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2723 CHESTNUT AVE; 200; CB131467; Permit
09-19-2013 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: CB131467 Building Inspection Request Line (760) 602-2725 2723 CHESTNUT AV CBAD St: 200 RESDNTL Sub Type: 1673921900 Lot#: $91,558.00 Constuction Type: Reference #: 1 structure Type: 2 Bathrooms: Orig PC #: LAMM RES- BUILD NEW 2ND STORY 640 SF 2DU + 100 SF SERVICE ROOM (SEP ENTRANCE), 373 SF SECOND STORY COVERED DECK/ NEW 253 SF GAR @ 1 ST FLOOR/ ON MAIN HOUSE BUILD NEW 500 SF SOLID ROOFED PATIO COVER AND REBUILD AN EXISTING 210 SF SOLID ROOFED PATIO COVER/ NEW 61 SF RETAINING WALL @ SIDE YARD 2DU 0 5B 1 Status: ISSUED Applied: 06/14/2013 Entered By: LSM Plan Approved: 09/19/2013 Issued: 09/19/2013 Inspect Area: Plan Check #: Applicant: ARTURO PEREZ STE 119 815 THIRD AV CHULA VISTA CA 91910 619-843-6701 Owner: LAMM FAMILY TRUST 06-10-05 2723 CHESTNUT AVE CARLSBADCA 92010 Building Permit $656.42 Meter Size Add'l Building Permit Fee $0.00 Add'l Red. Water Con. Fee $0.00 Plan Check $459.49 Meter Fee $0.00 Add'l Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $9.16 PFF (3105540) $1,283.26 Park in Lieu Fee $0.00 PFF (4305540) $1,184.55 Park Fee $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee $0.00 Traffic Impact Fee (3105541) $1,722.00 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $73.00 Renewal Fee $0.00 ELECTRICAL TOTAL $57.00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $67.49 Other Building Fee $0.00 Housing Impact Fee $0.00 HMP Fee $0.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $0.00 Housing Credit Fee $0.00 Meter Size Master Drainage Fee $766.80 Add'l Pot. Water Con. Fee $0.00 Sewer Fee $842.00 Reel. Water Con. Fee $0.00 Additional Fees $14.04 Green Bldg Stands (SB1473) Fee $1.00 Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee $0.00 TOTAL PERMIT FEES $7,136.21 Total Fees: $7,136.21 Total Payments to Date: $7,136.21 Balance Due: $0.00 Inspector: FINALAPPROVAL Date: '^'l^^^C^ Clearance: NOTICE: Please tal<e NOTICE that approval of your project includes the "Impcsition" of fees, dedications, reservations, or other exactions hereafter collectively refen-ed 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 Govemment Code Section 66020(a), and file the protest and any other required infonnation with the City Manager for processing in accordance with Carisbad Municipal Code Section 3.32.030, Failure to timely follow that procedure will bar any subsequent legai 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 vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previously othenvise expired. 09-19-2013 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW130220 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: 2723 CHESTNUT AV CBAD St: 200 SWPPP 1673921900 Lot #: CB131467 LAMM RES- NEW 640 SF 2ND STORY SDU/ DECK/ PATIOS/RET WALL Status Applied Entered By Issued Inspect Area Tier ISSUED 06/14/2013 LSM 09/19/2013 1 Priority: Applicant: ARTURO PEREZ STE 119 815 THIRD AV CHULA VISTA CA 91910 619-843-6701 Owner: LAMM FAMILY TRUST 06-10-05 2723 CHESTNUT AVE CARLSBADCA 92010 Emergency Contact: KEN LAMM 760-560-3655 SWPPP Plan Check SWPPP Inspections Additional Fees $47.00 $56.00 $0.00 TOTAL PERMIT FEES $103.00 Total Fees: $103.00 Total Payments To Date: $103.00 Balance Due: $0.00 FINAL APPROVAL THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: PUNNING ENGINEERING BUILDING • FIRE • HEALTH j HAZMAT/APCD ^ CITY OF • CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov Plan Check No. Qj^ ( t ^ (^J7 Est.Value 9|, Plan Ck. Deposit Date4»//tf/l3 SWPPP JOB ADDRESS 2723 CHESNUT AVE, CARLSBAD CA SUITE«/SPACE#/UNrr# 167 392 19 00 CT/PROJECT # 97 # BATHROOMS 1 TENANT BUSINESS NAME CONSTR. TYPE DESCRIPTION OF WORK: /nc/ude Square Feet ofAftected Areafs) NEW 1 CAR GARAGE 253 S.F., FIRST FLOOR PATIO COVER 500 S.F., FIRST FLOOR REAR PATIO REBUILD 210 S.F., 2ND STORY D.U. 640 S.F., 2ND STORY SERVICE RM 100 S.F., 2ND STORY RGOPBD-DECK 373 S.F., 4 FT BACK SLOPE RET WALL 61 FT "^^^ EXISTING USE RESIDENTIAL PROPOSED USE 2ND DU GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES[~> N0| I AIRCONDITIONING YES|~|N0r71 FlRESPRINKLERS YESQNO[7] APPLICANT NAME (Primary Contact) ARTURO PEREZ APPLICANTNAME (Secondary Contact) ADDRESS 815 THIRD AVE SUITE 119 ADDRESS CITY CHULA VISTA STATE CA 91910 CITY STATE ZIP PHONE 619 843 6701 FAX PHONE EMAIL AGISDESIGNSC0@YAH00.COM EMAIL PROPERTY OWNER NAME KEN UMM CONTRACTOR BUS. NAME ADDRESS 2723 CHESNUT AVE ADDRESS CITY CARLSBAD STATE CA ZIP CITY STATE ZIP r>NE FAX PHONE EMAIL ARCH/DESIGNER NAME & ADDRESS CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any appiicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). WORKERS' COMPENSATION Workers' Compensation Declaration: / hereby affirm under penalty of perjury one ofthe follomng declarations: I have and will maintain a certificate of consent to self-insure for workersl compensation as provided by Section 3700 of the Labor Code, for ttie performance of the work for which this pemiit is issued. EU I have and will maintain workers' comoensation, as reauined bv SecSorla^ of the Labor Code, for the perfomiance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co, \ \ r\ Policy No. , Expiration Date _ This section need not be completed if the permit is for one hundred dollars ($1 OOjV lees. I I Certificate of Exemption: I certify that in the perfonnance of the work for whi Califomia. WARNING: Failure to secure workers' compensation coverage is addition to the cost of compensation, damages as provided for in Section JS^ CONTRACTOR SIGNATURE s pemnit is iss jed, I shall not employ any person in any manner so as to become subject to the Wo*ers' Compensation Laws of ^wful, and sh ill subject an employer to criminal penalties and civil fines up to one hundred Uiousand dollars (&100,000), in iLabor CO ie, interest and attomey's fees. >. / • / [7] AGENT DATE OWNER-BUIL OER DECLARATION / hereby affirm that I am exempt from Contractors Ucense Law for the followir^imson: I / I I, as owner of the property or my empioyees with wages as their sole compensation, wiii d\ the work and the structune 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 »fho builds or impnives thereon, and «ho 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 dkl not build or improve for the purpose of sale). I I I, as owner of the property, am exclusively contracting with licensed contractors to constnjct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). • I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the pro| 2.1 (have / have not) signed an application for a building pemiit for the proposed wort(, 3.1 have contracted with the following person (fimi) to provide the proposed construction' 4.1 plan to provide portions of the work, but I have hired the following person to coordinatl 5.1 will provide some of the work, but I have contracted (hired) the following persons to pi property improvemenl •Yes r~lNo address / phone / contractors' license number): pervise jind provide the major wori( (include name / address / phone / contractors' license number): indicated (include name / address / phone / type of work): jfiTpROPERTY OWNER SIGNATURE 0AGENT DATE ;£ N T .1 Ml : B-.U thOl H Bt PERMITS ONtY Is fhe applicant or future building occupant required to submit a business plan, acutely hazardous materiais registration fomi or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? • Yes • No Is the applteant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? • Yes • No the facility to be constructed within 1,000 feet of the outer boundary of a school site? • Yes • No NY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF lERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ts int Jsth( m I hereby affirm that there is a construction lending agency for the performance of the work this pennit is Issued (Sec. 3097 (i) Civil Code). Lender's Name ^ Lender's Address APPLICANT CERTIFICATION I cefti^thatlhave tead the application and state thatthi I hereby authorize nepresentative of the City of Carisbad tAenter AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND OSHA: An OSHA pemiit is requited for excavations over 5'0' EXPIRATION: Every pemiit issued by the Building 180 days from the date of such pemiit or if the conect and that the intbnnation on the plans is accutate. I agree to comply with afl Ci^ ordinances and State laws lefating to buifding constnictkin. mentioned property Ibr inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD MAY IN ANY WAY ACCRUE AGAINST SAID CiTY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT, in or constmction of stmctures over 3 stories in height. if this Code shall expire by limftatbn and become null and void if the building or wort< authorized by such pemiit is not commenced within :h pemiit E suspended or abandoned at any time after the wori< is commenced fbr aperiod 0*180 days (Sectten 106.4.4 Unilbmi Building Code). yfiT APPLICANT'S SfGNATURE DATE apenod 0*180 days (Sec Inspection List Permit#: CB131467 Type: RESDNTL 2DU Date Inspection Item Inspector Act 03/11/2015 19 Final Structural - Rl 03/11/2015 19 Final Structural PB AP 02/18/2015 89 Final Combo PB NR 01/05/2015 11 Ftg/Foundation/Piers PB AP 10/07/2014 19 Final Structural PB NR 04/15/2014 23 Gas/Test/Repairs PB AP 04/15/2014 33 Service Change/Upgrade PB AP 04/11/2014 17 Interior Lath/Drywall PD AP 04/10/2014 31 Underground/Conduit-Wirin PB AP 04/07/2014 23 Gas/Test/Repairs PB PA 03/20/2014 24 Rough/Topout PB AP 02/20/2014 83 Roof Sheathing/Ext Shear PB AP 12/04/2013 14 Frame/Steel/Bolting/Weldin PB PA 11/12/2013 11 Ftg/Foundation/Piers PB AP 10/31/2013 11 Ftg/Foundation/Piers PB NR LAMM RES- BUILD NEW 2ND STORY 640 SF 2DU + 100 SF SERVICE ROOM (SE Comments Thursday, March 12, 2015 Page 1 of 1 Novembers, 2013 Mark Hagenson RE: Lamm Residence- Permit number CB131467 On November 7, 2013 i reviewed photographs of existing footings at the subject property. iVIeasurements show that the existing foundation for the garage is29 inches deep and 15 inches wide. Preparing calculations I have determined that the existing garage foundation is adequate and is approved for use in this project without modification. Albert deBerardinis RCE #042010 - • ' •' \ \ i ll 1 A. T ' // -J- / *• // CN-V/V:;:- 'r^?^'- EsGil Corporation In (PartnersHip witfi government for (BuiCding Safety DATE: SEPT. 18, 2013 • APPLICANT ar^ JURIS. JURISDICTION: CARLSBAD • PLANREVIEWER • FILE PLANCHECKNO.: 13-1467 SET: III PROJECT ADDRESS: 2723 CHESNUT AVENUE PROJECT NAME: New Unit Above Garage to Create a Duplex, with Deck & Patio Add. I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: ARTURO PEREZ 815 THIRD AVENUE, SUITE 119, CHULA VISTA, CA 91910 EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ARTURO Telephone #: 619-843-6701 Date contacted: (by: ) Email: agisdesignsco(S)vahoo.com Fax #: Mall Telephone Fax In Person XI REMARKS: On Sht. A4, add the following to keynote #2: "All (1 )-hr, rated beams/ columns & walls, supporting the (1)-hr. rated floor above the garage, to be wrapped in 5/8" Type "X" gyp, board". By: ALI SADRE, S.E. Enclosures: EsGil Corporation • GA • EJ • PC 9/12 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (PartnersHip witH government for (BuiCding Safety DATE: SEPT. 6, 2013 • J^vReuCANT •SllLRIS^^ JURISDICTION: CARLSBAD • PLANREVIEWER • FILE PLANCHECKNO.: 13-1467 SET: II PROJECT ADDRESS: 2723 CHESNUT AVENUE PROJECT NAME: New Unit Above Garage to Create a Duplex, with Deck & Patio Add. r~1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. r~| The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I 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. PLEASE SEE BELOW I I The applicant's copy of the check list is enclosed for the jurisdiction to fonA/ard to the applicant contact person. XI The applicant's copy of the check list has been sent to: ARTURO PEREZ 815 THIRD AVENUE, SUITE 119, CHULA VISTA, CA 91910 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. IX EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ARTURO Telephone #: 619-843-6701 Date contacted: '^1 Q>(t3 (by: ) Email: agisdesignsco@vahoo.com Fax #: tMaW^ Telephone Fax In Person REMARKS: Please see attached for remaining items from previous list. By: ALI SADRE, S.E. Enclosures: EsGil Corporation • GA • EJ • PC 8/28 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 CARLSBAD 13-1467 SEPT. 6, 2013 • PLANS 1. The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious 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, CA 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 Pianning, Engineering and Fire Departments until review by EsGil Corporation is complete. . GENERAL REQUIREMENTS 2. Floor assemblies separating the 2"*^ unit above garage shall be 1-hr. rated. Show details & ICC. UL, or similar approval # on plans for it. Section R302.3. 3. Show one hour rated walls, beams & columns supporting the 1-hr. rated floor/ ceiling assembly as per previous item. Provide details for each. Sec. R302.3.1 4. Floors separating units in a duplex must have an impact insulation class (IIC) rating of not less than 50. CBC Section 1207.6. Show the location of and provide details of the iisted fioor/ceiiinci assemblies, and indicate the iistinp apencv and iistincj number for the tested ratings. Where is this information on Sheet A4? • PLUIVIBING 5. Show the size of water heater for new unit on plans. Not shown on Al. . ELECTRICAL/STRUCTURAL 6. Show the amperage & location of the electrical service and sub-panels on plan. This was not on Al, as per response. Also provide calc's. for the retaining wall. • MISCELLANEOUS 7. To speed up the review process, note on this list where each correction item has been addressed on plans. The jurisdiction has contracted with EsGil Corp. located at 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123; Tel. 858/560-1468, to perform the plan review for your project. Ifyou have any questions regarding these plan review items, please contact ALI SADRE, S.E. at EsGil Corp. Thank you. EsGil Corporation In (PartnersHip witH government for (BuiCding Safety DATE: JUNE 21, 2013 • APPLICANT ^JURIS. JURISDICTION: CARLSBAD • PLAN REVIEWER • FILE PLANCHECKNO.: 13-1467 SET: I PROJECT ADDRESS: 2723 CHESNUT AVENUE PROJECT NAME: New Unit Above Garage to Create a Duplex, with Deck & Patio Add. I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I 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. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X The applicant's copy of the check list has been sent to: ARTURO PEREZ 815 THIRD AVENUE, SUITE 119, CHULA VISTA, CA 91910 I I 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: ARTURO Telephone #: 619-843-6701 Date contacted: (if? ( (by: Email: agisdesignsco(S^vahoo.com Fax #: ^^^Mail \/Telephone Fax In Person • REMARKS: By: ALI SADRE, S.E. Enclosures: EsGil Corporation • GA • EJ • PC 6/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 13-1467 JUNE 21, 2013 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLANCHECKNO.: 13-1467 JURISDICTION: CARLSBAD PROJECT ADDRESS: 2723 CHESNUT AVENUE FLOOR AREA: LIVING = 640; DECK = 373; STORIES: TWO; PATIO COVER = 710; 2^° STORY STORAGE = 100; GARAGE ADD. = 253; HEIGHT: 24' REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 6/14 ESGIL CORPORATION: 6/14 DATE INITIAL PLAN REVIEW PLAN REVIEWER: ALI SADRE, S.E. COMPLETED: JUNE 21, 2013 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, 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 2010 edition ofthe California Code of Regulations (Title 24), which adopts the following model codes: 2009 IRC, 2009 IBC, 2009 UPC, 2009 UMC and 2008 NEC. The above regulations apply, regardless ofthe 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 2009 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 vou submit the revised plans. CARLSBAD 13-1467 JUNE 21, 2013 • PLANS 1. The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of pians for commercial/industrial projects (THREE sets of pians for residential projects). For expeditious 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, CA 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. • GENERAL REQUIREMENTS 2. Floor assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details ofthe assemblies. Section R302.3. Such assemblies shall extend to and be tight to the exterior wall, where applicable. This applies to the floor/ceilinp assembly separating the new unit from garage. 3. The supporting construction of fire-rated floor assemblies shall have an equal or greater fire-rating. Section R302.3.1. This applies to the walls, beams & columns supporting the one hour rated floor/ceiling assembly as per previous item. 4. Floors separating units in a duplex must have an impact insulation class (IIC) rating of not less than 50. CBC Section 1207.6. Show the location of and provide details ofthe listed floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. This applies to the floor/ceiling assembly separating the new unit & garage which is considered a part ofthe existing unit. 5. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor- ceilings and roof-ceilings shall be protected as required in CRC Section R302.4." 6. For duplexes only: The Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60dB) as shown on the City or County's General Plan. If no portion ofthe project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60dB) as shown on General Plan". CBC, Sec. 1207.11. 7. For duplexes only: If the project is located in noise critical areas (CNEL contours of 60dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of 45dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. CBC, Section 1207.11. CARLSBAD 13-1467 JUNE 21, 2013 STAIRWAYS/ RAILINGS 8. Provide stairway and landing details. Section R311.7. a) Maximum rise is 7-%" and minimum run is 10". b) The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8". The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8". 9. Handrails (Section R311.7.7): a) Shall be provided on at least one side of each stairway with four or more risers. 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 l-Vi" nor more than 2" in cross- sectional dimension. See Section R311.7.7.3 for alternatives. d) Handrails projecting from walls shall have at least l-Va" between the wall and the handrail. e) Ends of handrails shall be returned or shall have rounded terminations or bends. 10. Open risers are only permitted if the opening between treads does not permit the passage of a 4" diameter sphere. Section R311.7.4.3. 11. A nosing (between and 1-%") shall be provided on stairways with solid risers. Exception: No nosing is required ifthe tread depth is min. 11". Sec. R311.7.4.3. . ROOFING 12. Specify ICC approval #, make & model # for the skylights over the patio cover. 13. Note on plans: "Attic ventilation openings shall be covered with corrosion- resistant metal mesh with 1/8" min to %" max openings. Section R806.1. 14. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to underside of rafters). The min vent area is 1/150 of attic area. Show on plans the area required & area provided. Sec. R806.2. 15. Show 22"x30" attic access unless the max vertical headroom height in attic is less than 30". Sec. R807.1. • PLUMBING 16. Show the size & location of water heater for new unit. 17. Note on the plans that "combustion air for fuel burning water heaters will be provided in accordance with the Plumbing Code". 18. Provide a note on plans: The control valves in bathtubs, showers and tub-shower combinations must be pressure balanced or thermostatic mixing valves. CPC Section 414.5 and 418.0. 19. Specify on plans: New water closets shall use no more than 1.28 gal/flush, lavatories & kitchen faucets may not exceed 2.2 GPM and showers may not exceed 2.5 GPM. CPC Section 402.0. CARLSBAD 13-1467 JUNE 21, 2013 • ELECTRICAL/ MECHANICAL 20. Show on plan the amperage & location of the electrical service and sub-panels. 21. Show dryer vent to the outside. • STRUCTURAL 22. Please submit a soils report for this addition identifying soils classifications, bearing values and expansion index on plans. City Policy. 23. Specify concrete slab thickness, reinforcement size and spacing as well as underlayment on plans. 24. Show footing size and reinforcement on plans for the stair. 25. Specify all beam sizes on Sheet S2, i.e., rear patio, living/dining, etc. • ADDITIONAL ITEMS 26. Call out all the doors, as per door schedule, on the floor plans. 27. Call out windows 30, 45 & 65, as per window schedule, on the floor plans. • MISCELLANEOUS 28. 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. 29. 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 • No • 30. The jurisdiction has contracted with EsGil Corp. located at 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123; Tel. 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE, S.E. at EsGil Corp. Thank you. CARLSBAD 13-1467 JUNE 21, 2013 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLANCHECKNO.: 13-1467 PREPARED BY: ALI SADRE, S.E. DATE: JUNE 21, 2013 BUILDING ADDRESS: 2723 CHESNUT AVENUE BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) LIVING 640 DECK/ STAIRS 373 PATIO ADD 710 GARAGE 253 SERVICE AREA 100 Air Conditioning Fire Sprinklers TOTAL VALUE 91,558 Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance • $656.42 Plan Check Fee by Ordinance Type of Review: Repetitive Fee ^ j Repeats [Zl Complete Review • Other |--| Hourly EsGil Fee $426.67 • Structural Only Hr. @ * $367.60 Comments: Sheet 1 of 1 macvalue.doc + PLAN CHECK Community & Economic CITY OF REVIEW Development Department CITY OF REVIEW 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 8/28/13 PROJECT NAME: Lamm residential addition PLAN CHECK NO: CB 13 1467 SET#: II ADDRESS: 2723 Chestnut Av PROJECTID: CT74 14 APN: 167-392-19 VALUATION: $91,558 SCOPE OF WORK: 2nd dwelling unit / new 1 car garage / patio deck and retaining wall You may have corrections from one or more of the divisions listed in the table below. To determine status by one or more of these divisions, please contact 760-602-2719. X This plan check review is complete and has been APPROVED by: LAND DEVELOPIVIENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division is required Yes^^)^ No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: agisdesignsco@yahoo. com PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 C5>'!'5 Sc\t-.:,s;i : IK, ) I':";.!-! Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan 760-602-4663 Gregory.RyanS'car isbaclca.gov Gill a Ruiz CiiFidi-\i\'> 7f.attib;::idra,;::OV \/ Linda Ontiveros /\ 760-602-2773 Linda.Ontiveros@carlsbadca.gov Cindy Wong 5 760-602-4662 \ Cyntliia,Wong i«>car1si:jadca.gov } Dominic Fieri ; 760'-602-4664 ; Dcmiinic.Fieri-ICcMlsbadca.gov jj Remarks: CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 6/27/2013 PROJECT NAME: Lamm residential addition PLAN CHECK NO: CB 13 1467 SET#: I ADDRESS: 2723 Chestnut Av PROJECTID: CT 74 14 APN: 167-392-19 VALUATION: $91,558 SCOPE OF WORK: 2nd dwelling unit / new 1 car garage / patio deck and retaining wall You may have corrections from one or more of the divisions listed in the table below. To determine status by one or more of these divisions, please contact 760-602-2719. This plan check review is complete and has been APPROVED by: LAND DEVELOPIVIENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & inspection Division is required Yes No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: agisdesignsco@yahoo.com PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 .. Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov : Gre^ Pvan 760-''•' •n663 i Gregory.R . t •<• 'rlsbaclca.gov «.''» i Ruiz ii 760-602-4675 ! Gino.Ru!Z(a'carlsi3aaca.gov ; |\/] Linda Ontiveros IZJJ 760-602-2773 Linda.Ontlveros@carlsbadca.gov Cindy Wong f 760-602^4662 J Cynthia.Wong@carlsbadca.gov 1 Dominic Fieri i 760-602-4664 | Domifiic.Fieri@carlsbaclca.gov jj Remarks: Lamm residential addition PLAN CHECK NO # CB 13-1467 ^**STOP*** Please Read Instructions: Outstanding issues are mar/ced with X . Once necessary corrections for compliance are made, re-submit to the Building division. Items that conform to permit requirements are marlced with / or have intentionally been left blanl<. The description of work mcludes a 4 foot back slope retaining wall. This wall is not reflected on the site plan. Please show. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: X / / / 7 North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) ; Easements Right-of-way width & adjacent streets I Driveway widths t Existing or proposed sewer lateral : Existing or proposed water service j Submit on signed approved plans: DWG No. Show on site plan: Please include a few high points on the property and identify the drainage pattern that exists. X X Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, 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. Inciude on title sheet: / Site address / Assessor's parcel number / Legal description/lot nunnber 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. Show all existinq use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: LOT 97 / MAP 8585 Subdivision/Tract: CT 74-14A Reference No(s): DWG 187-9 E-36 Page 2 of 6 REV 6/01/12 Lamm residential addition PLAN CHECK NO # CB 13-1467 2. DISCRETIONARY APPROVAL COMPUANCE / Project does not comply with the following engineering conditions of approval for project no. N/A 3. DEDICATION REQUIREMENTS 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 $ 20,000.00 , 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: N/A 4. IMPROVEMENT REQUIREMENTS 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 $100,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. / Public improvements required as follows: N/A Construction of the public improvements must 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 nf $ 441 nn 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: N/A E-36 Page 3 of 6 REV 6/01/12 Larnm residential addition PLAN CHECK NO U CB 13-1467 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. / 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 plans. If no grading is proposed write: "NO GIRADING" Grading Permit required. NOTE: The qradinq permit must be issued and rouqh qradinq approval obtained prior to issuance of a buildinq permit. 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 . The inspector will then provide the engineering counter with a release forthe building permit No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS 7 RIGHT-OF-WAY PERIWIT 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: E-36 Page 4 of 6 REV 6/01/12 Lamm residential addition PLAN CHECK NO # CB 13-1467 Identify any existing LID features and list/show on the site plan. 7. STORM WATER Construction Compliance 1 Project Threat Assessment Form complete. J Enclosed Project Threat Assessment Form incomplete. / I Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 13-220 ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSIVIP) Compliance Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. / ; Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. httD://www.carlsbadca.qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2.pdf X ; Project needs to incorporate low impact development strategies throughout in one or more of the following ways: j Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: E-36 Page 5 of 6 REV 6/01/12 Lamm residential addition PLAN CHECK NO # CB 13-1457 9. WATER METER REVIEW Domestic (potable) Use / What size meter is required? FYI Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. FYI For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 8. FEES / Required fees have been entered in building permit Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire sprinklers required yes Upgrade yes No fees required yes yes yes jyes no no no Jno no (is addition over 150' from center line) no 10. Additional Comments Attachments: E-36 Engineering Application Storni Water Form Page 6 of 6 Rlght-of-Way Appllcatlon/lnfo. Reference Documents REV 6/01/12 *** Fee Calculation Worksheet "* ENGINEERING DIVISION Prepared by: LINDA ONTIVEROS Date: 6/27/13 GEO DATA: LFIVIZ: 2 / B&T: o Address: 2723 CHESTNUT AV Bldg. Permit #: CB 13-1467 Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SECOND DWELLING Sq.Ft./Units 640 SF EDU's: 1.00 Types of Use: Sq,Ft./Units EDU's: Types of Use: Sq.FL/Units EDU's: Types of Use: Sq.FL/Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: SECOND DWELLING Sq.Ft./Units 640 SF ADT's: 1 UNIT/6 ADT Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.FL/Units ADT's: Types of Use: Sq.Ft./Units ADT's: FEES REQUIRED: Within CFD: YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) [/iNO 1. PARK-IN-LIEU FEE: NW QUADRANT jNE QUADRANT ; SE QUADRANT IW QUADRANT ADT'S/UNITS: X FEE/ADT: =$ 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: 1 X FEE/ADT: 1,686.00 =$ 1686.00 3. BRIDGE & THOROUGHFARE FEE: 1DIST.#1 DIST.#2 ;1:DIST.