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Home My WebLink About1589 TRITON ST; ; CB102525; Permit05-22-2012 Job Address' Permit Type: Parcel Nc Valuation. Occupancy Group. # Dwelling Units' Bedrooms: Project Title. City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CBI02525 Building Inspection Request Line (760) 602-2725 1589 TRITON ST CBAD RESDNTL Sub Type 2150704100 Lot#. $479,850.00 Constuction Type- Reference #. 0 Structure Type- 0 Bathrooms: Ong PC #: LIN RES: 3682 SF SFD //610 SF GARAGE//1625 SF DECK//469 SF METAL TRELLIS//AIR CONDITIONING SFD 0 58 0 Status- ISSUED Applied 12/23/2010 Entered By. JMA Plan Approved 05/22/2012 Issued. 05/22/2012 Inspect Area Plan Check # Applicant- JUINTOW LIN 34586 CALLE NARANJA CAPISTRANO BEACH CA 92624 310-927-5022 Owner: LIN LAWRENCE l&SHA-LI Y 2565 RiVERWOODS RD RIVERWOODS IL 60015 Building Permit $2,029.13 Meter Size FS3/4 Add'l Building Permit Fee $0.00 Add'l Red. Water Con Fee $0.00 Pian Check $1,318.93 Meter Fee $403.00 Add'l Pian Check Fee $0.00 SDCWA Fee $4,492 00 Pian Check Discount $0.00 CFD Payoff Fee $3,152.95 Strong Motion Fee $47.99 PFF (3105540) $8,733.27 Park in Lieu Fee $5,728.00 PFF (4305540) $0 00 Park Fee $0 00 License Tax (3104193) $0 00 LFM Fee $0 00 License Tax (4304193) $0 00 Bndge Fee $0 00 Traffic impact Fee (3105541) $2,340 00 Other Bndge Fee $0.00 Traffic impact Fee (4305541) $0 00 BTD #2 Fee $15,130.00 Sidewalk Fee $0 00 BTD #3 Fee $0.00 PLUMBING TOTAL $76.00 Renewal Fee $0.00 ELECTRICAL TOTAL $60 00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $92.00 Other Building Fee $0.00 Housing impact Fee $0 00 HMP Fee $0.00 Housing InLieu Fee $4,515.00 Pot. Water Con. Fee $5,060 00 Housing Credit Fee $0 00 Meter Size FS3/4 Master Drainage Fee $0 00 Add'l Pot Water Con. Fee $0 00 Sewer Fee $2,398.00 Red Water Con. Fee $0.00 Addltionai Fees $0 00 Green Bidg Stands (SB1473) Fee $16 00 Fire Spnnkler Fees $395 00 Green BIdg Stands Plan Chk Fee ?? Green BIdg Stands Plan Chk Fee TOTAL PERMIT FEES $55,987 27 Total Fees: $55,987 27 Total Payments to Date $55,987 27 Balance Due: $0.00 inspector FINAL APPROVAL Date. Ciearance- NOTICE Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follovK the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information wiith the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your nght to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or sewice fees in connection with this proiect NOR DOES IT APPLY to any fees/exactinns ot which vou have previously been oiven a NOTICE similar to this, or as to which the statute ot limitations has previously otherwise expired 05-22-2012 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW100560 Job Address Permit Type. Parcel Nc Reference # CB#: Project Titie 1589 TRITON ST CBAD SWPPP 2150704100 Lot#: CBI02525 LIN /SINGLE FAMILY RESIDENCE Applicant- JUINTOW LIN 34586 CALLE NARANJA CAPISTRANO BEACH CA 92624 310-927-5022 Emergency Contact: JUINTOW LIN Status- Applied Entered By issued inspect Area- Tier Pnonty- Owner: LIN LAWRENCE l&SHA-LI Y 2565 RIVERWOODS RD RIVERWOODS IL 60015 ISSUED 12/23/2010 KG 05/22/2012 1 L 310-927-5022 SWPPP Plan Check SWPPP inspections Additional Fees $45.00 $54 00 $0.00 TOTAL PERMIT FEES $99.00 Total Fees. $99 00 Total Payments To Date-$99.00 Balance Due: $0.00 FINAL APPROVAL SIGNATURE \^ CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave , Carlsbad, CA 92008 760-602-2717/2718/2719 Fax 760-602-8558 www.carlsbadca.gov Plan Check No. I Q 2J>2-^ Est. Value Plan Ck. Deposit t- Date / 2\ iD |SWPPP / OO SJ^ JOB ADDRESS 1589 Triton Street 215 070 41 00 CT/PROJECT # LOT# PHASE# # Cf UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR TYPE OCC GROUP 1 3 3.5 V R-3 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s; INew construction of a 3,682 sf Single Famiiy Residence witii 610 sf garage and 1,625 sf of deck on a previously graded lot. The project has a building footprint of 3,528 sf. EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS Graded lot House YESpTtf NCj 1 YES|71NO| 1 YES|71NQ| 1 CONTACT NAME (K Diflerent Fom Applicant) Juintow Lin APPLICANT NAME Sha-Li and Lawrence Lin ADDRESS 34586 Calle Naranja ADDRESS 2565 Riverwoods Road CITY Capistrano Beach STATE CA ZIP 92624 CITY Riverwoods STATE IL ZIP 60015 PHONE FAX PHONE FAX 310 927 5022 310 862 4555 847 945 0007 310 862 4555 EMAIL juintow@foxlin.com EMAIL shalilin@yahoo.com PROPERTY OWNER NAME Sha-Li and Lawrence Lin CONTRACTOR BUS. NAME ADDRESS 2565 Riverwoods Road ADDRESS CITY Rivewoods STATE IL ZIP 60015 CITY STATE ZIP PHONE FAX 8479450007 3108624555 PHONE FAX EMAIL shalilin@yahoo.com EMAIL ARCH/DESIGNER NAME & ADDRESS Fox Lin. Inc. STATE LIC # STATE UC # CLASS CITY BUS LIC# (Sec 70315 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, priorto its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions ofthe Contractor's Ucense Law (Chapter 9. commending with Section 7000 of Division 3 ofthe Business and Professions Code) or that he is exempt therefrom, and the basis forthe alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500)) Workers' Compensation Declaration / hereby affirm under penalty of perjury one of the foifowing declarations I have and will maintain a certificate of consent to self-insure for workers'compensation as provided by Section 3700 ofthe Labor Code, forthe performanDe of the work for whch this permit is issued 1 have and will maintain workers' compensation, as required bv Section 3700 ofthe Labor Code, for the performance ofthe work for which this permit is issued IVIy workers' compensation insurance carrier and poiicv number are Insurance Co Foley l\b . Expiration Date This seclion need not be completed if the permit is for one hundred dollars ($100) or less f/l Certificate of Exemption I certity that in the performance ofthe work for ittiich this permit is issued, I shall not employ any person in any manner so as to become subiecl to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shali subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&10O,00O), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, Interest and attorney's fees JB^ CONTRACTOR SIGNATURE QAGENT DATE / hereby affrm that I am exempt from Qintractor's License Law for the following reason I I I, as owner ofthe property or my employees with wages as their sde compensation, will do the work and the stnxture is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's m • License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve forthe purpose of sale) I, as owner of ihe property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's Ucense Law does notapplyto an owner of property who builds orimproves thereon, and contracts for stch pro|eots with contractor(s) licensed pursuant to the Contractor's License Law) I am exempt under Section _ .Business and Professions Code for this reason 1 I personally plan to provide Ihe mapr labor and materials for construction of the proposed property improvement i IVes •NO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone /contractors' license number) 4 I plan to provide portions ofthe work, txjt I have hired the following person to coordinate, supervise and provide Ihe ma|or work (include name/address/phone/contractors' license number) 5 I will provide some ofthe work, but I have contracted (hired) the following persons to provide the work indicated (include name/address/phone/type of work) PROPERTY OWNER SIGNATURE •AGENT DATE J^^i s the applicant or tliture building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25S33 or 25534 ofthe ^resleyTanner Hazardous Substance Account AcP I I Yes I iNo s the applcant or future buldmg occupant required to obtain a permit trom the air pollution control district or ai|_guality management distncf? I ives PHNO s the facility to be constructed within 1,000 feet of the outer boundary of a school site? I lYes PHNO F ANY OF THE ANSWHRS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET ORIS iVlEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT tiereby affimn that there is a construction lending agency forthe perfonnance of the work this pennit is issued (Sec 3097 (1) Civil Code) .ender's Name . • • - < Lender's Address . . ' • i^rbiy that I have read the applirationandstate thatthe above infomiation Is correct and thatthe Infoirnaton on tie plans IS ao^ I agiee ID comply with ali Cifyordinances and State laws relabngto building consliiiction. hereby authorize representative of the City of Carlsbad to enter upon the ebaie mentioned properly for inspection puiposes. I ALSO AGREE TO SAVE, INDEH/NIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGfeENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMT 3SHA. An OSHA pemiit is required fbr excavations over 5'0' deep and demoliton or constuction of stmctjres over 3 stones in height :XP1 RATION Eveiy permit issued by tie Building Offiaal under tie provisions of this Code shall expire by limitiion and become null and void if tie building or woik autionzed by such permit is not commenced irattiin 180 days from the date of such pemnit or if tie building or work ayfboieetfBy such peTmit is suspended or abandoned at any time after the work is commenced for a penod of 180 days (Secton 10644 Unifonn Building Code) APPUCANT'S SIGNATURE DATE Inspection List Permits: CBI02525 Type: RESDNTL SFD Date Inspection Item 09/30/2013 89 Final Combo 09/30/2013 89 Final Combo 09/27/2013 89 Final Combo 09/27/2013 89 Final Combo 04/08/2013 13 Shear Panels/HD's 04/08/2013 18 Exterior Lath/Drywall 03/12/2013 17 Interior Lath/Drywall 02/12/2013 84 Rough Combo 02/01/2013 84 Rough Combo 01/03/2013 13 Shear Panels/HD's 11/26/2012 15 Roof/Reroof 11/20/2012 15 Roof/Reroof 09/21/2012 32 Const Service/Agncultural 08/13/2012 11 Ftg/Foundation/Piers 07/27/2012 11 Ftg/Foundation/Piers 07/18/2012 21 Underground/Under Floor Inspector Act PB AP -Rl -Rl PB CO PB WC PB AP PD AP PB AP PB CO PB AP PB AP PB NR PB AP PB AP PB PA PB AP LIN RES: 3682 SF SFD //610 SF GARAGE//1625 SF DECK//469 SF METAL Comments COF-REINSP COF Monday, September 30, 2013 Page 1 of 1 €0¥ . ' :ARL$BAD Siflldinrg Department MSPECTION HECORD NSPECTION RtCORD CARD WITH APPROVED •LANS fiUSTBE KEPT ON THE JOB ALL PRIOR TO mmp.m. FOR mxt WfRK bAY INSPECTION FOR BUILDING INSPECTION i589 TRrT0NST > CB102525 J '^f^TlE//^^^^^^^^^^ i CONDITIONING ' , ' I RESDNTL SFU LQt# JUINTOW LIN Type of Inspection FOUNDATION REINFORCED STEEL MASONRY D WALL DRAINS TILT PANELS POOR STRIPS COLUMN FOOTINGS APPROVED TO COVER Inspector OATE Date *24 IE SUBFRAME a FLOOR • CEIUNG 'RQOF SHEATHING EXT SHEAR PANELS FRAME INSULATION EXTERIOR LATH INTERIOR LATH & DRYWALL 2 "/ z.-'J-^ it —-——^ FiNAl.' asE\«fRANpBi/co opyco •ONPERGRdgND ^ O WASTE O WATElT •fpFoigf^OWASTE O WATfR TUB AND SHOWER PAN IE -^GpSliST ggAS PIPING O WATER HEATER D SOLAR WATfR FINAL ELECTRICAL -gELiCrRIC'UNDgKGRoUND i' D UftR TibTjSHiilCTRIC WALLS 17 -RSyGHiiSCTRiCCEILINS "a¥LKTRiCSERViCE • TEMPORAHY -pBoBpiNe a POOL "f PHOTO VOLTAIC MECHANICAL TuNDpGROUND DUCTS & PIPING C DUSTS.PLEM O HEft PIPING ;HEAT', AIR CONDVSYSTEMT VENTILATING sySIEMS It cw. LA MONTE COMPANY INC Field Report Of Foundation Excavation Observation Project: Residential Site Job No 12-6147 CWL Personnel: CWL Date: 7/26/2012 Location Triton Street - Parcel 3 Carlsbad Ca General Contractor: Coble Custom Homes Foreman: Matt Project Engineer: Contractor Working: Weather: Overcast/Sunny Building Permit No. NOTES AND OBSERVATIONS: Inspected foundation excavations for residence See below conclusions. Based on observations of the above locations we offer the following Conclusions: ^'''^ conditions at the site are substantially in conformance with those assumed in the Soil Investigation Footing excavations extend to the proper depth and are embedded in suitable bearing strata. Compacted soil placement has been observed and tested. The new fiU soil conforms to the Soil Investigation Soil has been observed for expansion characteristics. The expansion potential has been visually classified, and recommendations for foundations and slab-on-grade floors have been followed. The on-site soils have been visually classified as having an Expansion Index less than 50. Remedial Work: Remove any loose cave-in material from footing excavations Geologist / /Tpch (Signatur^^ Hours: (Signature): 1. LA MONTE COMPANY 111 and Foundation Engineers 4350 Palm Ave., Suite 25 La Mesa, CA 91941 Phone: (619) 462 9861 Fax: f619W62 9859 ^CARLSBAD MiJiiidpal y^Ja^t District for the prppefiy leestsil st ISS^Wten Ss, the-^f is TrfMfi W aittf the malft tim rarK atong fitocft Jlt^l ^ fs 1|' Thank veu> senior Olto spj^alist www,carlsbadca.gdv 59S0 a Csmlne Raaf, Carhbsd, CA S200f-SSO2 T7€»r43i-2722 F7S<M3i-2SSS 1. Continuous exhmstfans must he mstalled to operate without occupant intervention, but with readily accessible ovemde controls. 2. SoundRating requirement for a continuous exhaust fams < 1 sone EXCEPTIONS 5 To Section 152(a): Additions 1,000 ft^ or less is exempt fi'om the requirements of Section 150(o) for additions larger than 1,000ft^ application of Secton §150(o) shall be based on the condihoned Required C 1 1 Venttlatior onti • iRai nuous Whole House Exhaust Ventilation System (Table 4-7 Continuous Ventilation Rate) or 'e (CFM) = CFA -^100+ 7.5 x (Number Bedrooms +1) 1 Total conditioned floor area 3,682 2 Number of bedrooms 4 3 Total required CFM 90cfm Required Duct Ventilation Size & Length: (Table 4-9 Prescnptive Duct Sizing For Single Fan Exhaust System) 4 Duct Type (Felx-Duct) or Smooth Duct) Flex Duct 5 Number of elbows in exhaust duct system 3 6 Number of exhaust fans 2 7 CFM per exhaust fan 50cfm 8 Required minimum duct diameter (inches) per exhaust fan 4" 9 Maximum duct length (feet) per exhaust fan 25" ***A11 Local Exhaust System*** All Local Exhaust System (Kitchen & Bathrooms) shall comply with ASHRAE 62.2 requirements. A minimum flow of 50cftn for bathroom fans and lOOcfin for Range Hood is required. Kitchen exhaust City of Carlsbad Permit No. VALUATION WORKSHEET Building Division SFD and Duplexes 3682 $110.17 $405,645.94 Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 610^ $28.74 $17,531.40 Patio/Porch/Carport 469 / O ^ $9.58 $4,493.02 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs 1625 $15.57 $25,301.25 Retaining Walls, concrete,masonry $19.16 $0.00 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 Fire Sprinkler System 3682 $3.11 $11,451.02 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential 3682 $4.19 $15,427.58 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL $479,850.21 Valuation: Comm/Res (C/R): Builciing Fee Plan Check Fee Strong Motion Fee Green BIdg. Stand. Fee License Tax/PFF License Tax/PFF (in CFD) $2,029.13 $1,318.93 $101.00 $16.00 $16,794.76 $8,733.27 EsGil Corporation In PartnersHip -witli (government for (BuiCding Safety DATE: 07/01/2011 • APPLICANT ^ • JURIS -j\r JURISDICTION: City of Carlsbad • PLAN REVI EWER • FILE PLAN CHECK NO.: 10-2525F SET. II PROJECTADDRESS: 1589 Triton Street PROJECT NAME: Triton NFPA 13D Sprinkler System 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 and fire 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. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 1 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: Juintow Lin 34586 Calle Naranja Capistrano Beach, Ca. 92624 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: Juintow Telephone #: (310) 927-5022 Date contacted: (by: ) Email: Fax #: (310) 862-4555 Mail Telephone Fax In Person 3 REMARKS: All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code. 5536.1). ^ By: Aaron Goodman Enclosures EsGil Corporation • GA • EJ • PC 06/29/2011 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (PartnersHip -witH government for (Buifcfing Safety DATE: 03/24/2011 o^PPuqANT dCjURIg^ JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 10-2525.sprinklers SET I-S PROJECTADDRESS: 1589 Triton Street PROJECT NAME: Triton NFPA 13D Sprinkler System 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. XI 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. XI The applicant's copy of the check list has been sent to: Juintow Lin 34586 Calle Naranja Capistrano Beach, Ca. 92624 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. IXI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Juintow CV'H) Telephone #: (310) 927-5022 Date contacted, o/zs/f! (by: ) Email: Fax #: (310) 862-4555 Mail Telephone'-' Fax-^ In Person • REMARKS: By: Aaron Goodman Enclosures: EsGil Corporation • GA • EJ • PC 03/21/2011 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 10-2525.sprinklers 03/24/2011 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PLAN CHECK NO.: 10- 2525.sprinklers PROJECT ADDRESS: 1589 Triton Street DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 03/21/2011 03/24/2011 REVIEWED BY: Aaron Goodman FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. 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. The approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections and submit three new complete sets of prints to: Esgil Corp. or to the bIdg. dept. of the juris. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • 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 on the plans. Have changes been made not resulting from this list? • Yes • No City of Carlsbad 10-2525.sprinklers 03/24/2011 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 Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Please correct the Authority Having Jurisdiction on the hydro calcs. CFC 105.4. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code. 5536.1). NFPA 13D - 4.8. 3. Indicate on the Title Sheet of the plans the: CFC 105.4. 1) The standard used to design this system, e.g. 2010 CFC, 2010 NFPA 13D, or 2010 CRC R313, 2010 CPC. Please correct all code call-outs. 2) Provide the names, addresses and telephone numbers of the responsible design professionals on the Title Sheet. 3) On each sheet as applicable, maximum area of coverage and spnnkler identification number (SIN), response type of all sprinklers. 4. Provide a site plan which includes the following: CFC 105 4. 1) Size of the city main. WATER SUPPLY 5. Provide from the water purveyor the actual, or if not available, the modeled fire flow at the proposed site, dated and on the water purveyors letter head. Static and residual flow GPM and pressure must be provided. NFPA 13D - 6.2 6. Provide the following note on the plans: "A list of CPVC compatible products, such as fire caulking, shall be provided at the job site for the inspectors review." All products that touch CPVC piping shall be approved by the manufacturer. Please review product compatibility guides. CFC 105.4. • INSTALLATION 7. Show the location of the inspectors test on the plans. Where water flow alarms are provided, inspector's test connections shall be installed at locations that allow flow testing of water supplies, connections, and alarm mechanisms. NFPA 13D-7.2. City of Carlsbad 10-2525.sprinklers 03/24/2011 8. The proposed sprinkler types shall conform to ordinary or intermediate temperature rating classification depending on the installed location in relation to the heat source per NFPA 13D - 7.5.5 and table 7 5.5.3. Identify the location of all heat sources and distance to sprinklers on the plans. NFPA 13D 7.5 5 3 and R313.3.2. 9. Provide the following note on the plans: "When nonmetallic piping is installed in attics, adequate insulation shall be provided in the attic side ofthe piping to avoid exposure of the piping to temperatures in excess ofthe pipes rated temperature." NFPA 13D - 7 7, 10. Provide the following note on the plans: "THE ATTIC SHALL NOT BE USED FOR STORAGE." CFC 105.4; 8.6 5. • SYSTEM DESIGN 11. Provide the listing for both types of sprinklers proposed to be used. Also provide a copy of Reliable Bulletin 35, "Guidelines for installations . . . below sloped ceilings." Please review the flow required for the two sprinklers in the office and modify the calcs as necessary. 12. Please show compliance. Sprinklers that are not listed with specific discharge criteria shall provide a discharge of not less than 13 gpm per sprinkler simultaneously to all of the design sprinklers; 18 gpm to any sprinkler in the system. NFPA 13D - 8.1.1 13. Pendent Sprinklers: Please show the location of ceiling fans on the plans and show compliance with the following on the plan. NFPA 13D - 8.2.5.2.1 thru 4 1) Pendent sprinklers shall be located at least 3 feet away from obstructions such as ceiling fans and light fixtures unless the requirements of 8.2.5.4 are met. 2) The distance shall be measured from the center of the sprinkler to the center of the obstruction. 3) Where the sprinkler cannot be located 3 feet away from the obstruction, an addltionai sprinkler shall be located on the other side ofthe obstruction. 4) Where the area of the fan blades encompass more than 50 percent of the area of the plan view, the sprinkler shall be installed in accordance with 8.2.5.4. END OF REVIEW 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. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Aaron Goodman at Esgil Corporation. Thank you City of Carlsbad 102525.sprinklers 03/24/2011 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE PLAN CHECK NO. JURISDICTION: City of Carlsbad 102525.sprinklers PREPARED BY: Aaron Goodman BUILDING ADDRESS: 1589 Triton Street DATE: 03/24/2011 Set I BUILDING OCCUPANCY: R-3 TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod VALUE ($) Alarm Devices Hood Systems Underground Fire Spnnklers X TOTAL VALUE Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance Pian Check Fee by Ordinance Type of Review I I Repetitive Fee Repeats • Complete Review El Other j~l Hourly EsGil Fee • Structural Only Hr. @ $200.00 Comments EsGil fee is base on a spnnkler system s 5,000 sf Sheet 1 of 1 macvalue doc + EsGil Corporation In (Partnership -with government for (Buifding Safety DATE: 07/05/11 • AEEUCANT •<)URis^ JURISDICTION: Carlsbad •^HAirREVlEWER • FILE PLAN CHECK NO.: 10-2525 SET III PROJECT ADDRESS: 1589 Triton Road PROJECT NAME: SFD/Garage/Decks/Trellis for Lin Residence X The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I 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. r~| 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: 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: Telephone #: Date contacted. (by: ) Fax #: Mail Telephone Fax In Person ^ REMARKS: Set III consisted of slip sheets A.01. A.03, A2.2, A2.3, A2.4, A8.1, E0.1, E0.2 and S8. A7.1 and A7.2 as noted in sheet index on cover sheet are no longer applicable. By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC (P) 06/28/11 9320 Chesapeake Drive, Suite 208 • San Diego, Cahfomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In iPartnersHip -witfi government for (Buifding Safety DATE: 03/24/11 • APPLICANT •QuRisX JURISDICTION: Carlsbad • PLT^SFREVIEWER • FILE PLAN CHECK NO.: 10-2525 SET II PROJECTADDRESS: 1589 Triton Road PROJECT NAME: SFD/Garage/Decks/Trellis for Lin Residence I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I 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. XI 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: Juintow Lin 34586 Calle Naranja Capistrano Beach, Ca. 92624 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" Juintow Lin Telephone #: (310) 927-5022 Date contacted: 3fzH /If (by: |^) Fax #: (310) 862-4555 Mail'-'^elephone Fax>-^ In Person • REMARKS: By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC 03/18/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 10-2525 03/24/11 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers ofthe items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. I. 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 Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 4. Cover sheet to include metal shade structures in scope of work (469?). Cover sheet to note sq footage of metal shade structure (469 sq ft). II. Plans to reflect locations of 2 high efficiency FAU's and direct vented tankless water heater. Verfiy pressure relief line shown draining by gravity to the exterior. No fire door shown to FAU so plans to reflect minimum 18" above floor level. 19. Provide stainA/ay and landing details for both intenor and exterior where applies. Maximum rise is 7-3/4" . Could not locate where this was noted on A8.1. 20. Detail and reference any exterior and interior guards required per Section 1013 . The plans are reflecting glass guardrails. Show compliance with IBC Section 2407 i.e. a continuous top rail spanning between a min. of 3 glass panels or will need Building Officials approval for deletion of top rail. Provide design calculations /details for the support ofthe glass panels to show compliance with the loading requirements of IBC Section 1607.7 and Table 16-B. 23. Plans to reflect locations of exhaust fans. New (2008 Enerqv) Residential ventilation requirements for new or relocated fans: Could not locate where duct size and length was noted for the whole house fan (generally required to be 6"). Carlsbad 10-2525 03/24/11 33. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." NEC Art. 210-12(b). Could not locate this note. 45. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction (required per page 28). The soils engineer has stated in his review letter that they recommend for detail 58/S8 that the footings be a minimum of 24" in width ( per page 12 of soils report) as retaining up to 30" of soil. • Under changes made to plan that were not a direct result of the correction list a items A thru E were added. • Item C is that Hot tub is now a part of this permit. If this is correct then assume this is a pre-packed unit with lockable cover and if so note this on the plans. Would need to provide listing info- modei etc and electrical plan would to reflect a exterior GFCI receptacle (no closer than 10 ft from edge of spa away and no further than 20 ft), in addition Note on plans that all metal within 5 ft of spa to be bonded per NEC 680-22. • Item D was the addition of a bio-ethanol fireplace. Have yet to see one of these. Please provide listing information, cut sheets for this product. Please verify that plans clearly reflect all listing requirements for this product to include clearances to combustibles, type and size of vent, required distances above roof line etc. Am assuming this is like a decorative gas only bio-ethanol. Where would supply of fuel be? • Verfiy that the final sets of plans will be stamped and signed by engineer of record also as well as architectural sheets signed by designer. • 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. • 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 ( ) • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation Thank you. EsGil Corporation In (Partnerslitp -witfi government for (Buifding Safety DATE 01/03/11 • APPLICANT • (OURISS JURISDICTION Carlsbad • VDS^TREVIEWER • FILE PLAN CHECK NO 10-2525 SET I PROJECT ADDRESS 1589 Triton Road PROJECT NAME SFD/Garage/Decks/Trellis for Lin Residence I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's building codes I I 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 X 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 Juintow Lin 34586 Calle Naranja Capistrano Beach, Ca 92624 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 Juintow Lin (y.f^) Telephone # (310) 927-5022 Date contacted , | \^ f f f (by \<iw ) Fax # (310) 862-4555 Mail Telephone ^ Faxv^ In Person n REMARKS By Ray Fuller Enclosures EsGil Corporation • GA • EJ • PC 12/28/10 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 10-2525 01/05/11 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 10-2525 JURISDICTION: Carlsbad PROJECTADDRESS: 1589 Triton Road FLOOR AREA: Dwelling 3682 Garage 610 Decks 1625 Trellis 469 STORIES: 2 HEIGHT: 28 ft per CBC REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 12/23/10 DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/28/10 DATE INITIAL PLAN REVIEW COMPLETED: 01/05/11 PLAN REVIEWER: Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2007 edition of the California Building Code (Title 24), which adopts the following model codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC. The above regulations apply, regardless 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 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copv) 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 10-2525 01/05/11 1. The following note should be given with each correction list: Please make all cor-rections, 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 Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Verfiy that the final sets of plans and any new calculations will be stamped and signed by engineer of record also. 3. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 4. Cover sheet to include metal shade structures in scope of work (469?). 5. Verfiy final sets include structural sheets SI .A thru S9 on sheet index as appears were taped on this set. 6. Owner/designer and documentation author to sign the CF1-R forms . 7. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 5% within the first 10 feet (2% for impervious surfaces). Section 1803.3 8. The architectural sheets are somewhat incomplete and could not be checked. Some examples are listed below . 9. No door and window schedule provided. Cannot verify light, ventilation and egress until this provided. Plans to reflect locations of tempered windows. 10. No electrical plan provided. 11. Plans to reflect locations of 2 high efficiency FAU's and direct vented tankless water heater. Verfiy pressure relief line shown draining by gravity to the exterior. Carlsbad 10-2525 01/05/11 12. Show dryer vent to the exterior-maximum 14 ft with 2 elbows when 4" or 23 ft if 5" noted. Termination to be a minimum of 3 ft from any opening. Provide a dryer vent design that complies with the requirements of UMC 504.3.2 (14 feet maximum length w/ (2) 90°'s). If exceeding this limitations then submit a complying design, or provide an engineered solution, or provide the manufacturers installation instructions complete with Building Official approval for use of a specific brand of dryer. UMC 504.3.2.2. 13. The plans do not reflect if island cooktop is gas or electric (no propane allowed). If gas - then foundation plan should reflect u/g electric and detail and reference u/g gas line /sleeve/vent/access to exterior and if down draft then u/g exhaust ducts etc. Verfiy exhaust duct /access terminations will not adversely affect any shear walls/sill plates. 14. Sleeping rooms shall have a window or exterior door for emergency escape. Section 1026. a) Windows must have an openable area of at least 5.7 square feet (5.0 square feet for grade-floor openings), with the minimum openable width 20" and the minimum openable height 24". b) The bottom of the clear opening shall not exceed 44" above the floor. c) The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of any keys or tools. 15 Plans to reflect location and size of service panel. If plans reflect the electrical service to be a shear wall location then note on plans if this is flush or surface mounted. If flush mounted then detail opening in shearwall and verify this will not adversely affect strength of panel/ top and bottom sills where penetrations for electrical conduit and wiring will occur. 16. The garage shall be separated from the residence and its attic area by not less than V-i gypsum board applied to the garage side (at walls). Garages beneath habitable rooms shall be separated by not less than 5/8" Type X gypsum board. Section 406.1.4. Structural members supporting a horizontal fire barrier must have the same fire-resistive rating as the separation. Section 711.4. 17 Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section 406.1.4. 18. Plans are reflecting a planter to be place against dwelling. Please show compliance with Section 2306.8 i.e. 2" airspace, flashing less than 6", air circulation and approved exterior wall covering required between dwelling and planter. 19. Provide stairway and landing details for both interior and exterior where applies. Maximum rise is .7-.3/4" and minimum run is (10". A nosing not less than .75 inch but not more than 1.25 inches shall be provided on stairways with solid risers Carlsbad 10-2525 01/05/11 where the tread depth is less than 11 inches. Minimum headroom is 6-8". 20. Detail and reference any exterior and interior guards required per Section 1013 : a) Shall have a height of j42" (may be 34" along the sides of stairs). CBC Section 1013. b) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6 inches. c) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.7. 21. If applies: Where a window sill is more than 6' above the finished grade, the lowest part of the window shall be at least 24" above the finished floor of the room. Glazing between the floor and a height of 24" shall be fixed or have openings such that a 4" sphere cannot pass through. Section 1405.12.2. 22. Detail and reference required any exterior and interior handrails (CBC Section 1009.10): a) Handrails are required on each side of stairways (stairways within dwelling units only require handrails on one side) • Exception: Stairs with fewer than four risers do not require any handrails. b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. c) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. See Section 1012.3 for alternatives. d) Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. e) Ends of handrails shall be returned or shall have rounded terminations or bends. 