrosion Guidelines, Version 1.0, dated September. GeoSoils, Inc. SEP-01-20D9 TUE 04=38 PM CITY OF CARSLBAD FAX NO, 760 602 855ft fe Jfe City of Ca r Is ba Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHERMmGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name KRAUSE RESIDENCE Building Permit Plan Check Number: Project Address: A.P.N Project Applicant (Owner Name): Project Description; Building Type: Residential: C8091050 1260 MAGNOLIA AVE 205*210-78-00 CHUCK AND KAREN KRAUSE NEW SINGLE FAMILY DWELLING V-N 1 New Dwelling Units 2,496 Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Commercial/Industrial: City Certification of Applicant Information: Net Square Feet New Area Sqyare Feet Floor Area CariSbad Unified School District 6225 £) Camino Rsttl Carlsbad CA 92009 (331 Date: OOL STRfCTS WiTHlN THE CITY OF CARLSBAD San Marcos Unified School DistrictVista Unified School District 1234 Arcadia Drive VismCA 92683 (726-2170)San Marcos. CA 92069 (290-2649) Contact: Nancy Dolce (By Appt Only) Encinitas Union School District 101 South Rancho Santa Pe Rd Eneinitas, CA 92024 (944-4300 ext 166) S»n Djeguito Union High School District 7lOEncmitas81vti. Eocinitas, CA 92024 (753-6491) Certification of Applicant/Owners, The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee rf Owner requests an increase in the number of dwelling units or square footage after the buifding jsSrWt is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Qwrtw-hrttiiarowper/developer of the above described projsct(s), or that the person executing this declaration is authorized to sig/on bffialf # the J0wrrer4 Date:Signature: SEP-Q1-20G9 TIE 04•: 39 PB OITY OF FWt HO, W 802 555ft P. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school districts)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project SIGNATURE Op AUTHORISED SCHOOL DISTRICT:) TITLE ASSISTANT SUPERINTENDENT NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL — DATE CARLSBAD, CA 92009 PWONE I 1AVIARA OAKS ELEMENTARY \ | CARLSBAD UNIFIED SCHOOL DISTRICT \ | PACIFIC RIM ELEMENTARY \^2 AVIARA OAKS MIDDLE SCHOOL Q CARLSBAD VILLAGE ACADEMY \ | POINSETTIA ELEMENTARY \^]BUENAVISTA ELEMENTARY ^^HOPE ELEMENTARY \ \PRESCHOOL \^\CALAVERA HILLS ELEMENTARY Q JEFFERSON ELEMENTARY \ | VALLEY MIDDLE SCHOOL | | CALAVERA HILLS MIDDLE SCHOOL \ | KELLY ELEMENTARY \ | OTHER | | CARLSBAD HIGH SCHOOL \ | MAGNOLIA ELEMENTARY RECEIVED FROM: (If Applicable) PARENT OF_ DATF: /W<2_ PAYMENT FOR:ACCOUNT NUMBER Receipt No. 30257 AMOUNT RECEIVED CASH.CHECK#„TOTAL • CHARLES A KRAUSE OR KAREN M KRAUSE, CO -TRUSTEES LYTRUST G /*\ Security DOLIARS 0 SfflK REPUBLIC BANK *Raenette Abbey From: Zillah Johnson Sent: Friday, January 29, 201 0 8:20 AM To: Kathleen Lawrence Cc: Raenette Abbey; Mario Remillard Subject: RE: 1260 Magnolia Yes, we can do that as long as you make a note of it on the permit. Also, the meter in the ground is a 1". Zillah C. Johnson Acct. Tech Meter Services, M&O Public Works Dept 760-602-2400x7109 760-431-1601 Fax zillah.Johnson@carlsbadca.qov OTY OF CARLSBAD From: Kathleen Lawrence Sent: Thursday, January 28, 2010 4:55 PM To: Zillah Johnson Cc: Raenette Abbey Subject: RE: 1260 Magnolia Thanks Zilla. Will we be able to have the address as 1260 Magnolia when he establishes service for his new house? Kathy Eng. Counter From: Zillah Johnson Sent: Thursday, January 28, 2010 4:25 PM To: Kathleen Lawrence; Mario Remillard Cc: Raenette Abbey Subject: RE: 1260 Magnolia $ t Yes, we are talking about the same lot. Zillah C. Johnson Acct. Tech Meter Services, M&O Public Works Dept 760-602-2400x7109 760-431-1601 Fax zillah.iohnson@.carlsbadca.gov CITY Of CARLSBAD •From: Kathleen Lawrence Sesit: Wednesday, January 27, 2010 2:20 PM To: Zillah Johnson; Mario Remillard Cc: Raenette Abbey Subject: 1260 Magnolia Per our conversation today Zillah, I've attached a copy of the assessor page for the lot above. 1. Can we confirm we are all talking about the same lot. The lot is circled with an asterisk, apn 206-210-79. If confirmed, I will take off the new meter/connection fees and credit him and charge the difference for the 1" meter (new house will be sprinklered). 2. Again, the planck and all documentation for this lot was submitted as 1260 Magnolia not 1262. When this account is reopened, we need the property/billing address as 1260 Magnolia, please. Thank you both. Kathleen Eng. Counter X2741 e> -vJ1 -^. Nj 12 3 ii o-o - £ £cjtf-'l H M ^H § S v 5 ^9Qs?S- 5-? * I4 » fl\ H 1 ^ rv 5^ r t rf 3ii P f^r rO, g 10 0) ^. H ? 8 If d> \ O n