#3 (USE SANDAG)ADT'S/UNITS X FEE/ADT: =$ 4. FACIUTIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/SQ.FT./UNIT: =$ 5. SEWER FEE EDU's 1.00 X FEE/EDU: 842.00 =$ 842.00 BENEFIT AREA: EDU's X FEE/EDU: =$ 6. DRAINAGE FEES B PLDA: L iHIGH L :MED UM f / JLOW ACRES: .36 X FEE/AC: 2130 =$ 766.80 7. POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL EXISTING ***This may not represent a comprehensive list of fees due for this project. Please contact the Building division at [760] 602-2719 for a complete Iistincj of fees*** CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: • Building Permit • Right-of-Way Permit • My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Decl( Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Water Discharge Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria • My project qualities as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threaf assessment criteria on the City's Project Threat Assessment Worksheet for Detennination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. Tierl \ Low Threat Assessmertt Criteria •i Tier 2 - a My project does not meet any of the Signiticant or Moderate Threat criteria, is not an exempt pemiit type (See list above) and the project meets one or more of the following criteria: • Results in some soil disturbance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Moderate Threat Assessment Criteria My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: • Project requires a grading plan pursuant to the Carisbad Grading Ordinance (Chapter 15.16 of the Carisbad Municipal Code); or, • Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • Disturbed area is located along orwithin 30 feetof a storm drain inlet, an open drainage channel or watercourse, and/or • Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Tier 3 • Significant Threat Assessment Criteria • My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated constmction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; and/or • My project Is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas: or, • My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water mnoff or non-storm water discharge(s). / certify to the best of my knowledge that the above checked statements are true and correct I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards. "The City Engineer may authorize minor variances from the Stomi Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Constaiction SWPPP Tier Level is wan'anted. B-24 Project Address: ^12.3 Assessor Parcel No. Owner/Owner's Authorized Agent Nane: Owner/Owner's Authorized Agent Sign. Ci^Cc yUyE City Concurrence: I YES am Title: Date: Page 1 of 1 Rev.03/09 CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STORM WATER COMPLIANCE CERTIFICATE My project Is not in a category of permit types exempt from ttie Construction SWPPP requirements My project is not located inside or within 200 feet of an environmentally sensitive area witti a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water disctiarge(s). My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 ofthe Carlsbad Municipal Code) My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removai, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • construction vAW be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST; (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONS|TRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS_COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER(SVOWNER'S AGEM1 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INFORMATION Site Address; 2723 CHESNUT AVE. CAB Assessor's Parcel Number: Project ID Construction Permit No Estimated Construction Start Date Project Duration 00 Months Emergency Contact; Name; 19 24 hour Phone; Perceived Threat to Storm Water Quality [7] Low If medium box Is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only JITY/OF CARLSBAD STANDARD TIER 1 SWPPP Approved By: Page 1 of 3 REV 4/30/10 Erosion Control BMPs Sediment Control BMPs Best Management Practice (BMP) Description -> Geotextiles & 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 Construction Roadway Water Conservation Practices Paving and Grinding Ooerations Potable Water/ln-igation Vehicle and Equipment Cleanina Material Delivery and Stnrane Material Use stockpile Management Spill Prevention and Control Solid Waste Manaaement Hazardous Waste Manaaement Concrete Waste Manaaemenf CASQA Designation ^Construction Activity EC-7 EC-8 EC-9 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 (M j CO WM-4 WM-5 \ to ^/ t» / /Grading/Soil Disturbance — -1 ^/ V \/ v/ Trenching/Excavation V v V Stockpiling Drilling/Boring Concrete/Asphalt Saw cutting Concrete flatwork Paving Conduit/Pipe Installation , Stucco/Mortar Wori< f Waste Disposal y V Staging/Lay Down Area y Equipment Maintenance and Fueling Hazardous Substance Use/Storage Dewatering Site Access Across Dirt Other (list): Tracking Control BMPs Non-Storm Water Management BMPs Waste Management and Materials Pollution Control BMPs Instructions; Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each activity descrribed, pick one or more best management practices (BMPs) from the list located along the top of fhe form. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example - If the project inciudes site access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control. Foiiow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in "Cover vwth Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where the "Stockpiling" row intersects the new "Cover with Plastic" column. To leam more about what each BMP description means, you may wish fo review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the California Stormwater Quality Association (CASQA) cJesignation and how to apply the various selected BMPs to a project. E-29 Page 2 of 3 REV 4/30/10 CITY OF CARLSBAD PLANNING DiVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carisbadca.eov DATE: 8-13-13 PROJECT NAIVIE: PROJECTID: PLAN CHECK NO: CB 13-1467 SET#: 2 ADDRESS: 2723 Chestnut Av APN: 167-392-19-00 ^ This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required • Yes ^ No You may also have corrections from one or more of the divisions listed beiow. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. Q This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: agisdesignsco@yahoo.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 X Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 1 Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov 1 Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fleri@carlsbadca.gov Remarks: REVIEW #: Plan Check No. CB 13-1467 Address 2723 Chestnut Av Date 8-13-13 Review # 2 Planner Chris Sexton Phone (760) 602-4624 Type of Project & Use: new qaraqe, sdu, addition Net Project Density: 1.0 DU/AC Zoning: R-1-9500 General Plan: RLM Facilities Management Zone: 2 CFD (in/out) #_Date of participation: Remaining net dev acres: (For non-residential development: Type of land use created by this permit: ) 12 3 Legend: ^ Item Complete • Item Incomplete - Needs your action IEI • • Environmental Review Required: YES • NO • TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: IEI • • Discretionary Action Required: YES • NO • TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Kl • • Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES O NO S CA Coastal Commission Authority? YES Q NO Q 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): 13 • • Habitat IVIanagement Plan Data Entry Completed? YES • NO • if property has Habitat Type identified 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!) n n Inclusionary Housing Fee required: YES • NO • (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • El • Housing Tracking Form (form P-20) completed: YES S NO • N/A • P-28 Page 2 of 3 07/11 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. City Council Policy 44 - Neighborhood Architectural Design Guidelines • • 1. Applicability: YES • NO • • • 2. Project complies: YES • NOO • S • • • • ^ • Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 20^ Shown 20' to balcony post. 19'1" to overhanq Required £ Shown 6^ Required Shown Required 161 Shown 20' Required Shown Accessory structure setbacks: Front: Required, Interior Side: Required, Street Side: Required, Rear: Required, Structure separation: Required 3. Lot Coverage: Shown Shown Shown Shown Shown Required <40% Shown 21.43% • El • 4. Height: Required <30' with min. 3:12 roof pitch Shown 27'9" • El • 5. Parking: Spaces Required 2 Shown 2 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required 1 for sdu Shown 1 • El • Additional Comments 1) Please fill out form P-20 and submit back. P-20 is attached. 2) The description of work includes a 4 foot back slope retaininq wall. This wall is not reflected on the site plan. Please show on the site plan the retaininq wall location and a cross section of the retaininq wall. 3) Is the proposed 3''" car qaraqe the required parkinq for the sdu? If so, please state this on sheet Al on the first storv floor plan. 4) Please show on sheet A2 the buildinq heiqht from existinq qrade and not from finished floor. 5) Please show the lot coveraqe and delete F.A.R. from sheet Tl since the City of Carlsbad does not have a floor area ratio. 6) Accordinq to the site plan, the southerly side vard setback does not conform to the required 8 foot setback deeminq the structure as non-conforminq. Onlv 40% of the existinq square footage of the single-family residence and qaraqe can be added. Please see the attachment for the non-conforming structures and add the table with the applicable sguare footage to sheet Tl. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER Chris Sexton DATE 8-13-13 P-28 Page 3 of 3 07/11 HOUSING DEVELOPMENT Planning Division 1635 Faraday Avenue (760) 602-4610 TRACKING Planning Division 1635 Faraday Avenue (760) 602-4610 P-20 www.carlsbadca.gov The following information is required by to the State of California to track new housing development for all income levels. Please complete this fonn to the best of your knowledge and submit prior to building permit issuance. Project Name: L Ft^A4\t 1 <^ /^<Ac( < \»Tract/Pemnit No.: Project Address: 1^ CU^^TIVJV. A-U.~APN: Ibl- -^91-- f*^- O 6 Structure Description: • Single-Family • Single-Family + 2DU • Two-Four Unit • 5 + Unit Structure ]S 2nd Dwelling Unit Q Mobile Home (new spaces added) Q RenrKxJel/Reconstruction (new dwelling units added) Q Commercial/Residential (mixed-use) Project's planned initial occupancy is for: • Rental occupant ^Q^Owner occupant Do you intend to use ttiis property as your personal residence? G Yie Ifyes, please provide the estimated market value: •>es;fef No Will an affordable housing deed restriction be recorded on the property? Which units in the project will be deed restricted? • Yes • No Please indicate the number of units for each bedroom type that wiii be provided and a price range, individuai responses will not be shared with outside parties. Number of units for sale Bedrooms per unit Price range (low and high) Studios $ 1 bd $ 2bd $ Sbd $ 4 + bd $ Number of units for rent Bedrooms per unit Rent range (low and high) Studios $ 1 bd $ 2bd $ 0 -5c©' ~ fT4wilH C:>CC Sbd $ 4+bd ^ $ >«au» C 1 (Last, First, Middle Initial or Rrm Nanie) ADDRESS: DEVELOPER(S): ADDRESS: (Last, First, Middle Initial or Fimn Name) CITY, STATE, ZIP: C<^ \r \ S )?/»c\ G?. '^'U>\ 0 CITY, STATE, ZIP: TELEPHONE: "^b O g> l^ls^S TELEPHONE: SIGNATURE: '^^-^ Vjl "/\ltrt>r<U «^hM^ DATE: p-20 Page 1 of 1 Revised 10/10 SIRUCIURALCALCULATIONS Lamm Residential Addition 2723 Chestnut Street Carlsbad, CA 9201] Engineer Albert deBerardinis, RCE 2265 India Street San Diego, CA 92101 June 13, 2013 9^ fDO&^lH^l^ 5/8- DIAM.X 10" EMBED. NEW GARAGE FTGC! OPENING Eias-re. NEW DOWELS TO MTCH CONT. SMS W WW rODIWS (ErOW < 1/1' MTO EOSrC. FWTHK USM 5MPS0K /S sn wcHOWiG *owsi« ren ^ ICC.ES ESft-1772 si-affsputt lEisiusunr«cE :|||±=l||ia||fi|||=|I|=!i|| Q NEW GARAGE FTG CONNECTION TO EXISTG MAf m d I f< /7\ SHEAR TRANSFER FROM POST TO RET WALL NEW PAD FOOTING UNDER EXISTG STRUCTURAL CALCULATIONS Lamm Residential Addition 2723 Chestnut Street Carlsbad, CA 92011 Engineer Albert deBerardinis, RCE 2265 India Street San Diego, CA 92101 0 June 13,2013 Lamm addition Date: June 14, 2013 Structural Calculations Dead Load(Roof) Dead Load(Floor) Roof material 4.0 Plywood 1.8 Plywood 1.8 Framing 3.5 Framing 3.5 Insulation 0.5 Insulation 0.5 Gypsum Board 2.8 Gypsum Board 2.8 Misc. 04 Misc. 04 Dead Load 13.0 psf Dead Load 9.0 Live Load 20.0 psf Live Load 40.0 psf psf A. Vertical Force Analvsis (Based on 2010 California Buildinq Code)- 2009 IBC See attached STRU-CALC Analysis I M I n 11 lUi 5' DESIGN PROPERTIES ir i'/."-iy8" • 11^4 "-13/8" 9'/2" ll'/8" 14" 1 r 21/IG" IVA' 14" 16" TJI® 110 Joists TJI® 210 Joists i'^"-iy8" 1 r 2yi6" IVA" 14" 16" J TJI® 230 Joists VA" WA" It^ 14" 16" VA-^ EZ] Vw' - dd 11'/8" f— 14" 16" TJI® 360 Joists TJI® 560 Joists Design Properties (100% Load Duration) Basic Properties Reaction Properties Depth TJI* Joist WeiEht (lbs/ft) Maximum Resistive Moment'" (ft-lbs) Joist Only El X10' Maximum Vertical Shear (Ibs) Reaction Reaction (Ibs) ZW Intermediate Reaction (Ibs) sy*' Intermediate Reaction (lbs) Joist WeiEht (lbs/ft) Maximum Resistive Moment'" (ft-lbs) (in.2-lbs) Maximum Vertical Shear (Ibs) (Ibs) Reaction (Ibs) No Web Stiffeners With Web Stiffeners") KoWeb Stiffeners With Web Stiffeners"! no 2.3 2,500 157 1,220 910 1,220 1,935 N.A, 2,350 N,A. m" 2t0 2.6 "3,000" 186 1,330 ""L005 1,330 2,14"5 'N.A. " "2";565 "N.A. 230 2.7 3,330 206 1,330 1,060 1,330 2,410 N,A, 2,790 N.A. 110 2.5 3,160 267 1,560 910 1,375 1,935 2,295 2,350 2,705 210 2.8 • 3795" 315 1,655 " "1,005"' 1,460""" "2,145" 2,505 2,565 2,925 " w/t" 230 3.0 347 1,655 1,060 1,485 2,410 2,765 2,790 3,150 360 3.0 419 qjos) " 1,080 1,505 2,460 ^2,815" 3,000""^" 3',3?0 560 4.0 9,500 636 2,050 1,265 " 1,725 3,000 3,475 3,455 ' 3,930 110 2.8 3,740 392 1,860 910 1,375 1,935 2,295 2,350 2,705 210 r 3.1 ~ 4,490 462 1,945 f,00'5 " l,"46""d " '"2,145"" ' "2,505 ' " 2,565 "2,925"' 14" 230 3.3 4,990 509 1,945 1,060 1,485 2,410 2,765 1 2,790 3,150 360 3.3 "7,335 612 1.955 ' 1,080 1,5'05 " 2,450 2,815 3,"000 3,360 560 4.2 11,275 926 2,390 1,265 1,725 3,000 3,475 3,455 3,930 210 3.3 5,140 629 2,190 1,005 1,460 2,145 2,505 2,565 2,925 16" 230 3,5 5,710 691 2,190 "1,060 1,485 2,410 2,755 2.790 " 3,1'50 16" 380 3.5 8,405 830 2,190 1,080 1,505 2,460 2,815 3,000 3,360 560 4.5 12,925 1,252 2,710 1,265 1,725 '3,000 3,475 3,455 3,930 (1) Caution: Do not increase loist moment design properties by a repetitive member use factor (2) See detail W on page 6 for web stiffener requirements and nailing information. General Notes • Design reaction includes all loads on the joist. Design shear is computed at the inside face of supports and includes all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with ICC ES ESR-1153, and these increases are reflected in span tables. The following formulas approximate the uniform load deflection of A (inches) For TJI® 110,210,230, and 360 Joists For TJI® 560 Joists . _ 22.5 wL" ^ 2.67 wL' El dxios 22.5 wL" 2.29 wL^ El dxlQs w = uniform load in pounds per linear foot L = span in feet d = out-to-otit depth of the joist in inches El = value from table above PRODUCT STORAGE ry/® joists are intended for dry-use applications Protect product from sun and water CAUTIOH: Wrap is slippery wlien wet or icy Use support blocks at 10' on-center to keep bundles out of mud and water Align stickers directly over support blocks Trus Joist® TJI® Joist Specifier's Guide TJ-4000 | May 2013 FLOOR LOAD TABLE Floor—100% (PLF) Joist Clear Span 8" 10' 12' 14' 16' 18' 20' 22" 24" Depth TJI® Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load 110 * 190 140 L 152 85 127 56 99 38 76 914" 210 * "210 151 169 99 "l4r" "" 65 "' 119 "45" 90 230 * '"^236" 175 " 190 108 ""158" "" 7"i 133 49" 99'^ 110 * 190 * ... 152 * 127 92 109 63 95 45 76 210 * ""210" 169 * "'141""' • 106 " 121' ' "'7'4 " 10"6" "53"" "92 11'/i" 230 * 236 * 190 " • " 158 116 " "f35 8O"' 119 ^58 " ro2" 43"" 83 360 * 241 193 * 162 136. 139 " 95 " 121" '69 108 51 97 39 "78 560 * 294 * 236 * 197 * 169 138 148 101 132 76 119 58 108 45 91 110 * 190 * 152 * 127 * -4 109 95 66 85 _i 210 * TfO * 169" * 141 " * "r2i" * 106"" "75 " 94 "" 5"7 """"85 14" 230 * ' 236 190 158 136 115. "119 "83 105 62 95" 47 81 360 * 241 * 193 162 * 139 * 12"l 98 108 73 97 56 "88 44 81" 560 * "294 '*'• 236 * I97 'l69 " * 148 *"" ' 132 ' ""107 119' '83 ' 10"8 " " 65 "99 210 * 210 * 169 * 141 * 121 * 106 * 94 76 85 58 77 16" 230 236 '* 190 * 158 * "l36 119 105 83" 95" 64 87 "• 50 ' 78 16" 360 * 241 A 193 it-152 139 * 121 * 108 97 75 "88 59 81 560 * 294 ' "*' 236 * 197 ' * 169 * 148 * 132 * 119 * '"i08 86 "'99 ' Indicates that Total Load value controls. How to Use This Table 1. Calculate actual total and live load in pounds per linear foot (plf). 2. Select appropriate Joist Clear Span. 3. Scan down the column to find a TJI® joist that meets or exceeds actual total and live loads. PSF to PLF Conversions O.C. Spacing Load in Pounds Per Square Foot (PSF) O.C. Spacing 20 1 25 1 30 1 35 1 40 1 45 1 50 1 55 1 60 O.C. Spacing Load in Pounds Per Linear Foot (PLF) 12" 20 i 25 i 30 1 35 1 40 | 45 1 50 j 55 i 60 27 : 34 . 