23. Plans to reflect locations of exhaust fans. New (2008 Energy) Residential ventilation requirements for new or relocated fans: • Kitchens require exhaust fans (either intermittent/100 cfm or continuous/20 cfm), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. • Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. • Mechanical whole house ventilation must be provided. Include the following information: Fan sizing (cfm), "Sone" specification, and the duct sizing and length. Note: The information must match or exceed the design found on CF-6R-MECH energy forms. Carlsbad 10-2525 01/05/11 • All exhaust fans must be specified at a noise rating of a maximum 1 "Sone" (for the continuous use ) or3 "Sone" (for the intermittent use ). 24. Bathrooms shall be mechanically ventilated in accordance with the mechanical code (openable windows are no longer acceptable). CBC Section 1203.4.2.1. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. All installed exhaust fans must be specified at a noise rating of a maximum 1 "Sone" for the continuous use or maximum 3 "Sone" for the intermittent use. 25. Plans to reflect how new lighting will be in compliance with the residential energy lighting requirements: a) In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non-high efficacy fixtures switched separately. Note: Approximately VA ofthe fixtures will be required to be ofthe high efficacy variety. b) In bathrooms, garages, laundry rooms, and utilitv rooms all fixtures must be high efficacy style or be controlled by a vacancy sensor. c) All other rooms require any installed fixtures to be high efficacy or be controlled by a vacancy sensor or dimmer. (Closets under 70 square feet are exempt). d) Outdoor lighting fixtures that are attached to a building are required to be high efficacy or controlled by a combination photo-control/motion sensor. Note: Generally a high efficacy style of fixture is fluorescent, complete with electronic ballasts. Regular incandescent, quartz halogen and halogen MR lamps do not comply. 26. Show on the plans how electrical plan to be provided how receptacle outlet locations will comply with NEC Art. 210-52(a). 27. Show on the plans that countertop receptacle outlets comply with NEC Art. 210-52(c), which reads as follows: In kitchens and dining areas of dwelling units a receptacle outlet shall be installed at each counter space wider than 12 inches. Receptacles shall be installed so that no point along the wall line is more than 24 inches measured horizontally from a receptacle outlet in that space. Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces. 28. Per NEC Art. 210-11(c)3, note on the plans that bathroom circuiting shall be either- a) A 20 ampere circuit dedicated to each bathroom, or Carlsbad 10-2525 01/05/11 b) At least one 20 ampere circuit supplying only bathroom receptacle outlets. 29. Show on the plans a wall receptacle adjacent to each lavatory in the bathroom. NEC Arf 210-52(d). 30. Show on the plan that receptacle outlets in hallways comply with NEC Art. 210-52(h), which reads as follows: For hallways of 10 feet or more in length at least one receptacle outlet shall be required. 31. Show at least one wall switch-controlled lighting outlet to be installed in every habitable room; in bathrooms, hallways, stairways, attached garages, and at the exterior side of outdoor entrances or exits. NEC Art. 210(a 32. Show on the plan that ground-fault circuit-interrupter protection complies with NEC Art. 210-8, which reads as follows: All 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, outdoors, kitchen counters and at wet bar sinks. 33. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." NEC Art. 210-12(b). 34. Plans to reflect a exterior GFCI at front and back of dwelling . 35. Show locations of permanently wired smoke detectors with battery backup: a) Inside each bedroom. b) Centrally located in corridor or area giving access to sleeping rooms. c) On each story. d) When sleeping rooms are upstairs, at the upper level in close proximity to the stair. e) In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway. 36. Show on the plan that receptacle outlets in hallways comply with NEC Art. 210-52(h), which reads as follows: For hallways of 10 feet or more in length at least one receptacle outlet shall be required. 37. Plans to reflect outlets within 6 ft of any opening and not to exceed 12 apart. Any isolated wall 2 ft or wider to have outlets. See large glass areas at great room where appears will need floor outlets. 38. Show or note that doors may open to the exterior only if the exterior landing is not than more than 0.5 inch lower than the door threshold. CBC Section 1008.1.4 39. Provide skylight details to show compliance with Sections 2404 and 2606.5, or specify on the plans the following information for the skylight(s): a) Manufacturer's name. Carlsbad 10-2525 01/05/11 b) Model name/number. c) ICC approval number, or equal. 40. Specify on the plans the following information for the roof materials, per Section 106.1.1: Manufacturer's name and ICC approval number, or equal. 41 Could not locate where type of deck material was noted. If spaced decking then note this and type i.e. redwood/trex etc and if solid material then note type of waterproofing and specify how obtaining the required minimum 74 inch per foot deck slope for drainage i.e. ripping, sleepers, slope framing etc. If ripping, note maximum taper cut and calculations to reflect this and if sleepers detail attachment to floor joist. 42. Plans to reflect whether or not the solar panels for heating and Photovoltaic as shown on A2.5 are a part of this permit. If so please provide the following information. a) Show the location of the Inverter(s) and the location of the system disconnect. CBC Section A106.1.1 b) Show the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. CBC Section A106.1.1 c) Show how the conductors will be run from the array to the main panel. Call out the type of conductor/cable to be used. CEC Section 690.31 d) Call out on the plans the number of conductors from each series connected panel run to each inverter. Provide wiring method. CEC Section 690.31 e) Please size all conductors on the plans. Submit supporting calculations with loads. CBC Section Al 06.1.1 f) Please identify all raceway types and sizes on the plans. CEC Section 690.31. Please note that the photovoltaic output circuit shall be run in metallic conduit when entering a building or structure and shall continue to the first readily accessible disconnecting means. CEC Section 690.31 (E g) Show that the sum of the ampere rating of overcurrent devices in circuits supplying power to the main distribution bus do not exceed the rating of the busbar or conductor. Call out the ampere rating ofthe main bus on the plans. CEC 690.64(B)(2). Please note that only residential services may be derated. CEC 690.62(B)(2), except. h) Include, on the single line diagram, the PV grounding electrode system: Conductor size, connection termination locations, and routing. NEC 690- 47. i) Provide the module manufacturers DC maximum overcurrent protection device sizing, note on the plans, and demonstrate how this protection is provided on the single line diagram j) A description of the signage required by NEC 690-17: Include verbiage and locations. 43. If solar water heating apart of this permit then provide the solar hot water heating system specifications (Brand models, etc.), listing information, and a piping and equipment layout on the plans . Carlsbad 10-2525 01/05/11 44. The soils report per page 5 has stated that the soil is moderately corrosive and that a corrosive engineer be consulted to provide addition recommendations. Please provide this report to verify that all recommendations have been incorporated into the plans. 45. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction (required per page 28). 46. Show distance from foundation to edge of cut or fill slopes ("distance-to- daylight"). Chapter 18. 47. Could not determine how 40 ft of shear was derived for line 1 as shown on S4 (SWIO per the calculations )/ Please specify length at master bedroom/closet. 48. Could not determine why the 3 ft of shear required for line 6 (SW7 per calculations ) was noted as "FURR" and not type 5? 49. Could not read the bottom portion of calculations on various sheets where type of hold down was being recommended? 50. Shear walls on line 4 on S4 to be type 5 and plans reflect 4? 51. Shear walls on line m on S4 to be type 5 and plans reflect 4? 52. Please add soils compliance to special inspection list on SI .A and City of Carlsbad does not exempt R3's from special inspection. 53. Not sure how architectural appendage wall as shown on 24/S7 for example is being supported. Appears to be a 2x4 and 2x6+ stud but no connections tying them together or 2 x6 from shearing away from 2x4 support wall? Is this a 2 xlO and if so what will prevent notch from splitting and possibly wall/stucco from falling below? • CITY of CARLSBAD REQUIREMENTS 54. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement. 55. For gas piping under slabs that serve kitchen island cooktops, see Policy 91-46 for special sleeve and clean-out requirements. 56. Roof coverings shall be (|lass^v^. Carlsbad 10-2525 01/05/11 57. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 58. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 59. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). 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. 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 ( ) The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad 10-2525 01/05/11 Development Services . Building Division ^ CITY OF AGREEMENT 1635 Faraday Avai ue CARLSBAD ^-^^ mvw. carl sb ad ca, ga/ ^ww SPECIAL INSPECTION In accoidance with Cha|)ter 17 of the California Building Code the following must he completed when work being peiformed lecjuiies special inspection, stiuctuial obseivation and constiuction material testing. Project/Permit Project Address A. THIS SECTION MUSTBE COMPLETED BYTHE PROPERTY OWNER'AUTHORIZED AGENT. Please check if you are Owner- Builder Q (If you checked as ow/ner-buiider you must also complete Section B of this agreement) Name (Pleasepnnt) Mailing Address. Email, Phone I am the OProperty Owner aProperty Owner's Agent of Record QArchitect of Record, QEngineer of Record State of California Registration NumbeL Expiration Date AGREEMENT I; the undersigned, declare under penalty of perjury under the laws of the State of California, that 1 have read, understand, acknowledge and promise to comply with the City of Garlsbad nequinements for special inspections, structural obsen/ations, construction materials testing and off-ste fabncation of building components, as prescnbed in the statement of special inspections noted on the approved plans and, as required by the California Building Code Signature Date B. CONTRACTOR'S, STATE ME NT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed bythe contractor/ builder/ owner-builder Contractor's Company Name Please check it you are Owier-SuHder • Name (Pleasepnm) Mailing Address Email Rhone State of California Contractors License Number Expiration Date • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans, • 1 acknowledge that control will be exercised to obtain conformance with the construction documents approved bythe building official, • I will have in-place procedures for exercising control within our (the contractor's) organization, forthe method and frequency of reporting and the distnbution of the reports, and • I certify that 1 will have a qualified person within our (the contractor's) organization to exercise such control Signature Date Carlsbad 10-2525 01/05/11 S'TANDARD IKSTAXLATIOM GOIDE FOR BEtOW Sr,nB GAS PIPING 1. Gas piping and fittings shall be standard weight black iron pipe. 2. Sleeve and fittings shall be Schedule 40 PVC 3. Location and placement shall allow tor ready removal. 4. Access panel shall be sized and located to allow ready reaoval of couplings and vertical pipe extension. 5. Two air pressure tests are required and shall be oC S psi and hold for 15 minutes. A. After placement of sleeve and prior to encasement B. At tiiae of final inspection with piping installed. 6. Sleeve shall be graded to vent to atmosphere. Access Panel 14" X 14" Bin Screened vent to atmosphere Threaded plug Finish grade. Left/Right coupling Seal at penetration (both ends) piping \ Carlsbad 10-2525 01/05/11 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 10-2525 PREPARED BY: Ray Fuller DATE: 01/05/11 BUILDING ADDRESS: 1589 Triton Road BUILDING OCCUPANCY: R3 U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Dwelling 3682 101.99 375,527 Garage 610 26.61 16,232 Decks 1625 14.41 23,416 Metal Trellis 469 11 09 5,201 Air Conditioning 3682 3.88 14,286 Fire Sprinklers TOTAL VALUE 434,663 Junsdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review I I Repetitive Fee Repeats • Complete Review • Other |—I Hourly EsGil Fee • Structural Only Hr. @ $1,865.33 $1,212.46 $1,044.58 Comments Sheet 1 of 1 macvalue doc + i CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST E-36 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CB 10-2525 Review # 4 Date: August 26,2011 Project Address: 1589 Triton Street APN:215"070-41-00 Project Description: 3,682 SFR on previously graded lot Valuation: 475,777 ENGINEERING Contact: Linda OntiverOS Phone: 760-602-2773 Email: linda.ontiveros@carlsbadca.gov Fax: 760-602-1052 X Please make the necessary Any outstanding Issues will be marked with corrections to the plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specification to the Building division for resubmittal to the Engineering Division. Items that conform to permit requirements are marked with / ATTACHMENTS: 2] Engineenng Application Storm Water Form Right-of-Way Application/lnfo Sheet Reference Documents OFFICIAL USE ONLY ENGINEERINiG AUTHORIZATION Tb ISSUE BUILDING PERWIlt DATE: August 26, 2011 .Notification of Engineering APPROVAL has been sent to via: on E-36 Page 1 of 6 REV 4/30/11 CB 10-2525 Review # 4 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: ! North arrow / i Existing & proposed structures Existing street improvements '. Property lines (show all dimensions) ' / 'Easements I / I Right-of-way width & adjacent streets r I / Driveway widths I _/ ' Existing or proposed sewer lateral y. ' Existing or proposed water service L/I] Submit on signed approved plans: DWG No Show on site plan: • • f / 1 Drainage pattems [ / I 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" L_/J 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. Include on title sheet: CZ] • GZI] Site address t f / I Assessor's parcel number L/J Legal descnption/lot number 7~] 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 (manufactunng, warehouse, office, etc ) previously approved. / I 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 : Subdivision/Tract: Reference No(s): E-36 Page 2 of 6 REV 4/30/10 CB 10-2525 Review # 4 2. DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering conditions of approval for project no. CONDITION NO.(S): 17&18: Developer shall execute a Geologic Failure and Drainage Hold Harmless Agreement (Document rejected by City clerk, see correspondence dated July 14,2011 attached) DOCUMENTS RECIEVED 8/26/11 -OK TO ISSUE 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm dram 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 / I Dedication required as follows: na 4. IMPROVEMENT REQUBREMENTS [~I2 ^" 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. _/J Public improvements required as follows: na r~~] r~l Construction of the public improvements must be deferred pursuant to Carlsbad IVIunicipal 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, notanzed and approved by the city pnor to issuance of a building permit. _ I !_/ J Future public improvements required as follows' na E-36 Page 3 of 6 CB 10-2525 Review # 4 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. 1 Ilnadequate 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, tf no grading is proposed write: "NO GRADING" I Grading Permit required NOTE: The qradinq permit must be issued and rough qradinq approval obtained prior to issuance of a building permit. I '2Ii Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required ) All required documentation must be provided to your Engineering Construction Inspector per the attached list. The inspector will then provide the engineenng counter with a release forthe building permit. r/J No grading permit required. LZ3 Minor Grading Permit required See attached marked-up submittal checklist for project- specific requirements 6. MISCELLANEOUS PERMITS • 1 RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, dnveway construction, tying into public storm drain, sewer and water utilities. / .1 Right-of-way permit required for: Sewer and water lateral connections E-36 Page 4 of 6 REV 6/30/10 CB 10-2525 Review # 4 7. STORM WATER Construction Compliance • 7j Project Threat Assessment Form complete. [""'1 Enclosed Project Threat Assessment Form incomplete. • /J Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 10-560 ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance CZU 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. http://www carlsbadca qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2 pdf Project needs to incorporate low impact development strategies throughout in one or more of the foilowing ways: Rainwater harvesting (rain barrels or cistern) [~1 Vegetated Roof r~1 Bio-retentions cell/rain garden I I Pervious pavement/pavers Flow-through planter/vegetated or rock drip line [TJ Vegetated swales or rock infiltration swales LJ Downspouts disconnect and discharge over landscape CZ3 other; E-36 Page 5 of 6 REV 4/30/10 CB 10-2525 Review # 4 9. WATER METER REVIEW Domestic (potable) Use • / ra 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 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 Vi. 8. FEES / Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years'^ LH yes [J no Permit No. Permit No. Project built after 1980 • yes Q no Impervious surface > 50% [111^®® [~]no' Impact unconstructed facility EHyes CUno Fire spnnklers required [Jyes CZI no (is addition over 150' from center line) Upgrade Q yes j |no No fees required 10. Additional Comments E-36 Page 6 of 6 REV 4/30/10 ENGINEERING DIVISION FEE CALCULATION WORKSHEET Prepared by: LO Date: 1/10/11 LFMZ 20/B&T DISTRICT #2 Address: 1589 Triton St BIdg. Permit #:CB102525 Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SFR Sq.Ft./Units EDU's:1 Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: / Types of Use: Sq.Ft./Units ADT CALCULATIONS: List types and square footages for all uses. Types of Use: SFR Sq.Ft./Units Types of Use: Sq.Ft./Units < Types of Use: Sq.Ft./Units V %DT's: Types of Use: Sq.Ft./Units V "ADT's: FEES REQUIRED: Within CFD: 0 YES (no bridge & thoroughfare fee in Distrio^lrreduces Traffic Impact Fee) NO 1. PARK-IN-LIEU FEE: NW QUADRANT NE QUi DRI^hh" SE QUADARANT 0SW QUADRANT ADT'S/UNITS: 1 J<^t^'E/ADT: 5728 =$5,728.00 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: 1 .^X^^'' FEE/ADT: 2286.80 =$2,286.80 3. BRIDGE & THROUGHFARE FEE;/ Xi""" DIST. #1 0 DIST.#2 DIST.#3 ADT'S/UNITS^^d'V X FEE/ADT: 1513 =$15,130.00 4. FACILITIES MANAGEMENT*P©^ ZONE: 20 ADT^«fS: X FEE/SQ.FT./UNIT: =$0 5. SEWER FEE X FEE/EDU: 1096 =$1096.00 X:L <^ ^ EDU'S 1 X FEE/EDU: 1302 =$1302.00 6. pRArN4GE FEES: PLDA: HIGH MEDIUM LOW ,:>4>^ ACRES: X FEE/AC: =$NA .y^POTABLE WATER FEES ^ UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL 1 FS1 5060 403 4492 9955 0 E-36 Page 7 of 7 REV 4/30/10 Janet Altar From: Linda Ontiveros Sent: Thursday, July 21, 2011 12 24 PM To: Juintow Lin Cc: Sha-Li Lin, Lawrence Lin, Building Subject: ENG CORRECTION: 1589 TRITON ST/CB102525 Attachments: HOLD HARMLESS AGREEMENT GEOLOGICAL FA1LURE_CDP0916_ pdf, HOLD HARMLESS AGREEMENT DRAINAGE rev 1-28-08_CDP0916_ pdf, CB102525_PC3 pdf The email is in reference to building review no. 3 for 1589 Triton Street, CB 10-2525 As a follow-up to my email sent on Monday, July 18*^ - please see attached list of outstanding issues marked with LXJ as required by the Engineering department. I was also notified that the Hold Harmless agreements may be reprinted and re-signed on regular plain paper in case you have any trouble having the documents re-notarized. I've attached those agreements to this email. Please let me know if you have any questions. Regards, cii-v Of CARLSBAD Development Services Linda Ontiveros Engineering Technician Land Development Engineering www.carlsbadca.gov P: 760-602-2773 F: 760-602-1052 linda.ontiveros(5)carlsbadca.Rov From: Linda Ontiveros Sent: Monday, July 18, 2011 3:02 PM To: 'Juintow Lin'; Kathleen Lawrence Cc: Sha-Li Lin; Lawrence Lin Subject: RE: 1589 TRITON ST Juintow- For the Engineering letter dated July 14, 2011 regarding the Hold Harmless agreements, it is in reference only for the Hold Harmless agreements. The letter states, the Notice of Restriction was enclosed for reference since it was recorded by the City Clerk with no hesitation since the document had a separate notary acknowledgement sheet. If it is possible to have the original notary re-sign the acknowledgement form, that might be the best option. Should a separate sheet from the city be needed, I've included a blank template; however, the notary would have to cross out all references to California —just as the notary officer did for the Notice of Restriction. Also, the reason this is just coming up now is because the plans have been resubmitted to Engineering for the 3"* plancheck. Since this was a pending item to correct, this item wouldn't normally be sent out until it is re-checked. Another item that has been pending to correct is the signature required on the E-29 form (attached). However, this can simply be emailed back or completed over the counter by the applicant. Kathy, Would you please answer Juintow's question regarding the B-18 form? Also, possibly give her the school district number to get the school fees. ent Of CARLSBAD Developmeiit Services Linda Ontiveros Engineering Technician Land Development Engineering www.carlsbadca.gov P: 760-602-2773 F: 760-602-1052 linda.ontiveros(a)ca rlsbadca.gov From: Juintow Lin [mailto:juintow@foxlin.com] Sent: Monday, July 18, 2011 2:16 PM To: Linda Ontiveros Cc: Sha-Li Lin; Lawrence Lin Subject: Fwd: 1589 TRITON ST Linda, Can you please answer a few questions for me? • We already filled out B-18 when we submitted the original application. Do I need to fill that out again? • Also, can you let me know how much the school fee is so that we can prepare it? • Lastly, we got the two notarized forms retumed, stating that the proper notarial acknowledgment must be attached as a separate sheet. For the notice of restriction form, the notarial acknowledgment (by Ketty Pon) was attached. Was this one ok or is there a problem with it? For the Hold Harmless Agreement ' (notarized by Michael Chung), I see no notarial acknowledgment. Shall we try to get the original notary to do the acknowledgment or do the whole thing over in which case we will need a blank document? Also, we sent these in a long time ago? Why is this just coming up now? Thanks. Juintow Forwarded message From: Kathy Girvin <Kathy.Girvin@carlsbadca.gov> Date: Mon, Jul 18, 2011 at 1:31 PM Subject: RE: 1589 TRITON ST To: Juintow Lin <iuintow@foxlin.com> Ms. Lin- Any questions regarding the plan check corrections from the Engineering Division should be directed to the plan checker. On the cover sheet you will see her e-mail, Linda.Ontiveros(5),carlsbadca.gov The school fees are paid directly to the Carlsbad School District, so you will need to take the form there and find out what they charge. Thank you, Kathy Girvin Carlsbad Building Dept. 760-602-2719 From: Juintow Lin [maiIto:juintow(g),fox]in com] Sent: Monday, July 18, 2011 8:41 AM To: Kathy Girvin Subject: Re: 1589 TRITON ST Kathy, We arleady filled out B-18 when we submitted the original application. Do I need to fill that out again? Also, can you let me know how much the school fee is so that we can prepare it? Thanks. Juintow 4'% ^ CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST E-36 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CB 10-2525 Review* 3 Date- July 14, 2011 Project Address. 1589 Triton Street APN. 215-070-41-00 Project Descnption: 3,682 SFR on previously graded lot Valuation 475,777 ENGINEERING Contact Unda Ontiveros Phone 760-602-2773 Email- linda.ontiveros@carlsbadca.gov Fax 760-602-1052 X . Please make the necessary I —.'Wf.i.uT • Ma _ Any outstanding issues will be marked with corrections to the plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specification to the Building division for resubmittal to the Engineering Division. Items that conform to permit requirements are marked with / ATTACHIVIENTS: Engineenng Application Storm Water Form Right-of-Way Application/lnfo. Sheet Reference Documents BY: REMARKS: OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT DATE: Notification of Engineering APPROVAL has been sent to via on E-36 Page 1 of 6 REV 4/30/11 CB 10-2525 Review # 3 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show. Ly^^^J North arrow I / I Existing & proposed structures r./_- Existing street improvements 1 J ' Property lines (show all dimensions) Easements [I/I] Right-of-way width & adjacent streets iZIl Driveway widths / I Existing or proposed sewer lateral _ylJ Existing or proposed water service ./J Submit on signed approved plans DWG No Show on site plan: [I/j Drainage patterns P Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course / JADD THE FOLLOWING NOTE. "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". /J Existing & proposed slopes and topography /JSize, 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 JLA Sewer and water laterals should not be located within proposed driveways, per standards Include on title sheet: • LZJ / / / Site address Assessor's parcel number Legal descnption/lot number For commercial/industnal 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 (manufactunng, warehouse, office, etc) previously approved. |~7n 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 Subdivision/Tract Reference No(s) E-36 Page 2 of 6 REV 4/30/10 CB 10-2525 Review # 3 2. DISCRETIONARY APPROVAL COMPLIANCE X Project does not comply with the following engineering conditions of approval for project no CONDITION NO.(S): 17&18: Developer shall execute a Geologic Failure and Drainage Hold Harmless Agreement. (Document rejected by City clerk, see correspondence dated July 14,2011 attached) 3. DEDICATION REQUIREMENTS "TJ 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 l_Zj Dedication required as follows. na 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 tZIl Public improvements required as follows. 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 of $ 441 00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the city prior to issuance of a building permit _/j Future public improvements required as follows: na E-36 Page 3 of 6 CB 10-2525 Review # 3 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 GRADING" L_l Grading Permit required. NOTE- The qradinq permit must be issued and rough qradinq approval obtained pnor to issuance of a buildinq permit I 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 Engineenng Construction Inspector perthe attached list. The inspector will then provide the engineenng counter with a release for the building permit L/J NO grading permit required Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS 1 RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or pnvate work adjacent to the public nght-of-way Types of work include, but are not limited to. street improvements, tree trimming, dnveway construction, tying into public storm drain, sewer and water utilities. L/J Right-of-way permit required for Sewer and water lateral connections E-36 Page 4 of 6 REV 6/30/10 CB 10-2525 Review # 3 7. STORM WATER Construction Compliance (ITJI Project Threat Assessment Form complete. IIIID Enclosed Project Threat Assessment Form incomplete. Signature required on pg 1 - this may be completed over the counter X [HI] Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 10-560 ) Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance "7"] Storm Water Standards Questionnaire complete. ZJ HJ 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 http //vwiAA/ carlsbadca qov/business/buildinq/Documents/EnqStandsw-stds-voi4-ch2 odf Project needs to incorporate low impact development strategies throughout in one or more of the following ways. [H] Rainwater harvesting (rain barrels or cistern) [~~| Vegetated Roof r~1 Bio-retentions cell/rain garden [H] Pervious pavement/pavers [113 Flow-through planter/vegetated or rock dnp line r/l Vegetated swales or rock infiltration swales r~l Downspouts disconnect and discharge over landscape [~1 Other: E-36 Page 5 of 6 REV 4/30/10 CB 10-2525 Review # 3 9. WATER METER REVIEW Domestic (potable) Use PTI] • 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 [VU • 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 VA. 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 | jyes Upgrade [H] yes No fees required r~] yes [IJ no yes yes yes • no • no • no • no (is addition over 150' from center line) I lno 10. Additional Comnnents E-36 Page 6 of 6 REV 4/30/10 ENGINEERING DIVISION FEE CALCULATION WORKSHEET V Prepared by: LO Date; 1/10/11 LFIVIZ 20/B&T DISTRICT #2 Address: 1589 Triton St Bidg. Permit #;CB102525 Fees Update by: Date; Fees Update by; Date; EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SFR Sq.Ft./Units EDU's;1 . \- Types of Use: Sq.Ft./Units EDU's; Types of Use; Sq.Ft./Units EDU's; ^ \ Types of Use: Sq.Ft./Unlts EDU's; .<f,/ ADT CALCULATIONS: List types and square footages for all uses. Types of Use: SFR Sq.Ft./Units ADT^SIU/^ Types of Use; Sq.FL/Units Types of Use; Sq.FL/Units Ws; Types of Use; Sq.Ft./Units IVDTs; FEES REQUIRED; Within CFD; 0 YES (no bridge & thoroughfare fee in Distri'^Jlr reduces Traffic Impact Fee) NO 1. PARK-IN-LIEU FEE; NW QUADRANT NE QU^ QF^NT SE QUADARANT IZISW QUADRANT ADT'S/UNITS; 1 ^^^f}EIADl: 5728 =$5,728.00 2.TRAFFIC IMPACT FEE; ADTS/UNITS; 1 ^\^)(' FEE/ADT; 2286.80 =$2,286.80 3. BRIDGE & THROUGHFARE FEE/f _X;r DIST.#1 0 DIST.#2 DiST.#3 ADTS/UNITS^^^OV X FEE/ADT; 1513 =$15,130.00 4. FACILITIES MANAGEMENT ZONE; 20 ADT^S®^fS; X FEE/SQ.FT./UNIT; =$0 5. SEWER FEE ^S^^ ^ ^^Dks'M X FEE/EDU: 1096 =$1096.00 BENEf (TNA^RE^^: L ^ ^ EDU's 1 X FEE/EDU; 1302 =$1302.00 6. DI#<I4GE FEES; PLDA; HIGH MEDIUM LOW ACRES; X FEE/AC; =$NA V,,>OTABLE WATER FEES ^' UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL 1 FS1 5060 403 4492 9955 E-36 Page 7 of 7 REV 4/30/10 CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP Development Services Land Development Engineering 1635 FaradayAvenue 760-602-2750 Mww.carisbadca.gov STORM WATER COMPUANCE CERTIFICATE v' My project Is not in a category of permit types exempt from the Construction SWPPP requirements ^ My projed is not located made or within 200 feet of an environmentally senative area with a significant potential for contributing poButants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s) •/ My project does not require a grading plan pursuant to ttie Carlsbad Grading Ordinance (Chapter 15.16 ofthe Cartst)ad Muniapsd Code) My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, dookpiling, pavement raiToval, equipment storage, refueling and maintenance areas tt»t meets one or m we of the additional following criteria • located within 203 feet of an environmentally servsitive area or the Pacrfio Oceai, and/or, • dislurbed area is located on a slope wth a grade at or exceeding 5 honzontal to 1 vertical, arjd/or • disturbed area is located along or withm 30 feet of a storm drain iniri, an open drainage channel a- watercourse; and/or • construction will be initiated dunng the rainy season or will extend mto Ihe 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 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION VJORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAO OWNER(S)/OWNER'S AGENT NAME (PRINT) OWNER{S)/OWNER'S AGENT NAME (SIGNATURE) DATE STORM WATER POLLUTION PREVENTION NOTES 1 ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACIUTATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT 2 THE OVJNER.'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 BJRUP 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. 1589 Tnton Street Assessofs Parcel Number 215-070-41 Prqect 10 CDP 09-1 s/C B i 0 2S25 Construc*ion Permit No Estimated Construction Start Date 6/1/2011 Prqect Duration _12 Months Emergency Contad Name Juintow Lin 24 hour Phone 3109275022 Perceived Thrrat to Slom Wfater Quality D Medium 171 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 CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By . Date- E-29 Page 1 of 3 REV 4/30/10 V CARLSBAD ^PFi»' fITV OF Community & Economic Development www.carlsbadca.gov July 14. 2011 Lawrence and Sha-Li Lin 2565 Riverwoods Rd Riverwoods IL 60015 HOLD HARMLESS AGREEMENTS (CDP 09-16; CB10-2525) Dear Mr and Mrs.Lin, Enclosed is the original Hold Harmless agreements for your property on Triton Street that has been signed by the City Attorney. The City Clerk has rejected the agreement for the following reason. • Proper notarial acknowledgement must be attached as a separate sheet. Please have document re-notarized similar to Notice of Restriction recorded on the property (attached for reference) for this project. 1 want to thank you for your patience with this process. Please send back to my attention at City of Carlsbad - Engineering, 1635 Faraday Av, Carlsbad, CA 92008. If you have any questions, please call me at (760) 602-2773. Regards, Engineering Technician City of Carlsbad C. Juintow Lin, 34586 Calle Naranja, Capistrano Beach CA, 92624 enclosure Land Development Engineering Division 1635 Faraday Avenue, Carlsbad, CA 92008-7314 T 760-602-2740 F 760-602-1052 © ^ CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST E-36 Development Services Land Development Engineering / 1635 Faraday Avenue / 760-602-2750 / ^ www.carlsbadca.gov /' DATE 01/10/2011 PLANCHECK NO.. 10-2525 SW 10-560 BUILDING ADDRESS. 1589 Triton Street PROJECT DESCRIPTION 3,682 SFR on previously graded lot ASSESSOR'S PARCEL NUMBER- 215-070-41-00 EST. VALUE: 475,777 ENGINEERING DEPARTMENT - REVIEW NO. 1 APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to ensure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply With instructions in this report can result in suspension of permit to build A Right-of-Way permit is required prior to construction ,of the following improvements' DENIAL Please see the attached list of outstanding issues marked with the following Needs clarification/correction Once necessary corrections to plans or specifications for compliance with applicable codes and standards is made, submit corrected plans and/or specifications to the Building Dept. for resubmittal to the Engineering Dept Onlv the applicable sheets have been sent. Date. By FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date ATTACHIVIENTS Engineenng Application Dedication Checklist Neighborhood Improvement Agreement Reference Documents Rig ht-of-Way Permit Application and Info Sheet Storm Water Compliance Form(s) Name- Email. Phone. ENGINEERING DEPT. CONTACT PERSON Linda Ontiveros linda.ontiveros@carlsbadca.gov 760-602-2773 Fax 760-602-1052 NOTE: If there are retaining walls associated with your project, please check with the building department if these walls need to be pulled by separate RETAINING WALL PERMIT. E-36 Page 1 of 7 REV 6/30/10 1. SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show 0 North arrow 0 Driveway widths 0 Existing & proposed structures 0 Existing or proposed sewer lateral 0 Existing street improvements 0 Existing or proposed water service 0 Property lines (show all dimensions) 0 Existing or proposed irngation service 0 Easements Submit on signed /approved plans 0 Right-of-way width & adjacent streets DWG No 2. Show on site plan: 0 Drainage patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building" ^Existing & proposed slopes and topography w Size, type, location, alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception 0 Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: 0 Site address 0 Assessor's parcel number 0 Legal descnption/lot number For commercial/industnal 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 (manufactunng, 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. EXISTING PERMIT NUMBER DESCRIPTION Lot/Map No 3/MAP 19411 Subdivision/Tract: MS 01-04 Reference no(s)- CDP 09-16 E-36 Page 2 of 7 REV 4/30/10 2. DISCRETIONARY APPROVAL COMPLIANCE See additional comments for more information Project does not comply with the following engineenng conditions of approval for project no: CDP 09-16, condition no. 17,18 and 20 All conditions are in compliance. Date' 3. DEDICATION REQUIREMENTS 0 Dedication for all street nghts-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17,000 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 Dedication required Please have a registered civil engineer or land surveyor prepare the appropriate legal descnption together with an 8 Vz x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of building permit. Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the engineering department in person Applications will not be accepted by mail or fax. Dedication completed by Date. 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 $ 82.000 00, pursuant to Carlsbad Municipal Code Section 18 40 040 Public improvements required as follows Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18 40. Please submit a recent property title report or current grant deed on the property and processing fee of $ 441.00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the city prior to issuance of a building permit Future public improvements required as follows E-36 Page 3 of 7 8. WATER METER REVIEW Plumbing plans not induded However, per water ordinance no 45, the meter size shall be a 1" meter to nieet fire spnnkler requirements with 3/4" connection, SDCWA system capacity and water treatment Does applicant agree'? Domestic (potable) Use o Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate dunng low-flow conditions. If it is oversized, for the life of the meter, the city will not accurately bill the owner for the water used o 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 o 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 %: / o If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture . count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to venfy the anticipated meter size for the unit. ^ • Maximum service and meter size is a 2" service with a 2" meter. Irrigation Use (where recycled water is not available) • All irrigation meters must be sized by the landscape architect based on the flow demand in gallons per minute (gpm) for the area to be irrigated. The minimum size meter(s) shall be capable of supplying the peak irrigation water demand determined • If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "1", and potable water is typically a circled "W". • If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a nght of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irngation demand (largest zone with the farthest reach). Typically the planning department landscape consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include, • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve) • Total spnnkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection E-36 Page^ofg REV 4/30/10 Irrigation Use (where recycled water js available) 1 Recycled water meters are sized the same as the irngation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street on which the recycled water is there, but is not live (they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If recycled water is eventually supplied to the service connection and meter within one year of the original application for Water meter Permit, the customer must prepare and submit the San Diego County Water Authority's "Capacity Charge Refund Request" form to CMWD for venfication to request the connection fee refund. Additional Comments: 1. Condition no. 17 &18 of CDP 09-16 require Hold Harmless agreements for Geological Failure and Drainage. Both are enclosed for review, print, signature, notary acknowledgment and return to my attention: City of Carlsbad - Engineering Counter Attention: Linda Ontiveros 1635 Faraday Avenue Carlsbad, CA 92008 Condition no. 20 of CDP Od-16 requires developer to submit a Project Threat Assessment form (E-32) along with the appropriate Tier level Storm Water Compliance form (E-33). Upon completion, a SWPPP as determined by the forms shall be submitted as part of the building plancheck review. Storm Water standards questionnaire (E-34) is required to be completed and returned as part of determining whether the proposed construction is a priority development project or not. E-36 PageSofg REV 4/30/10 7. STORM WATER - Construction Compliance Complete form E-: and E-33 to determine prdject's approDwate copsfixiction SWPPP tfer level and perceived threat to water quality Project Threat Assessment Form complete. Project Threat Assessment Form incorrectly completed Requires Tier 1 Storm Water Pollution Prevention Plan^ Please complete I attached form and return (SWip0560) Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city -"lan Please complete Complete form E-34 to determine whethef^ the construction/ project IS a significant redeveltmment or consideiBd a new dev^opment per the /Oty's SUSMP requirements Post-Development (SUSMP) Compliance Storm Water Standards Questionnaire complete Storm Water Standards Questionnaire incorrectly completed. 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 Disconnect discharges per SUSMP. Do not connect runoff from impervious surfaces to storm drains without first discharging water over landscape areas. See SUSMP Minimize use of impervious surfaces per SUSMP Redesign to reduce the excessive use of impervious area (pavement) on project Use a balanced design of pervious surfaces (landscape area, planters, etc.) and impervious surfaces. See SUSMP Trash storage areas must be designed per city standards (GS-16) to avoid contact with storm runoff Project is subject to Priority Development Project Requirements. Prepare and submit a Storm Water Management Plan (SWMP) Requires payment of processing fee and review by city Project does not comply with recommendations of the approved SWMP Redesign to comply and resubmit E-36 Page 8 of 7 REV 4/30/10 Linda Ontiveros I'rem: Sent: To: Subject: Juintow Lin Ouintow@foxlin com] Tuesday, March 01, 2011 9 50 AM Linda Ontiveros . _y''footgrinrfQ01589 Triton'^^ Hi Linda, ^ The foot print for the house is 2,593 sf. This includes the garage and house. If I add the patio, it's 2,709. It's very close to the cutoff. Thanks for your consideration. Juintow foxlin design and consulling 34586 calle naranja, capo beachi ca 92624 949 325 3001 office 310 927 5022 cell 310 862 4555 fax VAvw.foxlin.com STORM WATER Development Services Land Oeveiopment Engineering ^ CITY OF STANDARDS Development Services Land Oeveiopment Engineering ^ CITY OF QUESTIONNAIRE 1535 Faraday Avenue CARLSBAD E-34 760-602-2750 www carlsbadca gov INSTRUCTIONS To address post-development pollutants ttiat may be generated from development projects, the City requires that new development and significant redevelopment priority projeds incorporate Permanent Stomi Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stonnwater Management Plan (SUSMP) Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction pemnrts) The results of the questionnaire determine the ievel of storm vifater standards that must be applied to a proposed development or redevelopment project Depending or the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject additional criteria called 'Pnonty Development Projecl Requirements' Many aspecte of project site design are dependent upon the stomi water standards applied to a project Applicant responses lo the questionnaire represent an Initial assessment of the proposed project conditons and impacts City staff has responsibility for making the final assessment after submission of the development applfcation If staff determines friat the questionnaire was inconrectty filled out and is subject to more stnngent stomi wafer standards than inftiaSty assessed by the applicant, this will result m the i^turn of the development application as Incomplete in this case, please make the changes to the questionnaire and resubmit to the City If applicants are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, they are advised to seek assistance firom Land Development Engineering s^ A separate completed and signed questonnaire must be submitted for each new development application submission Only one completed and signed questionnaire is required v*en multiple development applications for the same project are submittal concurrently In additton to this questionnaire, applicants for construction permits must also comptete, sign and submit a Project Threat Assessment Form to address construction aspects ofthe project Please answer the quesfions below, follow ihe instructions and sign the form at ths end te your project a significant redevelopment? DEFINmON Significant redevelopment is defined as the cieatm, addition or replacement of at least 5,000 square feet of impervious surface on an already exisUng developed sRe Significant redevelopment includes, but is not limited to. the expansion of a tiwlding footprint, addition to or replacement of a structure; structural devetopment including an increase in gross floor area and/or exterior construction remodeling, replacement of an impervious surface that is not part of a routine maintenance activity, and land disturbing activities related wrth structural or impervious surfaces Replacement of impervious surfyces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil during construction If your project IS considered stgnificant redevelopment, than please slap Section 1 and proceed with Section 2 If your proiect IS NOT considered significant redevelopment, tlien please proceed to Section 1 E-34 Page 1 of 3 REV 4/30/10 ^ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Develooment Services Land Development Engineering 1635 FaradayAvenue 760-602-2750 vww.car1sbadca.gov iSECTlON 1 NEW DEVELOPMENT PFUORtnr PRCMgCT TYPE Doss you project meet ond or more of ihe fbUowlns criteria: YES NO 1 Houslna subdMslona of 10 or tporf dMsllimi units. Exanwies' sinale famBy homes, rnultt-familv homes, cxindominiun:) and apartments i (kimmeraal - areater Sian l-acre. Anv daveloomait other than heaw industrv or residential Examotes. hosoitals: laboratones and other medical faciiitlas, educational Irt^itutions; recreational facSHtea; municipal facUiiies, commercial nurseries, inuttl-apartment buildings; car wash facilities, minl-malle ami other business complexes; shopping nnafls. hotels. ofTice buildings; public warehouses; autotnotive ctealershlps^^irflelds. and other light industrtsi facilities. i/ 3, Heaw Indasblsl J Industrv- areater tttan I- aor* -Eitamrie's: manufacturins oiants. food orocessina Diaftts. metaf wofhing fadlKies. printing plants, and fleet storage ansas'ClHis, tniok, etc). (/ 4 AuUxnotiV9 reoair shoO' A-fiacilitv cateoonzM In anv one of Standaid Industrial ClassificaiiDr) (SIC) codes 5013. 5014.5541,7532-7634, and 7538-7539 A 5. d^staiirsnls Anv facility that sells Ofet>a'n»d foods and drmks for.constimDtion. ini^KKi stationanr lunch counters and refteshment stands seiing pralpared foods aind drinks for immediate consumption (SIC cede'5812), whwe the land area for devetopment is 0reater than 5,000 square feet Restaurants whene.land deyeldpnmnt is less than 5,000 square feet shall, meet aB SUSMP reQulranents-exoeia" for structural treatment BMP'and numenc sizing crlt«ia rettuirements and hydromodification feaulr>«Tten!s.r ', 1/ B. H/ns/rfe devBtoomer?t Anv develooment that creates 5.000 sauare feet of imoervious surface and is located In an area with known erosive soil conditions, where the development will grade on any natural slope ttiat is twenty-five percent (25%) or areater. 7. BnvlronmmtBUv Sensitive Area (BSA)' All develooment located within or directly adiaceiit^ to or discharsino directiy* to an ESA (where discharges from the develt^inam or redevelopment will enter reoelving waters within the" ESA), which either creates 2,500 square feet of.impervlous surface dn a proposed project site or increases the area of Imperviousness of a proposed project ste to.10% ernfjore of its naturaliv occurring condition. 1/ 8 Parkina loi Area of 5.000 souare feet or more, cff wKh 16 or more Dsficino spaces, and ootentiaily exoosed to urtian runoff 1/ 9. StrsBts. toads. Mahways. ar>d freewavs. Anv oaved surfece tha Is 5.000 square «Bet or,qreater used for the tmnsportaiion of sutcritpbiles, irudits, motorcytjeSi.aiKi otlwr vehicles 10. Ra^f Ga^hm QuOets. ^fvino more than 100 vehicles oar dav and Greater than 6.000'sauare feet 11 Coastal Develooment Zono, Anv oroiect located v/ifiiin 200 feetiof ftie Pactfic Ocean and f,1) creates more than 2500 square feet of In^enneabla surface or (2) Increase impermeable surface on property by more than 10%. lA 12. «Spre than l-acre of.dlsturlianci. Proiect results in the dtstutbance.of more than 1-acre or more of land and is coraiderod a Pollutant-generating Development Project*. Wo^ak Siffilficance t>y the SIste Weter ResourMS Control Board (Water Ouality CQntral for iha San EMgo Sasin (1984) mi wiBn<kTient$), veta bodiEis dragnalad wilh tlie RA!^ beneTictsI v»s by His SIsis Water Reiaurotis Control Boaitl (waisr Quality Cottoi Plan Mr (he Sisn tttegp Bmn <19S4) and amenOmants), araat designaied »s pmiunves w iheir oiuivalent under tlie MiitI Spooss Conservation Program within the Civet and County ol San EXeeo; and any other Bois«stent envifOfimentaSy sensllva areas ^tch haw bann Idet^ad t^ me CopermLtUaos. 2 "C^scUy a^cerA" meant SjajsM WUn 200 feet ofthe Hivviranmentaly'Sen«Wvs Area. 3 "Dlecharglng dradty to' meant oul9ew tram a ordn^ conveyance sfstiam 8^ w coinposetl entirely of ilows from the sui>|eai d»veli^nwm or rodeweiapnianl site, and not cwmin^d wth now rmn adjacent tands. 4 Poihtant-generBting Dev^qimem'Vre^ects sie ttiose jirejecte tlwi genarats fxillutanis st Icvelt siwta' iTian backgnjund levels In gsnef^, ttwse induds e& projects ««t ,cor*ibut8 to an eiioeedance to~<B5 impomsd water l»dy or wfndi oeats new Impervious surtaoss greaterftian 5000 equare feel aid/or rtioduiw new landscapirg areas that require rouUne use fe/tiltzers end pssHcUes In mott ce$es linear petnwey prt>)ect« that ara for infrequent vehide use. such errmsency or niaintenanoe access, or tor pedeslrtan or tacyde use', are not ooni>it)efBdl?ollutBnt.fleiieratlna Devetopment Piojoois tl'they,BFe buill wth peivmus surfaces'or it lt»y shed itow to wfoundlne pervaKie surfaess '_ Section 1 Rasuits; tf you answered YES to ANY of the questiotis above ^ur^project Js sut^ct to Priority tovelopment Pro{ect requirements. Please Chet* the "meets PRIORITY DEVELOPMENT PROJECT requlremSrits" bW in Se^on 3. A Stohn Wafer Management Plan, prspared'in accordance vwth.City Storm Water Standaids, must b's submSted at -ime of appitcatian. If you answered NO to ALL of the qt^ftlons above, then your projecl Is subject to Standard Stormwater-Requiismenis;-Please check the "does not meet POP naquiiements' box in Sedion 3.' E-34 Page 2 of 3 REV4«(yiO ^ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services land Development Engineering 1635 Faradav Avenue 760-602-2750 www.carlsbadca.gov SECTION 2 SIGNIFICANT REDEVELOPftlENT Complete the questtons t>aiow rsgardine youK redeveks^ent'proiect: YES NO 1. Project results in tne disturbance of nftore ttian 1 -acre or more ^ land and is considered a Poltu!ant-$|enera^ Devetopment Project (see definition in Section 1). ' If you answered NO, please proceed to question 2. If you answered YBS. Sien you ARE a significant ledev^c^imsnt arsJ you AFIE subject to PRi<»?TTy DEVELOPMENT PROJECT requfremeiite. Please check tho "meets PRfORf TY DEVELOPMENT PROJECT reqiilnBrnents" bojc in Section 3 betow. 2 Is the project redevelt^lng an existing pr»rity project ii^je? (Prionty projects are defined tii Section 1) If you answered YES, please proceed to qu^tion 3. If you answered'NO,' ff»n you ARE.NOT a signifloani redevelopnreni and your project is sutJjeta.fo STANDARD STORMWATER FlEQUiREMENTS Please (Steele the "does not meet POP requirettients" box in Saction'3 betow. 3 tsthepTCisctss!6htl«mitedto'iustoneotthe^l6wing: a. Trerjching and resurfacirigassooialiKi with lifilily.wo b. Resurfacing and reconfiguring e>^sdng surtiqe (Pricing Iota? c. New sldewaK construction, pedestrian ramps, or bSte lans on public and/or pm/aiB ensting raads? d. Reptacement of exfetmg damaged pavement? If you answered NO to AltL of the questions, then proved to question 4. If you ansvreted YES to ANY of the questions then you ARE NOT a stgnifioant redevelopment and your project is subject to Stamiard Stomtwafer Requirements. Piease check the "does not meetPOP requirenwnfs" box in Sedion 3 below, 4 Will your redevelopment project aeate, replace, or add atsteast 6,000 square feetof impen/loia surfaces on an existing development or, be located within 200 feet of the Pacific Ocean and (l)creatB mote than ZSQQ square feel of impermeabte surface" or (2) increMes impenneable'surfece on the pet^rty by more than 10%? If you answered YES, you ARE a significant redevelopment, and you AI^ sutjiect to PRIORITY DEVELOPMENT PROJECT requirements Please cheek the "meets'PFUORITY DEVELOPMENT-PROJECT requirenKhts" box in Section 3 belw If you anavwred NO, then you ARE NOT a significant redev^pment and ytwf iwojet^ is subject to STANDAIBJ STORiWWATER REauiREMEfvrs. Ptease ctiedc the'"doBa not meet POP-fequifementa' isox in Sedion'3 below. SECTION 3 Questionnaire Resulte: • Mji^roject meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater cnteria y'"^' the SUSiVfP and must prepare a Storm Wafer Management Plan for submittal at time of applicaSon. My project does not meet PDP requirements and must only oompty with STANDARD STORSHWATER RECtUIREMENJS per the SUSMP Applicant Infomation and Sfgnature Box Address, . 7/<//p/1 £-t Assessor's Parcel Mumber(s). Applicsr* Name ' . Applicant Title- Applicant ^gnaturtfT ^ Date: . E-34 Page 3 of 3 REV4/3W10 ^ CITY OF CARLSBAD PROJECT THREAT ASSESSMENT WORKSHEET FOR DETERMINATION OF CONSTRUCTION SWPPP TIER LEVEL E42 Develooment Services Land Developtnent Eiigineerlng 1635 Faraday Avenue 760-602-2750 wv/w.carlsbadca gov 1 Project Storm Watar Threat Assessment Criteria* Construction | SWPPP Tier | Level n j Sianificant Threat Assessment Cnteria • My project includes clearing, grading or other disturbances, to the ground resulting In soil disturbance totaling one or more acres includmg any assodated construction staging, equipment storage, stockpiling, pavem^t removal, refueling and maintenance areas; or, • My project is part of a phased development,plan that will cumulatively result in soil disttirbanoe totaling one or more acres including any associated' constroctson 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 significanl potential for contributing poHiftants to nearby receiving waters by way of stomn water runoff or non-storm water dlscharge(s). ^ 1 Tiers IWoderate Threat Assessment Ciiteria My project does not meet any of the significant threat assessment cnteria described above and meets one or more of the foliowing crtterta: • Praject requires a grading plan pursuant to the Cartsbad Grading Ordinance (Chapter 15.16 of Carlsbad Municipal Code); or. Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stoci<piling, pavement retnoval, equipment storage, refueling and maintenance areas and project meets one or ifidre of the additional foilovwng criteria: • located within 200 feet of an environmentally sensitive ar«a or.the Pacific Ocean; and/or, » disturbed area is located on a slope »«th a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along dr within 30 feet of a storm drain inlet, an open> dnamage channel or watercourse; and/or » construction will be (nitiated during the rainy season or vwll extend into the rainy season (Oct. 1 through April-30). Tier 2 Low Threat Assessment Criteria • My project does not meet any of the significant or moderate tiireat criteria, is not an exempf permit type (see city's list of penmit types exempt from construction SWPPP requirements) and- projed meets one or more of the following (Criteria: • results in some soil disturbance; and/car • includes outdoes- construction activities (such as roofing, saw cutting, equipment washing material stockpiling, vehicle fueling, waste stockpiling) Tier 1 No Threat Protect Assessment Criteria • My project is in a £^egoiy of permit types exempt from city construction SWPPP requirements (see city's list of penmit types exempt from construction SWPPP requirements) and/or does not meet any of tiie high, moderate or low threat criterta described above. Exempt *The city engineer may authorize minor variances from the storm woter Bireat assessment criterta in special circumstances v*ere it can be shorn thai a lesser or higher construction SWPPP tier level is warranted in the opinion of the city engineer E-32 Page 1 of 1 REV 4/30/10 ^ CiTY OF CARLSBAD CONSTRUCTION THREAT ASSESSMENT WORKSHEET FOR DETERMINATION OF PROJECT'S PERCEIVED THREAT TO STORM WATER QUALITY E-33 Devetooment Services Sngfneerfng Oepamnent 1635 Faraday Avenue 750H502-27S0 www.carlsbadca.'gov Constmction SWPPP Tier L^vel Construction Threat Assessment Criteria* Perceived | Threat to | Storm Water j Quality Tiers Tier 3 - Hiah Consfrutftfon Thraat Assessment Cflterta High Tiers ill Project site is 50 acres or more and grading wi!l occur during the rainy season • Prciect site is 1 acre or more in.size and is iocafed vwthin the Buepa Vista or Agua Hedionda. Lagoon watershed, iriside dr within 200 feet, of an environmentally sensibve area-(ESA) or discharges directly fo an ESA • Soil at site is moiierately to highly ©fosive (defined as having a predwninance of soils with USDA-NRCS Erosion factors k( greater than or equal to 0,4), • Site is'5 to 1 or steeper • Construction is initiated during tie, rainy season or vwtl extend into the^rainy season (Oct, 1 through April 30), • Ovwier/contraotor received a Stwm Water Notice of Violation within past tvwj, years High Tiers Jier 3 - Medium Qonstaiction Threat Assessrnent Cnteria " hfledium Tiers • M projects not mating Tier 3 High Constfuctton Threat A'ssessmerrt Criteria " hfledium Tier 2 Tier 2 Hiflh Construction Threat Assessment Criteria • Project is located w,thin the Buena Vista or Agua Hedionda Lagoon watershed, inada or vwthin 200 feet of an envfrorimentally sehsiBve.area (ESA) or dischaiges dinsctly to an ESA • Soil at site is moderately to h^hly erosive (defined as having a predominance of soils wBh USDA-fjRCS Erosion fectora kt greaferthan or equal to 0,4) • Site slope is 5 tti 1 or'steeper • Constaiction is inltiatea'during the rainy season or will extend into the rainy season (Oct 1 through Apnl 30), • Owner/contractor received a Storm W/ater Ndtioe of Violation within past two years • SHp results in one half acre or more of soil distuifeanoe High Tier 2 TgpfC Medium Construction Threat Assessment Criteria •'''^ledlum Tier 2 flT All projects not meeting Tier 2 High Constaiction Threat Assessment Criteria * •'''^ledlum Tierl Tier 1 - Rdediuffi ln^)ection Threat Assessment Crifeita Medium Tierl • Project IS loaited within the. Buena \^sta or Agua Hedionda Lagoon watershed, wilhin or diretaiy adjacent to an environmentaiiy sensitive area (ESA) or discharges directly to an ESA • Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion faotors,ki greater than or equal to 0.4) • Site slope is 5 to 1 or steeper • Construcbon is initiated durir^-the rainy season or will extend into. the rainy season {Oc*, 1 ttirough April 30) O OwnerTcontractor received a Stonn Water Notice of Violation vwthin past tviro years Q Site results in one half aore or more of soil disturtianc© Medium Tierl Tier 1 -Low InsoecBon Threat Assessment Criteria Low Tierl Q Al! projects not meeting Tier .1 Medium Consbructon Threat Assessment Critena Low 1 Exen^t - Not Applicable -Exempt The oty engineer may authorize minor vartances from the'constniction threat assessment criteria irt special circumstances where i( can be shown that a lesser or higher amount of stomi wafeY compliance inspection is wananted in the opinion of the city ertgineer E-33 Page 1 of 1 REV m2m rT4RT<iTFM<sFN '^^^^ SILVLRTGN .-WENUE, SUITE J SAN DiEGO. CALIFORM.\ 92126 ENGINEERING & SURVEYING , (858)271-9901 PHONE (8.58)271-8912 FAX February 23, 2011 Juintow Lin . Via E-Mail: juintow@foxnii.com foxlin design and consulting - 34586 Calle Naranja Capo Beach, CA 92624 RE: Triton Residence SWPPP Proposal Dear Juintow: I have reviewed the plans you have provided as well as the link to the City of Carlsbad "Construction SWPPP Standards and Requirements" in anticipation to preparing this proposal. From review ofthe information provided it appears a Tier 2 Construction SWPPP is required for your project. As you rnay know Christensen Engineering & Surveying has been providing cix il engineering and land surveying services to clients in southem California since 1943. We have prepared Storm Water Protection, Management and Control Plans for municipalities within and for the Coimty of San Diego. The requirements for the City of Carlsbad are more extensive than most. The Carlsbad SWPPP requires preparation of drawings to demonstrate construction BMPs (as do many other municipalities) but the level of detail required by Carlsbad makes it more time intensive. Also required are a Storm Water Compliance Form for Tier 2 Construction SWPPP as well as a fier 2 Construction SWPPP Site Assessment Form. Also, the plan will need to be reviewed lo assure it contains items included in the Tier 2 Construction SWPPP Required Elements Checklist. Additionally, we may be required to provide the Geotechnical Report prepared by your soils engineer (we will need to be provided with a copy of it to ascertain if it will need to be included in the submittal). I also believe we will need to prepare a hydrology/liydraulic study to supplement the plan. Our proposal assumes we will be provided with a CAD drawing of your proposed grading/site plan that we can use. We also assume we will be provided with a geotechnical report as listed above. Our plan will specifically exclude design of the grading/drainage plan but will use your plan as the basis for preparing the SWPPP. Therefore, we propose to prepare the SWPPP drawiiigs and complete the SWPPP forms and a drainage study for your submittal to the City of Carlsbad for a fee of $3,950. fhis fee is through initial submittal to the City with all services provided following initial submittal being billed on a time and material basis. Our fee includes preparation of the approved plan on mylar sheets, including signing and sealing. cn IL ENGINEERLNG • 1 AND SIRVKYING • L/VND PL.A.NMNG • FORKNSIG ENGINEERING The plan we are preparing is a Construction SWPPP and is not a Permanent BMP SWPPP. I believe we can prepare these drawings, reports and forms within 10 days, for your submittal. If you would like to have us proceed with this work please let me know and to whom I should address our contract and I will have one prepared for that person to execute. Sincerely Antony K. Christensen, PE, PLS for ChrLstensen Engineering & Surveying AKC:smr CHRISTENSEN ENGINEERING & SURVEYING 7888 SILVERTON AVENUE, SUITE J SAN DiEGO, CALIFORNIA 92126 (858)271-9901 PHONE ^ . (858) 271-8912 FAX Februar\' 23, 2011 Juintow Lin foxlin design and consulting 34586 Calle Naranja Capo Beach, CA 92624 Via E-Mail: juintow@foxlin.com RE: Triton Residence SWPPP Proposal Dear Juintow: I have reviewed the plans you have provided as well as the link to the City of Carlsbad "Construction SWPPP Standards and Requirements" in anticipation to preparing this proposal. From review ofthe information provided it appears a Tier 2 Construction SWPPP is required for your projecl. As you may know Christensen Engineering & Surveying has been providing civil engineering and land surveying services to clients in southern Califomia since 1943. We have prepared Storm Water Protection, Management and Control Plans for municipalities within and for the County of San Diego. The requirements for the City of Carlsbad are more extensive than most. The Carlsbad SWPPP requires preparation of drawings to demonstrate construction BMPs (as do many other municipalities) but the level of detail required by Carlsbad makes it more time intensive. Also required are a Storm Water Compliance Form for Tier 2 Construction SWPPP as well as a Tier 2 Construction SWPPP Site Assessment Form. Also, the plan will need to bc reviewed to assure it contains items included in the Tier 2 Construction SWPPP Required Elements Checklist. Additionally, we may be required to provide the Geoteclmical Report prepared by your soils engineer (we will need to be provided with a copy of it to ascertain if it will need to be included in the submittal). I also believe we will tieed to prepare a hydrology/liydraulic study to supplement the plan. Our proposal assumes we will be provided with a CAD drawing of your proposed grading/site plan that we can use. We also assume we will be provided with a geotechnical report as listed above. Our plan will specifically exclude design of the grading/drainage plan but will use your plan as the basis for preparing the SWPPP. Therefore, we propose to prepare the SWPPP drawings and complete the SWPPP forms and a drainage study for your submittal to the City of Carlsbad for a fee of $3,950. This fee is through initial submittal to the City with all services provided following initial submittal being billed on a time and material basis. Our fee includes preparation of the approved plan on mylar sheets, including signing and sealing. cn IL EN(>1.NEERING • lASD .SURVEYING • L IND PLANNING • FORE.N.SIC ENGINEERING The plan we are preparing is a Construction SWPPP and is not a Pemianent BMP SWPPP. I believe we can prepare these drawings, reports and foms within 10 days, for your submittal. If you would like to have us proceed with this work please let itie know and to whom I should address our contract and I will have one prepared for lhat person to execute. Sincere! Antony K. Christensen, PE, PLS for Christensen Engineering & Surveying AKC:smr PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No.: CB 10-2525 Address: 1589 Triton Street Planner: Shannon Werneke Phone (760) 602- 4621 APN- 215-070-41 Type of Project & Use: New Single-Family Home Net Project Density: n/a DU/AC Zoning. R-1-Q Specific Plan: SP 203 General Plan: RLM Facilities Management Zone: 20 CFD^/out) #_Date of participation^^-Q^Remaining net dev acres: J/^ (For non-residential d^elopment. Type of land used created by this permit n/a) Circle One Legend: |EI item Complete • Item Incomplete - Needs your action Environmental Review Required: YES |E! NO • TYPE DATE OF COMPLETION. 1/20/10 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES I3 NO • TYPE Coastal Development Permit APPROVAL/RESO. NO. 6647 DATE 1/20/10 PROJECT NO CDP 09-16 OTHER RELATED CASES' nIa Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval: see attached comments Coastal Zone Assessment/Compliance Project site located in Coastal Zone"? YES ]El NO • CA Coastal Commission Authority? YES • NO 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): CDP already approved Habitat Management Plan N/A 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!) 