40 i 47 , 54 60 57 ; 74 i 80 32 ! 40 i 48 1 56 i 64 ! 72 i 80 1 S'S 1 95 40 : 50 : 60 ' 70 : 80 90 i 100 1 110 : 120 16" 20 i 25 i 30 1 35 1 40 | 45 1 50 j 55 i 60 27 : 34 . 40 i 47 , 54 60 57 ; 74 i 80 32 ! 40 i 48 1 56 i 64 ! 72 i 80 1 S'S 1 95 40 : 50 : 60 ' 70 : 80 90 i 100 1 110 : 120 19.2" 20 i 25 i 30 1 35 1 40 | 45 1 50 j 55 i 60 27 : 34 . 40 i 47 , 54 60 57 ; 74 i 80 32 ! 40 i 48 1 56 i 64 ! 72 i 80 1 S'S 1 95 40 : 50 : 60 ' 70 : 80 90 i 100 1 110 : 120 24" 20 i 25 i 30 1 35 1 40 | 45 1 50 j 55 i 60 27 : 34 . 40 i 47 , 54 60 57 ; 74 i 80 32 ! 40 i 48 1 56 i 64 ! 72 i 80 1 S'S 1 95 40 : 50 : 60 ' 70 : 80 90 i 100 1 110 : 120 General Notes • Table is based on: - Minimum bearing length of VA" end and 3'/?" intermediate, without web stiffeners - Uniform loads. - More restrictive of simple or continuous span - No composite action provided by sheathing. • Total Load values are limited to deflection of L/240. • Live Load is based on joist deflection of L/480. • If a live load deflection limit of L/360 is desired, multiply value in Live Load column by 1.33. The resulting live load must not exceed the Total Load shown. • Table does not account for concentrated loads. Use Weyerhaeuser software when this condition applies. BO MOT walk on joists until bwed. mRYMAr RESULT. 00 HOT stick building m3tirals on unsbtathei joists. Stack only over beams or walls. WARNING Joists are unstable until braced laterally Bracing Irncludos: • Blocking • Hangers • Rim Board • Slieatliing • r^iin Joist • Strut Lines WARMING NOTES: Lack of proper bracing during construction can result in serious accidents. Observe the following guidelines: BO NOT walk on joists lhal are lying Oat. 1. All blocking, hangers, rim boards, and rim joists at the end supports of the TJI® joists must be completely installed and properly nailed. 2. Lateral strength, like a braced end wall or an existing deck, must be established at the ends of the bay. This can also be accomplished by a temporary or permanent deck (sheathing) fastened to the first 4 feet of joists at the end of the bay. 3. Safety bracing of 1x4 (minimum) must be nailed to a braced end wall or sheathed area (as in note 2) and to each joist. Without this bracing, buckling sideways or rollover is highly probable under light construction loads—such as a worker or one layer of unnailed sheathing. 4. Sheathing must be completely attached to each TJI® joist before additional loads can be placed on the system. 5. Ends of cantilevers require safety bracing on both the top and bottom flanges. 6. The flanges must remain straight within a tolerance of Vi" from true alignment. Trus Joist® TJI® Joist Specifier's Guide TJ-4000 | May 2013 Multi-Loaded Beamf 2000 International Buildinq Code (97 NDS) 1 Ver: By: albert deBerardinis , DH Group on: 06-13-2013 : 1:54:16 PM Proiect: Iamm - Location: Largest header Summary: 3.5 IN X 13.25 IN x 10.0 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 14.9% Controlling Factor: Area / Depth Required 12.09 In Center Span Deflections: 5.02 Dead Load; DLD-Cen(er= 0.02 IN Live Load: LLD-Center= 0.08 IN = Total Load: TLD-Center= 0.11 IN = Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2000 LB Dead Load: DL-Rxn-A= 556 LB Total Load: TL-Rxn-A= 2556 LB Bearing Lenqth Required (Beam only. Support capacity not checked): BL-A= 1.17 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 2000 LB Dead Load: DL-Rxn-B= 556 LB Total Load: TL-Rxn-B= 2556 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.17 IN Beam Data: Center Span Lenqth: L2= 10.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: 240 Uniform Load: Live Load: wL-2= 400 PLF Dead Load: wD-2= 100 PLF Beam Self Weight: BSW= 11 PLF Total Load: wT-2= 511 PLF Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 900 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 95 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: 5.0 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Area; Moment of Inertia: M= V= 6391 L/1133 FT-LB 2556 LB Sreq= 85.3 IN3 S= 102.4 IN3 Areq= 40.4 IN2 A= 46.3 IN2 lreq= 168.8 IN4 1= 678.4 IN4 Multi-Loaded Beam[ 2000 International Building Code (97 NDS)]Ver. v5021112 By: albert deBerardinis , DH Group on: 06-13-2013 Project: Iamm - Location: Largest header Summary: 3.5 IN X 13.25 IN x 10.0 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 14.9% Controlling Factor: Area / Depth Required 12.09 In LOADING DIAGRAM W Center Span = 10 ft Reactions Live Load Dead Load Total Load 2000 Lb 2000 Lb 556 Lb 556 Lb 2556 Lb 2556 Lb Uplift Load 0 Lb 0 Lb Center Span Uniform Loading Live Load W 400 Plf Dead Load Self Weight Total Load 100 Plf 11 Plf 511 Plf Multi-Loaded Beam[ 2000 International Building Code (97 NDS) ]Ver. v5021112 By: albert deBerardinis , DH Group on: 06-13-2013 Project: Iamm - Location: Largest header Summary: 3.5 IN X 13.25 IN x 10.0 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 14.9% Controlling Factor: Area / Depth Required 12.09 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 3000 1500 Shear (Ibs) 0 -1500 -3000 7000 3500 Moment (ft-lb) 0 -3500 -7000 -.09 -.045 Deflection (in) 0 2556 Ibs @ 0 ft Load combination shown: Controlling Shear/Moment/Deflection Diagrams -2557 lbs@ 10 ft 6391 ft-lbs @ 5 ft .045 .09 .082 in (® 5 ft Center Span = 10 ft Controllinq Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 Deflection: Critical deflection created by live loads only on span(s) 2 Columnf 2000 International Buildinq Code (97 NDS) 1 Ver: 5.02 By: albert deBerardinis , DH Group on; 06-13-2013 ; 1:55:15 PM Proiect; LAMM - Location; Post Summary: 3.5 IN X 3.5 IN X 8 FT / #1 - Douglas Fir-Larch - Dry Use Section Adequate By: 30.2% Vertical Reactions; Live; Dead: Total; Axial Loads; Live Loads: Dead Loads; Column Self Weight; Total Loads; Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Column Data: Length; Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis); Area; Section Modulus (X-X Axis); Section Modulus (Y-Y Axis): Slenderness Ratio; Properties For: #1- Douglas Fir-Larch Compressive Stress: Modulus of Elasticity; Bending Stress (X-X Axis): Bending Stress (Y-Y Axis); Adjusted Properties: Fc'; Adiustment Factors: Cd=1.00 Cf=1.15 Cp=0.35 Column Calculations (Controlling Case Only): Controllinq Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress; Vert-LL-Rxn= 4000 LB Vert-DL-Rxn= 1227 LB Vert-TL-Rxn= 5227 LB PL= 4000 LB PD= 1200 LB CSW= 27 LB PT= 5227 LB ex= 0.00 IN ey= 0.00 IN Cd-Axial= 1.00 L= 8.0 FT Lx= 8.0 FT Ly= 8.0 FT Ke= 1,0 dx= 3.50 IN dy= 3.50 IN A= 12.25 IN2 Sx= 7.15 INS Sy= 7.15 IN3 Lex/dx= 27.43 Ley/dy= 27.4 Fc= 1500 PSI E= 1700000 PSI Fbx= 1000 PSI Fby= 1000 PSI Fc'= 611 PSI fc= 427 PSI Fc'= 611 PSI Footinq Desiqn f 2000 International Buildinq Code (97 NDS) 1 Ver: 5.02 By: albert deBerardinis , DH Group on: 06-13-2013 : 1:55:52 PM Proiect: LAMM - Location: F2 footing Summary: Footinq Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 BARS @ 7.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: Dead Load: Total Load; Ultimate Factored Load; Footing Properties; Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcinq Steel Yield Strenqth; Concrete Reinforcement Cover: Footing Size; Width: Lenqth; Depth; Effective Depth to Top Layer of Steel: Column and Baseplate Size; Column Type: Column Width: Column Depth: Bearing Calculations: Required Footing Area; Area Provided; Ultimate Bearinq Pressure: Effective Allowable Soil Bearing Pressure: Baseplate Bearinq; Bearinq Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear; Punching Shear Calculations (Two way shear); Critical Perimeter; Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37); Controllinq Allowable Punching Shear: Bending Calculations: Factored Moment; Nominal Moment Strength: Reinforcement Calculations; Concrete Compressive Block Depth; Steel Required Based on Moment; Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- Controllinq Reinforcinq Steel: Selected Reinforcement: Reinforcement Area Provided; Development Length Calculations; Development Lenqth Required; Development Lenqth Supplied; Note; Plain concrete adequate for bending, therefore adequate development length not required PL= 4000 LB PD= 1200 LB PT= 5200 LB Pu= 8480 LB Qs= 1500 PSF F'c= 2500 PSI Fv= 40000 PSI c= 3.00 IN W= 2.5 FT L= 2.5 FT Depth= 10.00 IN d= 6.5 IN (Wood) m= 4.00 IN n= 4.00 IN Areq= 3.78 SF A= 6.25 SF Qu= 832 PSF Qe= 1375 PSF Bearinq= 8480 LB Bearing-Allow= 47600 LB Vu1 = 2403 LB vc1 = 16575 LB Bo= 42.00 IN Vu2= 7441 LB vc2-a= 69615 LB vc2-b= 95030 LB vc2-c= 46410 LB vc2= 46410 LB Mu= 31800 IN-LB Mn= 176730 IN-LB a= 0.49 IN As(1)= 0.14 IN2 .4); As(2)= 0.60 IN2 As-reqd= 0.60 IN2 #4 BARS @ 7.00 IN. O.C. E/W As= 0.79 IN2 Ld= 15.00 IN Ld-sup= 12.00 IN Lamm addition Date: June 14, 2013 Structural Calculations Dead Load(Roof) Dead Load(Floor) Roof material 4.0 Plywood 1.8 Plywood 1.8 Framing 3.5 Framing 3.5 Insulation 0.5 Insulation 0.5 Gypsum Board 2.8 Gypsum Board 2.8 Misc. QA Misc. 04 Dead Load 13.0 psf Dead Load 9.0 Live Load 20.0 psf Live Load 40.0 psf psf B. Lateral Force Analvsis (Based on 2010 California Buildinq Code)- 2009 IBC Wind Analysis- design per ASCE 7- method 2 Wind Speed = 85 mph (3 second gust) Exposure = B KZT= 1.00 KD=0.85 1=1.00 G=0.85 Kh=0.57 qh= 9.0 psf Use lOpsf minimum loading Seismic Analysis (ASCE 7-05), per section 1613A.5.6.2 - Simplified method V= Cs * W Ss= mapped 5% damped spectral response acceleration parameter at short periods, from map= 102.7 % g S1= mapped 5% damped spectral response acceleration parameter at 1 second, from map= 37.3% g Site Class= D R= 6.5 (wood walls) Seismic Use Group= II, Seismic Design Category D Importance Factor 1E= 1.00 Fa= 1.089 Fv= 1.654 SMS=Fa X Ss= 1.089 x 1.027g= 1.12g SM1=Fv times x S1= 1.654 x 0.373g= 0.617g SDs=2/3 SMS= 0.75g SD1=2/3 SM1=0.411g To= .2 SDI/SDs Ts= SDI/SDs Cs= SDs /(R/l) or not greater than Cs=SD1/(T(R/l)) Zs= 0.75/6,5= 0.12 or not greaterthan 0.31 Therefore, use V(base shear)= 0.31 W Second Floor Panels Sheet S2- roof framing plan Second Floor to Roof Gridline 1 Wind H(w)= 10.0'transverse area= Seismic H(s)=0.31W(DL)= Tributary distance= 15 feet x 14 fee 1,120.00 1,762.04 Controls V(1)=1,762/10= M(ovt)= Overturning Moment= M(res)= 85 % Restraining Moment= M(res)>M(ovt) ok Gridline 2 Wind H(w)= 10.0*transverse area= Seismic H(s)=0.31W(DL)= V(1)=1,762/8= 176.20 plf Use 10 If of Type 2 wall, v (act)= 35 14,096 ft-lb 20,700 ft-lb holdowns adequate Tributary distance= 15 feet x 14 fee 1,120.00 1,762.00 Controls 220.25 plf Use 8 If of Type 3 wall, v (act)= 550 M(ovt)= Overturning Moment= M(res)= 85 % Restraining Moment= M(res)>M(ovt) ok 14,096 ft-lb 20,700 ft-lb Wind Seismic Gridline A H(w)= 10.0*transverse area= H(s)=0.31W(DL)= holdowns adequate Tributary distance= 28 feet x 8 feet 640.00 1,258.60 Controls V(1)=1,685/6= 280.83 plf Use 6 If of Type 3 wall, v (act)= 550 M(ovt)= Overturning Moment= M(res)= 85 % Restraining Moment= M(res)>M(ovt) ok 13,480 ft-lb 22,740 ft-lb holdowns adequate Gridline B Wind H(w)= 10.0*transverse area= Seismic H(s)=0.31W(DL)= V(1)=1,258/6= 280.83 plf M(ovt)= Overturning Moment= M(res)= 85 % Restraining Moment= Tributary distance= 28 feet x 8 feet 640.00 1,258.60 Controls Use 6 If of Type 3 wall, v (act)= 550 13,480 ft-lb 22,740 ft-lb M(res)>M(ovt) ok holdowns adequate First Floor Panels First Floor to Second Floor Gridline 1 Wind H(w)= 10.0*transverse area= Seismic H(s)=0.31W(DL)= 1,040.00 972.16 Tributary distance= 15 feet x 14 fee Shear Wall above 1,762.04 2,802.04 V(1)=2882/10= M(ovt)= Overturning Moment= M(res)= 85 % Restraining Moment= M(res)>M(ovt) ok 288.20 plf New 10 If of Type 2 wall, v (act)= 3f 35,968 ft-lb 40,575 ft-lb Provide HD 4A holddown Tributary distance= 15 feet x 14 fee Shear Wall above Wind Seismic Gridline 2 H(w)= 10.2*transverse area= H(s)=0.31W(DL)= 1,120.00 972.00 V(1)=2882/10= 288.20 plf 1,762.00 2,882.00 New 10 If of Type 2 wall, v (act)= 3! M(ovt)= Overturning Moment= M(res)= 85 % Restraining Moment= M(res)>M(ovt) ok Gridline A Wind H(w)= 10.2*transverse area= Seismic H(s)=0.31W(DL)= V(1)=2805/6= 35,968 ft-lb 40,575 ft-lb Provide HD 4A holddown 1,120.00 972.00 467.50 plf Tributary distance= 28 feet x 8 feet Shear Wall above 1,258.60 2,378.60 New 6 If of Type 3 wall, v (act)= 55( M(ovt)= Overturning Moment= M(res)= 85 % Restraining Moment= M(res)>M(ovt) ok 25,696 ft-lb 39,792 ft-lb Provide HD 4A holddown Gridline B Wind H(w)= 10.2*transverse area= Seismic H(s)=0.31W(DL)= V(1)=2,805/9= 311.67 plf M(ovt)= Overturning Moment= M(res)= 85 % Restraining Moment= 1,120.00 972.00 Tributary distance= 28 feet x 8 feet Shear Wall above 1,258.60 2,378.60 New 9 If of Type 3 wall, v (act)= 55( 27,914 ft-lb 43,056 ft-lb M(res)>M(ovt) ok Provide HD 4A holddown i TRUSS CH. HEADER PER PLAN CST-16C0NT 4x SOLID BLKG — CST-16C0NT SHEAR PANEL PER PLAN 34'-5' ROOF FRAMING PLAN AG IS Design-f-Studio www.agis<3esigns.com 815 Third Ave Ste. 119 Chula Vista, Ca.91911 Ph. 619.843.6701 Fax 619.422.8992 agisdesignsco@yahoo.com No. Description Date rr ] DECK JOIST PER PLAN^ FLOOR FRAMING PLAN 3/16" = r-0" 1 proiflrt# r.1 III IIII HAMONA LUMbbK CO. LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 DF #1&BTR *EBS: 2x4 DF STAND; 2x4 DF #2 A TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. TRUSS SPAN 34' 5.0- OVERHANGS: 25.3-0.0" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = ConpuTrus, Inc M,M20HS,M18HS,II16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 " ( 6-12=( ' 7=( LOAD DURATION INCREASE = 1.25 1 -2=( -11) 63 8 9=( -157) 178 8 2=( -1454) 39 11 SPACED 24.0- O.C. 2-3=( -3468) 13 9 10=( -16) 3375 2 9=( -3) 3075 6 3-t=( -4102) 23 10 11 = ( -25) 3923 9 3=( -755) 49 12 LOADING 4-5=1 -3321) 24 11 12=( -20) 2527 3 10=( -1) 569 7 0)+DL( 14.0) ON TOP CHORD = 33.0 PSF 5-6=1 -3324) 24 12 13=( -159) 168 10 4=( -128) 85 DL ON BOTTOM CHORD = 5.0 PSF 6-7=( -2589) 14 4 11 = ( -744) 3 TOTAL LOAD = 38.0 PSF -2589) 11 5=( 0) 2113 BEARING LOCATIONS 0'- 0.0- 34'- 5.0' MAX VERT REACTIONS -22/ 1462V -7/ 1308V BRG & BRG 9 MAX HORZ REACTIONS -161/ 163H -161/ 163H 0'- 34'- 0.0- 5.0' BRG SIZE 3.50' 3.50' 2.34 DF/ 2.09 DF/ -8) 586 858) 55 -7) 2291 298) 20 REQUIRED BRG AREA SQ.IN. (SPECIES) 1.04 DF (1400) 0.93 DF (1400) 3.61 HF/ 3.44 SPF 3.23 HF/ 3.08 SPF 21-00-08 13-04-08 7-04-04 6-11 6-09-04 6-09-08 6-07 -3x8 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.299' ? 14'- 2.6- Allowed = 1.692' MAX DL CREEP DEFL = -0.450' g 14'- 2.6' Allowed = 2.256' MAX TL CREEP DEFL = -0.750' ? 14'- 2.6' Allowed = 2.256' MAX HORIZ. LL DEFL = MAX HORIZ. TL DEFL = 0.226' la 34'- 0.452' ? 34'- 3.2' 3.2' Wind: 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Wai CSI: TC:0.90 BC:0.54 Web:0.93l M-1X3 7-00-12 6-11 7-00-12 7-01 6-03-08 21-00-08 2-00 QQP NAME: 8665 CHESNUT LAMM - A1 13-04-08 34-05 •uss: Al f)ES. BY: MJ ^•1^: 6/19/2013 Mpl. : 5566701 ^jQ^f^S ID: 371419 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Wamings t>efore construction commences. 2. 2x4 compression web bracing must be instaSed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibilrty of the erector. Additional permanent bracing of the overall structure is the responsibility ofthe buiidtng designer. 