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!) H \ADMIN\Template\Building Plancheck Review Cliecklist doc Rev 4/08 Site Plan: lEl Kl 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. Policy 44 - Neighborhood Architectural Design Guidelines N/A Kl S Kl 1- Applicability: YES • NO Kl Kl Kl K 2. Project complies- YES • NOQ Zoning: Kl Kl K 1. Setbacks: Front: Required 20; Shown 27'(min) Interior Side: Required lo; Shown 27' (mm) Street Side: Required N/A Rear: Required 20; Shown 31 5' (min) Top of slope: Required n/a Shown n/a Kl Kl Kl 2 Accessory structure setbacks- n/a- no accessorv structures proposed with addition Front Required Shown Intenor Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation- Required Shown 3 Lot Coverage: Required 40% max Shown 18% 4. Height: Required 30' max Shown 30; 5. Parking: Spaces Required: 2 covered; 1 quest space for panhandle lot Shown: 2 covered w/ one quest space OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTERCjAy DATE 7/12/11 H V^DMIN\Template\Building Plancheck Review Checklist doc Rev 4/08 ^ CITY OF HOUSING Development Services ^ CITY OF DEVELOPIVIENT Planning Division 1635 Faraday Avenue (760) 602-4610 CARLSBAD TRACKING Planning Division 1635 Faraday Avenue (760) 602-4610 P-20 www.carlsbadca.gov The following information is required by to the State of Califomia to track new housing development for all income levels. Please complete this form to the best of your knowledge and submit prior to building permit issuance. Project Name: Triton Residence Project Address: 1589 Triton Street Tract/Permit No.: APN: 215-070-41 CB 10-2525 i Structure Description: S Single-Family • 2nd Dwelling Unit • Single-Family + 2DU • Mobile Home (new spaces added) • Two - Four Unit • Remodel/Reconstruction (new dwelling units added) • 5 Unit Structure • Commercial/Residential (mixed-use) Project's planned initial occupancy is for. • Rental occupant M Owner occupant Do you intend to use this property as your personal residence? |3 Yes • No If yes, please provide the estimated market value: $475.777 Will an affordable housing deed restriction be recorded on the property? • Yes ^ No Which units in the project will be deed restricted? N/A Please indicate the number of units for each bedroom type that will be provided and a price range. Individual responses will not be shared with outside parties. Numbei af unt*s 'or i^s'e Qedrcoms per unit Pnce r<inge (low and high) N/A Studios $ 1 bd $ 2bd $ 3bd $ 4 + bd $ 1': Number of (in^s for rent Bedrooms per unit Studios $ 1 bd $ 2bd $ 3bd $ 4 + bd $ OWNER(S): Sha-Li and Lawrence Lin ADDRESS: CITY, STATE. ZIP- TELEPHONE: SIGNATURE: (Last, First, Middle Initial or Fimi Name) 2565 Rivera/oods Road Rivewoods IL 60015 847-945-0007 DEVELOPER(S): ADDRESS: CITY, STATE, ZIP: TELEPHONE- (Last, First, Middle Initial or Finn Name) DATE: P-20 1 ofl Revised 10/10 Carlsbad Fire Department lUILDIMG DEF Plan Review Requirements Category: RESDNTL , SFD Date of Report: 03-17-2011 Reviewed by: Name: Address: Permit #: CBI02525 Job Name: LIN RES: 3682 SF SFD //610 SF Job Address: 1589 TRITON ST CBAD iliiiiiU) lliia mfficL LUiiwut ftwlw,-riLa'&'i: I'li'rir'T^ prhangrs-'VKJtKIfyd",' Conditions: Cond: CON0004495 [MET] ** CITY OF CARLSBAD FIRE DEPARTMENr^APPROVED** THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT, THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Entry: 03/17/2011 By: GR Action: AP Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Category RESDNTL , SFD Date of Report 01-13-2011 Reviewed by Name JUINTOW LIN Address 34586 CALLE NARANJA CAPISTRANO BEACH CA 92624 Permit # CBI02525 Job Name LIN RES 3682 SF SFD//610 SF Job Address 1589 TRITON ST CBAD INCOMPLETE The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards Please review carefully all comments attached Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval Conditions: Cond CON0004342 [NOT MET] Single Family Residences Provide an approved Automatic Fire Spnnkler system designed and installed m accordance with NFPA 13-D Standard Provide and approved site plan showmg the domestic water supply to the site Demonstrate that the water supply can support this project and that there is adequate water at adequate pressure to fxilfiU this requirement Or, provide a plan showing how you shall comply with this requirement Entry 01/13/2011 By GR Action PA Architectural plans approved FIRE SPRINKLERS REQUIRED Cond BP007 [NOT MET] Provide an automatic fire sprinkler system Said system shall be installed m occupancies and locations as set forth in the California Building Code and the Carlsbad Municipal Code Note Residential spnnkler systems designed in accordance with NFPA standards 13R may not be used as the basis for increases to the basic allowable floor area or exemption from any other California Buildmg Code requirement as NFPA 13R does not require spnnklers m all areas ofthe building Provide in all speculative buildings, which contain fire spnnklers without specific tenants, a minimum design density of 0 45 gallons per minute per square foot for the most remote 3000 square feet When buildings are used for high-piled combustible storage, (greater than 12 feet and greater than 6 feet for certain higher hazard commodities), sprinklers shall be designed for the type and method of storage For speculative warehouses, the mmimum design density is 45/3000 square feet, however, when a tenant proposes use of such speculative warehouse, densities may be required to be greater than the minimum depending on the commodity and method stored and/or processes employed. NARAGHI ENGINEERING ^ STRUCTURAL CONSULTANT Tel: (858) 435-4877 Fax: (858) 486-5958 email - tomnaraghi(a)aol.com STRUCTURAL CALCULATIONS PROJECT NAME: IT^-f tOf- PROJECT NO.: CLIENT: 1^ (J SCOPE: This signature is to be a wet signature not a copy. DESIGNED BY: TOM NARAGHI P.E. SECB #2721-0708 DATE: REVISIONS: « ^jgaenw T NARAGHI ENGINEERING '.HPFTMO ' ^^^'"'^'""^^ STRUCTURAL CONSULTANT CALCULATED BY DATE^ i., • 4r 11 NARAGHI ENGINEERING STRUCTURAL CONSULTANT JOB SHEET NO: CALCULATED BY .OF -DATE. ^-6 "^1 rj-. $>k 1 1 _ „ .-.1- 'K-m—ir fjiMII-'ti^Tltr-J-K.™-!-™ 4: it S 4 i rv JO, 5 Ay V r ' • > f a- 3 ,^ JOB. NARAGHi ENGINEERING STRUCTURAL CONSULTANT CALCULATED BY DATE. ~—"""^—-— NARAGHI ENGINEERING STRUCTURAL CONSULTANT JOB.^ SHEET NO CALCULATED BY .OF .DATE. lis Oc •1 . •5 » tell nil) kll- ^^^^^ /g^rS? /a'W- ,3r7/6^^ -7/ TJ-Beam® 6 35 Serial Number User 1 8/18/2010 1 15 45 PM Page 1 Engine Version 6 35 0 typical roof joist 1.5" X 11 7/8" 1.5E TimberStrand® LSL @ 24" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED /I Member Slope: 3.'12 Roof Slope3,12 -21' All dimensions are horizontal. LOADS: Analysis is for a Joist Member Primary Load Group - Roof (psf) 20 0 Live at 125 % duration, 15 0 Dead SUPPORTS: Input. Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/DeadyUplift/Total 1 Stud wall 3 50" 3 50" 4201325101745 R1 Blocking Custom Blocking 2 Stud wall 3 50" 3 50" 420 / 325 / 0 / 745 Rl Blocking Custom Blocking -See iLevel® Specifier's/Builder's Guide for detail(s) Rl Blocking DESIGN CONTROLS: Product Dl.igram is Conceptual. Maximum Design Control Result Location Shear (Ibs) 730 -656 5938 Passed (11%) Rt end Span 1 under Roof loading Vertical Reaction (Ibs) 730 730 2231 Passed (33%) Bearing 2 under Roof loading Moment (Ft-Lbs) 3756 3756 8601 Passed (44%) MID Span 1 under Roof loading Live Load Defl (in) 0 564 1 061 Passed (L/451) MID Span 1 under Roof loading Total Load Defl (in) 1 000 1 414 Passed (L/254) MID Span 1 under Roof loading -Deflection Cntena STANDARD(LL L/240,TL L/180) -Allowable moment was increased for repetitive member usage -Bracmg(Lu) All compression edges (top and bottom) must be braced at 5' 1" o/c unless detailed othenwise Proper attachment and positioning of lateral bracing is required to achieve member stability -Design assumes adequate continuous lateral support of the compression edge ADDITIONAL NOTES: -IMPORTANTi The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLeve!® product design critena and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate -Not all products are readily available Check with your supplier or iLevel® technical representative for product availability -THIS ANALYSIS FOR iLevel® PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design metfiodology was used for Building Code UBC analyzing the iLevel® Distribution product listed above -(Minimum cut length) = (Overall honzontal length) x 1 031 + 3" PROJECT INFORMATION: OPERATOR INFORMATION: NARAGHI ENGINEERING 16340 CHAPARRAL WAY BLDG B POWAY, CA 92064-9206 Copyright O 2009 by iLevel®, Federal Way, WA TimberStrand® is a registered trademark of iLevel® by 'Ve,e'h^eL,£er TJ-Beam® 6 35 Sena] Number User 1 8/18/2010 9 50 54 AM Page 1 Engine Version 6 35 0 1 3/4" X 11 1/4" TimberStrand® LSL Beam (1.55E), 2 plies THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 16" o/c Overall Dimension: 24' T ^ H m i 20' ' i— _4- i Product Dlngr.im Is Conceptual. LOADS: Analysis is for a Joist Member Pnmary Load Group - Residential - Living Areas (psf) 40 0 Live at 100 % duration, 27 0 Dead Vertical Loads Type Class Live Dead Location Application Comment Uniform(psf) Floor(1 00) 60 0 0 0 20' To 24' Adds To SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Detail Width Length Live/Dead/Uplift/Total 3 50" 3 50" 535/345/0/880 Al Blocking 350" 150" 1123/519/0/1642 El Blocking Other 1 Ply 1 3/4" X 11 1/4" TimberStrand® LSL Beam (1 55E) 1 Ply 1 3/4" X 11 1/4" TimberStrand® LSL Beam (1 55E) -See level® Specifier's/Builder's Guide for detail(s) Al Blocking,El Blocking DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) -952 -855 8138 Passed (11%) Rt end Span 1 under Floor loading Vertical Reaction (Ibs) 1642 1642 5206 Passed (32%) Beanng 2 under Floor loading Moment (Ft-Lbs) 4157 4157 14965 Passed (28%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0 255 0 491 Passed (L/926) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0 408 0 982 Passed (L/577) MID Span 1 under Floor ALTERNATE span loading TJPro 46 30 Passed Span 1 -Deflection Cntena STANDARD(LL L/480,TL L/240) -Allowable moment was increased for repetitive member usage -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking -Bracing(Lu) All compression edges (top and bottom) must be braced at 24' o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability -The load conditions considered in this design analysis include alternate member pattern loading ADDITIONAL NOTES: -IMPORTANT' The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished- in accordance with iLevel® product design cntena and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate -Not all products are readily available -Check with your supplier or iLevel® technical representative for product availability -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code UBC analyzing the iLevel® Distnbution product listed above -Note See iLevel® Specifier's/Builder's Guide for multiple ply connection PROJECT INFORMATION: OPERATOR INFORMATION: NARAGHI ENGINEERING 16340 CHAPARRAL WAY BLDG B POWAY, CA 92064-9206 Copyright © 2009 by iLevel®, Federal Way, WA TimberStrand® is a registered trademark of iLevel® TJ-Beam® 6 35 Serial Number User 1 8/18/2010 9 51 47 AM Page 1 Engine Version 6 35 0 i^- J- i\l1 ^.'^ 1 3/4" X 11 1/4" TimberStrand® LSL Beam (1.55E) @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 21' 10 -17'-4" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member Pnmary Load Group - Residential - Living Areas (psf) 40 0 Live at 100 % duration, 27 0 Dead Vertical Loads Type Class Live Dead Location Application Comment Uniform(psf) Floor(1 00) 60 0 0 0 0 To 0 Adds To SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Detail Width Length Live/Dead/Uplift/Total 3 50" 3 50" 455/289/0/744 Al Blocking 3 50" 156" 693/467/0/1160 E1 Blocking Other 1 Ply 1 3/4" X 11 1/4" TimberStrand® LSL Beam (1 55E) 1 Ply 1 3/4" X 11 1/4" TimberStrand® LSL Beam (1 55E) -See iLevel® Specifier's/Builder's Guide for detail(s) Al Blocking,El Blocking DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) -790 -693 4069 Passed (17%) Rt end Span 1 under Floor loading Vertical Reaction (Ibs) 1160 1160 2603 Passed (45%) Beanng 2 under Floor loading Moment (Ft-Lbs) 2941' 2941 7482 Passed (39%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0 244 0416 Passed (L/820) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0 384 0 832 Passed (L/520) MID Span 1 under Floor ALTERNATE span loading TJPro 44 30 Passed Span 1 -Deflection Cntena STANDARD(LL L/480,TL L/240) -Allowable moment was increased for repetitive member usage -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking -Bracing(Lu) All compression edges (top and bottom) must be braced at 12' o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability -The load conditions considered in this design analysis include alternate member pattern loading ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design cntena and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate -Not all products are readily available Check with your supplier or iLevel® technical representative for product availability -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code UBC analyzing the iLevel® Distnbution product listed above PROJECT INFORMATION: OPERATOR INFORMATION: NARAGHI ENGINEERING 16340 CHAPARRAL WAY BLDG B POWAY, CA 92064-9206 Copyright O 2009 by iLevel©, Federal Way, WA TimberStrand® is a registered trademark of iLevel® deck joist at area wher futuer spa would go 1 3/4" X 11 1/4" TimberStrand® LSL Beam (1.55E), 2 plies THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED by Weve'hqeL,s?r TJ-Beam® 6 35 Senal Number User 1 8/18/2010 9 56 38 AM Pagel Engine Version 6 35 0 16" o/c Overall Dimension: 21' J L H ; i 17-i— _4' 1 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member Pnmary Load Group - Residential - Vertical Loads Type Class Live Uniform(psf) Floor(1 00) 60 0 Uniform(psf) Floor(1 00) 0 0 Living Areas (psf) 40 0 Live at 100 % duration, 27 0 Dead Dead 00 80 0 Location 0To21' 3' To 11' Application Adds To Adds To Comment SUPPORTS: 1 Stud wall 2 Stud wall Input Width 3 50" 3 50" Bearing Length 3 50" 1 71" Vertical Reactions (Ibs) Live/Dead/Uplift/Total 1137/794/0/ 1931 1731 / 816/0/2547 Detail A1 Blocking El' Blocking Other 1 Ply 1 3/4" X 11 1/4" TimberStrand® LSL Beam (1 55E) 1 Ply 1 3/4" X 11 1/4" TimberStrand® LSL Beam (1 55E) -See iLevel® Specifier's/Builder's Guide for detail(s) Al Blocking,El. Blocking PESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 1896 1723 8138 Passed (21%) Lt end Span 1 under Floor ALTERNATE span loading Vertical Reaction (Ibs) 2547 2547 5206 Passed (49%) Beanng 2 under Floor loading Moment (Ft-Lbs) 8302 8302 14965 Passed (55%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0 333 0 416 Passed (L/600) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0 586 0 832 Passed (L/341) MID Span 1 under Floor ALTERNATE span loading TJPro 55 30 Passed Span 1 -Deflection Cntena STANDARD(LL L/480,TL L/240) -Allowable moment was increased for repetitive member usage -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking -Bracing(Lu) All compression edges (top and bottom) must be braced at 13' 8" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability -The load conditions considered in this design analysis include alternate member pattern loading ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design cntena and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate -Not all products are readily available Check with your supplier or iLevel® technical representative for product availability -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code UBC analyzing the iLevel® Distnbution product listed above -Note See iLevel® Specifier's/Builder's Guide for multiple ply connection PROJECT INFORMATION: OPERATOR INFORMATION: NARAGHI ENGINEERING 16340 CHAPARRAL WAY BLDG B POWAY, CA 92064-9206 Copyright © 2009 by iLevel®, Federal Way, WA TimberStrand® is a registered trademark of iLevel®, by ^'Veye'h^et ;er TJ-Beam® 6 35 Serial Number User 1 8/1812010 10 00 58 AM page 1 Engine Version 6 35 0 typical floor joist 14" TJI® 360 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 0^ -21' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member Pnmary Load Group - Residential - Living Areas (psf) 40 0 Live at 100 % duration, 18 0 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Detail Width Length Live/Dead/Uplift/Total 3 50" 3 50" 560/252/0/812 Al Blocking 3 50" 3 50" 560/252/0/812 Al Blocking Other 1 Ply 14" TJI® 360 1 Ply 14"TJi®360 -See iLevel® Specifier's/Builder's Guide for detail(s) Al Blocking DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 796 -789 1955 Passed (40%) RL end Span 1 under Floor loading Vertical Reaction (Ibs) 796 796 1505 Passed (53%) Beanng 2 under Floor loading Moment (Ft-Lbs) 4096 4096 7335 Passed (56%) MID Span 1 under Floor loading Live Load Defl (in) 0 343 0515 Passed (L/720) MID Span 1 under Floor loading Total Load Defl (m) 0 498 1 029 Passed (L/496) MID Span 1 under Floor loading TJPro 39 30 Passed Span 1 -Deflection Cntena STANDARD(LL L/480,TL L/240) -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking -Bracing(Lu) All compression edges (top and bottom) must be braced at 4' 5" o/c unless detailed othenwise Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design cntena and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate -Not ali products are readily available Check with your supplier or iLevel® technical representative for product availability -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY) PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code UBC analyzing the iLevel® Distnbution product listed above PROJECT INFORMATION: OPERATOR INFORMATION: NARAGHI ENGINEERING 16340 CHAPARRAL WAY BLDG B POWAY, CA 92064-9206 Copyright e 2009 by iLevel®, Federal Way, WA TJI© and TJ-Beam® are registered trademarks of iLevel® e-I Joist™,Pro™ and TJ-Pro™ are trademarks of iLevel® NARAGHI ENGINEERING STRUCTURAL CONSULTANT JOB_ SHEET NO CALCULATED BY'. .OF _DATE. 5 ^Y^"^^/"^; A-iL / 17 NARAGHI ENGINEERING STRUCTURAL CONSULTANT JOB SHEET NO CALCULATED BY.. .OF .DATE. 1/ iz}::j:n L 4^ '3^ 5^- s NARAGHI ENGINEERING 'S^^ SHEET NO 0F_ STRUCTURAL CONSULTANT CALCULATED BY- DATE. 1,1.9 0"^ af>c^v/s;»/ t/'ii^'fW 4 t/it ^ n0M L ^^^^ J 1 , -Z-f All NARAGHI ENGINEERING STRUCTURAL CONSULTANT JOB SHEET NO CALCULATED BY .OF .DATE. IXHI 1 r -j>'. " \ \ 11 (6 -a ^ / if J. A A/ 4. / / NARAGHI ENGINEERING STRUCTURAL CONSULTANT yOB. SHEET NO- CALCULATED BY- .OF -DATE. ,^2 €> \ \ 1? L '0' 3?: r\ I * X 1 ,1 trr=^/- NARAGHI ENGINEERING STRUCTURAL CONSULTANT JOB SHEET NO : CALCULATED BY . .OF .DATE. }^ N f 4t to ' fen* izry NARAGHI ENGINEERING STRUCTURAL CONSULTANT IV; 4 JOB_ SHEET NO CALCULATED BY'. .OF .DATE. 6 /.A^f^.^ S 7 Ci»i > NARAGHI ENGINEERING STRUCTURAL CONSULTANT JOB SHEET NO CALCULATED BY . .OF .DATE. X "7 \ )4. tf/^'^ 7 NARAGHI ENGINEERING STRUCTURAL CONSULTANT JOB SHEET NO- CALCULATED BY . .OF .DATE. y. ^7ii^"' 3.f '^^^ ) >7 1 K / // •'1 f\-/ NARAGHI ENGINEERING STRUCTURAL CONSULTANT JOB SHEET NO CALCULATED BY .OF .DATE. A > 'A <. ""^1 Iff^ •ff 5 0 r ^V7 i I /4 NARAGHI ENGINEERING STRUCTURAL CONSULTANT JOB SHEET NO. CALCULATED BY .OF -DATE. -^^^ -^^ ¥ / 1 I OJ /VI j '-7 '7/7 / NARAGHI ENGINEERING JOB SHEET NO 0F_ STRUCTURAL CONSULTANT CALCULATED BY- DATE . ^4 ) < HYDRAULIC DESIGN INFORMATION SHEET Name: TRITON RESIDENCE Location: 1589 TRITON STREET CARLSBAD CARLSBAD, CA 92011 Building: Contractor: File Name: TRITON RESIDENCE.the Construction: |xl Combustible • Noncombustible Occupancy: B AHJ: CARLSBAD FIRE DEPARMENT Date: JUNE 16, 2011 System No.: Contract No.: Drawing No.: Calculated by: SEFP Ceiling Height: VARIES ft SYSTEM DESIGN • NFPA 13: • Light Hazard • Ordinary Hazard Group: Figure: E Other (Specify): NFPA 13D • Specific Railing: Made By: O Extra Hazard Group: Curve: Date: Area of Sprinkler Operation: Density: Area per Sprinkler: Hose Allowance Inside: Hose Allowance Outside: Rack Sprinkler Allowance: sqft .05 gpm/sqft 324 sqft gpm gpm gpm System Type: E Wet • Dry • Deluge • Pre-Action SPRINKLER or NOZZLE Make: RELIABLE Model: RFC49 Size: 1/2 in K-factor: 4.9 Temperature Rating: 165 "F CALCULATION SUMMARY Flow Required: "C" Factor Used: 41.58 gpm Overhead: Pressure Required: 70.24 psi Underground: ====== WATER SUPPLY = At: SRC WATER FLOW TEST Date: Time: Static: Residual: Flowing: Elevation: PUMP DATA Rated Capacity: At: Elevation: gpm psi ft TANK OR RESERVOIR Capacity: gals Elevation: ft 90 psi psi gpm ft Location: EXISTING WATER GAUGE Source of Information: INNOVATE FIRE PROTECTION, INC. ========= COMMODITY STORAGE WELL Proof Flow: gpm Commodity: Storage Height: Storage Method: Solid Pile: Class: Area: Palletized: Location: Aisle Width: Rack: % • Single Row • Double Row • Multiple Row • Conventional Pallet • Slave Pallet = RACK STORAGE • Automatic Storage • Solid Shelving • Open • Encapsulated • Nonencapsulated FLUE SPACING Longitudinal: in Transverse: in CLEARANCE FROM TOP OF STORAGE TO CEILING ft in Horizontal Barriers Provided: File: TRITON RESIDENCE.the WATER SUPPLY INFORMATION: Page 1 of 1 Static (psi): 81.00 Residual (psi): 72.00 @ (gpm): 50.00 Hose (gpm): 0.00 System req. (gpm): 41.58 @ (psi): 70.24 Supply available: 74.60 Safety margin: 4.36 Maximum velocity in the system is: Continuity at all nodes satisfied to: Pipe Type Legend CP - Central - BlazeMaster CPVC CL = Copper Type L 40 = Schedule 40 Hydraulic Summary 16.17 ft/sec in the pipe between Nodes: MTI and MT2 0.01 gpm Fitting Type Legend T = Tee - Flow thru branch E =90 degree elbow NOTES: 06/23/11 "THE" Sprinkler Program 2001 Water Supply vs. Sprinkler Demand 40 60 80 100 Flow (gpm) 120 140 File: TRITON RESIDENCE.the Page 1 of 1 Node Pressure Flow Hose Elevation psi gpm gpm feet SRC 70.24 41.58 0.500 MTI 62.28 0.00 5.500 MT2 53.75 5.00 5.00 5.500 UG1 55.03 0.00 0.500 UG2 48.79 0.00 0.500 BF1 52.52 0.00 5.500 BF2 46.97 0.00 5.500 A 40.89 0.00 0.000 BOR 40.24 0.00 0.500 TOR 34.59 0.00 12.160 Ml 28.89 0.00 12.660 M2 21.23 0.00 23.750 SI 14.42 18.59 25.083 S2 13.50 17.99 25.083 L1 14.62 0.00 25.916 L2 13.67 0.00 25.916 K-factor gpm/{psi)V4 Area Density sqft gpm/sqft Source 4.90 4.90 324.00 324.00 0.057 0.056 06/23/11 "THE" Sprinkler Program 2001 File: TRITON RESIDENCE.the Page 1 of 2 Reference Nozzle Type & Location Flow Pipe Fittings in Size & gpm inches Devices Pipe Eqiv. Length Friction Loss psi/ft Req. psi Notes MTI to SRC Source q Q 0.00 41.58 1.101 150 T Igth ftg tot 17.000 5.000 22.000 Pt 0.263 Pf Pe 62.28 5.80 2.17 MT2 to MTI Hose q Q 5.00 41.58 1.025 140 FDPLD Igth ftg tot 1.000 0.000 1.000 Pt 0.424 Pf Pe 53.75 FDPLD ^ 8.53 8.11 0.00 UG1 to MT2 q Q 0.00 36.58 1.598 150 TE Igth ftg tot 14.000 12.000 26.000 Pt 0.034 Pf Pe 55.03 0.88 -2.17 BF1 to UG1 q 0.00 1.610 Q 36.58 120 E Igth ftg tot 3.000 4.000 7.000 R 0.049 Pf Pe 52.52 0.35 2.17 BF2 to BF1 q Q 0.00 36.58 1.610 120 E FDPLD Igth ftg tot 2.000 4.000 6.000 Pt 0.049 Pf Pe 46.97 FDPLD 5.55 5.25 0.00 UG2 to BF2 q Q 0.00 36.58 1.610 120 E Igth ftg tot 3.000 4.000 7.000 R 0.049 R Pe 48.79 0.35 -2.17 A to UG2 q 0.00 1.598 Q 36.58 150 3E Igth 227.500 ftg 12.000 tot 239.500 Pt 0.034 Pf Pe 40.89 8.11 -0.22 BOR to A q 0.00 1.505 Q 36.58 140 2E Igth ftg tot 0.500 8.000 8.500 Pt 0.052 R Pe 40.24 0.44 0.22 TOR to BOR q 0.00 1.610 Q 36.58 120 Igth ftg tot 12.160 0.000 12.160 Pt 0.049 Pf Pe 34.59 0.60 5.05 Ml to TOR q Q 0.00 36.58 1.394 140 TOE Igth ftg tot 49.250 24.000 73.250 Pt 0.075 Pf Pe 28.89 5.48 0.22 M2 to Ml q Q 0.00 36.58 1.101 140 E Igth ftg tot 10.083 2.000 12.080 Pt 0.236 Pf Pe 21.23 2.85 4.81 Ll to M2 q 0.00 1.101 Q 36.58 140 3E Igth ftg tot 18.000 6.000 24.000 Pt 0.236 R Pe 14.62 5.67 0.94 06/23/11 "THE" Sprinkler Program 2001 File: TRITON RESIDENCE.the Page 2 of 2 Reference Nozzle Type & Location Flow Pipe Fittings in Size & gpm inches Devices Pipe Friction Eqiv. Loss Length psi/ft Req. psi Notes S1 to Ll 4.90 q Q 18.59 18.59 1.101 140 TE igth ftg tot 1.416 7.000 8.420 0.068 Pt R Pe 14.42 0.57 -0.36 L2 to Ll q Q 0.00 17.99 1.101 140 Igth ftg tot 14.916 0.000 14.920 Pt 0.064 R Pe 13.67 0.95 0.00 S2 to L2 4.90 q Q Qt 17.99 17.99 41.58 1.101 140 TE Igth ftg tot 1.416 7.000 8.420 Pt 0.064 Pf Pe R 13.50 0.54 -0.36 70.24 06/23/11 "THE" Sprinkler Program 2001 HYDRAULIC DESIGN INFORMATION SHEET Name: TRITON RESIDENCE Location: 1589 TRITON STREET CARLSBAD CARLSBAD, CA 92011 Building: Contractor: File Name: TRITON RESIDENCEZthe Construction: |x| Combustible • Noncombustible Occupancy: B AHJ: CHULA VISTA FIRE DEPARMENT Date: MARCH 07, 2011 System No.: Contract No.: Drawing No.: Calculated by: SEFP Ceiling Height: VARIES ft SYSTEM DESIGN • NFPA 13: • Light Hazard • Ordinary Hazard Group: Figure: S Other (Specify): NFPA 13D • Specific Bulling: Made By: • Extra Hazard Group: Curve: Date: Area of Sprinkler Operation: Density: Area per Sprinkler: Hose Allowance Inside: Hose Allowance Outside: Rack Sprinkler Allowance: sqft .05 gpm/sqft 324 sqft gpm gpm gpm System Type: S Wet • Dry • Deluge • Pre-Action Flow Required: "C" Factor Used: 39.35 gpm Overhead: SPRINKLER or NOZZLE Make: RELIABLE Model: RFC49 Size: 1/2 in K-factor: 4.9 Temperature Rating: 165 °F = CALCULATION SUMMARY === Pressure Required: 76.94 psi At: iSRC Underground: = WATER SUPPLY ===== gpm psi ft WATER FLOW TEST PUMP DATA Date: Rated Capacity: Time: At: Static: 90 psi Elevation: Residual: psi Flowing: gpm Elevation: ft Location; EXISTING WATER GAUGE Source of Information: INNOVATE FIRE PROTECTION, INC. ===== COMMODITY STORAGE TANK OR RESERVOIR Capacity: gals Elevation: WELL Proof Flow: ft gpm Commodity: Storage Height: Storage Method: Solid Pile: • Single Row • Double Row • Multiple Row FLUE SPACING Longitudinal: • Conventional Pallet • Slave Pallet in Transverse: Class: Area: Palletized: % = RACK STORAGE • Automatic Storage • Solid Shelving • Open Location: Aisle Width: Rack: % • Encapsulated • Nonencapsulated in CLEARANCE FROM TOP OF STORAGE TO CEILING ft ' in Horizontal Barriers Provided: File: TRITON RESIDENCE2.the WATER SUPPLY INFORMATION: Page 1 of 1 Static (psi): 81.00 Residual (psi): 72.00 @ (gpm): 350.00 Hose (gpm): 0.00 System req. (gpm): 39.35 @ (psi): 76.94 Supply available: 80.84 psi Safety margin: 3.90 psi Hydraulic Summary Maximum velocity in the system is: Continuity at all nodes satisfied to: Pipe Type Legend CP = BlazeMaster/FlameGuard CPVC CL = Copper Type L 40 = Schedule 40 15.30 ft/sec in the pipe between Nodes: MT1 and MT2 0.01 gpm Fitting Type Legend T E = Tee Branch = 90 Elbow NOTES: 03/09/11 "THE" Sprinkler Program 2001 110- Water Supply vs. Sprinkler Demand 100- 90 80 • 311 @ 77 70 • 60 w a. <u ^ 50 w 40 30 20- 10- 350 @ 72 0 1—1 1 1 1 1 1— 04060 80 100 120 140 160 180 I I 200 220 240 260 280 300 320 Flow (gpm) 340 360 380 400 420 440 File: TRITON RESIDENCE2.the Page 1 of 1 Node Pressure Flow Hose Elevation psi gpm gpm feet SRC 76.94 39.35 0.500 MT1 70.02 0.00 5.500 MT2 62.43 5.00 5.00 5.500 UG1 62.93 0.00 0.500 UG2 55.37 0.00 0.500 BF1 60.36 0.00 5.500 BF2 53.61 0.00 5.500 A 47.90 0.00 0.000 BOR 47.31 0.00 0.500 TOR 41.74 0.00 12.160 Ml 28.91 0.00 12.660 M2 20.51 0.00 23.750 SI 12.61 17.39 25.083 S2 12.00 16.96 25.083 Ll 12.60 0.00 25.916 L2 12.09 0.00 25.916 K-factor gpm/(psi)V2 Area Density sqft gpm/sqft Source 4.90 4.90 324.00 324.00 0.054 0.052 03/09/11 "THE" Sprinkler Program 2001 File: TRITON RESIDENCE2.the Page 1 of 2 Nozzle Flow Pipe Fittings Pipe Friction Reference Type & Location in gpm Size & inches Devices Eqiv. Length Loss psi/ft Req. psi Notes MT1 q 0.00 1.101 Igth 15.000 Pt 70.02 to Q 39.35 150 T ftg 5.000 0.238 Pf 4.76 SRC Source tot 20.000 Pe 2.17 MT2 Hose q 5.00 1.025 Igth 1.000 Pt 62.43 FDPLD = to Q 39.35 140 ftg 0.000 0.383 Pf 7.58 7.20 MTI FDPLD tot 1.000 Pe 0.00 UG1 q 0.00 1.101 Igth 2.000 Pt 62.93 to Q 34.35 150 E ftg 7.000 0.185 Pf 1.67 MT2 tot 9.000 Pe -2.17 BF1 q 0.00 1.505 Igth 5.000 Pt 60.36 to Q 34.35 140 E ftg 3.831 0.046 Pf 0.41 UG1 tot 8.830 Pe 2.17 BF2 q 0.00 1.505 Igth 1.000 Pt 53.61 FDPLD = to Q 34.35 140 E ftg 3.831 0.046 Pf 6.75 6.53 BF1 FDPLD tot 4.830 Pe 0.00 UG2 q 0.00 1.505 Igth 5.000 Pt 55.37 to Q 34.35 140 E ftg 3.831 0.046 Pf 0.41 BF2 tot 8.830 Pe -2.17 A q 0.00 1.598 Igth 228.000 Pt 47.90 to Q 34.35 150 3E ftg 27.000 0.030 Pf 7.69 UG2 tot 255.000 Pe -0.22 BOR q 0.00 1.505 Igth 0.500 Pt 47.31 to Q 34.35 140 2E ftg 7.661 0.046 Pf 0.37 A tot 8.160 Pe 0.22 TOR q 0.00 1.610 Igth 11.667 Pt 41.74 to Q 34.35 120 ftg 0.000 0.044 Pf 0.51 BOR tot 11.670 Pe 5.05 M1 q 0.00 1.101 Igth 48.000 Pt 28.91 to Q 34.35 140 TE ftg 12.000 0.210 Pf 12.62 TOR tot 60.000 Pe 0.22 M2 q 0.00 1.101 Igth 10.083 Pt 20 51 to Q 34.35 140 E ftg 7.000 0.210 Pf 3.59 Ml tot 17.080 Pe 4.81 Ll q 0.00 1.101 Igth 19.170 Pt 12.60 to Q 34.35 140 2E ftg 14.000 0.210 Pf 6.97 M2 tot 33.170 Pe 0.94 03/09/11 "THE" Sprinkler Program 2001 File: TRITON RESIDENCE2.the Page 2 of 2 Reference Nozzle Type & Location Flow in gpm Pipe Fittings Size & inches Devices Pipe Eqiv. Length Friction Loss psi/ft Req. psi SI 4.90 q 17.39 1.101 Igth 0.920 Pt 12.61 to Q 17.39 140 T ftg 5.000 0.060 Pf 0.35 L1 tot 5.920 Pe -0.36 L2 q 0.00 1.101 Igth 9.000 Pt 12.09 to Q 16.96 140 ftg 0.000 0.057 Pf 0.51 Ll tot 9.000 Pe 0.00 S2 4.90 q 16.96 1.101 Igth 0.920 Pt 12.00 to Q 16.96 140 E ftg 7.000 0.057 Pf 0.45 L2 tot 7.920 Pe -0.36 Qt 39.35 Pt 76.94 03/09/11 "THE" Sprinkler Program 2001 Geotechnical • Geologic • Coastal • Environmental 5741 PalmerWay • Carlsbad, California 92010 • (760)438-3155 • F/VX (760) 931-0915 • www geosoilsinc com May 20, 2011 WO 5649-A2-SC Ms. Sha-Li Lln c/o Foxlin Design and Construction 34586 Calle Naranja Capistrano Beach, California 92624 Attention Ms Juintow Lin Subject Geotechnical Response to Plan Check Comments and Review of Revised Structural Plan Detail 58, Proposed Triton Residence, Parcel 3 of Parcel Map 19411, APN 215-070-41, Carlsbad, San Diego County, California Dear Ms Lin In accordance with your request and authonzation, GeoSoils, Inc (GSI) is providing this geotechnical response to plan check comments prepared by EsGil Corporation ([EC] 2011 a, see the Appendix) Our response also included a review of the revised Structural Detail 58 shown on revised Sheet S8 of the structural plans prepared by Naraghi Engineenng, Inc ([NEI] 2011a), for the planned two-story, single-family residential structure at the subject site NEI (2011a) was electronically transmitted to our office on May 13, 2011 by Ms Juintow Lin The purpose of our pian review was to evaluate if the revised Structural Detail 58 incorporates the recommendations provided in GSI (2011 and 2010) GSI's scope of services included a review of EC (2011a) and NEI (2011a), and the preparation ofthis geotechnical response letter Recommendations contained in previous project geotechnical documents prepared by GSI (see the Appendix), which are not specifically superceded by this response, should be properly incorporated into the design and construction phases of site development GEOTECHNICAL RESPONSE TO EC (2011a) For convenience, GSI provides the plan check comments provided in EC (201 la) in bold followed by GSI's response EC (2011a) Comment No. 45 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated in the construction (required per page 28). The soils engineer has stated in his review letter that they recommend for detail 58/S8 that the footings be a minimum of 24" in width (per page 12 of soils report) as [the wall in this detail is] retaining up to 30" of soil. GSI Response to EC (2011 a) Comment No. 45 GSI has performed a geotechnical review of the revised Structural Detail 58 shown on revised Sheet 8 of NEI (2011 a). The revised Structural Detail 58 now shows a retaining wall footing that is 24 inches wide and embedded 18 inches below the lowest adjacent grade. As such, it appears that the revised Structural Detail 58 shown on revised Sheet 8 of NEI (2011 a) is in general conformance with the geotechnical recommendations provided in GSI (2011 and 2010). LIMITATIONS The conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is express or implied. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. Ms. Sha-Li Lin WO 5649-A2-SC Triton Residence, Garlsbad May 20, 2011 File e-\wp12\5600\5649a2 gro Page 2 GeoSoils, Inc, The opportunity to be of service is greatly appreciated. If you have any questions concerning this report, or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully submitte GeoSoils, Inc. ohn P. Franklin ering Gi^logi David W Civil Engineer, Boehmer Project Geologist RB/DWS/JPF/jh Attachment: Appendix - References Distribution: (4) Addressee (wet signed) (1) Naraghi Engineering, Inc., Attn: Mr. Tom Naraghi (via email) Ms. Sha-Li Lin Triton Residence, Carlsbad File e \wp12\5600\5649a2 gro WO 5649-A2-SC May 20, 2011 Pages GeoSoils, Inc. APPENDIX REFERENCES ACI Committee 318,2008, Building code requirements for structural concrete (ACI318-08) and commentary, dated January ACI Committee 302,2004, Guide for concrete floor and slab construction, ACI 302.1 R-04, dated June. American Society for Testing and Materials, 1998, Standard practice for installation of water vapor retarder used in contact with earth or granular fill under concrete slabs, Designation: E 1643-98 (Reapproved 2005). , 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs. Designation: E 1745-97 (Reapproved 2004). California Building Standards Commission, 2007, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, Based on the 2006 International Building Code, 2007 California Historical Building Code, Title 24, Part 8; 2007 California Existing Building Code, Title 24, Part 10. EsGil Corporation, 2011 a, SFD/Garage/Decks/Trellis for Lin Residence, 1589 Triton Road, Carlsbad, California, Plan Check No. 10-2525, dated March 24. ,2011b, SFD/Garage/Decks/Trellis for Lin Residence, 1589 Triton Road, Carlsbad, California, Plan Check No. 10-2525, dated January 5. Foxlin Design and Construction, Inc., 2011, Site/grading plan for: Triton Residence, 1589 Triton Street, Carlsbad, CA 92008, Sheet A1.1, Scale: 1/16-inch = 1 foot. Job No. 0701, dated March 10. GeoSoils, Inc., 2011, Geotechnical response to plan check comments and review of site/grading and foundation plans, proposed Triton Residence, Parcel 3 of Parcel Map 19411, APN 215-070-41, Carlsbad, San Diego County, California, W.O. 5649-A2-SC, dated March 14. , 2010, Second geotechnical update, proposed Triton Residence, Parcel 3 of Parcel Map 19411, APN 215-070-41, Carlsbad, San Diego County, California, W.O. 5649-A1-SC, dated April 16. , 2008, Geotechnical update, southwest corner lot, 6575 Black Rail Road, Carlsbad, San Diego County, California, W.O. 5649-A-SC, dated February 29. , 2004a, Foundation plan review, Parcel 4, 6575 Black Rail Road, Carlsbad, San Diego County, California, W.O. 3460-B2-SC, dated October 7. GeoSoils, Inc. , 2004b, Final compaction report of grading. Building pad area, Parcel 4,6575 Black Rail Road, Carlsbad, San Diego County, California, W.O. 3460-B1-SC, dated September 14. , 2004c, Geotechnical review of structural plans. Parcel 4, 6575 Black Rail Road, Carlsbad, San Diego County, California, W.O. 3460-A2-SC, dated August 23. , 2004d, Final compaction report of grading, Parcels 1 and 3, 6575 Black Rail Road, Carlsbad, San Diego County, California, W.O. 3460-B-SC, dated March 9. , 2003, Grading plan review, 6575 Black Rail Road, Proposed subdivision. City of Carlsbad, San Diego County, California, W.O. 3460-A1-SC, dated October 8. , 2002a, Soil corrosivity test results, 6575 Black Rail Road, City of Carlsbad, San Diego County, California, W.O. 3460-A1-SC, dated December 20. , 2002b, Preliminary geotechnical evaluation, 6575 Black Rail Road, Proposed subdivision, Carlsbad, San Diego County, California, W.O. 3460-A-SC, dated November 27. Kanare, Howard, M., 2005, Concrete floors and moisture. Engineering Bulletin 119, Portland Cement Association. Naraghi Engineering, Inc., 2011a, Triton Residence, Triton Way, Carlsbad, CA 92011, Sheet S8, Scale: 1-inch = 1 foot. Delta 2 revision dated May 13. , 2011 b, Triton Residence, Triton Way, Carlsbad, CA 92011, Sheet SI .A, SI .B, S3, S8, S9, and S10, Scale: y4-inch = 1 foot. Delta 1 revision dated March 3. Ms. Sha-Li Lin Appendix A File e.\wp12\5600\5649a2 gro Page 2 GeoSoils, Inc. Geotechnical • Geologic • Coastal • Environmental 5741 PalmerWay • Carlsbad, California 92010 • (760)438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com March 14, 2011 W.O. 5649-A2-SC Ms. Sha-Li Lin c/o Foxlin Design and Construction 34586 Calle Naranja Capistrano Beach, California 92624 Attention: Ms. Juintow Lin Subject: Geotechnical Response to Plan Check Comments and Review of Site/Grading, and Foundation Plans, Proposed Triton Residence, Parcel 3 of Parcel Map 19411, APN 215-070-41, Carlsbad, San Diego County, California Dear Ms. Lin: In accordance with your request and authorization, GeoSoils, Inc. (GSI) is providing this geotechnical response to plan check comments prepared by EsGil Corporation (EC, 2011 [see the Appendix]). Our response also included a review ofthe project site/grading and foundation plans, notes, and details respectively prepared by Foxlin Design and Construction, Inc. (FDC, 2011), and Naraghi Engineering, Inc. (NEI, 2011), forthe planned two-story, single-family residential structure at the subject site. The purpose of our plan review was to evaluate if the site/grading and foundation plans incorporate the recommendations provided in GSI (2010). GSI's scope of services included a review of EC (2011), FDC (2011), and NEI (2011), and the preparation ofthis geotechnical response letter. Recommendations contained in previous project geotechnical documents prepared by GSI (seethe Appendix), which are not specifically superceded by this response, should be properly incorporated into the design and construction phases of site development. GEOTECHNICAL RESPONSE TO EC (2011) For convenience, GSI provides the plan check comments provided in EC (2011) in bold followed by GSI's response. EC (2011) Comment No. 44 The soils report per page 5 has stated that the soil is moderately corrosive and that a corrosive engineer be consulted to provide additional recommendations. Please provide this report to verify that ail recommendations have been incorporated into the plans. GSI Response to EC (2011) Comment No. 44 GSI does not practice in the field of corrosion engineering. However, the last sentence of paragraph 1, page 5, GSI (2010), cited bythe reviewer should read as follows: "Alternative testing methods and additional comments should be obtained from a qualified corrosion engineer with regard to foundations, piping, etc., if the project architect and/or structural engineer determine that buildinq materials proposed to be in contact with soil have a potential for corrosion." It is our understanding that Code-compliant concrete cover for reinforcing steel and wrapping buried piping, as well as prudent construction practices, should provide standard mitigation from moderately corrosive soil effects, such as those that exist onsite. This would need to be confirmed by the project architect and/or structural engineer for the building materials proposed to be used onsite, and in contact with soil. EC (2011) Comment No. 45 Provide a letter from the soils engineer confirming that the foundation plan, grading plan, and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction (required per page 28). GSI Response to EC (2011) Comment No. 45 GSI has reviewed FDC (2011) and NEI (2011). Summaries of our reviews are provided in the following sections. GEOTECHNICAL REVIEW OF FDC (2011) Based on our review, FDC (2011) appears to be in general accordance with GSI recommendations with the following comment: GSI recommends that waterproofing be applied to the walls adjacent to the proposed planter room. Ms. Sha-Li Lin W.O. 5649-A2-SC Triton Residence, Carlsbad March 14, 2011 File e \wp12\5600\5649a2 gro Page 2 GeoSoils, Inc. GEOTECHNICAL REVIEW OF NEI (2011) Based on our review NEI (2011) appears to be in general accordance with GSI recommendations with the following comment. • Detail 58 on Sheet S8 shows a wall that may retain up to 30 inches of soil. Per Page 12 under "Conventional Retaining Walls," GSI recommends that retaining wall footings be at least 24 inches wide. ADDITIONAL PLAN REVIEWS Provided that the above comments are properly incorporated into FDC (2011) and NEI (2011), and that GSI is provided with revised plan sets that contains the recommendations listed above, no further review is deemed necessary. However, should any major revisions pertaining to the graded configuration, planned building loads, foundation layout, footing dimensions, etc. be made to the plans, GSI recommends that such revisions be reviewed by this office priorto construction. Based on our review of any significant plan revisions, GSI may recommend additional analysis. LIMITATIONS The conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is express or implied. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. Ms. Sha-Li Lin W.O. 5649-A2-SC Triton Residence, Carlsbad March 14, 2011 File:e \wp12\5600\5649a2 gro Page 3 GeoSoils, Inc. The opportunity to be of service is greatly appreciated. If you have any questions concerning this report, or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully subm]tt^?\0^ GeoSoils, Inc. ngineering Geologist, CEG 1340 David W. Skelly Civil Engineer, RCE Ryan Boehmer Project Geologist RB/DWS/JPF/jh Attachment: Appendix - References Distribution: (1) Addressee (via email) (3) City of Carlsbad, Building Division, Attn: Ms. Janet Altar (wet signed) (1) Naraghi Engineering, Inc., Attn: Mr. Tom Naraghi (via email) (1) Esgil Corporation, Attn: Mr. Ray Fuller (via email) Ms. Sha-Li Lin Triton Residence, Carlsbad File e \wp12\5600\5649a2 gro W.O. 5649-A2-SC March 14, 2011 Page 4 GeoSoils, Inc. APPENDIX REFERENCES ACI Committee 318,2008, Building code requirements for structural concrete (ACI318-08) and commentary, dated January ACI Committee 302,2004, Guide for concrete floor and slab construction, AC1302.1 R-04, dated June. American Society for Testing and Materials, 1998, Standard practice for installation of water vapor retarder used in contact with earth or granular fill under concrete slabs. Designation: E 1643-98 (Reapproved 2005). , 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs. Designation: E 1745-97 (Reapproved 2004). California Building Standards Commission, 2007, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, Based on the 2006 International Building Code, 2007 California Historical Building Code, Title 24, Part 8; 2007 California Existing Building Code, Title 24, Part 10. EsGil Corporation, 2011, SFD/Garage/Decks/Trellis for Un Residence, 1589 Triton Road, Carlsbad, California, Plan Check No. 10-2525, dated January 5. Foxlin Design and Construction, Inc., 2011, Site/grading plan for: Triton Residence, 1589 Triton Street, Carlsbad, CA 92008, Sheet A1.1, Scale: 1/16-inch = 1 foot. Job No. 0701, dated March 10. GeoSoils, Inc., 2010, Second geotechnical update, proposed Triton Residence, Parcel 3 of Parcel Map 19411, APN 215-070-41, Carlsbad, San Diego County, California, W.O. 5649-A1-SC, dated April 16. , 2008, Geotechnical update, southwest corner lot, 6575 Black Rail Road, Cartsbad, San Diego County, California, W.O. 5649-A-SC, dated February 29. , 2004a, Foundation plan review. Parcel 4, 6575 Black Rail Road, Carlsbad, San Diego County, California, W.O. 3460-B2-SC, dated October 7. , 2004b, Final compaction report of grading, Building pad area, Parcel 4,6575 Black Rail Road, Cartsbad, San Diego County, California, W.O. 3460-B1-SC, dated September 14. , 2004c, Geotechnical review of structural plans, Parcel 4, 6575 Black Rail Road, Cartsbad, San Diego County, California, W.O. 3460-A2-SC, dated August 23. GeoSoils, Inc. , 2004d, Final compaction report of grading. Parcels 1 and 3, 6575 Black Rail Road, Cartsbad, San Diego County, California, W.O. 3460-B-SC, dated March 9. , 2003, Grading plan review, 6575 Black Rail Road, Proposed subdivision, City of Cartsbad, San Diego County, California, W.O. 3460-A1-SC, dated October 8. , 2002a, Soil corrosivity test results, 6575 Black Rail Road, City of Carlsbad, San Diego County, California, W.O. 3460-A1-SC, dated December 20. , 2002b, Preliminary geotechnical evaluation, 6575 Black Rail Road, Proposed subdivision, Cartsbad, San Diego County, California, W.O. 3460-A-SC, dated November 27. Kanare, Howard, M., 2005, Concrete floors and moisture. Engineering Bulletin 119, Portland Cement Association. Naraghi Engineering, Inc., 2011, Triton Residence, Triton Way, Cartsbad, CA92011, Sheet SI .A, S1.B, S3, S8, S9, and S10, Scale: y4-inch = 1 foot, Delta 1 revision dated March 3. Ms. Sha-Li Lin Appendix A File e \wp12\5600\5649a2 gro Page 2 GeoSoils, Inc. / / I / i \ \ \ \ \ Geotechnical •Geologic• Coastal • Environmental SECOND GEOTECHNICAL UPDATE PROPOSED TRITON RESIDENCE, PARCEL 3 OF PARCEL MAP 19411, APN 215-070-41 CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA FOR MS. SHA-LI LIN ' C/O FOXLIN DESIGN AND CONSTRUCTION 34586 CALLE NARANJA CAPISTRANO BEACH, CALIFORNIA 92624 W0.5649-A1-SC APRIL 16, 2010 Geotechnical • Geologic • Coastal • Environmental 5741 PalmerWay • Carlsbad, California 92010 • (760)438-3155 • FAX (760) 931-0915 • www geosoilsinc com Apnl 16, 2010 WO 5649-A1-SC Ms. Sha-Li Lin c/o Foxlin Design and Construction 34586 Calle Naranja Capistrano Beach, California 92624 Attention Ms Juintow Lin Subject Second Geotechnical Update, Proposed Triton Residence, Parcel 3 of Parcel Map 19411, APN 215-070-41, Carisbad, San Diego County, California Dear Ms Lin. In accordance with your request and Ms Sha-Li Lin's authonzation, GeoSoils, Inc (GSI) has prepared this second geotechnical update report for the subject site The purpose of this evaluation is to amend the recommendations provided in our previous geotechical reports (GSI, 2008, 2004a, 2004b, 2004c, 2004d, 2003, 2002a, and 2002b [see Appendix A]), in light ofthe currently proposed development as well as current building code requirements (California Building Code [CBC], California Building Standards Commission [CBSC], 2007) The scope of work provided by GSI for this study included, a review of previous site-specific GSI reports, a review ofthe project architectural plans and sections prepared by Foxlin Design and Construction (FD&C, 2009), a bnef site reconnaissance, geotechnical analysis, and the preparation of this second geotechnical update report Unless specifically superceded herein, the conclusions and recommendations contained in GSI (2008,2004a, 2004b, 2004c, 2004d, 2003,2002a, and 2002b) remain valid and applicable, and should be appropnately implemented dunng project design and construction SITE CONDITIONS/PROPOSED DEVELOPMENT The site consists of an irregular-shaped property, located south of Triton Street and west of Black Rail Road in Carisbad, San Diego County, California Rough grading for the parcel occurred in January 2004 under geotechnical observation and testing performed by this office (GSI, 2004d) Based on our review of FD&C (2009), we understand that proposed development at the site will consist of constructing a two-story single-family residence with associated driveway, private street, and surface drainage improvements It appears that minor grading will be performed to alter the existing fill slope near the northeast corner of the existing building pad to create a new parking area The planned fill in this area is on the order of 5 feet or less The gradient of the new fill slope will be 2 1 (honzontal vertical [h v]). It is anticipated thatthe proposed residential structure will utilize concrete slab-on-grade floors, wood framing, and a stucco extenor Building loads are assumed to be typical for this type of relatively light residential construction The need for import soils is unknown at this time Sewage disposal for the site is anticipated to be tied into the regional system SITE RECONNAISSANCE A site reconnaissance was performed by this office on March 31, 2010 to review current lot conditions Based on our field observations, the site conditions are generally similar to those reported in GSI (2008 and 2004d) with the exception of abundant grasses and weeds on the lot, sparse to locally abundant rodent burrows, minor erosion (scour) along the toe of the descending, south-facing slope, and the deposition of sediments denved from storm water run off, north of the building pad area UPDATED SEISMICITY EVALUATION The acceleration-attenuation relations of Bozorgnia, Campbell, and Niazi (1999), have been incorporated into EQFAULT (Blake, 2000a) For this study, peak honzontal ground accelerations anticipated at the site were determined based on the mean plus 1 - sigma attenuation curves developed by those authors These acceleration-attenuation relations have been incorporated in EQFAULT, a computer program by Thomas F Blake (Blake, 2000a), which performs deterministic seismic hazard analyses using digitized California faults as earthquake sources The program estimates the closest distance between each fault and a user-specified file If a fault is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration (g) that may occur at the site from the upper bound ("maximum credible") earthquake on that fault Based on the above, peak honzontal ground accelerations from an upper bound event may be on the order of 0 60g A list and map of potential seismic sources located within a 100-kilometer radius of the site is provided in Appendix B Historical site seismicity was evaluated with the acceleration-attenuation relations of Bozorgnia, Campbell, and Niazi (1999), and the computer program EQSEARCH (Blake, 2000b, updated to June 2009) Using the EQSEARCH program, GSI pertormed a search of histoncal earthquake records for magnitude 5 0 to 9 0 seismic events within a 100-kilometer radius of the site, between the years 1800 to June, 2009 Based on the acceleration-attenuation relationship selected by GSI, a peak honzontal ground acceleration was estimated, which may have effected the site during the specific event listed Based on the available data and the attenuation relationship used, the estimated maximum peak site acceleration dunng the penod 1800 through June, 2009 was 0 34g Ms. Sha-Li Lin WO 5649-A1-SC Triton Residence, Carlsbad April 16, 2010 File e \wp12\5600\5649a1 sgu Page 2 GeoSoils, Inc. In addition, site-specific probability of exceeding vanous peak honzontal ground accelerations and a seismic recurrence curve are also estimated/generated from the histoncal data Pnntouts from EQSEARCH are provided in Appendix B A probabilistic seismic hazards analysis was performed using FRISKSP (Blake, 2000c) which models earthquake sources as three-dimensional planes and evaluates the site specific probabilities of exceedance for given peak acceleration levels or pseudo-relative velocity levels Based on a review of these data, and considenng the relative seismic activity of the southern California region, a peak honzontal site acceleration (PHSA) of 0 19g was calculated This value was chosen as it corresponds to a 10 percent probability of exceedance in 50 years (or a 475-year return penod) Printouts from FRISKSP are also included in Appendix B Seismic Shaking Parameters Based on the site conditions, the following table summanzes the site-specific design critena obtained from the 2007 CBC (based on the International Building Code [IBC], International Code Council, Inc [ICCI], 2006), Chapter 16 Structural Design, Section 1613, Earthquake Loads The computer program Seismic Hazard Curves and Uniform Hazard Response Spectra, provided by the United States Geologic Survey (USGS, 2009) was utilized for design The short spectral response utilizes a penod of 0 2 seconds ^:/T.u^ t-Ai^M^"""^ IBC SEISMICIDESIGN,PARAMETER'S t,. ; { ij'M < "'S' ;f N.i,/^PARMflEfER"^i9*i;:1f5li %{ i VALUE?% J IBCV6'REFERENCE!' Site Class D Table 1613 5 2 Spectral Response - (0 2 sec), S3 1 20g Figure 1613 5(3) Spectral Response - (1 sec), 0 45g Figure 1613 5(4) Site Coefficient, F^ 1 02 Table 1613 5 3(1) Site Coefficient, F„ 1 55 Table 1613 5 3(2) Maximum Considered Earthquake Spectral Response Acceleration (0 2 sec), S^g 1 23g Section 1613 5 3 (Eqn 16-37) Maximum Considered Earthquake Spectral Response Acceleration (1 sec), S^,, 0 70g Section 1613 5 3 (Eqn 16-38) 5% Damped Design Spectral Response Acceleration (0 2 sec), S^g 0 82g Section 1613 5 4 (Eqn 16-39) 5% Damped Design Spectral Response Acceleration (1 sec), S^, 0 47g Section 1613 5 4 (Eqn 16-40) Ms. Sha-Li Un Triton Residence, Carlsbad File e \wp12\5600\5649a1 sgu GeoSoils, Inc. wo 5649-A1-SC April 16, 2010 Page 3 V4- . V^' >t't " GENERAfiSEISMIC DESIGN PXRAMETERSI^^^ » f Distance to Seismic Source (Rose Canyon fault) 5 6 mi (9 0 km) Upper Bound Earthquake (Rose Canyon fault) Mw 6 9** Probabilistic Horizontal Site Acceleration ([PHSA] 10% probability of exceedance in 50 years) 0 19g ** International Conference of Building Officials (ICBO, 1998) Conformance to the cnteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur in the event of a large earthquake The pnmary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive Cumulative effects of seismic events are not included in the code and regular maintenance and repair following significant seismic events (i e , M^4 5) will be necessary PREVIOUS LABORATORY TESTING Previous laboratory test results by GSI which are relevant to the currently proposed development are summarized below Expansion Index As indicated in GSI (2004d), the expansion index of a representative sample of soil exposed near finish grade is less than 5 According to Table 18A-I-B of the 2001 CBC (International Conference of Building Officials [ICBO], 2001), the expansion potential ofthe tested soil is classified as very low expansive. This definition is not in the current Building Code Maximum Density Testing As indicated in GSI (2004d), the laboratory maximum dry density and optimum moisture content for the major soil type encountered dunng grading were determined according to test method ASTM D 1557 The following table presents the results .,rT^ C# ^.SOIl^TYPEfCl-<r%^'i.' ; MAXIfi|LIM DENSITY' *|y;%(PCF)'l^^^i"- - MOISTURE CONTENTt ' , -'(PERCENT) A - Orange Brown, SILTY SAND 131 0 9 0 B - Gray Brown, SILTY SAND (Import) 137 0 90 Ms. Sha-Li Lm Triton Residence, Carlsbad File e \wp12\5600\5649a1 sgu GeoSoils, Inc. WO 5649-A1-SC April 16. 2010 Page 4 Saturated Resistivity. pH, and Soluble Salt A representative sample ofthe site matenals has been previously analyzed for corrosion, soluble sulfates, and chlondes (GSI, 2002a) Laboratory testing indicates that site soils generally have a negligible sulfate content (54 mg/kg) and a non-detectible chlonde content Per Table 4 2.1 of ACI 318-08 (perthe CBC [CBSC, 2007]), the site soils are not applicable to special concrete design for soluble salts Corrosion testing (pH/saturated resistivity) indicates that the site soils are slightly acid (pH = 6.5) with respect to soil acidity/alkalinity and are moderately corrosive to exposed ferrous metals when saturated (saturated resistivity = 2,900 ohm-cm [California Highway Design Manual, 2006]) Alternative testing methods and additional comments should be obtained from a qualified corrosion engineer with regard to foundations, piping, etc PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS Since the subject site has essentially remained in the same geotechnical condition as was reported in GSI (2008), the proposed development ofthis site appears feasible from a geotechnical standpoint provided the recommendations in the following sections are properly incorporated into project design and construction Earthwork Recommendations General Remedial earthwork will be necessary for the proper support of planned fill and proposed settlement-sensitive improvements All grading should conform to the guidelines presented in Appendix J ofthe 2007 CBC (CBSC, 2007), the requirements ofthe City of Carisbad, and the Grading Guidelines presented in Appendix C of this report (except where specifically superceded m the text of this report) In case of conflict, the more onerous code or recommendations should govern Pnor to grading, a GSI representative should be present atthe pre-construction meeting to provide additional grading guidelines, if needed, and to review the earthwork schedule Dunng earthwork construction, all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSI If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (OSHA), and the Construction Safety Act should be met It is the responsibility of the onsite general contractor and individual subcontractors to provide a safe working environment GSI does not consult in the area of safety engineering Ms Sha-Li Lln WO 5649-A1-SC Triton Residence, Carlsbad Apnl 16, 2010 File e \wp12\5600\5649a1 sgu Page 5 GeoSoils, Inc. Existing Vegetation and Debris All existing vegetation and debris (concrete, degraded storm water BMPs, etc) within the influence of proposed development should be removed and properly disposed. Existing Building Pad and Private Drive Owing to almost six years of remaining fallow, the upper 1 foot of the existing, weathered fill soils exposed at the surface of the building pad and the private drive should be removed, moisture-conditioned to at least the soil's optimum moisture content, and then be mechanically compacted to at least 90 percent of the laboratory standard (ASTM D 1557), to 5 feet outside of any settlement-sensitive improvements Existing Fill Slopes Sparse to locally abundant rodent burrows were observed on the fill slope descending from the building pad Pnor to remedial earthwork, a contractor specializing in rodent abatement should observe the site conditions and provide recommendations for mitigation as necessary Following rodent abatement, the existing fill matenals on the slope surface should be scarified 6 to 12 inches, moisture conditioned to the soil's optimum moisture content, and then be recompacted to at least 90 percent of the laboratory standard The slope surface should be reconstructed to its onginal planned gradient of 2 1 (h v) In addition, the observed scounng at the toe of the south-facing fill slope should be scarified 6 to 12 inches, moisture conditioned to at least the soil's optimum moisture content, and then returned to it onginal graded condition with compacted fill matenals Rodent control will need to be maintained over the life of the project New Fill Slope (Northeast Corner of Existinq Building Pad Because the remedial earthwork documented in GSI (2004d) did not extend below a 11 (h v) projection down from the toe of the newly proposed fill slope, the remedial removal and recompaction of unsuitable soils (i e , undocumented fill, topsoil/colluvium, weathered terrace deposits/fill) in this area will be necessary for proper support Based on a review of GSI (2002b) remedial removal excavations may be on the order of 1 to 3 feet below the existing grade However, locally deeper removal excavations may be necessary to remove unsuitable soils, and should be anticipated dunng grading Remedial removal excavations should be completed below a 1 1 (h v) projection down from the toe of the proposed slope A minimum 12-foot wide keyway should then be established by providing at least 2 feet of embedment into competent terrace deposits at the toe of the keyway and sloping the bottom of the keyway at least 2 percent from toe to heel Pnor to placing fill in the keyway, the bottom should be scarified at least 6 inches, moisture conditioned to the soil's optimum moisture content, and then be recompacted to at least 90 percent of the laboratory standard (ASTM D 1557) Ms. Sha-Li Lin WO 5649-A1-SC Triton Residence, Cadsbad April 16, 2010 File e \wp12\5600\5649a1 sgu Page 6 GeoSoils, Inc. Fill should then be placed in thin lifts, moisture conditioned to at least optimum moisture content and then be mechanically compacted to at least 90 percent of the laboratory standard (ASTM D 1557) Dunng fill placement for construction of the new slope, unsuitable soils should be benched to expose competent terrace deposits or unweathered fill PRELIMINARY FOUNDATION RECOMMENDATIONS In the event that the information concerning the proposed development plan is not correct, or any changes in the design, location or loading conditions ofthe proposed structure are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office The information and recommendations presented in this section are not meant to supersede design by the project structural engineer Upon request, GSI could provide additional input/consultation regarding soil parameters, as they relate to foundation design. The following preliminary foundation design and construction recommendations are based on laboratory testing and engineenng analysis of onsite earth matenals by GSI Previous laboratory testing (GSI, 2004d) indicates that the expansion potential of near-finish grade soils are generally in the very low (El 0 to 20 range) range according to Table 18A-I-B of the 2001 CBC (ICBO, 2001) with a PI less than 15 Therefore, foundations do not need to comply with Section 1805A 8 of the 2007 CBC (CBSC, 2007) to mitigate expansive soil effects However, due to regionally pervasive paleoliquefaction features, GSI (2008 and 2002b) recommended the use of post-tensioned slabs for support of any residential structure constructed on this lot POST-TENSIONED SLAB DESIGN General The information and recommendations presented in this section are not meant to supersede design by a registered structural engineer or civil engineer familiar with post-tensioned slab design or corrosion engineenng consultant The following recommendations for the design of post-tensioned slabs have been prepared in general compliance with the requirements of the recent Post Tensioning Institute's (PTI's) publication titled "Design of Post - Tensioned Slabs on Ground, Third Edition" together with It's subsequent addendums From a soil expansion/shnnkage standpoint, a common contnbuting factor to distress of structures using post-tensioned slabs is a "dishing" or "arching" ofthe slabs This is caused Ms. Sha-Li Lin WO 5649-A1-SC Triton Residence, Carlsbad April 16, 2010 File e \wp12\5600\5649a1 sgu Page 7 GeoSoils, Inc. by the fluctuation of moisture content in the soils below the penmeter ofthe slab pnmanly due to climatic and seasonal changes, and the presence of expansive soils When the outside soil environment surrounding the slab has a higher moisture content than the area beneath the slab, moisture tends to migrate underneath the slab edges to a distance beyond the slab edges known as a moisture vanation distance, and cause the slab edges to lift Conversely, when the outside soil environment is dner, the moisture regime is reversed and the soils underneath the slab edges lose their moisture and shnnk This process leads to dropping of the slab at the edges, which leads to what is commonly referred to as the center lift condition Therefore, post-tensioned slabs should have sufficient stiffness and ngidity to resist excessive bending due to non-uniform swell and shnnkage of subgrade soils, particularly within the moisture vanation distance, near the slab edges Design 1 An allowable beanng value of 2,000 psf may be used for design of footings which maintain a minimum width of 12 inches (continuous) and 24 inches square (isolated), and a minimum depth of embedment at least 12 inches into properly engineered fill This embedment does not include the concrete floor slab or slab underiayment inside the building nor the upper few inches of landscape soil on the extenor of the building The bearing value may be increased by one-third for seismic or other transient loads This value may also be increased by 20 percent for each additional 12 inches in depth to a maximum of 2,500 psf for foundations embedded into engineered fill No increase in beanng value for increased footing width IS recommended. 2 For lateral sliding resistance, a 0.25 coefficient of fnction may be utilized for a concrete to soil contact when multiplied by the dead load for foundations embedded in fill Foundations embedded into formation, a value of 0 4 may be used 3 Passive earth pressure may be computed as an equivalent fluid having a density of 200 pcf with a maximum earth pressure of 2,000 psf 4 When combining passive pressure and fnctional resistance, the passive pressure component should be reduced by one-third 5 All footings should maintain a minimum 7-foot honzontal distance between the base of the footing and any adjacent descending slope, and minimally comply with the guidelines depicted on Figure 1805A 3 lof the 2007 CBC (CBSC, 2007) Stiffened Slabs For a typical slab designed with intenor nbs, or stiffeners, the slab should be at least 5 inches thick for soils with a very low expansion potential The ribs should be provided Ms. Sha-Li Lin WO 5649-A1-SC Triton Residence, Carlsbad April 16, 2010 File e \wp12\5600\5649a1 sgu Page 8 GeoSoils, Inc. in both transverse and longitudinal directions The intenor nb spacing and depth should be provided by the project structural engineer responsible for the design of the post-tensioned slabs The penmeter beams, however, should be embedded at least 12 inches for soils with a very low expansion potential The embedment depth should be measured downward from the lowest adjacent grade surface to the bottom of the beam Uniform Thickness Foundations (UTF) The foundation slab thickness should be designed by the project structural engineer However, if a UTF foundation is used, a minimum thickness of 6 inches should be incorporated into the foundation Pre-Soaking Due to the very low expansion potential ofthe tested onsite soils, no specific pre-soaking program appears warranted However, for very low expansive soils, the moisture content of the subgrade soils should be 1 to 2 percentage points above the optimum moisture content to a depth of 12 inches below grade, pnor to pounng concrete Soil Support Parameters The recommendations for soil support parameters have been provided based on typical soil index properties for soils ranging from very low to low in expansion potential The soil index properties are typically the upper bound values based on our expenence and practice in the southern California area, and are provided in the table below ypk^ 'V,4^^^^^ SOmiNDEXRROPERTXf-I^Hl ' 1^ L \VERY LOW TP LOW ' . > EXPANSION'^ROTENTI AL I'tf; (Er'ib.50) "•^^ Suction Compression Index- Swell 5 0 feet Suction Compression Index- Shrink 3 5 feet Upper Bound Liquid Limit (LL) 35 Upper Bound Plasticity Index (PI) 20 Upper Bound Percent Fines (-#200) 30 Upper Bound Percent Clay 15 Soil Fabric Factor (Fl) 1 0 Modified Unsaturated Diffusion Coefficient - a' Swell (Edge Lift) 5 00 E-03 Modified Unsaturated Diffusion Coefficient- a' Shrink (Center Lift) 5 02 E-03 Equilibnum Suction pF 39 Thornthwaite Index 0 to -20 Ms Sha-Li Lin Triton Residence, Carlsbad File e \wp12\5600\5649a1 sgu GeoSoils, Inc. WO 5649-A1-SC April 16, 2010 Page 9 Based on the above, the recommended preliminary soil support parameters are tabulated below * SblLSUPPORTv '^'^ , PARAMETERS^. <^, ^^/VERYIOW Tp Low 1 EXPANSION POTENTIAI ^ '(E.l.»