4. No load should be applied to any component until after aH bracing and fasteners are comptete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility forthe fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI. copies of which wiH be furnished upon request. MiTek USA. Inc./CompuTrus Software 7.6.4-SP4(1 L)-E Scale: 0.1533 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper inojfpoi^ion of component is the responsibilrty of the building designer. 2. Design assumes the top and botiom chords to be lateraly braced at 2" o.c. and at 10' o.c. respectively untess braced throughout their tength by continuous sheathing such as plywood sheathing(TC) and/or drywaH(BC). 3. 2x Impact bndging or lateral bracing required where shown + + 4. InstaUation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or v/edge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates ShaH be located on tx)th faces of tmss. and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311. ESR-1988 (MiTetc) 11 I II II HAMONA LUMBbH UO. LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 DF #1&BTR «EBS: 2x4 DF STAND; 2x4 DF #2 A TC LATERAL SUPPORT <= 12'0G. UON. BC LATERAL SUPPORT <= 12'0C. UON. OVERHANGS: 25.3-0.0' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 34'- 5.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 19.0)+OL( 14.0) ON TOP CHORD = 33.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 38.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2=( -11 3=(-3468) 4=(-4102) 5=(-3321) 6=(-3324) 7=(-2589) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 .. - - ... .. 6- 12=( 12- 7=( 7- 13=(- 9= 9-10= 10- 11= 11- 12= 12- 13= (-157) 178 ( -16) 3375 ( -25) 3923 ( -20) 2527 (-159) 168 BEARING LOCATIONS 0'- 0.0' 34'- 5.0' - 2=( 2- 9=( 9- 3=( 3- 10=( -4) 0- 4=( -128) 4- 11=( -744) 1- 5=( 0) 1454) 39 -3) 3075 755) 49 MAX VERT REACTIONS -22/ 1462V -7/ 1308V MAX HORZ REACTIONS -161/ 163H -161/ 163H 559 85 3 2113 BRG SIZE 3.50' 3.50' BRG ? 0'- BRG ? 34'- 0.0' 5.0' 2.34 DF/ 2.09 DF/ -8) 586 -858) 55 -7) 2291 1298) 20 REQUIRED BRG AREA SQ.IN. (SPECIES) 1.04 DF (1400) 0.93 DF (1400) 3.61 HF/ 3.44 SPF 3.23 HF/ 3.08 SPF VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.299' 9 14'- 2.6' Allowed = 1.692' MAX DL CREEP DEFL = -0.450' 9 14'- 2.6' Allowed = 2.256' MAX TL CREEP DEFL = -0.750' 9 14'- 2.6' Allowed = 2.256' 21-00-08 13-04-08 7-04-04 6-11 6-09-04 —t M-5X6 6-09-08 6-07 MAX HORIZ. MAX HORIZ. LL DEFL TL DEFL 0.226' 0.452' 34'- 34'- 3.2' 3.2' 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. iMax CSI: TC:0.90 BC:0.54 Web:0793l 7-00-12 6-11 7-00-12 7-01 6-03-08 2-00 2-00 21-00-08 13-04-08 34-05 JOB NAME: 8665 CHESNUT LAMM Scale: 0.1534 Truss: A DES. BY: MJ DATE: 6/19/2013 SEQ.: 5566702 TRANS ID: 371419 i WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Wamings before construction commences. 2. 2x4 compression web bracing must be instalted where shown +. 3. Additional temporary bracing to insure stability during constmction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility ofthe building designer. 4. No load should be applted to any component until after all bradng and fasteners are comptete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is fumished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP4(1 L)-E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parariKters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be lateraHy braced at 2' o.c. and at 10' o.c. respectively untess braced throughout their tength by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required vrtiere shown + + 4. Installation of truss is the responsibility ofthe respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at aH supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 6. Plates shaH be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311. ESR-1988 (MiTelt) IIIII IIII HAMONA LUMBhH GO. LUMBER SPECIFICATIONS TC: 2x4 DF #UBTR BC: 2x4 DF #1&BTR «EBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12-OC. UON. BC LATERAL SUPPORT <= 12'0C. UON. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 7'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 19.0)+DL( 14.0) ON TOP CHORD = 33.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 38.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7- Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. 05, Note:Truss design requires continuous bearing wall for entire span UON. iMax CSI: TC:0.23 BC:0.03 Web:0.T2l 3-02-11 4-05-05 12 5.00 : M-1x3 2.5x6 M-2.5x6 J 4.00 12 2-00 7-08 JOB NAME: 8665 CHESNUT LAMM - B1 Truss: B1 DES. BY: MJ DATE: 6/19/2013 SEQ.: 5566703 TRANS ID: 371419 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Wamings before construciion commences. 2. 2x4 compression web bradng must be instaHed where shown +. 3. Additional temporary bradng to insure stability during construction is the responsibility of the erector. Additional permanent bradng of the overall stnjcture is Vne responsibility of the building designer. 4. No load should be applied to any component until after aH bradng and fasteners are comptete and at no time should any loads greaterthan design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is fumished subject to the limitations set forth by TPIA/VTCA in BCSI. copies of which will be fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP4{1 L)-E Scale: 0.4641 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applteat>ility of design parameters and proper incorporation of component is the responsibility of the buikling designer. 2. Design assumes Uie top arxl txittom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively untess braced throughout their length by continuous sheathing such as plywood 5heathing(TC) and/or drywaB(BC). 3. 2x Impact bridging or lateral t)radng required where shown + + 4. Instatiatkin of truss is the responsibifity of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for 'dry condition" of use. 6. Design assumes full bearing at aH supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates ShaH be tocated on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic ojnnector plate design values see ESR-1311. ESR-1988 (MiTek) II I II II HAMUNA LUMBbH GO. LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 DF #1&BTR AEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. OVERHANGS: 25.3' 0.0' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CoipuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 7'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 19.0)+DL( 14.0) ON TOP CHORD = 33.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 38.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-02-11 4-05-05 BEARING LOCATIONS 0'- 0.0' 7'- 8.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1. 1- 2=(-16) 52 5-6=(-57) 291 2-5=(-259) 31 2- 3=(-51) 55 5-3=(-379) 29 3- 4={-67) 22 3-6=(-266) 20 4-6=(-134) 14 MAX VERT REACTIONS -18/ 447V -9/ 290V BRG 9 0' BRG 9 7' MAX HORZ REACTIONS -120/ 62H -120/ 62H 0.0' 8.0' BRG SIZE 3.50' 3.50' 0.71 OF/ 0.46 DF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 0.32 DF (1400) 0.21 DF (1400) 1.10 HF/ 1.05 SPF 0.72 HF/ 0.68 SPF VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = -0.013' 9 -2'- 0.7' Allowed = 0.211' MAX DL CREEP DEFL = -0.014' 9 -2'- 0.7' Allowed = 0.282' MAX TL CREEP DEFL = -0.027' 9 -2'- 0.7' Allowed = 0.282' MAX HORIZ. LL DEFL = 0.002' MAX HORIZ. TL DEFL = 0.003' 6.2' 6.2- Wind: 85 «ph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. Wax CSI: TC:0.23 BC:0.34 Web:0.12l 2-00 7-08 JOB NAME: 8665 CHESNUT LAMM - B Scale: 0.4411 Truss: B DES. BY: MJ DATE: 6/19/2013 SEQ.: 5566704 TRANS ID: 371419 I WARNINGS: 1. BuiWer and erection contractor shouki be advised of all General Notes and Wamings before construction commences. 2. 2x4 compression web bradng must be instaHed where shown +. 3. Additronal temporary bradng to insure stability during constructton is the responsibility of the erector. Addittonal permanent bradng of the overall structure is the responsibility of the buikling designer. 4. No toad shouki be applied to any component until after aH bradng and fasteners are comptete and at no time shouki any loads greater than design toads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is fumished sutjject to the limitations set forth by TPI/WTCA in BCSI, copies of which will t>e fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP4{1L)-E GENERAL NOTES, untess otherwise noted: 1. This design is based only upon the parameters shown and is for an indivklual buikling component. Appltoat>ility of design parameters and proper incorporatton of component is the responsibility of the buikling designer. 2. Design assumes the lop and bottom chords to be lateraHy braced at 2 o.c. and at 10' o.c. respectively untess braced throughout their tength by continuous sheathing such as plywood sheathing(TC) and/or drywaH(BC). 3. 2x Impact txxlging or lateral bradng required where shown + + 4. Instailatton of truss is the responsibiHty of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry conditton" of use. 6. Design assumes full bearing at aH supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shaU be tocated on both faces of truss, and placed so their center lines coindde with joint center lines. 9. Digits indicate size of plate in inches. 10. For basto connector plate design values see ESR-1311, ESR-1988 (MiTek) HAMONA LUMBbH 00. LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 DF #1&BTR iVEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. OVERHANGS: 25.3' 0.0' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, M,M20HS,M18HS,M16 = MiTek MT series Inc TRUSS SPAN 5'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 19.0)+DL( 14.0) ON TOP CHORD = 33.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 38.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0' 5'- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.Off 1- 2=(-11) 63 4-5=(-62) 26 4-2=(-356) 42 2- 3=(-77) 28 2-5=( -21) 27 3-5=(-161) 13 MAX VERT REACTIONS -34/ 373V -18/ 188V BRG 9 0' BRG 9 5' MAX HORZ REACTIONS -46/ 56H -46/ 56H 0.0' 0.0' BRG SIZE 3.50' 3.50' 0.60 DF/ 0.30 DF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 0.27 DF (1400) 0.13 DF (1400) 0.92 HF/ 0.88 SPF 0.46 HF/ 0.44 SPF VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.014' 9 -2'- 0.7' Allowed = 0.211" MAX DL CREEP DEFL = -0.015' 9 -2'- 0.7' Allowed = 0.282' MAX TL CREEP DEFL = -0.029' 9 -2'- 0.7' Allowed = 0.282' 5-00 MAX HORIZ. LL DEFL = -0.000' MAX HORIZ. TL DEFL = -0.000' 10.3' 10.3' M-1X3 Wind: 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. liiax CSI: TC:0.29 BC:0.13 Web:0.07l 2-00 5-00 JOB NAME: 8665 CHESNUT LAMM Scale: 0.4828 Tr'uss: C DES. BY: MJ DATE: 6/19/2013 SEQ.: 5566705 TRANS ID: 371419 WARNINGS: 1. Bulkier and erection contractor shouki be advised of all General Notes and Wamings before construction commences. 2. 2x4 compresston vreb bradng must be installed where shown +. 3. Additronal temporary bracing to insure stat>ility during constmction is the responsitMlity of the erector. Addittonal penmanent bradng of the overall structure is the responsibility of the building designer. 4. No load shouki be applted to any component until after all bracing and fasteners are complete and at no time should any toads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is fumished subject to the limitations set forth by TPt/WTCA in BCSI, copies of which wiU t>e fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP4(1L)-E GENERAL NOTES, unless otherwise noted: 1. This design is t)ased only upon the parameters shown and is for an individual buikling component. Appltoability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be lateraHy braced at 2' o.c. and at 10' o.c. respectively untess braced throughout their length by continuous sheathing such as plywood sheathingCTC) and/or drywa)l(BC). 3. 2x Impact bridging or lateral bradng required where shown + * 4. Instailatton of tmss is the responsibiSty of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry conditton" of use. 6. Design assunrws full bearing at aH supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provkled. 8. Plates ShaH be tocated on both faces of tmss. and placed so their center lines coindde with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) ENGINEERING IDESIGN GROUP 2121 IVlontiel Road, San Marcos, California 92069 • (760) 839-7302 • Fax: (760) 480-7477 • www.designgroupca.com UMITED GEOTECHNICAL INVESTIGATION AND REPORT ADDITION TO THE LAMM RESIDENCE LOCATED AT2723 CHESTNUT AVENUE CARLSBAD, CALIFORNIA EDG Project No. 135216-1 August 5, 2013 <5 PREPARED FOR: Ken Lamm 2733 Chestnut Avenue Carlsbad, California 92010 ENGINEERING [DESIGN GROUP OtOIKHNICAL CIVIL STWIW.tl S fflCHIIECtWAl CONSUlWflS FOR «f MENTttl S COMMEfiCKl CaHSIWCIIOK 2121 Montiel Road, San Marcos, California 92069 • (760) 839-7302 • Fax: (760) 480'-7477 • www.designgroupca.com Date: To: Re: Subject: August 5, 2013 Ken Lamm 2723 Chestnut Avenue Carlsbad, California 92010 Proposed New additions to the residence located at 2723 Chestnut Avenue, Carlsbad, California Limited Geotechnical Investigation & Report In accordance with your request and our signed agreement, we have prepared this geotechnical report for the proposed new residence development. The findings ofthe investigation, earthworl< recommendations and foundation design parameters are presented in this report. In general it is our opinion the proposed construction, as described herein, is feasible from a geotechnical standpoint, provided the recommendations of this report and generally accepted construction practices are followed. Ifyou have any questions regarding the following report please do not hesitate to contact our office. Sincerely, ENGINEERING DESIGN GROUP Erin E. Rist California RCE#65122 Steven Norris California GE»2S90 TABLE OF CONTENTS Section Page 1 SCOPE 1 2 SITE AND PROJECT DESCRIPTION 1 3 FIELD INVESTIGATION 1 4 SUBSOIL CONDITIONS 1 5 GROUND WATER 2 6 LIQUEFACTION 2 7 CONCLUSIONS AND RECOMMENDATIONS 2 7.1 GENERAL 2 7.2 EARTHWORK 2 7.3 FOUNDATIONS 4 7.4 CONCRETE SLABS ON GRADE 5 7.5 RETAINING WALLS 7 7.6 SURFACE DRAINAGE 8 8 CONSTRUCTION OBSERVATION AND TESTING 8 9 MISCELLANEOUS 9 FIGURES Site Vicinity Map Figure No. 1 Site Location Map Figure No. 2 Test Pit Location Map Figure No. 3 Test Pit Logs Test Pit Logs 1-2 APPENDICES References Appendix A Laboratory Testing Appendix B General Earthwork and Grading Specifications Appendix C Retaining Wall Drainage Detail Appendix D 1 5C0PC This report gives our recommendations for the proposed new addition to the residence located at 2723 Chestnut Avenue, Carlsbad, California. (See Figure No. 1, "Site Vicinity Map", and Figure No. 2, "Site Location Map"). The scope of our worl< conducted onsite to date has included a visual reconnaissance ofthe property and surrounding areas, limited subsurface investigation and preparation of this report presenting our updated findings, conclusions and recommendations. 