=^0-50)l#'|< center lift 9 0 feet Bp, edge lift 5 2 feet y,„ center lift 0 5 inch y,, edqe lift 0 6 inch The coefficients are considered minimums and may not be adequate to represent worst case conditions such as adverse drainage and/or improper landscaping and maintenance The above parameters are applicable provided structures have positive drainage that is maintained away from structures In addition no trees with significant root systems are planted within 15 feet of the penmeter foundations Therefore, it is important that information regarding drainage, site maintenance, trees, settlements, and effects of expansive soils be passed on to future owners The values tabulated above may not be appropriate to account for possible differential settlement of the slab due to other factors, such as excessive settlements If a stiffer slab is desired, higher values of y^ may be recommended Settlement In addition to designing slab systems (post-tension or other) for the soil conditions, descnbed herein, the estimated settlement and angular distortion values that an individual structure could be subject to should be evaluated by a structural engineer as 1 inch total settlement with a differential settlement of % inch over 40 feet Design values for differential settlement and the PTI methodology represent two separate conditions and are not considered additive Footing Setbacks All footings should maintain a minimum 7-foot honzontal setback from the base of the footing to any descending slope and minimally comply with the guidelines depicted on Figure 1805A 3 1 of the 2007 CBC (CBSC, 2007) The setback distance is measured from the footing face at the bearing elevation Footings constructed on the existing fill slope should be deepened below the creep zone (see the "Top-of-Slope Walls/Fences/lmprovements" section ofthis report) Footings adjacent to unlined drainage swales should be deepened to a minimum of 6 inches below the invert of the adjacent unlined swale Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1 1 projection from the heel of the wall Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances Ms. Sha-Li Lin Triton Residence, Carlsbad File e\wp12\5600\5649a1 sgu GeoSoils, Inc. WO 5649-A1-SC Apnl 16, 2010 Page 10 Alternative Foundation Design for Mitigation of Paleoliquefaction Features As an alternative to post-tension foundations, the structural engineer may design a conventional-type foundation equipped with interconnected stiffening beams The structural engineer should design the thickness of the concrete slab and reinforcing bar size and spacing to accommodate the edge and center distortions listed above Penmeter footings should be at least 15 inches wide and be embedded a minimum of 18 inches below the lowest adjacent grade into engineered fill for two-story floor loads. Isolated pad footing should be connected in at least one direction, and be at least 24 inches square, and embedded at least 24 inches below the lowest adjacent grade into engineered fill The minimum concrete slab thickness should be 5 inches SOIL MOISTURE CONSIDERATIONS GSI has evaluated the potential for vapor or water transmission through the slabs, in light of typical residential floor covenngs and improvements Please note that typical slab moisture emission rates range from about 2 to 27 lbs/24 hours/1,000 square feet from a normal slab (Kanare, 2005), while typical floor covenng manufacturers recommend about 3 lbs/24 hours as an upper limit Thus, the client will need to evaluate the following in light of a cost V benefit analysis, along with performance limitations Considenng the anticipated typical water vapor transmission rates, floor coverings and improvements (to be chosen by the client) that can tolerate those rates without distress, the following alternatives are provided 1. Concrete slabs should be a minimum of 5 inches thick 2 Concrete slab undertayment should consist of a 10-mil to 15-mil vapor retarder, or equivalent, with all laps sealed per the 2007 CBC (CBSC, 2007) and the manufacturer's recommendation The vapor retarder should comply with the ASTM E 1745 - Class A or B critena, and be installed in accordance with ACI 302 1 R-04 and ASTM E 1643 The 10- to 15-mil vapor retarder (ASTM E-1745 - Class A) shall be installed perthe recommendations ofthe manufacturer, including all penetrations (i e , pipe, ducting, rebar, etc) 3 Slab underiayment should consist of 2 inches of washed sand placed above a vapor retarder consisting of 10- to 15- mil polyvinyl chlonde, or equivalent, with all laps sealed per the 2007 CBC (CBSC, 2007) The vapor retarder shall be underiain by 4 inches of pea gravel (Va to % subangular to angular clean crushed rock, 0 to 5 percent fines) placed directly on properiy compacted subgrade soils, and should be sealed to provide a continuous water-resistant barner under the entire slab, as discussed above All slabs should be additionally sealed with suitable slab sealant If the subgrade soils have a sand equivalent (SE) greater than 30, the 4-inch pea gravel layer may be omitted Ms. Sha-Li Lin WO 5649-A1-SC Triton Residence, Carlsbad April 16, 2010 File e \wp12\5600\5649a1 sgu Page 11 GeoSoils, Inc. 4 Concrete should have a maximum water/cement ratio of 0 50 This does not supercede the 2007 CBC (CBSC, 2007) for corrosion or other corrosive requirements Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist. Concrete finishing and workablity should be addressed by the structural consultant and a waterproofing specialist. 5 Where slab water/cement ratios are as indicated above, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade beams and footings in kind, so that the concrete used in the foundation and slabs are designed and/or treated for more uniform moisture protection 6. Owners(s) and all interested/affected parties should be specifically advised which areas are suitable for tile floonng, wood floonng, or other types of water/vapor-sensitive floonng and which are not suitable In all planned floor areas, floonng shall be installed per the manufactures recommendations 7 Additional recommendations regarding water or vapor transmission should be provided by the architect/structural engineer/slab or foundation designer and should be consistent with the specified floor coverings indicated by the architect Regardless ofthe mitigation, some limited moisture/moisture vapor transmission through the slab should be anticipated Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques The use of specialized product(s) should be approved by the slab designer and water-proofing consultant A technical representative of the floonng contractor should review the slab and moisture retarder plans and provide comment pnor to the construction of the residential foundations or improvements The vapor retarder contractor should have representatives onsite dunng the initial installation WALL DESIGN PARAMETERS Conventional Retaininq Walls The design parameters provided below assume that either non expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite matenals (up to and including an E I. of 50) are used to backflll any retaining walls The type of backfill (i e , select or native), should be specified by the wall designer, and cleariy shown on the plans Building walls, below grade, should be water-proofed The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in this and preceding sections ofthis report, as appropnate. Footings should be embedded a minimum of 18 inches below adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width There should be no increase in beanng for Ms Sha-Li Lin W0 5649-A1-SC Triton Residence, Carlsbad Apnl 16, 2010 File e \wp12\5600\5649a1 sgu Page 12 GeoSoils, Inc. footing width Recommendations for specialty walls (i e , cnb, earthstone, geognd, etc) can be provided upon request, and would be based on site specific conditions Restrained Walls Any retaining walls that will be restrained pnor to placing and compacting backfill matenal or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pcf, plus any applicable surcharge loading For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high Design parameters for walls less than 3 feet in height may be superceded by City of Carisbad standard design Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections An equivalent fluid pressure approach may be used to compute the honzontal pressure against the wall Appropnate fluid unit weights are given below for specific slope gradients ofthe retained material Seismic Surcharge for Retaininq Walls For retaining walls that are over 6 feet in height, or within 6 feet or less of residences, that may impede ingress/egress, GSI recommends that the walls be evaluated for a seismic surcharge (Section 1630A 1 1 5 of the 2007 CBC [CBSC, 2007]). The site walls in this category should maintain an overtunng Factor-of Safety (FOS) of about 1 2, when the seismic surcharge is applied The seismic surcharge should be applied as a uniform load from the bottom of the footing (excluding shear keys), to the top of the backflll at the heel ofthe wall footing for restrained walls and an inverted tnangular distnbution for cantilever walls This seismic surcharge pressure may be taken as 10H, where "H" is the dimension taken as the height of the retained material for the top of backflll The resultant force should be applied at a distance 0 6H up from the bottom ofthe footing Forthe evaluation ofthe seismic surcharge, the beanng pressure may exceed the static value by one-third, considenng the transient nature ofthis surcharge In addition to the above comments, GSI recommends that our field representative observe the temporary backcuts and footing excavations for the walls Temporary cuts for all wall installations should not exceed 1 1 (h v) inclinations, and should not be open for more than 90 days per cut, from start to finish When wall configurations are finalized, the appropnate loading conditions for supenmposed loads can be provided upon request Ms. Sha-Li Lm W O 5649-A1-SC Triton Residence, Carlsbad April 16, 2010 File 8 \wp12\5600\5649a1 sgu Page 13 GeoSoils, Inc. ' ^ i SURFAdE sLORE'dFi^i i5| RETAINED MATERIAL^># K(HQRIZONfAL:VERTICAL|l ^ :^feQyiyALENt,j|| t FLUID WEIGHT R.C.FS t (SELECTBA'feKFILLS?);/ /EQUIVAlfENTJt<. ; iFliUID WEIGHT R.G^F. : { (NATIVE BACKFILL^4f) Level* 2 to 1 38 50 45 60 * Level backflll behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall ** As evaluated by testing, P 1 <15, El <21,SE >30, and <10% passing No 200 sieve *** As evaluated by testing, E 1 <50, S E >25 Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabnc and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height Details 1, 2, and 3, present the back drainage options discussed below Backdrains should consist of a 4-inch diameter pertorated PVC or ABS pipe encased in either Class 2 permeable filter matenal or %-inch to IVa-inch gravel wrapped in approved filter fabnc (Mirafi 140 or equivalent) For low expansive backflll, the filter matenal should extend a minimum of 1 honzontal foot behind the base of the walls and upward at least 1 foot For native backflll that has up to medium expansion potential, continuous Class 2 permeable dram matenals should be used behind the wall This matenal should be continuous (i.e , full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backflll and Drainage Detail) For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backflll and Subdrain Detail Geotextile Dram) Matenals with an E I potential of greater than 50 should not be used as backfill for retaining walls For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backflll) Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ±100 feet apart, with a minimum of two outlets, one on each end The use of weep holes, only, in walls higher than 2 feet, is not recommended The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E I ^90) Proper surface drainage should also be provided For additional mitigation, consideration should be given to applying a water- proof membrane to the back of all retaining structures The use of a waterstop should be considered for all concrete and masonry joints Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report Should wall footings transition from cut to fill, the civil designer may specify either Ms Sha-Li Lm Triton Residence, Carlsbad File e \wp12\5600\5649a1 sgu WO 5649-A1-SC Apnl 16, 2010 Page 14 GeoSoils, Inc. structural footing or settlement-sensitive improvement (1) Waterproofing membrane CMU or reinforced-concrete wall Proposed grade sloped to dram per precise civil drawings (5) Weep hole Footing and wall design by oVners—^z^ Native backflll 11(hv) or flatter backcut to be properly benched (6) Footing (1) Waterproofing membrane (2) Gravel Clean, crushed, % to 1)^ inch (3) Filter fabric Mirafi MON or approved equivalent (4) Pipe 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient sloped to suitable, approved outlet point (perforations down) (5) Weep hole Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface Design civil engineer to provide drainage at toe of wall No weep holes for below-grade walls (6) Footing If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials An additional "heel" dram will likely be required by geotechnical consultant 3>M RETAINING WALL DETAIL - ALTERNATIVE A Detail 1 (1) Waterproofing membrane (optional) CMU or reinforced-concrete wall Structural footing or settlement-sensitive improvement 6 inches (5) Weep hole Proposed grade sloped to dram per precise civil drawings Footing and wall design by others ^^i^ Native backflll IKhv) or flatter backcut to be properly benched (6) 1 cubic foot of %~\r\ch crushed rock (7) Footing (1) Waterproofing membrane (optional) Liquid boot or approved mastic equivalent (2) Drain Miradrain 6000 or J-drain 200 or equivalent for non-waterproofed walls- Miradrain 6200 or J-drain 200 or equivalent for waterproofed walls (all perforations down) (3) Filter fabric Mirafi MON or approved equivalent, place fabric flap behind core (4) Pipe 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down) (5) Weep hole Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface Design civil engineer to provide drainage at toe of wall No weep holes for below-grade walla (6) Gravel Clean, crushed, % to V/2 inch (7) Footing If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials An additional "heel" dram will likely be required by geotechnical consultant RETAINING WALL DETAIL - ALTERNATIVE B Detail 2 (1) Waterproofing membrane CMU or reinforced-concrete wall Structural footing or settlement-sensitive improvement - Provide surface drainage 21 (h-v) slope Footing and wall design by others (5) Weep hole I—Proposed grade / sloped to dram ] per precise civil ]_ drawings (8) Native backflll (6) Clean sand backflll IKhv) or flatter backcut to be properly benched (3) Filter fabric (2) Gravel (4) Pipe (7) Footing (1) Waterproofing membrane Liquid boot or approved masticequivalent (2) Gravel Clean, crushed, % to 1)2 inch (3) Filter fabric Mirafi MON or approved equivalent (4) Pipe 4-mch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down) (5) Weep hole Mmimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface Design civil engineer to provide drainage at toe of wall No weep holes for below-grade walls (6) Clean sand backflll Must have sand equivalent value (S E) of 35 or greater, can be densified by water jetting upon approval by geotechnical engineer (7) Footing If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials An additional "heel" dram will likely be required by geotechnical consultant (8) Native backflll If EI <21 and S E )35 then all sand requirements also may not be required and will be reviewed by the geotechnical consultant RETAINING WALL DETAIL - ALTERNATIVE C Detail 3 a) A minimum of a 2-foot overexcavation and recompaction of cut matenals for a distance of 2H, from the point of transition b) Increase ofthe amount of reinforcing steel and wall detailing (i e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer's/wall designer's recommendations, regardless of whether or nottransition conditions exist Expansion joints should be sealed with aflexible, non-shnnk grout c) Embed the footings entirely into native formational matenal (i e , deepened footings) If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment TOP-OF-SLOPE WALLS/FENCES/IMPROVEMENTS Slope Creep Soils at the site may be expansive and therefore, may become desiccated when allowed to drv Such soils are susceptible to surficial slope creep, especially with seasonal changes m moisture content Typically in southern California, dunng the hot and dry summer penod, these soils become desiccated and shnnk, thereby developing surface cracks The extent and depth of these shrinkage cracks depend on many factors such as the nature and expansivity of the soils, temperature and humidity, and extraction of moisture from surface soils by plants and roots When seasonal rams occur, water percolates into the cracks and fissures, causing slope surfaces to expand, with a corresponding loss in soil density and shear strength near the slope surface With the passage of time and several moisture cycles, the outer 3 to 5 feet of slope materials expenence a very slow, but progressive, outward and downward movement, known as slope creep For slope heights greater than 10 feet, this creep related soil movement will typically impact all rear yard flatwork and other secondary improvements that are located within about 15 feet from the top of slopes, such as swimming pools, concrete flatwork, etc , and in particular top of slope fences/walls This influence is normally in the form of detnmental settlement, and tilting ofthe proposed improvements The dessication/swelling and creep discussed above continues over the life of the improvements, and generally becomes progressively worse Accordingly, this information should be provided to any homeowner Ms. Sha-Li Lin W O 5649-A1-SC Triton Residence, Carlsbad Apnl 16, 2010 File e \wp12\5600\5649a1 sgu Page 18 GeoSoils, Inc. Top of Slope Walls/Fences Due to the potential for slope creep for slopes higher than about 10 feet, some settlement and tilting of the walls/fence with the corresponding distresses, should be expected To mitigate the tilting of top of slope walls/fences, we recommend that the walls/fences be constructed on deepened foundations without any consideration for creep forces, where the expansion index of the materials compnsing the outer 15 feet of the slope is less than 50, or a combination of grade beam and caisson foundations, for expansion indices greater than 50 compnsing the slope, with creep forces taken into account The grade beam should be at a minimum of 12 inches by 12 inches in cross section, supported by dnlled caissons, 12 inches minimum in diameter, placed at a maximum spacing of 6 feet on center, and with a minimum embedment length of 7 feet below the bottom of the grade beam The strength of the concrete and grout should be evaluated by the structural engineer of record The proper ASTM tests for the concrete and mortar should be provided along with the slump quantities The concrete used should be appropnate to mitigate sulfate corrosion, as warranted. The design of the grade beam and caissons should be in accordance with the recommendations ofthe project structural engineer, and include the utilization of the following geotechnical parameters Creep Zone: 5-foot vertical zone below the slope face and projected upward parallel to the slope face Creep Load: The creep load projected on the area of the grade beam should be taken as an equivalent fluid approach, having a density of 60 pcf. For the caisson, it should be taken as a uniform 900 pounds per linear foot of caisson's depth, located above the creep zone Point of Fixity: Located a distance of 1 5 times the caisson's diameter, below the creep zone Passive Resistance Passive earth pressure of 300 psf per foot of depth per foot of caisson diameter, to a maximum value of 3,000 psf may be used to determine caisson depth and spacing, provided that they meet or exceed the minimum requirements stated above To determine the total lateral resistance, the contnbution ofthe creep prone zone above the point of fixity, to passive resistance, should be disregarded Allowable Axial Capacity Shaft capacity 350 psf applied below the point of fixity over the surface area ofthe shaft, if embedded into engineered fill Tip capacity 4,000 psf Ms. Sha-Li Lin Triton Residence, Carlsbad File e \wp12\5600\5649a1 sgu GeoSoils, Inc. WO 5649-A1-SC Apnl 16, 2010 Page 19 DRIVEWAY, FLATWORK. AND OTHER IMPROVEMENTS The soil materials on site may be expansive The effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements The resulting potential for distress to improvements may be reduced, but not totally eliminated To that end, it is recommended that any homeowner be notified of this long-term potential for distress To reduce the likelihood of distress, the following recommendations are presented for all extenor flatwork 1 The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction, and then be presoaked to 2 to 3 percentage points above (or 125 percent of) the soils' optimum moisture content, to a depth of 18 inches below subgrade elevation If very low expansive soils are present, only optimum moisture content, or greater, is required and specific presoaking is not warranted The moisture content of the subgrade should be proof tested withm 72 hours pnor to pounng concrete 2 Concrete slabs should be cast over a non-yielding surface, consisting of a 4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and level pnor to pounng concrete If very low expansive soils are present, the rock or gravel or sand may be deleted The layer or subgrade should be wet-down completely pnor to pounng concrete, to minimize loss of concrete moisture to the surrounding earth matenals. 3 Extenor slabs should be a minimum of 4 inches thick Driveway slabs and approaches should additionally have a thickened edge (12 inches) adjacent to all landscape areas, to help impede infiltration of landscape water under the slab 4 The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shnnkage or expansion Two ways to mitigate such cracking are a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab, and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shnnkage and expansion In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No 3 bars placed at 18 inches on center, in each direction If subgrade soils within the top 7 feet from finish grade are very low expansive soils (i e , E 1 <20), then 6x6-W1 4xW1 4 welded-wire mesh may be substituted for the rebar, provided the reinforcement is placed on chairs, at slab mid-height The extenor slabs should be scored or saw cut, Va to % inches deep, often enough so that no section is greater than 10 feet by 10 feet For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet The Ms. Sha-Li Lm WO 5649-A1-SC Tnton Residence, Carlsbad Apnl 16, 2010 File e \wp12\5600\5649a1 sgu Page 20 GeoSoils, Inc. slabs should be separated from the foundations and sidewalks with expansion joint filler matenal 5 No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength Concrete compression strength should be a minimum of 2,500 psi 6 Dnveways, sidewalks, and patio slabs adjacent to the house should be separated from the house with thick expansion joint filler matenal In areas directly adjacent to a continuous source of moisture (i e , irngation, planters, etc.), all joints should be additionally sealed with flexible mastic 7 Planters and walls should not be tied to the house 8 Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions If very low expansion soils are present, footings need only be tied in one direction 9 Any masonry landscape walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long These segments should be keyed or doweled together. 10 Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions 11 Positive site drainage should be maintained at all times Finish grade on the lots should provide a minimum of 1 to 2 percent fall to the street, as indicated herein It should be kept in mind that drainage reversals could occur, including post-construction settlement, if relatively flat yard drainage gradients are not penodically maintained by the homeowner 12 Air conditioning (/VC) units should be supported by slabs that are incorporated into the building foundation or constructed on a ngid slab with flexible couplings for plumbing and electncal lines A/C waste water lines should be drained to a suitable non-erosive outlet 13 Shnnkage cracks could become excessive if proper finishing and cunng practices are not followed Finishing and cunng practices should be performed per the Portland Cement Association Guidelines Mix design should incorporate rate of cunng for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site Ms. Sha-Li Lm W0 5649-A1-SC Triton Residence, Carlsbad April 16, 2010 File e \wp12\5600\5649a1 sgu Page 21 GeoSoils, Inc. DEVELOPMENT CRITERIA Slope Deformation Compacted fill slopes designed using customary factors of safety for gross or surficial stability and constructed in general accordance with the design specifications should be expected to undergo some differential vertical heave or settlement in combination with differential lateral movement in the out-of-slope direction, after grading This post-construction movement occurs in two forms: slope creep, and lateral fill extension (LFE). Slope creep is caused by alternate wetting and drying ofthe fill soils which results in slow downslope movement This type of movement is expected to occur throughout the life of the slope, and is anticipated to potentially affect improvements or structures (e g , separations and/or cracking), placed near the top-of-slope, up to a maximum distance of approximately 15 feet from the top-of-slope, depending on the slope height This movement generally results in rotation and differential settlement of improvements located within the creep zone LFE occurs due to deep wetting from irngation and rainfall on slopes compnsed of expansive matenals Although some movement should be expected, long-term movement from this source may be minimized, but not eliminated, by placing the fill throughout the slope region, wet ofthe fill's optimum moisture content, as was done on this project It IS generally not practical to attempt to eliminate the effects of either slope creep or LFE Suitable mitigative measures to reduce the potential of lateral deformation typically include setback of improvements from the slope faces (per the 1997 UBC and/or adopted California Building Code), positive structural separations (i e, joints) between improvements, and stiffening and deepening of foundations Expansion joints in walls should be placed no greater than 20 feet on-center, and in accordance with the structural engineer's recommendations All of these measures are recommended for design of structures and improvements The ramifications of the above conditions, and recommendations for mitigation, should be provided to any homeowner Slope Maintenance and Planting Water has been shown to weaken the inherent strength of all earth materials Slope stability IS significantly reduced by overly wet conditions Positive surface drainage away from slopes should be maintained and only the amount of irngation necessary to sustain plant life should be provided for planted slopes Over-watenng should be avoided as it adversely affects site improvements, and causes perched groundwater conditions Graded slopes constructed utilizing onsite materials would be erosive Eroded debns may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short-term erosion until vegetation is established Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate Jute-type matting or other fibrous covers may Ms Sha-Li Lin WO 5649-A1-SC Triton Residence, Carlsbad Apnl 16, 2010 File e \wp12\5600\5649a1 sgu Page 22 GeoSoils, Inc. aid m allowing the establishment of a sparse plant cover Utilizing plants other than those recommended above will increase the potential for perched water, staining, mold, etc , to develop A rodent control program to prevent burrowing should be implemented Irngation of natural (ungraded) slope areas is generally not recommended These recommendations regarding plant type, irngation practices, and rodent control should be provided to each homeowner Over-steepenmg of slopes should be avoided dunng building construction activities and landscaping Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations, hardscape, and slopes Surface drainage should be sufficient to prevent ponding of water anywhere on a lot, and especially near structures and tops of slopes Lot surface drainage should be carefully taken into consideration dunng fine grading, landscaping, and building construction Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within lots and common areas should be provided and maintained at all times Drainage should not flow uncontrolled down any descending slope Water should be directed away from foundations and not allowed to pond and/or seep into the ground In general, the area within 5 feet around a structure should slope away from the structure We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc) Pad drainage should be directed toward the street or other approved area(s) Although not a geotechnical requirement, roof gutters, downspouts, or other appropnate means may be utilized to control roof drainage Downspouts, or drainage devices, should outlet a minimum of 5 feet from structures or into a subsurface drainage system Areas of seepage may develop due to irngation or heavy rainfall, and should be anticipated Minimizing irngation will lessen this potential If areas of seepage develop, recommendations for minimizing this effect could be provided upon request Erosion Control Graded slopes will be subject to surficial erosion dunng and after grading Onsite earth matenals have a moderate to high erosion potential Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint. Landscape Maintenance Only the amount of irngation necessary to sustain plant life should be provided Over-watering the landscape areas will adversely affect proposed site improvements We would recommend that any proposed open-bottom planters adjacent to proposed Ms Sha-Li Lin WO 5649-A1-SC Triton Residence, Carlsbad April 16, 2010 File e \wp12\5600\5649a1 sgu Page 23 GeoSoils, Inc. structures be eliminated for a minimum distance of 10 feet As an alternative, closed-bottom type planters could be utilized An outlet placed in the bottom ofthe planter could be installed to direct drainage away from structures or any exterior concrete flatwork If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture retarder to prevent penetration of imgation water into the subgrade Provisions should be made to drain the excess irngation water from the planters without saturating the subgrade below or adjacent to the planters Graded slope areas should be planted with drought resistant vegetation Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i e , some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping ff the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures If utilized, the downspouts should be drained into PVC collector pipes or other non-erosive devices (e g , paved swales or ditches, below grade, solid tight-lined PVC pipes, etc), that will carry the water away from the house, to an appropnate outlet, in accordance with the recommendations of the design civil engineer Downspouts and gutters are not a requirement, however, from a geotechnical viewpoint, provided that positive drainage is incorporated mto project design (as discussed previously) Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurnng in the future due to site irngation, poor drainage conditions, or damaged utilities, and should be anticipated Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropnate recommendations to mitigate the observed groundwater conditions Groundwater conditions may change with the introduction of irngation, rainfall, or other factors Site Improvements If in the future, any additional improvements (e g , pools, spas, etc) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request Pools and/or spas should not be constructed without specific design and construction recommendations from Ms Sha-Li Lin WO 5649-A1-SC Triton Residence, Cadsbad Apnl 16, 2010 File e \wp12\5600\5649a1 sgu Page 24 GeoSoils, Inc. GSI, and this construction recommendation should be provided to the homeowner and/or other interested parties This office should be notified in advance of any fill placement, grading of the site, or trench backfllling after rough grading has been completed This includes any grading, utility trench and retaining wall backfllls, flatwork, etc Tile Flooring Tile floonng can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs-on-grade Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfllling after rough grading has been completed This includes completion of grading in the street, driveway approaches, dnveways, parking areas, and utility trench and retaining wall backfllls Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and pnor to concrete form and reinforcement placement The purpose of the observations is to evaluate that the excavations have been made into the recommended beanng matenal and to the minimum widths and depths recommended for construction If loose or compressible matenals are exposed within the footing excavation, a deeper footing or removal and recompaction ofthe subgrade matenals would be recommended at that time Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site Trenching/Temporary Construction Backcuts Considenng the nature of the onsite earth matenals, it should be anticipated that caving or sloughing could be a factor in subsurtace excavations and trenching Shonng or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees [except as specifically superceded within the text ofthis report]), should be anticipated All excavations should be observed by an engineenng geologist or soil engineer from GSI, pnor to workers entenng the excavation or trench, and minimally conform to CAL-OSHA, state, and local safety codes Should adverse conditions exist, appropriate recommendations would be offered at that time The above recommendations should be Ms. Sha-Li Lm WO 5649-A1-SC Triton Residence, Cadsbad Apnl 16, 2010 File e \wp12\5600\5649a1 sgu Page 25 GeoSoils, Inc. provided to any contractors and/or subcontractors, or homeowners, etc , that may perform such work Utilitv Trench Backfill 1 All interior utility trench backflll should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to evaluate the desired results 2 Extenor trenches adjacent to, and within areas extending below a 1 1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard Sand backflll, unless excavated from the trench, should not be used in these backflll areas Compaction testing and observations, along with probing, should be accomplished to evaluate the desired results 3 All trench excavations should conform to CAL-OSHA, state, and local safety codes 4 Utilities crossing grade beams, penmeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations ofthe structural engineer SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages Dunng grading/recertification Dunng excavation Dunng placement of subdrains, toe drains, or other subdrainage devices, pnor to placing fill and/or backfill After excavation of building footings, retaining wall footings, and free standing walls footings, pnor to the placement of reinforcing steel or concrete Ms. Sha-Li Lin W O 5649-A1-SC Tnton Residence, Carlsbad Apnl 16, 2010 File e \wp12\5600\5649a1 sgu Page 26 GeoSoils, Inc. Pnor to pounng any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i e , sand, pea-gravel, etc), or vapor retarders (i e , visqueen, etc). Dunng retaining wall subdrain installation, pnor to backfill placement Dunng placement of backflll for area drain, intenor plumbing, utility line trenches, and retaining wall backfill During slope construction/repair When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report When any developer or homeowner improvements, such as flatwork, spas, pools, walls, etc , are constructed, prior to construction A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements GSI should review project sales documents to homeowner for geotechnical aspects, including irngation practices, the conditions outlined above, etc , pnor to any sales At that stage, GSI will provide homeowners maintenance guidelines which should be incorporated into such documents OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wall designer, etc , should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans This report presents minimum design critena for the design of slabs, foundations and other elements possibly applicable to the project These critena should not be considered as substitutes for actual designs by the structural engineer/designer Please note that the recommendations contained herein are not intended to preclude the transmission of water or vapor through the slab or foundation The structural engineer/foundation and/or slab designer should provide recommendations to not allow water or vapor to enter mto the structure so as to cause damage to another building component, or so as to limit the installation of the type of floonng matenals typically used for the particular application Ms. Sha-Li Lm W O 5649-A1 -SC Tnton Residence, Carlsbad " April 16,2010 File e \wp12\5600\5649a1 sgu Page 27 GeoSoils, Inc. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, beanng, expansive soil influence, and strength, stiffness and deflections in the vanous slab, foundation, and other elements m order to develop appropnate, design-specific details As conditions dictate, it is possible that other influences will also have to be considered The structural engineer/designer should consider all applicable codes and authoritative sources where needed If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted It is considered likely that some, more restrictive details will be required If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, thatthe proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and other design critena specified herein PLAN REVIEW Final project plans (foundation, retaining wall, landscaping, etc), should be reviewed by this office pnor to construction, so that construction is in accordance with the conclusions and recommendations of this report Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted LIMITATIONS The matenals encountered on the project site and utilized for our analysis are believed representative of the area, however, soil and bedrock materials vary in characteristics between excavations and natural outcrops or conditions exposed during mass grading Site conditions may vary due to seasonal changes or other factors Inasmuch as our study is based upon our review and engineenng analyses and laboratory data, the conclusions and recommendations are professional opinions These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given Standards of practice are subject to change with time GSI assumes no responsibility or liability for work or testing performed by others, or their inaction, or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented The conclusions and recommendations presented herein should be provided to all interested/affected parties Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place In addition, this report may be subject to review by the controlling authorities Thus, this report bnngs to completion our scope of services for this portion of the project Ms. Sha-Li Lin WO 5649-A1-SC Triton Residence, Cadsbad April 16, 2010 File e \wp12\5600\5649a1 sgu Page 28 GeoSoils, Inc. The opportunity to be of service is greatly appreciated If you have any questions, please do not hesitate to call our office. Respectfully submitted, GeoSoils, Inc Ryan B Boehmer Project Geologist John P Franklin Engineenng Geolo RB/DWS/JPF/jh Attachments David W Civil Engineer, RG^^^ Appendix A - References Appendix B - General Earthwork, Grading Guidelines, and Preliminary Cntena Distnbution (3) Addressee Ms Sha-Li Lin Triton Residence, Carlsbad File e \wp12\5600\5649a1 sgu WO 5649-A1-SC April 16, 2010 Page 29 GeoSoils, Inc. APPENDIX A REFERENCES APPENDIX A REFERENCES ACI Committee 318,2008, Building code requirements for structural concrete (ACI 318-08) and corrimentary, dated January ACI Committee 360, 2006, Design of slabs-on-ground (ACI 360R-06) ACI Committee 302, 2004, Guide for concrete floor and slab construction, ACI 302 1 R-04, dated June ACI Committee on Responsibility in Concrete Construction, 1995, Guidelines for authorities and responsibilities in concrete design and construction in Concrete International, vol 17, No 9, dated September Amencan Society for Testing and Materials, 1998, Standard practice for installation of water vapor retarder used in contact with earth or granular fill under concrete slabs. Designation E 1643-98 (Reapproved 2005) , 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs. Designation E 1745-97 (Reapproved 2004) Blake, Thomas F , 2000a, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources, Windows 95/98 version , 2000b, EQSEARCH, A computer program for the estimation of peak horizontal acceleration from California histoncal earthquake catalogs, Updated to June 2009, Windows 95/98 version , 2000c, FRISKSP, A computer program for the probabilistic estimation of peak acceleration and uniform hazard spectra using 3-D faults as earthquake sources, Windows 95/98 version Bozorgnia, Y , Campbell K W , and Niazi, M , 1999, Vertical ground motion- Charactenstics, relationship with honzontal component, and building-code implications. Proceedings of the SMIP99 seminar on utilization of strong-motion data, September 15, Oakland, pp 23-49 CTL Thompson, 2005, Controlling moisture-related problems associated with basement slabs-on-grade in new residential construction California Building Standards Commission, 2007, California building code GeoSoils, Inc. GeoSoils, Inc , 2008, Geotechnical update, southwest corner lot, 6575 Black Rail Road, Carlsbad, San Diego County, California, W O 5649-A-SC, dated February 29 , 2004a, Foundation plan review, Parcel 4, 6575 Black Rail Road, Carlsbad, San Diego County, California, W O 3460-B2-SC, dated October 7. , 2004b, Final compaction report of grading. Building pad area, Parcel 4,6575 Black Rail Road, Carisbad, San Diego County, California, WO 3460-B1-SC, dated September 14 , 2004c, Geotechnical review of structural plans. Parcel 4, 6575 Black Rail Road, Carisbad, San Diego County, California, W O 3460-A2-SC, dated August 23 , 2004d, Final compaction report of grading. Parcels 1 and 3, 6575 Black Rail Road, Carisbad, San Diego County, California, W O 3460-B-SC, dated March 9 , 2003, Grading plan review, 6575 Black Rail Road, Proposed subdivision. City of Carlsbad, San Diego County, California, W O 3460-A1-SC, dated October 8 , 2002a, Soil corrosivity test results, 6575 Black Rail Road, City of Carisbad, San Diego County, California, W O 3460-A1-SC, dated December 20 , 2002b, Preliminary geotechnical evaluation, 6575 Black Rail Road, Proposed subdivision, Carlsbad, San Diego County, California, W O 3460-A-SC, dated November 27 International Code Council, Inc, 2006, International building code and international residential code for one- and two-family dwellings International Conference of Building Officials, 2001, California building code, California code of regulations title 24, part 2, volume 1 and 2 , 1997, Uniform building code Whittier, California, vol 1, 2, and 3 Kanare, Howard, 2005, Concrete floors and moisture, Portland Cement Association, Skokie, Illinois State of California, 2006, Civil Code, Sections 895 et seq Ms. Sha-Li Lm Appendix A File e \wp12\5600\5649a1 sgu Page 2 GeoSoils, Inc. APPENDIX B GENERAL EARTHWORK, GRADING GUIDELINES, AND PRELIMINARY CRITERIA GENERAL EARTHWORK. GRADING GUIDELINES. AND PRELIMINARY CRITERIA General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of subdrains, excavations, and appurtenant structures or flatwork The recommendations contained in the geotechnical report are part of these earthwork and grading guidelines and would supercede the provisions contained hereafter in the case of conflict Evaluations performed by the consultant dunng the course of grading may result in new or revised recommendations which could supercede these guidelines or the recommendations contained in the geotechnical report Generalized details follow this text The contractor IS responsibleforthe satisfactory completion ofall earthwork in accordance with provisions ofthe project plans and speclflcations and latest adopted code In the case of conflict, the most onerous provisions shall prevail The project geotechnical engineer and engineenng geologist (geotechnical consultant), and/or their representatives, should provide observation and testing services, and geotechnical consultation dunng the duration of the project EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Pnor to the commencement of grading, a qualifled geotechnical consultant (soil engineer and engineenng geologist) should be employed for the purpose of observing earthwork procedures and testing the Alls for general conformance with the recommendations of the geotechnical report(s), the approved grading plans, and applicable grading codes and ordinances The geotechnical consultant should provide testing and observation so that an evaluation may be made that the work is being accomplished as specifled It is the responsibility of the contractor to assist the consultants and keep them appnsed of anticipated work schedules and changes, so that they may schedule their personnel accordingly All remedial removals, clean-outs, prepared ground to receive flll, key excavaflons, and subdrain installaflon should be observed and documented bythe geotechnical consultant pnor to placing any flll It is the contractor's responsibility to notify the geotechnical consultant when such areas are ready for observaflon Laboratory and Field Tests Maximum dry density tests to determine the degree of compacflon should be performed in accordance with Amencan Standard Testing Matenals test method ASTM designaflon D-1557 Random or representative fleld compacflon tests should be performed in GeoSoils, Inc. accordance with test methods ASTM designation D-1556, D-2937 or D-2922, and D-3017, at intervals of approximately ±2 feet of flll height or approximately every 1,000 cubic yards placed These critena would vary depending on the soil condiflons and the size of the project The location and frequency of testing would be at the discreflon of the geotechnical consultant Contractor's Responsibility All cleanng, site preparaflon, and earthwork performed on the project should be conducted bythe contractor, with observation by a geotechnical consultant, and staged approval by the governing agencies, as applicable It is the contractor's responsibility to prepare the ground surface to receive the flll, to the satisfaction ofthe geotechnical consultant, and to place, spread, moisture condiflon, mix, and compact the flll in accordance with the recommendations of the geotechnical consultant The contractor should also remove all non-earth matenal considered unsatisfactory by the geotechnical consultant Notwithstanding the services provided by the geotechnical consultant, it is the sole responsibility ofthe contractor to provide adequate equipment and methods to accomplish the earthwork in stnct accordance with applicable grading guidelines, latest adopted codes or agency ordinances, geotechnical report(s), and approved grading plans Sufficient watenng apparatus and compacflon equipment should be provided bythe contractor with due consideraflon for the flll matenal, rate of placement, and climaflc condiflons If, in the opinion of the geotechnical consultant, unsaflsfactory condiflons such as quesflonable weather, excessive oversized rock or deletenous matenal, insufficient support equipment, etc , are resulflng in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory Dunng construcflon, the contractor shall property grade all surfaces to maintain good drainage and prevent ponding of water The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed SITE PREPARATION All major vegetaflon, including brush, trees, thick grasses, organic debns, and other deletenous matenal, should be removed and disposed of off-site These removals must be concluded pnor to placing flll In-place exisflng flll, soil, alluvium, colluvium, or rock matenals, as evaluated by the geotechnical consultant as being unsuitable, should be removed pnor to any flll placement Depending upon the soil conditions, these matenals may be reused as compacted flIls Any matenals incorporated as part of the compacted Alls should be approved bythe geotechnical consultant Ms. Sha-Li Lin Appendix B File e \wp12\5600\5649a1 sgu Page 2 GeoSoils, Inc. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, sepflc tanks, wells, pipelines, or other structures not located pnor to grading, are to be removed or treated in a manner recommended by the geotechnical consultant Soft, dry, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to flrm ground and approved by the geotechnical consultant before compacflon and fliling operations continue Overexcavated and processed soils, which have been properiy mixed and moisture condifloned, should be re-compacted to the minimum relative compacflon as specifled in these guidelines Exisflng ground, which is determined to be saflsfactory for support of the flIls, should be scarified (npped) to a minimum depth of 6 to 8 inches, or as directed by the geotechnical consultant After the scarified ground is brought to opflmum moisture content, or greater and mixed, the matenals should be compacted as specified herein If the scarified zone IS greater than 6 to 8 inches in depth, it may be necessary to remove the excess and place the matenal in lifts restncted to about 6 to 8 inches in compacted thickness Exisflng ground which is not saflsfactory to support compacted flll should be overexcavated as required in the geotechnical report, or by the on-site geotechnical consultant Scariflcaflon, disc harrowing, or other acceptable forms of mixing should confinue until the soils are broken down and free of large lumps or clods, unfll the working surface IS reasonably uniform and free from ruts, hollows, hummocks, mounds, or other uneven features, which would inhibit compacflon as descnbed previously Where flIls are to be placed on ground with slopes steeper than 5 1 (honzontal to vertical [h v]), the ground should be stepped or benched The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into flrm matenal, and approved by the geotechnical consultant In flil-over-cut slope condiflons, the recommended minimum width ofthe lowest bench or key is also 15 feet, with the key founded on firm matenal, as designated by the geotechnical consultant As a general rule, unless specifically recommended otherwise bythe geotechnical consultant, the minimum width of fill keys should be equal to Va the height ofthe slope Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable matenal Benching may be used to remove unsuitable matenals, although it is understood that the vertical height of the bench may exceed 4 feet Pre-stnpping may be considered for unsuitable matenals in excess of 4 feet in thickness All areas to receive fill, including processed areas, removal areas, and the toes of fill benches, should be observed and approved by the geotechnical consultant pnor to placement of fill Fills may then be properly placed and compacted unfll design grades (elevaflons) are attained Ms. Sha-Li Lin Appendix B File e \wp12\5600\5649a1 sgu Page 3 GeoSoils, Inc. COMPACTED FILLS Any earth matenals imported or excavated on the property may be utilized in the flll provided that each material has been evaluated to be suitable by the geotechnical consultant These matenals should be free of roots, tree branches, other organic matter, or other deletenous matenals All unsuitable matenals should be removed from the flll as directed by the geotechnical consultant Soils of poor gradafion, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a saflsfactory flll matenal Fill matenals derived from benching operaflons should be dispersed throughout the flll area and blended with other approved matenal Benching operaflons should not result m the benched matenal being placed only within a single equipment width away from the flll/bedrock contact Oversized materials deflned as rock, or other irreducible matenals, with a maximum dimension greater than 12 inches, should not be buned or placed in flIls unless the locaflon of matenals and disposal methods are speciflcally approved bythe geotechnical consultant Oversized matenal should be taken offsite, or placed in accordance with recommendaflons ofthe geotechnical consultant in areas designated as suitable for rock disposal GSI anticipates that soils to be ufllized as flll material for the subject project may contain some rock Appropnately, the need for rock disposal may be necessary dunng grading operations on the site From a geotechnical standpoint, the depth of any rocks, rock flIls, or rock blankets, should be a sufficient distance from finish grade This depth is generally the same as any overexcavation due to cut-fill transitions in hard rock areas, and generally facilitates the excavation of structural footings and substructures Should deeper excavaflons be proposed (i e , deepened fooflngs, ufllity trenching, swimming pools, spas, etc), the developer may consider increasing the hold-down depth of any rocky flIls to be placed, as appropnate In addiflon, some agencies/junsdicflons mandate a speciflc hold-down depth for oversize matenals placed in fllls The hold-down depth, and potential to encounter oversize rock, both within fllls, and occurnng in cut or natural areas, would need to be disclosed to all interested/affected parties Once approved by the governing agency, the hold-down depth for oversized rock (i e , greater than 12 inches) in fllls on this project IS provided as 10 feet, unless specifled differently in the text of this report The governing agency may require that these matenals need to be deeper, crushed, or reduced to less than 12 inches in maximum dimension, at their discretion I To facilitate future trenching, rock (or oversized matenal), should not be placed within the hold-down depth feetfrom finish grade, the range of foundafion excavaflons, future ufllifles, or underground construcflon unless speciflcally approved by the governing agency, the geotechnical consultant, and/or the developer's representaflve If import matenal is required for grading, representative samples of the matenals to be ufllized as compacted flll should be analyzed in the laboratory by the geotechnical consultant to evaluate it's physical properties and suitability for use onsite Such testing Ms Sha-Li Lin Appendix B File e \wp12\5600\5649a1 sgu Page 4 GeoSoils, Inc. should be performed three (3) days pnor to importation. If any matenal other than that previously tested is encountered dunng grading, an appropriate analysis of this matenal should be conducted by the geotechnical consultant as soon as possible Approved fill matenal should be placed in areas prepared to receive flll in near honzontal layers, that when compacted, should not exceed about 6 to 8 inches in thickness The geotechnical consultant may approve thick lifts if tesflng indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness Each layer should be spread evenly and blended to attain uniformity of matenal and moisture suitable for compacflon. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarificaflon, or should be blended with dner matenal Moisture condifioning, blending, and mixing of the fill layer should confinue unfll the flll matenals have a uniform moisture content at, or above, optimum moisture After each layer has been evenly spread, moisture condifloned, and mixed, it should be uniformly compacted to a minimum of 90 percent ofthe maximum density as evaluated by ASTM test designaflon D-1557, or as otherwise recommended by the geotechnical consultant Compacflon equipment should be adequately sized and should be speciflcally designed for soil compacflon, or of proven reliability to efficienfly achieve the specifled degree of compacflon. Where tests indicate that the density of any layer of flll, or portion thereof, is below the required relaflve compacflon, or improper moisture is in evidence, the particular layer or portion shall be re-worked unfll the required density and/or moisture content has been attained No addiflonal flll shall be placed in an area unfll the last placed lift of flll has been tested and found to meet the density and moisture requirements, and is approved by the geotechnical consultant In general, perthe 1997 UBC and/or latest adopted version ofthe California Building Code (CBC), flll slopes should be designed and constructed at a gradient of 2 1 (h v), or flatter Compacflon of slopes should be accomplished by over-building a minimum of 3 feet honzontally, and subsequently tnmming back to the design slope conflguraflon Tesflng shall be performed as the flll is elevated to evaluate compacflon as the flll core is being developed Special efforts may be necessary to attain the specifled compaction in the flll slope zone Final slope shaping should be performed by tnmming and removing loose matenals with appropnate equipment A flnal evaluaflon of flll slope compacflon should be based on observaflon and/or tesflng of the flnished slope face Where compacted flll slopes are designed steeper than 2 1 (h v), prior approval from the governing agency, speciflc matenal types, a higher minimum relative compacflon, special reinforcement, and special grading procedures will be recommended Ms. Sha-Li Lin Appendix B File e \wp12\5600\5649a1 sgu Page 5 GeoSoils, Inc. ff an alternafive to over-building and cutting back the compacted flll slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of flll by undertaking the following' 1 An extra piece of equipment consisting of a heavy, short-shanked sheepsfoot should be used to roll (honzontal) parallel to the slopes conflnuously as flll is placed The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compacflon to the face of the slope 2 Loose flll should not be spilled out over the face of the slope as each lift is compacted Any loose flll spilled over a previously completed slope face should be tnmmed off or be subject to re-rolling. 3 Field compaction tests will be made in the outer (horizontal) ±2 to ±8 feet of the slope at appropnate vertical intervals, subsequent to compacflon operaflons 4 After complefion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face Subsequent to tesflng to evaluate compacfion, the slopes should be gnd-rolled to achieve compacfion to the slope face Final tesflng should be used to evaluate compacfion after gnd rolling 5 Where testing indicates less than adequate compaction, the contractor will be responsible to np, water, mix, and recompact the slope matenal as necessary to achieve compacfion Addifional tesflng should be performed to evaluate compacflon SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant Subdrain locafions or matenals should not be changed or modifled without approval of the geotechnical consultant The geotechnical consultant may recommend and direct changes in subdrain line, grade, and drain matenal m the fleld, pending exposed conditions The locaflon of constructed subdrains, especially the ouflets, should be recorded/surveyed bythe project civil engineer Drainage at the subdrain ouflets should be provided by the project civil engineer EXCAVATIONS Excavaflons and cut slopes should be examined dunng grading by the geotechnical consultant If directed by the geotechnical consultant, further excavaflons or overexcavaflon and refllling of cut areas should be performed, and/or remedial grading of Ms. Sha-Li Lm Appendix B File e \wp12\5600\5649a1 sgu Page 6 GeoSoils, Inc. cut slopes should be performed When flll-over-cut slopes are to be graded, unless otherwise approved, the cut portion ofthe slope should be obsen/ed by the geotechnical consultant pnor to placement of matenals for construcflon ofthe flll portion ofthe slope The geotechnical consultant should observe all cut slopes, and should be notified by the contractor when excavafion of cut slopes commence If, dunng the course of grading, unforeseen adverse or potenfially adverse geologic condifions are encountered, the geotechnical consultant should invesfigate, evaluate, and make appropriate recommendations for mitigation of these conditions The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the geotechnical consultant, whether anflcipated or not Unless otherwise specifled m geotechnical and geological report(s), no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies Additionally, short-term stability of temporary cut slopes is the contractor's responsibility Erosion control and drainage devices should be designed bythe project civil engineer and should be constructed m compliance with the ordinances ofthe controlling governmental agencies, and/or in accordance with the recommendaflons ofthe geotechnical consultant COMPLETION Observaflon, tesflng, and consultaflon by the geotechnical consultant should be conducted dunng the grading operaflons in order to state an opinion that all cut and fill areas are graded in accordance with the approved project specifications After completion of grading, and after the geotechnical consultant has finished observafions ofthe work, final reports should be submitted, and may be subject to review by the controlling governmental agencies No further excavafion or filling should be undertaken without pnor notiflcaflon of the geotechnical consultant or approved plans All flnished cut and flll slopes should be protected from erosion and/or be planted in accordance with the project speciflcaflons and/or as recommended by a landscape architect Such protecflon and/or planning should be undertaken as soon as pracflcal after compleflon of grading PRELIMINARY OUTDOOR POOL/SPA DESIGN RECOMMENDATIONS The following preliminary recommendaflons are provided for consideraflon in pool/spa design and planning Actual recommendations should be provided by a qualifled geotechnical consultant, based on site speciflc geotechnical condiflons, including a subsurface investigation, differenflal settlement potenflal, expansive and corrosive soil potenflal, proximity ofthe proposed pool/spa to any slopes with regard to slope creep and lateral fill extension, as well as slope setbacks per code, and geometry ofthe proposed Ms. Sha-Li Lin Appendix B File e \wp12\5600\5649a1 sgu Page 7 GeoSoils, Inc. improvements Recommendafions for pools/spas and/or deck flatwork undertain by expansive soils, or for areas with differential settlement greater than y4-inch over 40 feet honzontally, will be more onerous than the preliminary recommendaflons presented below The 11 (h v) influence zone of any nearby retaining wall site structures should be delineated on the project civil drawings with the pool/spa This 1 1 (h.v) zone is deflned as a plane up from the lower-most heel of the retaining structure, to the daylight grade of the nearby building pad or slope If pools/spas or associated pool/spa improvements are constructed within this zone, they should be re-positioned (honzontally or vertically) so that they are supported by earth materials that are outside or below this 1 1 plane If this is not possible given the area ofthe building pad, the owner should consider eliminaflng these improvements or allow for increased potential for lateral/vertical deformations and associated distress that may render these improvements unusable in the future, unless they are periodically repaired and maintained The condiflons and recommendaflons presented herein should be disclosed to all homeowners and any interested/affected parties General 1 The equivalent fluid pressure to be used for the pool/spa design should be 60 pounds per cubic foot (pcf) for pool/spa walls with level backflll, and 75 pcf for a 2 1 sloped backfill condiflon In addiflon, backdrains should be provided behind pool/spa walls subjacent to slopes. 