2 SITE AND PROJECT DESCRIPTION For the purposes of this report the property is assumed to face north. The property is bordered to the east, west and south by single family homes and to the north by Chestnut Avenue. The general topography of the site area consists of coastal foothill terrain. The site consists of a relatively flat building pad, flanked to the east by an ascending graded slope to the building pad above and to the west by a descending graded slope to the building pad below. At the time of this report the lot is developed with a one story single family residence and attached garage. Based upon our conversations with the project owner and we understand the development will consist of the construction of an upper story addition that extends over the garage and along the eastern side yard. 3 FIELD INVESTIGATION Our field investigation ofthe property consisted of a site reconnaissance, site field measurements, observation of existing conditions on-site and on adjacent sites, and a limited subsurface investigation of soil conditions. Our subsurface investigation consisted of visual observation of two exploratory test pit excavations in the general areas of proposed construction, logging of soil types encountered, and sampling of soilsfor laboratory testing. The locations of our test pits are given in Figure No. 3, "Test Pit Location Map". 4 SUBSOIL CONDITIONS Based upon our subsurface investigation of the property the site soil profiles and soil types are described in general as follows: Topsoil/Fill/Weathered: Fill, topsoil and weathered soil profiles consisting of silty to clayey sands. These profiles extend to depths between approximately 1-3.5 feet below adjacent grade. The materials consist of brown to dry to moist, medium dense, silty sands. Topsoil, fill and weathered materials are not considered suitable for the support of structures in their present state. Slightly silty sands classify as SW-SC according to the Unified Classification System, and based on laboratory testing generally has potential for expansion in the medium range. Sandstone: Sandstone materials were found to underiie the topsoil and weathered material within our test pit Lamm Residence Page No. 1 2723 Chestnut, Carlsbad, California Job No. 135216-1 ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVII., STRUCTURAL CONSULTANTS excavations. These materials consisted of brown, slightiy moist to moist, dense silty to very fine sandstone. Sandstone materials are considered suitable for the support of structures and structural improvements, provided the recommendations of this report are followed. Sandstone materials classify as SW-SM according to the Unified Classification System, and based on laboratory testing has potential for expansion in the medium range. S GROUND WATER Groundwater was not encountered during our subsurface investigation. Groundwater is not anticipated to be a significant concern to the project provided the recommendations of this report are followed. However, in our experience groundwater conditions can develop where no such condition previously existed. If groundwater conditions are encountered during site excavations, a slab underdrain systems may be required. Proper surface drainage and irrigation practices will play a significant role in the future performance ofthe project. Please note in the "Concrete Slab on Grade" section of this report for specific recommendations regarding water to cement ratio for moisture sensitive areas should be adhered. The project architect and/or waterproofing consultant shall specifically address waterproofing details. 6 LIQUEFACTION It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the faults in the Southern California region. However, the seismic risk at this site is not significantly greater than that of the surrounding developed area. Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose, granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the dense nature of the soil materials underlying the site and the lack of near surface water, the potential for liquefaction or seismically-induced dynamic settlement at the site is considered low. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters ofthe Structural Engineers Association of California. 7 CONCLUSIONS AND RECOMMENDATIONS 7.1 GENERAL In general it is our opinion the proposed construction, as described herein, is feasible from a geotechnical standpoint, provided the recommendations of this report are followed. 7.2 EARTHWORK We anticipate grading will be limited to excavations for new foundations. Where grading does occur it should be conducted in accordance with the recommendations below as well as Appendix B of this report, as applicable. Lamm Residence Page No. 2 2723 Chestnut, Carlsbad, California Job No. 135216-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 7.2.1 Site Preparation Prior to any grading, the areas of proposed improvement should be cleared of surface and subsurface debris (including organic topsoil and vegetative debris). Removed debris should be properly disposed of off-site prior to the commencement of any fill operations. Holes resulting from the removal of debris, existing structures, or other improvements which extend below the undercut depths noted, should be filled and compacted using onsite material or an import material with a very low potential for expansion. 7.2.2 Removals Topsoil and weathered profiles found to mantle the site in test pit excavations, are not suitable for the structural support of buildings or structural improvements in their present state. All new footings shall be deepened as necessary to extend into competent sandstone and below any fill/weathered profiles. In any areas of new slab on grade floors a removal and recompaction of weathered profiles in the upper 1-2 feet measured from finish grade should be anticipated. In general grading should consist ofthe removal of unsuitable soil and scarification of subgrade to a minimum depth of 12 inches and the re-compaction of fill materials to 90 percent minimum relative compaction. Excavated fill materials are suitable for re-use as fill material during grading provided they are cleaned of debris and oversize material in excess of 6 inches in diameter (oversized material is not anticipated to be of significant concern) and are free of contamination. 7.2.3 Transitions All foundation excavations are anticipated to extend to competent sandstone material. Where this condition cannot be met transitional detailing may be necessary and should be reviewed by the Engineering Design Group on a case by case basis. Removal depths should be visually verified by a representative of our firm priorto the placement of fill. 7.2.4 Fills All fill in the area of removal and recompaction should be brought to +2% of optimum moisture content and re-compacted to at least 90 percent relative compaction (based on ASTM D1557). Based upon our laboratory testing existing onsite materials are classified with potential for expansion in the medium range and are not suitable for use as retaining wall backfill. Import material should be anticipated in areas of retaining wall backfill. Fills should generally be placed in lifts not exceeding 6-8 inches in thickness. If the import of soil is planned, soils should have a very low potential for expansion (El<20), free of debris and organic matter. Prior to importing soils should be visually observed, sampled and tested at the borrow pit area to evaluate soil suitability as fill. Where new foundations extend across a retaining wall backfill wedge, footings shall be deepened through fill to competent sandstone or backfill shall be compacted to 95% relative compaction, as described above. Where new fills are placed with the upper 1 foot of the public right of way compaction shall be per the City's requirements. 7.2.5 Slopes Lamm Residence Page No. 3 2723 Chestnut, Carlsbad, California Job No. 135216-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Permanent slopes may be cut to a face ratio of 2:1 (horizontal to vertical). Permanent fill slopes shall be placed at a maximum 2:1 slope face ratio. All temporary cut slopes shall be excavated in accordance with OSHA requirements and shall not undermine adjacent property or structures without proper shoring. All excavations in proximity of existing building shall be confirm prior to the start of construction to not undermine the buildings. Any areas where properties are undermined the owners shall have in place written permission to make necessary cuts and an OSHA alternative sloping plan, as required by OSHA. Where letters of permission can not be obtained or buildings are undermined excavations shall be shored. Subsequent to grading, planting or other acceptable cover should be provided to increase the stability of slopes, especially during the rainy season (October thru April). 7.3 FOUNDATIONS The following design parameters may be utilized for new foundations founded on competent material. 7.3.1 Footings bearing in competent sandstone material or recompacted fill material may be designed utilizing maximum allowable soils pressure of 1,800 psf. 7.3.2 Seismic Design Parameters Site Class Spectral Response Coefficients Svs Ig) %i (g) s (g) s. (g) 0.455 7.3.3 Bearing values may be increased by 33% when considering wind, seismic, or other short duration loadings. 7.3.4 The parameters in the table below should be used as a minimum for designing new footing width and depth below lowest adjacent grade. Footing depths to be confirmed in the field by a representative of Engineering Design Group prior to the placement of form boards, steel and removal of excavation equipment. No. of Floors Supported Minimum Footing Width 'Vlinimum Tooting Depth Below Lowest Adjacent G'ade 1 15 inches 18 inches 1 .' • ' : 15 inches if% 18 inches 3 IS inches 24 inches 7.3.5 All footings founded into competent sandstone or recompacted fill should be reinforced with a minimum Lamm Residence 2723 chestnut, Carlsbad, California Page No. 4 Job No. 135216-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS of two #4 bars at the top and two #4 bars at the bottom (3 inches above the ground). For footings over 30 inches in depth, additional reinforcement, and possibly a stemwall system will be necessary, and should be reviewed by project structural engineer priorto construction. 7.3.6 All isolated spread footings should be designed utilizing the above given bearing values and footing depths, and be reinforced with a minimum of #4 bars at 12 inches o.c. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width and depth of 24 inches. 7.3.7 For footings adjacent to slopes a minimum of 12 feet (sandstone material) and horizontal setback in competent material or properiy compacted fill should be maintained. A setback measurement should be taken at the horizontal distance from the bottom of the footing to slope daylight. Where this condition can not be met it should be brought to the attention ofthe Engineering Design Group for review. 7.3.8 All excavations should be performed in general accordance with the contents of this report, applicable codes, OSHA requirements and applicable city and/or county standards. 7.3.9 All foundation subgrade soils and footings shall be pre-moistened to 2% over optimum to a minimum of 18 inches in depth prior to the pouring of concrete. 7.4 CONCRETE SLABS ON GRADE All new concrete slab on grade floors should use the following as the minimum design parameters. 7.4.1 Concrete slabs on grade of the building and driveway should have a minimum thickness of 5 inches and should be reinforced with #4 bars at 18 inches o.c. placed at the midpoint of the slab. • Slump: Between 3 and 4 inches maximum • Aggregate Size: 3/4 -1 inch • Non-Moisture Sensitive Areas: Compressive Strength = 2,500 psi minimum. • Moisture Sensitive Areas: Water to cement Ratio - 0.45 maximum Compressive Strength = 4,500 psi minimum (No special inspection required for water to cement ratio purposes, unless otherwise specified by the structural engineer) • Moisture retarding additive in concrete at concrete slab on grade floors and moisture sensitive areas. 7.4.2 In moisture sensitive areas, the slab concrete should have a minimum water to cement (w/c) ratio of 0.45, generally resulting in a compressive strength of approximately 4,500 psi (No special inspection required for water to cement ratio purposes, unless otherwise specified by the structural engineer) as determined by the w/c ratio. This recommendation is intended to achieve a low permeability concrete. 7.4.3 All required fills used to support slabs, should be placed in accordance with the grading section of this report and the attached Appendix B, and compacted to 90 percent Modified Proctor Density, ASTM D-1557, and as described in the Earthwork section of this report. 7.4.4 A one inch layer of coarse sand material, Sand Equivalent (S.E.) greaterthan 50 and washed clean of fine materials, should be placed beneath the slab in moisture sensitive areas, above the vapor barrier. There Lamm Residence Page No. 5 2723 Chestnut, Carlsbad, California Job No. 135216-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS shall be not greaterthan a Yi inch difference across the sand layer. 7.4.5 In moisture sensitive areas, a vapor barrier layer (15 mil) should be placed below the upper one inch of sand. The vapor barrier shall meet the following minimum requirements: • Permeance of less than 0.01 perm [grains/(ft^ hr in/Hg)] as tested in accordance with ASTM E 1745 Section 7.1. • Strength per ASTM 1745 Class A. • The vapor barrier should extend down the interior edge of the footing excavation a minimum of 6 inches. The vapor barrier should lap a minimum of 8 inches, sealed along all laps with the manufacturer's recommended adhesive. Beneath the vapor barrier a uniform layer of 3 inches of pea gravel is recommended under the slab in order to more uniformly support the slab, help distribute loads to the soils beneath the slab, and act as a capillary break. 7.4.6 Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The control joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. 7.4.7 All subgrade soils to receive concrete flatwork are to be pre-soaked to 2 percent over optimum moisture content to a depth of 18 inches. 7.4.8 Exterior concrete flatwork and driveway slabs, due to the nature of concrete hydration and minor subgrade soil movement, are subject to normal minor concrete cracking. To minimize expected concrete cracking, the following may be implemented: Concrete slump should not exceed 4 inches. Concrete should be poured during "cool" (40 - 65 degrees) weather if possible. If concrete is poured in hotter weather, a set retarding additive should be included in the mix, and the slump kept to a minimum. Concrete subgrade should be pre-soaked prior to the pouring of concrete. The level of pre-soaking should be a minimum of 2% over optimum moisture to a depth of 18 inches. Concrete may be poured with a 10 inch deep thickened edge. Flatwork adjacent to top of a slope should be constructed with a outside footing to attain a minimum of 7 feet distance to daylight. Concrete should be constructed with tooled joints or sawcuts (1 inch deep) creating concrete sections no larger than 225 square feet. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular shapes of concrete, the ratio of length to width should generally not exceed 0.6 (i.e., 5 ft. long by 3 ft. wide). Joints should be cut at expected points of concrete shrinkage (such as male corners), with diagonal reinforcement placed in accordance with industry standards. Isolation joints should be installed at exterior concrete where Drainage adjacent to concrete flatwork should direct water away from the improvement. Concrete subgrade should be sloped and directed to the collective drainage system, such that water is not trapped below the flatwork. The recommendations set forth herein are intended to reduce cosmetic nuisance cracking. The project concrete contractor is ultimately responsible for concrete quality and performance, and should pursue a cost-benefit analysis of these recommendations, and other options available in the industry, priorto the pouring of concrete. Lamm Residence 2723 Chestnut, Carlsbad, California Page No. 6 Job No. 135216-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 7.5 RETAINING WALLS Retaining walls up to 6 feet may be designed and constructed in accordance with the following recommendations and minimum design parameters: 7.5.1 Retaining wall footings should be designed in accordance with the allowable bearing criteria given in the "Foundations" section of this report, and should maintain minimum footing depths outlined in "Foundations" section of this report. It is anticipated that all retaining wall footings will be placed on competent sandstone. Where cut-fill transitions may occur footings may be deepened to competent material and alternative detailing may be provided by the Engineering Design Group on a case by case basis. 7.5.2 In moisture sensitive areas (i.e. interior living space where vapor emission is a concern), we recommend any building retaining walls be designed as poured in place concrete in lieu of masonry. 7.5.3 Unrestrained cantilever retaining walls should be designed using an active equivalent fluid pressure of 35 pcf. This assumes that granular, free draining material with very low potential for expansion {E.I. <20) will be used for backfill, and that the backfill surface will be level. Where soil with potential for expansion is not low (E.l. >50) a new active fluid pressure will be provided by the project soils engineer. Backfill materials should be considered prior to the design of the retaining walls to ensure accurate detailing. We anticipate onsite material will not be utilized as retaining wall backfill. For sloping backfill, the following parameters may be utilized: Backfill Sloping Condition 2:1 Slope J 5:1 Slope Active Fluid Pressure mpd • •'; 65 pcf Any other surcharge loadings shall be analyzed in addition to the above values. 7.5.4 If the tops of retaining walls are restrained from movement, they should be designed for an uniform at- rest soil pressure of 65 psf. 7.5.5 Retaining walls shall be designed for additional lateral forces due to earthquake, where required by code, utilizing the following design parameters. • Yielding Walls = PE= (3/8) k,^E(Y) H^-applied at a distance of 0.6 times the height (H) of the wall above the base • Horizontal ground acceleration value k^ = 0.25g. • Where non-yielding retaining walls are proposed, the specific conditions should be brought to the attention of Engineering Design Group for alternative design values. • The above design parameters assume unsaturated conditions. Retaining wall designs for sites with a hydrostatic pressure influence (i.e groundwater within depth of retaining wall or waterfront conditions) will require special design considerations and should be brought to the attention of Engineering Design Group. 7.5.6 Passive soil resistance may be calculated using an equivalent fluid pressure of 300 pcf. This value assumes Lamm Residence 2723 Chestnut, Carlsbad, California Page No. 7 Job No. 135216-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS that the soil being utilized to resist passive pressures, extends horizontally 2.5 times the height ofthe passive pressure wedge ofthe soil. Where the horizontal distance ofthe available passive pressure wedge is less than 2.5 times the height of the soil, the passive pressure value must be reduced by the percent reduction in available horizontal length. 7.5.7 A coefficient of friction of 0.30 between the soil and concrete footings may be utilized to resist lateral loads in addition to the passive earth pressures above. 7.5.8 Retaining walls should be braced and monitored during compaction. If this cannot be accomplished, the compactive effort should be included as a surcharge load when designing the wall. 7.5.9 All walls shall be provided with adequate back drainage to relieve hydrostatic pressure, and be designed in accordance with the minimum standards contained in the "Retaining Wall Drainage Detail", Appendix D. The waterproofing elements shown on our details are minimums, and are intended to be supplemented by the waterproofing consultant and/or architect. The recommendations should be reviewed in consideration of proposed finishes and usage, performance expectations and budget. If deemed necessary by the project owner, based on the above analysis, and waterproofing systems can be upgraded to include slab under drains and enhanced waterproofing elements. 7.5.10 Retaining wall backfill should be placed and compacted in accordance with the "Earthwork" section of this report. Backfill shall consist of soil with a very low expansion potential, granular, free draining material. 7.6 SURFACE DRAINAGE Adequate drainage precautions at this site are imperative and will play a critical role on the future performance of the dwelling and improvements. Under no circumstances should water be allowed to pond against or adjacent to foundation walls, or tops of slopes. The ground surface surrounding proposed improvements should be relatively impervious in nature, and slope to drain away from the structure in all directions, with a minimum slope of 2% for a horizontal distance of 7 feet (where possible). Area drains or surface swales should then be provided to accommodate runoff and avoid any ponding of water. Any french drains, backdrains and/or slab underdrains shall not be tied to surface area drain systems. Roof gutters and downspouts shall be installed on the new and existing structures and tightlined to the area drain system. All drains should be kept clean and unclogged, including gutters and downspouts. Area drains should be kept free of debris to allow for proper drainage. Over watering can adversely affect site improvements and cause perched groundwater conditions. Irrigation should be limited to only the amount necessary to sustain plant life. Low flow irrigation devices as well as automatic rain shut-off devices should be installed to reduce over watering. Irrigation practices and maintenance of irrigation and drainage systems are an important component to the performance of onsite improvements. During periods of heavy rain, the performance of all drainage systems should be inspected. Problems such as gullying or ponding should be corrected as soon as possible. Any leakage from sources such as water lines should also be repaired as soon as possible. In addition, irrigation of planter areas, lawns, or other vegetation, located adjacent to the foundation or exterior flat work improvements, should be strictly controlled or avoided. 8 CONSTRUCTION OBSERVATION AND TESTING Lamm Residence Page No. 8 2723 chestnut, Carlsbad, California Job No. 135216-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS The recommendations provided in this report are based on subsurface conditions disclosed by the investigation by others and our general experience in the project area. Interpolated subsurface conditions should be verified in the field during construction. The following items shall be conducted prior/during construction by a representative of Engineering Design Group in order to verify compliance with the geotechnical and civil engineering recommendations provided herein, as applicable. The project structural and geotechnical engineers may upgrade any condition as deemed necessary duringthe development ofthe proposed improvement(s). 8.1 Review of final approved grading and structural plans prior to the start of workfor compliance with geotechnical recommendations. 8.2 Attendance of a pre-grade/construction meeting prior to the start of work. 8.3 Observation of subgrade, excavation bottoms. 8.4 Testing of any fill placed, including retaining wall backfill and utility trenches. 8.5 Observation of footing excavations prior to steel placement and removal of excavation equipment. 8.6 Field observation of any "field change" condition involving soils. 8.7 Walkthrough of final drainage detailing prior to final approval. The project soils engineer may at their discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during site observations. Engineering Design Group shall, prior to the issuance of the certificate of occupancy, issue in writing that the above inspections have been conducted by a representative of their firm, and the design considerations ofthe project soils report have been met. The field inspection protocol specified herein is considered the minimum necessary for Engineering Design Group to have exercised "due diligence" in the soils engineering design aspect of this building. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting this protocol. Before commencement of grading the Engineering Design Group will require a separate contract for quality control observation and testing. Engineering Design Group requires a minimum of 48 hours notice to mobilize onsite for field observation and testing. ? MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the above can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such as stucco or interior plaster or interior brittle slab finishes. Data for this report was derived from surface observations at the site, knowledge of local conditions, and a visual observation of the soils exposed in the exploratory test pits. The recommendations in this report are based on our experience in conjunction with the limited soils exposed at this site and neighboring sites. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed structure; however, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath or adjacent to those observed. Therefore, no warranties ofthe accuracy of these recommendations, beyond the limits ofthe obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also most likely change. Lamm Residence Page No. 9 2723 Chestnut, Carlsbad, California Job No. 135216-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Man-made or natural changes in the conditions of a property can occur over a period of time. In addition, changes in requirements due to state of the art knowledge and/or legislation, are rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as stated above are altered. It is the responsibility ofthe owner or his representative to ensure that the information in this report be incorporated into the plans and/or specifications and construction ofthe project. It is advisable that a contractor familiar with construction details typically used to deal with the local subsoil and seismic conditions, be retained to build the structure. If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development ofthe project. Lamm Residence Page No. 10 2723 Chestnut, Carlsbad, California Job No. 135216-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS FIGURES 2121 Moniiel Road. San Marcos. CaltJorola 92069 • (760) 839-7302 • Fax: (760) 480 7477 - www.timBigngmuf>c».cam Project: Lamm Residence Address: 2723 Chestnut Ave. Carlsbad, California EDG Project No: 135216-1 FIGURE 1 Site Vicinity Map ENGINEERING DESIGN GROUP 2121 Monfiel Roa^, San Marcos. Caiilomla 92069 • (760) 839-7302 - Fax: (760) 480-7477 • www.dasH|ng«t»upca.co«n Project: Lamm ResicJence Address: 2723 Chestnut Ave. Carlsbad, California EDG Project No: 135216-1 FIGURE 2 Site Location Map DESIGN GROUP 2121 Monifel RoadTsa^n Mareos. Calilomia 92069 - (760) 839-7302 • Fax: (760) 480-7477 • www.d»«iongfotipea-com Project: Lamm Residence Address: 2723 Chestnut Ave. Carlsbad, California EDG Project No: 135216-1 FIGURE 3 Approximate Test Pit Locations Project Name: Ken Lamm TEST PIT LOG NO. 1 EDG Project Number: 135213-1 Location: 2723 Chestnut Ave. Carlsbad,CA. Sheet 1 of 1 Date(s) Excavated: By Others Total Depth: Sft. Groundwater Level: N/A Lagged By: E. Rist Approx. Surface Elev. Slope Backfilled (date) By Others Excavation Method: Hand Dug Soil Type Depth Material Description and Notes UCSC Sample 0-3.5 ft. Topsoil/Fill/Weathered Profiles Brown, loose to medium dense, slightly moist, silty, clayey sands. Roots in the upper 18 inches. SW-SC 3.5-5 ft. Sandstone Brown, dense, slightly moist, silty to fine sandstone. SW-SM GRAPHIC REPRESENTATION; 0 ,n > 1 // K - ? 4 .S 6 7 8 Project Name: Ken Lamm TEST PIT LOG IMO. 2 EDG Project Number: 135213-1 Location: 2723 Chestnut Ave. Carisbad,CA. Sheet 1 of 1 Date(5) Excavated: By Others Total Depth: 3 ft. Groundwater Level: N/A Logged By: E. Rist Approx. Surface Elev. F6 - Bldg Pad Backfilled (date) By Others Excavation Method: Hand Dug Soil Type Depth Material Description and Notes UCSC Sample 0-2 ft. ToDsoil/Fill/Weathered Profiles Brown, loose to medium dense, slightly moist, silty, clayey sands. Roots in the upper 22 inches. SW-SC 2-3 ft. Sandstone Brown, dense, slightly moist, silty to fine sandstone. SW-SM GRAPHIC REPRESENTATION: 0 n 1 ( -I - ^ • ..A 1.5 ' 0 • •> 1 • 1 I -I 1 •I'M, 0 3.5 - -yl \ 4 APPENDIXA APPENDIXA REFERENCES 1. California Geological Survey, Probabilistic Seismic Hazards Mapping Ground Motion Page. 2. California Department of Conservation, Division of Mines and Geology, Fault Rupture Zones in California, Special Publication 42, Revised 1990. 3. Day, Robert W. "Geotechnical and Foundation Engineering Design and Construction." 1999. McGraw Hill. 4. Engineering Design Group, unpublished in house data. 5. Franklin, A.G. and Chang, F.K. 1977, "Permanent displacements of Earth embankments by Newmark sliding block analysis, Report 5, Miscellaneous Paper, S 71-17, U.S. Army Corp of Engineers, Waterways Experiment Station, Vickburg, Mississippi." 6. Greensfelder, R.W., 1974 Maximum Credible Rock Acceleration from Earthquakes in California Division of Mines and Geology, Map Sheet 23. 7. Lee, L.J., 1977, Potential foundation problems associated with earthquakes in San Diego, in Abbott, P.L. and Victoria, J.K., eds. Geologic Hazards in San Diego, Earthquakes, Landslides, and Floods: San Diego Society of Natural History John Porter Dexter Memorial Publication. 8. Ploessel, M.R. and Slossan, J.E., 1974 Repeatable High Ground Acceleration from Earthquakes: California Geology, Vol. 27, No. 9, P. 195-199 9. State of California, Fault Map of California, Map No. 1, Dated 1975. 10. State of California, Geologic Map of California, Map No. 1, Dated 1977. 11. Structural Engineers Association of Southern California (SEAOSC) Seismology Committee, Macroseminar Presentation on Seismically Induced Earth Pressure, June 8, 2006. 12. Tan, Siang S and Kennedy, Michael P., "Geologic Map of the Northwestern Part of San Diego County, California, Plate 2 Geologic Map of the Oceanside, San Luis Rey and San Marcos, 7.5' Quadrangles, San Diego County, California." dated 1996. Division of Mines and Geology. 13. U.S. Army Corps of Engineers, 1985, Coast of California Storm and Tidal Waves Study, Shoreline Movement Data Report, Portuguese Point to Mexican Border, dated December 14. U.S. Army Corps of Engineers, 1985, Coast of California Storm and Tidal Waves Study, Coastal Cliff Sediments, San Diego Region (CCSTWS 87-2), dated June. 15. Van Dorn, W.G., 1979 Theoretical aspects of tsunamis along the San Diego coastline, in Abbott, P.L. and Elliott, W.J., Earthquakes and Other Perils: Geological Society of America field trip guidebook. 16. Various Aerial Photographs APPENDIXB KEY AND BENCHING DETAILS FILL SLOPE PROJECT 1 TO 1 UNE PROM TOS OP SLOPE TO COMPETENT MATERIAL EXISTINQ GROUND SURFACE REMOVE UNSUITABLE MATERIAL BENCH 2' M1N.U—15' MIN.- KEY I LOWEST DEPTH BENCH (KEY) FILL-OVER-CUT SLOPE EXISTING QROUNO SURFACE qMPACTEOSqpa' 53i:ic-FILLS=5!?®r REMOVE UNSUITABt-E MATERIAL "CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) EXISTINQ GROUND SURFACE- CUT-OVER-FILL SLOPE CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) i--3r_-.;?^»::-.___..:z==^ R EMO V E ^_-JHK:-~^"T UNSUITABLE PHOJECT 1 TO 1 ^45?3^>i^^ MATERIAL LINE FROM TOE ^^i<^:v^^ OF SLOPE TO ..^^^^i^PAd^a COMPETENT ^ ..i^^8*^=^FILkC^^ MATERIAL ^\ .,<gggg£Kg>J "" -BENCH Ti/5.- t MiNjg^' .^-f f<va<7 - '"" I T H—15' MINr—H 2' MIN.' LOWEST I KEY DEPTH (lie?" NOTE: Back drain may be recommended by the geotechnical consultant based on actual field conditions encountered. Bench dimension recommendations may also be altered based on field conditions encountered. SIDE HILL STABILITY FILL DETAIL EXISTINQ QROUND SURFACE- FINISHED SLOPE FACE PROJECT 1 TO 1 LINE FROM TOP OF SLOPE TO OUTSIDE EDQE OF KEY FINISHED CUT PAD OVERBURDEN OR UNSUITABLE MATERIAL BENCH PAD OVEREXCAVATION DEPTH AND RECOMPACTION MAY BE RECOMMENDED BY THE GEOTECHNICAL CONSULTANT BASED ON ACTUAL FIELD CONOmONd^ ENCOUNTERED. j' I t 5' MIN. LOWEST „SfY BENCH DEPTH (KEY) COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE QEOTECHNiCAL CONSULTANT NOTE: Subdrain details and key width recommendations to be provided based on exposed subsurface conditions STABILITY FILL / BUTTRESS DETAIL OUTLET PIPES 4' 0 NONPERFORATED PIPE. 100' MAX. O.C. HORIZONTALLY. 30' MAX. O.C. VERTtCALLY-ci:€f€€?ii88i""^^*^BACK CUT BACK CUT 1:1 OR FLATTER BENCH SEE SUBDRAIN TRENCH DETAIL LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET KEY DEPTH KEY WIDTH AS NOTED ON QRADINQ PLANS 15' MIN. PERFORATED PIPE [ ^ 10' MIN. 1 J E EACH SIDE '^^V?^^^^^^^^---CAP NON-PERFORATED I OUTLET PIPE T-CONNECTION DETAIL e' MIN OVERLAP 3/4*-1-1/2' CLEAN GRAVEL (3ft.3/ft. MIN.) A' 0 NON-PERFORATED PIPE^^ FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVEO EQUIVALENT)* SEE T-CONNECTION DETAIL 4* 0 PERFORATED PIPE 4' MIN. BEDDING SUBDRAIN TRENCH DETAIL *IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4'-1-1/2' QRAVEL. FILTER FABRIC MAY BE DELETED SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size * Passing 1" 100 3/4" 90-100 3/8" 40-100 No. 4 25-40 No. 8 18-33 No. 30 3-15 No. 50 0-7 No. 200 0-3 Sand Equivalent>75 NOTES: For biittras* dimenaiona, a«e gaotechoical raport/plana. Actual dimenaiona of buttreaa and subdrain may ba changad by tha gaotechnicai conaultant baaad on field conditlona. SUBDRAIN INSTALLATION-Subdrain pipe ahould be Inatalled with perforationa down aa depicted. At locatlona recommended by the geotechnical conaultant. nonperforatod pipe ahould be Inatalled SUBDRAiN TYPE-SubdraIn typo ahould be Acrylon trile Butadiene Styrene (A.B.S.), Polyvinyl Chloride (PVC) or approved equivalent. Claaa 125,SOR 32.5 ahould be uaed for maximum fill deptha of 35 feet. Claaa 200, SDR 21 ahould be uaed (or maximum fill deptha of 100 feet. CANYON SUBDRAIN DETAILS BENCHING REMOVE UNSUITABLE MATERIAL SUBDRAIN TRENCH SEE BELOW 6' MIN. OVERLAP SUBDRAIN TRENCH DETAILS FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVED EQUIVALENT)* —r— e* MiN.i; COVER 2 4* MIN. BEDDING 6' MIN. OVERLAP 3/4'-1-iy2' CLEAN QRAVEL (9«.3/ft. MIN.) -1 6' 0 MiN. 3/4'-1-1/2' CLEAN QRAVEL (aft.*/ft. MIN.) PERFORATED PIPE *IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OP 3/4'-1-1/2' QRAVEL. FILTER FABRIC MAY BE DELETED DETAIL OF CANYON SUBDRAIN TERMINAL DESIGN FINISH QRADE SUBDRAIN TRENCH SEE ABOVE 6' 0 MIN. PIPE NONPERFORATED 6' 0 MIN SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size % Passing 1" 100 3/4" 90-100 3/8" 40-100 No. 4 25-40 No. 8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 Sand Equivalent>75 Subdrain ahould be conatructed only on competent material aa evaluated by the geotechnical conaultant. SUBDRAIN INSTALLATION Subdrain pipe ahould be Inatalled with perforationa down aa depicted. At locatlona recommended by the geotechnical conaultant. nonperforatod pipe ahould be Inatalled. SUBDRAIN TYPE-Subdrain type should be Acryionitrile Butadiene Styrene (A.B.S.). Polyvinyl Chloride (PVC) or approved equivalent. Clasa 125, SDR 32.5 shouid be uaed (or maximum fill deptha of 33 (eet. Claas 200,SOR 21 should be uaed for maximum fill deptha of 100 (eet. ROCK DISPOSAL DETAIL FINKH QRADE SLOPE FACE GRANULAR SOIL (S.E.2 30) TO BE DENSIFIED IN PLACE BY FLOODINQ DETAIL TYPICAL PROFILE ALOHG WINDROW 1) Rock with maximum dimensions greater than 6 inches should not be used within 10 feet vertically of finish grade (or 2 feet below depth of lowest utility whichever is greater;, and 15 feet horizontally of slope faces. 2) Rocks with maximum dimensions greater than 4 feet should not be utilized in fills. 3) Rock placement, flooding of granular soil, and fill placement should be observed by the geotechnical consultant. 4) Maximum size and spacing of windrows should be in accordance with the above details Width of windrow should not exceed 4 feet. Windrows should be staggereo vertically (as depicted). 5) Rock should be placed in excavated trenches. Granular soil (S.E. sreater than or equal to 30) should be flooded in the windrow to completely fill voids around and oeneain rocks. APPENDIXC eiPAm»N mmK TEST mmwmm tftr WHML'ni INITIAL SATURATED ^) WY WEIOHT (fl 113.5 %MasTyfe 16.4 «CK5HTOFRIh»3&SOlL (0) 71M VWEIGHT OF RING 38?J WEIGHT OF SOIL §.7im . VC».UMgOPfaN0 0.0073 119.7 DRY DENSITY ¥^ • % 8AtifRATK»l m it J mm-mrn |r""iT"^ WW stt IT Project: Lamm Residence Address: 2723 Chestnut Ave. Carlsbad, California EDG Project No: 135216-1 FIGURE 4 Laboratory Test Results LABORATORY TESTING PROCEDURES Moisture and Density Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring and/or trench logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. Classification Tests: Typical materials were subjected to mechanical grain-size analysis by wet sieving from U. S. Standard brass screens (ASTM D422-6S). Hydrometer analyses were performed where appreciable quantities cf fines were encountered. The data was evaluated in determining the classification of the materials. The grain-size distribution curves are presented in the test data and the Unified Soil Classification is presented in both the test data and the boring and/or trench logs. Atterberg Limits: The Atterberg Limits were detennined in accordance with ASTM D4318-84 for engineering classification of the fine-grained materials. Direct Shear Tests: Direct shear tests were performed on selected remolded and/or undisturbed samples which were soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box, and reloading the sample, pore pressures set up in the sample due to the transfer were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The samples were tested under various normal loads, a different specimen being used for each normal load. The samples were sheared in a motor-driven, strain-controlled, direct-shear testing apparatus at a strain rate of 0.05 inch per minute. After a travel of 0.300 inch of the direct shear machine, the motor was stopped and the sample was allowed to "relax" for approximately 15 minutes. The "relaxed" and "peak" shear values were recorded. It is anticipated that, in a majority of samples tested, the 15 minutes relaxing of the sample is sufficient to allow dissipation of pore pressures set up in the samples due to application of shearing force. The relaxed values are therefore judged to be a good estimation of effective strength parameters. The test results were plotted on the "Direct Shear Summary". For residual direct shear test, the samples were sheared, as described in the preceding paragraph, with the rate of shearing of 0.001 inch per minute. The upper portion of the specimen was pulled back to the original position and the shearing process was repeated until no further decrease in shear strength was observed with continued shearing (at least three times resheared). There are two methods to obtain the shear values: (a) the shearing process was repeated for each normal load applied and the shear value for each normal load was recorded. One or more than one specimen can be used in this method; (b) only one specimen was needed, and a very high normal load (approximately 9000 psf) was applied from the beginning of the shearing process. After the equilibrium state was reached (after "relaxed"), the shear value for that normal load was recorded. The normal loads were then reduced gradually without shearing the sample (the motor was stopped). The shear values were recorded for different normal loads after they were reduced and the sample was "relaxed". 3040 689 Maximum Density Tests: The maximuni dry density and optimum moisture content of typical materials were determined in accordance with ASTM D1557-78 (five layers). The results of these tests are presented in the test data. Expansion Index Tests; The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C. Standard No. 29-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the test data. Consolidation Tests: Consolidation tests were performed dn selected, relatively undisturbed samples recovered from the sampler. Samples were placed in a consolidometer and loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the ratio of the amount of vertical compression to the original l-lnch height. The consolidation pressure curves are presented in the test data. Where applicable, time-rates of consolidation were also recorded. A plot of these rates can be used to estimate time of consolidation. Soluble Sulfates: The soluble sulfate contents of selected samples were determined by the California Materials Method No. 417. "R"-Value: The resistance "R"-value was determined by the California Materials Method No. 301 for base, subbase, and basement soils. Three samples were prepared and exudation pressure and "R"-value determined on each one. The graphically determined "R"-value at exudation pressure of 300 psi is reported. Triaxial Compression Tests: Triaxial compression tests were performed on selected remolded and/or undisturbed samples according to ASTM 2166-85 (unconfined) and ASTM 2850-87 (confined). 3040 689 APPENDIX D i ENGINEERING DESIGN GROUP 2121 MONTIEL RQAD SAN MARCOS. CAUFORNIA 92068 CONC OR CMU RETUMU. PER RL4N 4 DETAILA HYDR0T/7E UM7ER' STOPS AT COLD- JONTS PERMFR INSTALUTION /NSTRUCTiCNS SLAB 4 VAPOR BARRIER FER PLAN 4 DETAILS PHONE: (760) 839-7302 FAX: (760) 480-7477 / ^ SLOPE MNIMUM lUATERPKOOFINS SPECIFICATIONS (HOT TO SCALE) FOAM UV PROTECTION BOARD PER M4NUF4C7URERS SPECIFICATION &RACE PROCOR FLUD-APPLIED WATERPROOFNS INSTALLED PER n4NUF4C7URER!S SPECIFICATIONS 4 EXTEND BENND CEMENTITOUS BACH^ BOARD. GRiCE itrDRCDIiCT 77a INSTALLED PER MANLPACWRER^ SPECPICATIONS OVER n.UID-APPLIED WATERPROOFINQ TEFSilNATION&iRPER MANUFACniREI^ SPECIFICATIONS (5) FILTER FABRIC IU/6" MN LAP 3/4" GRAVEL a SF/FT) 4" DIA PBfFORATED DRAIN LINE (Sa4 40 OR EOUIVJ PEFFORATIcyNS ORENTED DOUN » MNIMUM GRADIEttr TO SUITABLE OUTLET - £>64CT PIPE LOCATION TO BE DETERHNED BY SITE CONSTRANTS 4" TALL CONCRETE CAm»FT6/WALL V°/ CONICCTION rUNDER mTERPROOFN&X SLOPE TO BACK EDGE OF FOOTNS. COMPACTED BACKFIU. 90% MN RELATIVE COMPACTION N ALL OTNER AREAS UJOH A"MAXLFr&. ONLY LiaHTWEIQNT HAND-OPERATED EOUIFfENT SNAU BE USED IDITNN 3 FEET OF TNE BACK FACE OF WALL CERTIFICATION OF Building Department 1635 Faraday Avenue SCHOOL FEES PAID Building Department 1635 Faraday Avenue B-34 760-602-2719 B-34 www.carlsbadca.gov This fomn must be completed by the City, the applicant, and the appropnate school districts and returned to the City priorto issuing a building permit. The City will not issue any building pemiit without a completed school fee form. LAMM RESIDENCE Project Name: Building Permit Plan Check Number: CBI 31467 Project ID: CT/MS: Project Address: A.P.N Project Applicant (Owner Name): Projecl Description: Building Type: Residential: 2723 CHESTNUT #200 167-392-19-QQ LAMM FAMILY TRUST 06-1 &-05 2^" PWEUIINQ UINT ON t° STORY NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: 640 Square Feet of Living Area in SDU Residential Addittons: Net Square Feet New Area Commercial/lndustrial: Net Square Feet New Area City Certification of Applicant Infonnation, .^nrKSA .<:AVAUnrn Date- 9/1?/13 Carlsbad Unified School District 6225 El Camino Real Carlabad CA 92009 (760331-5000) SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD • vista Unified School Distrtct 1234 Arcadia Drive Vi^ CA 92083 (760-726-2170) I I San Mareos Unified Schooi District 255 Pico Ave Ste. 100 San Marcos, C A 92069 (760-290-2649) Contact Nancy Dolce (By Appt. Oniy) Q Endnltas Union Schooi District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-S44-4300X1166) n San Dieguito Union High Schooi District-By Appointment Oniy 710 Encinitas Blvd. Encinitas, CA 92024 (760-753-6491) Certificatjon of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the infomnation provided above is correct and true to the best of the Owner's Itnowiedge, and that the Owner will fiie an amended certification of payment and pay the additionai fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and thai (2) the Owner is the owner/developer of the above described project(s), or that the person executing Ihis declaration is auihorized to sign on Isehaif of the Owner. Signature: 8-34 Date: Page 1 of 2 Rev.03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) 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 schooi mitigation detennined by the School District. The City may issue building pennits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE ^Ou^e^i^^L^^-yJh CARLSBAO UNf IED SCI NAME OF SCHOOL DISTRICT ©25 a CAMINO REAI CARLSBAaCA 82008 DATE PHONE NUMBER B-34 Page 2 of 2 Rev.03«)9 City of Carlsbad VALUATION WORKSHEET Building Division Permit No: Address Assessor Parcel No. Date By Type of Work Area of Work IVIuitiplier VALUE SFD and Duplexes 640 $110.17 $70,508.80 Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 253 $28.74 $7,271.22 Patio/Porch/Carport 710 $9.58 $6,801.80 Enclosed Patio $15.51 $0.00 Declcs/Balconies/Stairs 373 $15.57 $5,807.61 Retaining Walls, concrete.masonry 61 $19.16 $1,168.76 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System $3.11 $0.00 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential $4.19 $0.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL $91,558.19 Valuation: Comm/Res (C/R): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD Isthourof Plan CheckFire Expedite Plumbing Mechanical Electrical $91,558 0 $656.42 $459.49 $19.00 $1.00 $150.00 TBD TBD TBD CFD 0Yes"jM= J.82%) 0 No (PFF = 3.5%) r Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/orCFD Explanation: CB131467 2723 CHESTNUT AV 200 LAMM RES- BUILD NEW 2ND STORY Rdn om I J- inr, or- or-,.^. „^r- „ . . Approved SW l^oa-aD JssuED BUIU3ING PLANNING ENGINEERING FIRE Expedite? Y N •cv By 21: it5 AO AFS Checked by: HazMat APCD Health Forms/Fees Sent Rec'd Due7 Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFD: Y ((J) LandUse: Density: HW\i3 By ImpArea: FY: Annex: Factor: PFF: (T) N on (e'-to:>f 2^P6A an Comments Date Date Date Building Planning Engineering Fire MS5 Need? • Done • Done • Done