2 Passive earth pressure may be computed as an equivalent fluid having a density of 150 pcf, to a maximum lateral earth pressure of 1,000 pounds per square foot (psf) 3 An allowable coefficient of friction between soil and concrete of 0 30 may be used with the dead load forces 4 When combining passive pressure and fnctional resistance, the passive pressure component should be reduced by one-third 5 Where pools/spas are planned near structures, appropnate surcharge loads need to be incorporated into design and construcflon by the pool/spa designer This includes, but is not limited to landscape berms, decorative walls, fooflngs, built-in barbeques, ufllity poles, etc 6 All pool/spa walls should be designed as "free standing" and be capable of supporting the water in the pool/spa without soil support The shape of pool/spa in cross secflon and plan view may affect the performance of the pool, from a geotechnical standpoint Pools and spas should also be designed in accordance with Secflon 1806 5 of the 1997 UBC Minimally, the bottoms of the pools/spas, should maintain a distance H/3, where H is the height ofthe slope (in feet), from the slope face This distance should not be less than 7 feet, nor need not be greater than 40 feet Ms Sha-Li Lin Appendix B File e \wp12\5600\5649a1 sgu Page 8 GeoSoils, Inc. 7 The soil beneath the pool/spa bottom should be uniformly moist with the same sflffness throughout If a flll/cut transition occurs beneath the pool/spa bottom, the cut portion should be overexcavated to a minimum depth of 48 inches, and replaced with compacted fill, such that there is a uniform blanket that is a minimum of 48 inches below the pool/spa shell. If very low expansive soil is used for fill, the fill should be placed at a minimum of 95 percent relative compacfion, at opfimum moisture condiflons This requirement should be 90 percent relaflve compaction at over opflmum moisture if the pool/spa is constructed within or near expansive soils The potenflal for grading and/or re-gradmg of the pool/spa bottom, and attendant potenflal for shonng and/or slot excavation, needs to be considered dunng all aspects of pool/spa plannmg, design, and construcflon 8 If the pool/spa is founded enflrely in compacted flll placed dunng rough grading, the deepest portion ofthe pool/spa should correspond with the thickest flll on the lot 9 Hydrostaflc pressure relief valves should be incorporated into the pool and spa designs A pool/spa under-drain system is also recommended, with an appropnate outlet for discharge 10 All fittings and pipe joints, particularty fittings in the side of the pool or spa, should be properiy sealed to prevent water from leaking into the adjacent soils matenals, and be fitted with slip or expandible joints between connecflons transecflng varying soil conditions 11 An elasflc expansion joint (flexible waterproof sealant) should be installed to prevent water from seeping into the soil at all deck joints 12 A reinforced grade beam should be placed around skimmer inlets to provide support and mitigate cracking around the skimmer face 13 In order to reduce unsightly cracking, deck slabs should minimally be 4 inches thick, and reinforced with No 3 reinforcing bars at 18 inches on-center All slab reinforcement should be supported to ensure proper mid-slab posifloning dunng the placement of concrete Wire mesh reinforcing is speciflcally not recommended Deck slabs should not be fled to the pool/spa structure Pre-moistening and/or pre-soaking of the slab subgrade is recommended, to a depth of 12 inches (opflmum moisture content), or 18 inches (120 percent of the soil's opflmum moisture content, or 3 percent over opflmum moisture content, whichever is greater), for very low to low, and medium expansive soils, respectively This moisture content should be maintained m the subgrade soils dunng concrete placement to promote uniform cunng of the concrete and minimize the development of unsightly shnnkage cracks Slab underiayment should consist of a 1 - to 2-inch leveling course of sand (S E >30) and a minimum of 4 to 6 inches of Class 2 base compacted to 90 percent Deck slabs within the H/3 zone, where H IS the height of the slope (in feet), will have an increased potenflal for distress relaflve to other areas outside of the H/3 zone If distress is undesirable, Ms Sha-Li Lin Appendix B File e \wp12\5600\5649a1 sgu Page 9 GeoSoils, Inc. improvements, deck slabs or flatwork should not be constructed closer than H/3 or 7 feet (whichever is greater) from the slope face, in order to reduce, but not eliminate, this potenflal 14 Pool/spa bottom or deck slabs should be founded entirely on competent bedrock, or properly compacted flll Fill should be compacted to achieve a minimum 90 percent relative compacfion, as discussed above Prior to pounng concrete, subgrade soils below the pool/spa decking should be throughly watered to achieve a moisture content that is at least 2 percent above opflmum moisture content, to a depth of at least 18 inches below the bottom of slabs This moisture content should be maintained in the subgrade soils dunng concrete placement to promote uniform cunng ofthe concrete and minimize the development of unsightly shnnkage cracks 15 In order to reduce unsightly cracking, the outer edges of pool/spa decking to be bordered by landscaping, and the edges immediately adjacent to the pool/spa, should be underiain by an 8-inch wide concrete cutoff shoulder (thickened edge) extending to a depth of at least 12 inches below the bottoms ofthe slabs to miflgate excessive inflltraflon of water under the pool/spa deck These thickened edges should be reinforced with two No 4 bars, one at the top and one at the bottom Deck slabs may be minimally reinforced with No 3 reinforcing bars placed at 18 inches on-center, in both direcflons All slab reinforcement should be supported on chairs to ensure proper mid-slab posifloning dunng the placement of concrete 16 Surface and shnnkage cracking of the flnish slab may be reduced if a low slump and water-cement ratio are maintained dunng concrete placement Concrete utilized should have a minimum compressive strength of 4,000 psi Excessive water added to concrete pnor to placement is likely to cause shnnkage cracking, and should be avoided Some concrete shnnkage cracking, however, is unavoidable 17 Joint and sawcut locaflons for the pool/spa deck should be determined by the design engineer and/or contractor However, spacings should not exceed 6 feet on center 18 Considenng the nature of the onsite earth matenals, it should be anflcipated that caving or sloughing could be a factor in subsurface excavaflons and trenching Shonng or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees), should be anflcipated AN excavaflons should be observed by a representaflve ofthe geotechnical consultant, including the project geologist and/or geotechnical engineer, pnor to workers entenng the excavation or trench, and minimally conform to Cal/OSHA ("Type C" soils may be assumed), state, and local safety codes Should adverse condiflons exist, appropnate recommendations should be offered at that flme by the geotechnical consultant GSI does not consult in the area of safety engineering and the safety of the construction crew is the responsibility ofthe pool/spa builder Ms. Sha-Li Lin Appendix B File e \wp12\5600\5649a1 sgu Page 10 GeoSoils, Inc. 19 It IS imperaflve that adequate provisions for surface drainage are incorporated by the homeowners into their overall improvement scheme Ponding water, ground saturation and flow over slope faces, are all situations which must be avoided to enhance long term performance ofthe pool/spa and associated improvements, and reduce the likelihood of distress 20 Regardless ofthe methods employed, once the pool/spa is fliled with water, should It be emptied, there exists some potential that if emptied, signiflcant distress may occur Accordingly, once fliled, the pool/spa should not be empfled unless evaluated by the geotechnical consultant and the pool/spa builder 21. For pools/spas built within (all or part) ofthe 1997 Uniform Building Code (UBC) setback and/or geotechnical setback, as indicated in the site geotechnical documents, special foundaflons are recommended to miflgate the affects of creep, lateral flll extension, expansive soils and settlement on the proposed pool/spa Most municipalifles or County reviewers do not consider these effects in pool/spa plan approvals As such, where pools/spas are proposed on 20 feet or more of flll, medium or highly expansive soils, or rock fill with limited "cap soils" and built within 1997 UBC setbacks, or within the influence of the creep zone, or lateral flll extension, the following should be considered dunng design and construction: OPTION A Shallow foundations with or without overexcavation of the pool/spa "shell," such that the pool/spa is surrounded by 5 feet of very low to low expansive soils (without irreducible particles greater that 6 inches), and the pool/spa walls closer to the slope(s) are designed to be free standing. GSI recommends a pool/spa under-drain or blanket system (see attached Typical Pool/Spa Detail) The pool/spa builders and owner in this opflonal construcflon technique should be generally saflsfled with pool/spa performance underthis scenano, however, some settlement, fllflng, cracking, and leakage of the pool/spa is likely over the life of the project OPTION B Pier supported pool/spa foundaflons with or without overexcavation ofthe pool/spa shell such thatthe pool/spa is surrounded by 5 feet of very low to low expansive soils (without irreducible particles greater than 6 inches), and the pool/spa walls closer to the slope(s) are designed to be free standing The need for a pool/spa under-drain system may be installed for leak detecflon purposes Piers that support the pool/spa should be a minimum of 12 inches in diameter and at a spacing to provide vertical and lateral support of the pool/spa, in accordance with the pool/spa designers recommendations, local code, and the 1997 UBC The pool/spa builder and owner in this second scenano construcflon technique should be more satisfled with pool/spa performance This construcflon will reduce settlement and creep effects on the pool/spa, however, it will not eliminate these potenflals, nor make the pool/spa "leak-free " Ms Sha-Li Lin Appendix B File e \wp12\5600\5649a1 sgu Page 11 GeoSoils, Inc. 22. The temperature of the water lines for spas and pools may affect the corrosion properties of site soils, thus, a corrosion specialist should be retained to review all spa and pool plans, and provide miflgative recommendations, as warranted. Concrete mix design should be reviewed by a qualified corrosion consultant and matenals engineer 23 All pool/spa utility trenches should be compacted to 90 percent of the laboratory standard, under the full-fime observafion and tesflng of a qualified geotechnical consultant Utility trench bottoms should be sloped away from the primary structure on the property (typically the residence) 24 Pool and spa ufllity lines should not cross the pnmary structure's ufllity lines (i e , not stacked, or sharing of trenches, etc) 25 The pool/spa or associated ufllifles should not intercept, interrupt, or otherwise adversely impact any area dram, roof drain, or other drainage conveyances If it is necessary to modify, move, or disrupt exisflng area drains, subdrains, or flghflines, then the design civil engineer should be consulted, and miflgaflve measures provided Such measures should be further reviewed and approved by the geotechnical consultant, pnor to proceeding with any further construcflon 26. The geotechnical consultant should review and approve all aspects of pool/spa and flatwork design pnor to construcflon A design civil engineer should review all aspects of such design, including drainage and setback condiflons Pnor to acceptance of the pool/spa construction, the project builder, geotechnical consultant and civil designer should evaluate the performance of the area drains and other site drainage pipes, following pool/spa construcflon 27 All aspects of construction should be reviewed and approved by the geotechnical consultant, including dunng excavation, pnor to the placement of any addiflonal flll, pnor to the placement of any reinforcement or pounng of any concrete 28 Any changes in design or locaflon of the pool/spa should be reviewed and approved by the geotechnical and design civil engineer pnor to construction Field adjustments should not be allowed unfll written approval of the proposed fleld changes are obtained from the geotechnical and design civil engineer 29 Disclosure should be made to homeowners and builders, contractors, and any interested/affected parties, that pools/spas built within about 15 feet of the top of a slope, and/or H/3, where H is the height ofthe slope (in feet), wiH expenence some movement or fllflng While the pool/spa shell or coping may not necessanly crack, the levelness of the pool/spa will likely flit toward the slope, and may not be esthetically pleasing The same is true with decking, flatwork and other improvements in this zone Ms. Sha-Li Lin Appendix B File e \wp12\5600\5649a1 sgu Page 12 GeoSoils, Inc. 30 Failure to adhere to the above recommendaflons will signiflcantly increase the potential for distress to the pool/spa, flatwork, etc 31 Local seismicity and/or the design earthquake will cause some distress to the pool/spa and decking or flatwork, possibly including total funcflonal and economic loss 32 The informaflon and recommendaflons discussed above should be provided to any contractors and/or subcontractors, or homeowners, interested/affected parties, etc , that may perform or may be affected by such work JOB SAFETY General At GSI, getting the job done safely is of pnmary concern The following is the company's safety consideraflons for use by all employees on mulfl-employer construcflon sites On-ground personnel are at highest nsk of injury, and possible fatality, on grading and construction projects GSI recognizes that construction activities will vary on each site, and that site safety is the pnme responsibility of the contractor, however, everyone must be safety conscious and responsible at all flmes To achieve our goal of avoiding accidents, cooperaflon between the client, the contractor, and GSI personnel must be maintained In an effort to minimize nsks associated with geotechnical tesflng and observaflon, the following precauflons are to be implemented for the safety of fleld personnel on grading and construction projects. Safety Meetings: GSI fleld personnel are directed to attend contractor's regularly scheduled and documented safety meetings Safety Vests: Safety vests are provided for, and are to be worn by GSI personnel, at all times, when they are working in the field Safety Flags: Two safety flags are provided to GSI fleld technicians, one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits Flashing Lights: All vehicles staflonary in the grading area shall use rotafing or flashing amber beacons, or strobe lights, on the vehicle dunng all field testing While operafing a vehicle in the grading area, the emergency flasher on the vehicle shall be activated In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attenflon of our office Ms Sha-Li Lm Appendix B File e \wp12\5600\5649a1 sgu Page 13 GeoSoils, Inc. Test Pits Location. Orientation, and Clearance The technician is responsible for selecflng test pit locaflons A pnmary concern should be the technician's safety Efforts will be made to coordinate locaflons with the grading contractor's authonzed representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic The contractor's authorized representative (supervisor, grade checker, dump man, operator, etc) should direct excavation of the pit and safety during the test period Of paramount concern should be the soil technician's safety, and obtaining enough tests to represent the fill Test pits should be excavated so that the spoil pile is placed away from oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile This necessitates the flll be maintained in a dnveable condiflon Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small flll areas or those with limited access. A zone of non-encroachment should be established for all test pits No grading equipment should enter this zone dunng the tesflng procedure The zone should extend approximately 50 feet outward from the center of the test pit This zone is established for safety and to avoid excessive ground vibration, which typically decreases test results When taking slope tests, the technician should park the vehicle directly above or below the test locaflon ff this is not possible, a prominent flag should be placed at the top of the slope The contractor's representaflve should effecflveiy keep all equipment at a safe operational distance (e g , 50 feet) away from the slope dunng this tesflng The technician is directed to withdraw from the active portion ofthe flll as soon as possible following tesflng The technician's vehicle should be parked at the penmeter of the flll in a highly visible locaflon, well away from the equipment traffic pattern The contractor should inform our personnel ofall changes to haul roads, cut and flll areas or other factors that may affect site access and site safety In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any ofthe above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor The grading contractor's representative will be contacted in an effort to affect a solution However, in the interim, no further testing will be performed unfll the situaflon is rectifled Any flll placed can be considered unacceptable and subject to reprocessing, recompacflon, or removal In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bnng this to the technician's attention and notify this office Effective communicaflon and coordination between the contractor's representative and the soil technician is strongly encouraged in order to implement the above safety plan Ms Sha-Li Lin Appendix B File e \wp12\5600\5649a1 sgu Page 14 GeoSoils, Inc. Trench and Vertical Excavation It IS the contractor's responsibility to provide safe access into trenches where compaction testing is needed Our personnel are directed not to enter any excavation or vertical cut which 1) IS 5 feet or deeper unless shored or laid back, 2) displays any evidence of instability, has any loose rock or other debns which could fall into the trench, or 3) displays any other evidence of any unsafe condiflons regardless of depth All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back Trench access should be provided in accordance with Cal/OSHA and/or state and local standards Our personnel are directed not to enter any trench by being lowered or "nding down" on the equipment ff the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor The contractor's representaflve will be contacted in an effort to affect a soluflon All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal If GSf personnel become aware of anyone working beneath an unsafe trench wall or vertical excavaflon, we have a legal obligation to put the contractor and owner/developer on noflce to immediately correct the situation If correcflve steps are not taken, GSI then has an obligaflon to notify Cal/OSHA and/or the proper controlling authorifles Ms Sha-Li Lin Appendix B File e \wp12\5600\5649a1 sgu Page 15 GeoSoils, Inc. Toe of slope as shown on grading plan Natural slope to be restored with compacted fill Proposed grade Backcut varies 2-toot minimum in bedrock or rapproved earth material ^x<^S\/, 2-Percent Gradient 15-foot minimum or —H/2 where H is— the slope height Bedrock or ap al Subdrain by geotechnical consultant NOTES 1 Where the natural slope approaches or exceeds the design slope ratio, special recommendations would be provided by the geotechnical consultant 2 The need for and disposition of drams should be evaluated by the geotechnical consultant, based upon exposed conditions fit' FILL OVER NATURAL (SIDEHILL FILL) DETAIL Plate B-7 Proposed finish grade Natural grade Bedrock or approved native material Typical benching (4-foot minimum) 2-foot minimum key depth or H/2 If H)30 feet Subdrain as recommended by geotechnical consultant NOTES 1 15-foot minimum to be maintained from proposed finish slope face to backcut 2 The need and disposition of drains will be evaluated by the geotechnical consultant based on field conditions 3 Pad overexcavation and recompaction should be performed if evaluated to be necessary by the geotechnical consultant SKIN FILL OF NATURAL GROUND DETAIL Plate B-10 Natural grade Subgrade at 2 percent gradient, draining toward street Bedrock or approved native material 3- to 7-foot minimum* overexcavate and recompact per text of report Typical benching CUT LOT OR MATERIAL-TYPE TRANS Proposed pad grade Natural grade Subgrade at 2 percent gradient, draining toward street 3- to 7-foot minimum* overexcavate and recompact per text of rep>ort J ^ ^ ^ , Bedrock or '^^"^-^^-^-^"^^ approved native Typical benching material (4-foot minimum) * Deeper overexcavation may be recommended by the geotechnical consultant in steep cut-fill transition areas, such that the underlying topography is no steeper than 31 (H V) CUT-FILL LOT (DAYUGHT TRANSITION) <ris> TRANSITION LOT DETAILS Plate B-12 MAP VIEW NOT TO SCALE SEE NOTES Concrete cut-off wall —, B Top of slope Gravity-flow, nonperforated subdrain pipe (transverse) Toe of slope -4 4-inch perforated subdrain pipe (longitudinal) 4-inch perforated subdrain pipe (transverse) Pool B' Direction of drainage A I I Coping 2-inch-thick sand layer 5 feet Pool CROSS SECTION VIEW NOT TO SCALE SEE NOTES Coping Pool encapsulated in 5-foot thickness of sand Vapor retarder 6-inch-thick gravel layer 4-inch perforated subdrain pipe 5 feet 2-inch-thick sand layer Gravity-flow nonperforated subdrain pipe ^Concrete cut-off wall-Vapor retarder Perforated subdrain pipe NOTES 6-inch-thick, clean gravel (.% to 1)2 inch) sub-base encapsulated in Mirafi MON or equivalent, underlain by a 15-mil vapor retarder, with 4-inch-diameter perforated pipe longitudinal connecteci to 4-inch-diameter perforated pipe transverse Connect transverse pipe to 4~inch-diameter nonperforated pipe at low point and outlet or to sump pump area Pools on fills thicker than 20 feet should be constructed on deep foundations, otherwise, distress (tilting, cracking, etc) should be expected Design does not apply to infinity-edge pools/spas G^^^m llm TYPICAL POOL/SPA DETAIL Plate B-17 SIDE VIEW Test pit TOP VIEW Flag -50 feet--50 feet- -100 feet- Flag Light Vehicle TEST PIT SAFETY DIAGRAM Plate B-20 BUILDING ENERGY ANALYSIS REPORT PROJECT: Lin Residence 1589 Triton Way Carlsbad , GA 92011 Project Designer: Sha-Li or Lawrence Lin (Owner Builder) 2565 Riverwoods Road Riverwoods, IL 60015 847-945-0007 Report Prepared by: David Schneider Title 24 Energy Consultants PO Box 711307 San Diego, CA 92171 619-504-5610 <3 CaBfefnta Assodation gtButlttlng Erawgy Consultante CERTIFIED ENERGY ANALYST David Schneider #R08-08-261 & #NR08-08-540 CONSULTANTS Job Number: 10-177 Date: 10/11/2010 Certified HERS Rater California Home Efficmncy Rating Service David Sciineider CCN9m243iS NC'HPAC Alier0ioits BuMing Emelope Thtrmal Bipai*s Chct/lli-it Solar Certijjeel Safer The EnergyPro computer program has been used to perform the calculatons summarized in this compliance report This program has approval and is authonzed by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards This program developed by EnergySoft, LLC - www energysoft com kunCode 2010-i6-1lfl6 16 i ID 10-177 EnergyPro 5 1 by EnergySoft User Number 1562A CB(0ZS2S TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1 R Certificate of Compliance 3 Form MF-IR Mandatory Measures Summary 10 HVAC System Heating and Cooling Loads Summary 13 Room Load Summary 15 Room Heating Peak Loads 17 Room Cooling Peak Loads 19 EnergyPro 5 1 by EnergySoft Job Number ID 10-177 User Number 1562A PERFORMANCE CERTIFICATE: Residential (Part 1 of 5) CF-1R Project Name Lin Residence Building Type El Single Family • Addition Alone • Multl Family • Existing-t- Addition/Alteration Date 10/11/2010 Project Address ^589 Triton Way Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond Floor Area 3,682 Addition n/a # of Stories 2 FIELD INSPECTION ENERGY • Yes • No HERS Measures - If • Yes • No Special Features - If CHECKLIST Yes, A CF-4R must be provided per Part 2 of 5 of this form Yes, see Part 2 of 5 of this form for details INSULATION Construction Type Area Special Cavity {ff) Features (see Part 2 of 5) Status Wall Wood Framed R-19 3,268 New Roof Wood Framed Rafter R-30 2,365 Wew Slab Unheated Slab-on-Grade None 1.954 Penm=198' New Floor Wood Framed w/o Crawl Space R-19 460 New FENESTRATION Orientation Area(ft^) U- Factor ^iGC^OCfirtiatg^liclSfiPS Exterior Shades Status none '-• Front (E) 213 1 0 4 90 -g'SSi'none Bug Screen New Left (S) 60 0 0 490 %Yt;^,Q:3S'\tfpone , Bug Screen New Left (S) 1470 0 770 'H'jmne^'---:.-^'/ / none #: — --r^i.^- - . - • Bug Screen New Rear (W) 384 2 0 770 Bug Screen New Rear (W) 80 5 0 490 :.0.35/ . noneif Bug Screen New Right (N) 21 6 0 490 0 35(^^;:p6ne>Jf 'none Bug Screen New Rear(W) 102 5 0 490 0 3510:4 0 none Bug Screen New Rear(W) 185 6 0 490 0 35 4 0 none Bug Screen New Right (N) 36 0 0' BUi New Skylight 50 0 710 New Skylight 50 710 Ngn^ New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status Central Furnace 95% AFUE Split Air Conditioner 16 0 SEER Setback New Central Furnace 95% AFUE Split Air Conditioner 16 0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status G/MV95905D/SSXf 60361 Dijcfecf Ducted Afftc, Ceiling Ins, vented 60 New GMV95905D/SSX160361 Ducted Ducted Attic, Ceiling Ins, vented 60 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status Instant Gas 0 97 All Pipes Ins New EnergyPro 5 1 by EnergySoft User Number 1562A RunCode-2010-10-11716:15:11 ID 10-177 Page 1of7 Registered with CHEERS on 10/14/2010 02 35 * Registration Number 110-N0002030A-000000000-0000 PERFORMANCE CERTIFICATE: Residential (Part 1 of 5) CF-1R Project Name Un Residence Building Type IZl Single Family • Addition Alone • Multl Family • Existing-i- Addition/Alteration Date 10/11/2010 Project Address ^589 Triton Way Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond Floor Area 3,682 Addition n/a # ot Stories 2 FIELD INSPECTION ENERGY CHECKLIST El Yes • No HERS Measures -- If Yes, A CF-4R must be provided per Part 2 of 5 of this form • Yes • No Special Features - If Yes, see Part 2 of 5 of this form for details INSULATION Construction Type Area Special Cavity (ff) Features (see Part 2 of 5) Status FENESTRATION U- - Exterior Orientation Areajff) Factor SHGC Overharig Sidefins Shades Status Skylight 24 5 0 490 0.35. • none none None New Skylight 24 5 0 710 ,0.36 none , none. None New • HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Location Heating . Cooling Duct Location Duct R-Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status energyPfo 5 1 by EnergySoft User Number 1562A RunCode: 2010-10-11T16 1511 ID 10-177 Page 2 of 7 Registered with CHEERS on 10/14/2010 02 35 * Registration Number 110-N0002030A-000000000-0000 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1R Project Name Lin Residence Building Type • Single Family • Multl Family • Addition Alone • Existing-!- Addition/Alteration Date 10/11/2010 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist These items require special written justification and documentation, and special verification to be used with the performance approach The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted The DHW System Navien CR240A includes a Solar Savings Fraction (65 0%) fbr solar thermal water heating as calculated from the equations in Residential ACM Appendix RG section RG 3 4 See also section 6 3 of the Residential ACM HIGH MASS Design - Verify Thermal Mass 1,954 0 ft' Exposed Slab Floor, 5 000" thick at 1st Floor Area "^TT— r J HERS REQUIRED VERIFICATIOI^^ Items in this section require field testing and/or verp|^tiot^y a c^ified HERS Rater The inspector must receive a completed CF-4R form for each of the measures lip^d below for fmal to be given The Cooling System Goodman GMV95905D / SSX160361 includes credit fbr a 13 0 EER Condenser A certified HERS rater must field verify the installation of the correct Condenser r i I <J', The HVAC System GMV95905D/SSk Watt Charge or a indicator Display The HVAC System GMV95905D/S^60361 inc^ora verify that duct leakage meets the sp^^^Knteria fiM veri^tion and diagnostic testing is required to The Cooling System Goodman GM V95905D / SSX160361 includes credit for a f 3 0 ^ER CondensSr A certified HERS ra ter must field verify the installation of the correct Condenser The HVAC System GMV95905D /SSX160361 incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display The HVAC System GMV95905D/SSX160361 incorporates HERS verified Duct Leakage HERS field verification and diagnostic testing is required to verify that duct bakage meets the specified criteria EnergyPro 5 1 bv EnergySoft User Number 1562A RunCode: 2010-10-11716 1511 ID 10-177 Page 3 of 7 Registered with CHEERS on 10/14/2010 02 35 * Registration Number 110-N0002030A-000000000-0000 C ™„J U, T —, T „ O— T T^ PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name Lm Residence Building Type 13 Single Family • Multl Family • Addition Alone • Existing-i- Addition/Alteration Date 10/11/201(1 ANNUAL ENERGY USE SUMMARY standard Proposed Margin "^^^ (kBtu/ft^-yr) Space Heating 7 66 5 93 1 74 Space Cooling 6 75 10 47 -3 72 Fans 3 69 5 48 -1 79 Domestic Hot Water 10 39 2 25 8 13 Pumps 0 00 0 00 0 00 Totals 28 49 24 13 4 36 Percent Better Than Standard 15 3% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Building Front Orientation Number of Dwelling Units Fuel Available at Site Raised Floor Area Slab on Grade Area Average Ceiling Height Fenestration Average U-Factor Average SHGC (E) 90 deg 1 00 Natural Gas 1,954 ri20 ifl 61 Ext Walls/Roof (E) (S) (W) (N) •> Roof Wall Area 1,337 839 1,484 839 2,444 TOTAL Fenestration/CFA Ratio Fenestration Area 213 207 753 58 59 1,250 35 0% REMARKS 1 <. t .. ..' . \. STATEMENT OF COMPLIANCE This certificate of compliance to comply with Title 24, Parts] Efficiency Standards of the C dfei: f The documentation author hereby certifies that the documentation is accurate and complete Documentation Author Company ™^ 24 Energy Consultants Address POBox 711307 Citv/State/Zip ^>^°' ^^171 Name Dawd Schneider Phone 6^9-504-5610 10/11/2010 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, venfication of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field venfication by an approved HERS rater Designer or Owner (per Business & Professions Gode) Company Sha-Li or Lawrence Lin (Owner Builder) Address 2565 Riverwoods Road Name Sha-Li or Lawrence Lin City/State/Zip Riverwoods, IL 60015 Phone 847-945-0007 Signed License # Date EnerqyPro 5 1 t>v EnergySoft User Number 1562A RunCode 2010-10-11716.15:1 ID 10-177 Paae 4 of 7 Registered with CHEERS on 10/14/2010 02 35 * Registration Number 110-N0002030A-000000000-0000 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name Lin Residence Building Type • Single Family • Multl Family • Addition Alone • Existing-i- Addition/Alteration Date io/ii/2oia OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Exterior Frame Intenor Frame Azm Tilt Status Joint Appendix 4 Location/Comments Wall 472 0 074 R-19 90 90 New 4 3 1-A5 1st Floor Area Wall 352 0 074 R-19 180 90 New 4 3 1-A5 1st Floor Area Wall 310 0 074 R-19 270 90 New 4 3 1-A5 1st Floor Area Wall 537 0 074 R-19 0 90 New 4 3 1-A5 1st Floor Area Roof 716 0 035 R-30 180 25 New 4 2 2-A17 1st Floor Area Slab 1,954 0 730 None 0 180 New 4 4 7-A1 1st Floor Area Wall 651 0 074 R-19 90 90 New 4 3 1-A5 2nd Floor Area Wall 280 0 074 R-19 180 90 New 4 3 1-A5 2nd Floor Area Wall 422 0 074 R-19 270 90 New 4 3 1-A5 2nd Floor Area Wall 244 0 074 R-19 0 90 New 4 3 1-A5 2nd Floor Area Roof 1,669 0 035 R-30 90 25 New 4 2 2-/417 2nd Floor Area Floor 460 0 048 R-19 0 180 New 4 4 2-A4 2nd Floor /Krea FENEST RATO NSUR FACE DETAILS ID Type Area U-Factor' Azm Status! t4 Glazing Type Location/Comments Window 16 0 0 490 NFRC New ( Pacific Windows & Doors 1st Floor Area Window 31 5 0 490 NFRC tafacific Windows & Doors 1 st Floor fi^ea Window 80 6 0 490 NFRC €35! .^90 New^: St^ff Pacific Windows & Doors 1st Floor Area Window 26 3 0 490 NFRC W3'5 90 New r SieriW''Pacific Windows & Doors 1 st Floor/^rea Window 12 0 0 490 NFRC 180 jgjgffa Pacific Windows & Doors 1st Floor Area Window 21 0 0 490 NFRC 0 35 NFRC \ 180 Newr Sierra Pacific Windows & Doors 1st Floor/{rea Window 270 0 490 NFRC om NFRQ\ ,^180 New^.' Ne"' SiBfB Pacific Windows & Doors 1 st Floor/^rea Window 147 0 0 770 Default "0 70 'Obfautt' '180 GOMfifiSliding Door 1 st Floor/[rea Window 384 2 0 770 Default 0 70 D§$fdlt). NFRCt :.270 Newk'"' Custom Sliding Door 1st Floor Area 10 Window 80 5 0 490 NFRC 0 35 '270 NeW; Sierra Pacific Windows & Doors 1st Floor Area 11 Window 72 0 490 NFRC 0 35 NFRCki, NFRC Newx'J, Sierra Pacific Windows & Doors 1st Floor Area 12 Window 72 0 490 NFRC 0 35 New Sierra Pacific Windows & Doors 1st Floor Area 13 Window 72 0 490 WFRC 0 35 WFRC*" New Sierra Pacific Windows & Doors 1 st Floor Area 14 Window 10 5 0 490 NFRC 0 35 NFRC 90 New Sierra Pacific Windows & Doors 2nd Floor Area 15 Window 10 5 0 490 Siggr^Pacifp Wij^^s^A Doors 2nd Floor Area 16 Window 10 5 0 490 0Wf SiWimcifi; l-^mVs & Doors 2nd Floor Area (1) U-Factor Type 116- (2) SHGC Type 116- : Default irai|^ JTat^ froi tanda ;tai id, EXTERIOR SHADING DETAIL^ ID Extenor Shade Type SHGC Window 'Overhang Left Fin Right Fm ID Extenor Shade Type SHGC Hc|t Wd Len Hgt LExt RExt Dist Len Hgt Dist Len Hgt 1 Bug Screen 0 76 2 Bug Screen 0 76 3 Bug Screen 0 76 4 Bug Screen 0 76 5 Bug Screen 0 76 6 Bug Screen 0 76 7 Bug Screen 0 76 8 Bug Screen 0 76 9 Bug Screen 0 76 11 4 34 0 36 0 1 00 00 10 Bug Screen 0 76 11 Bug Screen 0 76 12 Bug Screen 0 76 13 Bug Screen 0 76 14 Bug Screen 0 76 15 Bug Screen 0 76 16 Bug Screen 0 76 EnergyPro 5 1 by EnergySoft User Number 1562A RunCode 2010-10-11716 15 11 ID 10-177 Page 5 of 7 Registered with CHEERS on 10/14/2010 02 35 * Registration Number 110-N0002030A-000000000-0000 C 1 U. T .i.„., t _ t7„. T „ T... CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name Lm Residence Building Type IZl Single Family • Addition Alone Date • Multl Family • Existing-i-Addition/Alteration 10/11/2010 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Exterio r Frame i Intenor Frame Azm Tilt status Joint Appendix 4 Location/Comments FENESTRAT 0 NSUR FACE DETAILS ID Type Area U-Factor' Azm I., Status p J Glazing Type Location/Comments 17 Window 27 2 0 490 NFRC 0 35 ' V '90 ^Pacific Windows & Doors 2nd Ftoor Area 18 Window 30 0 0 490 NFRC 270 New s %a,Pacific Windows & Doors 2nd Floor Area 19 Window 51 0 0 490 NFRC "fieWVft "Sfe|fTPac)f/c Windows & Doors 2nd Floor Area 20 Window 75 0 490 NFRC "ms N0RWi'} 1 270 N'mt J « Sierra-Pacific Windows & Doors 2nd Floor Area 21 Window 20 0 0 490 NFRC 0 35J ^ 270 Nm^^mj ^^ra Pacific Windows & Doors 2nd Floor Area 22 Window 24 0 0 490 NFRC 0 35 i 270 Nm/ #3 .Sierra Pacific Windows & Doors 2nd Floor Area 23 Window 34 0 0 490 NFRC mS wnm Pacific Windows & Doors 2nd Floor Area 24 Window 22 5 0 490 NFRC *D35 1^ "no NrntmaL ^erra'^^cific Windows & Doors 2nd Floor Area 25 Window 38 3 0 490 NFRC 0 35 Mm Sierra Pacific Windows & Doors 2nd Floor Area 26 Window 22 5 0 490 NFRC 0 35 NFkofi :I wo Sierra Pacific Windows & Doors 2nd Floor Area 27 Window 38 3 0 490 NFRC 0 35 NFRClM • 2n Wew Sierra Pacific Windows & Doors 2nd Floor Area 28 Window 36 0 0 490 NFRC 0 35 NFRCf^ I "0 Wew ' Sierra Pacific Windows & Doors 2nd Floor Area 29 Skylight 50 0 710 NFRC 0 36 NFRC"' 90 New Velux Skylights 2nd Floor Area 30 Skylight 50 0 710 NFRC 0 36 NFRC 90 New Velux Skylights 2nd Floor Area 31 Skylight 24 5 0 490 NFB£ ! 0,35 I^RO 9d Wew,,, Si§ixa.Paci^ WmdSfws'X Doors 2nd Floor Area 32 Skylight 24 5 0 710 1 fce mm 9C^ Nrnf'"" 2nd Floor Area (1) U-Factor Type 116-^ (2) SHGC Type 116-OT 1 Default Table from Sin M)efgu\t f atp from Sta ida^MJFRC = Labele id^.s,,NFRC = Labele JVsluc EXTERIOR SHADING DETAIL^ f ~ ~ " ! ID Exterior Shade Type c Window 'Overhang Left Fin Right Fin ID Exterior Shade Type c SHGC Hgt Wd Len Hgt LExt RExt Dist Len Hgt Dist Len Hgt 17 Bug Screen 0 76 18 Bug Screen 0 76 2 6 12 1 40 0 1 00 00 19 Bug Screen 0 76 4 3 12 1 40 02 00 00 20 Bug Screen 0 76 2 6 30 40 0 1 00 00 21 Bug Screen 0 76 26 80 40 01 00 00 22 Bug Screen 0 76 80 30 40 02 00 00 23 Bug Screen 0 76 4 3 80 40 02 00 00 24 Bug Screen 0 76 2 6 90 40 0 1 00 00 25 Bug Screen 0 76 4 3 90 40 02 00 00 26 Bug Screen 0 76 2 6 90 40 0 1 00 00 27 Bug Screen 0 76 4 3 90 40 02 00 00 28 Bug Screen 0 76 2 6 121 40 01 00 00 29 None 1 00 30 None 1 00 31 None 1 00 32 None 1 00 EnergyPro 5 1 by EnergySoft User Number 1562A RunCode 2010-10-11716 15.11 ID 10-177 Page 6 of 7 Registered with CHEERS on 10/14/2010 02 35 * Registration Number 110-N0002030A-000000000-0000 C 1 U. T . „i.„., T „ T „ T„„ CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1R Project Name Lin Residence Building Type 21 Single Family • Addition Alone • Multl Family • Existing-i- Addition/Alteration Date 10/11/201 a BUILDING ZONE INFORMATION System Name Zone Name New Floor Area (fr) Existing Altered Removed Volume Year Built GM1/95905D/SSX160361 1st Floor Area 1,954 23,448 GMV95905D/SSX160361 2nd Floor Area 1,728 20.736 Totals 3,682 HVAC SYSTEMS 'Miti^ff.^ System Name Qty Heating Type Mm Eff Thermostat Type Status GM V95905D / S SX1603 61 Cenfra/ Furnace ^r$^onditioner Split ^irfCpnditioner 16 0 SEER Setback New GMV95905D / SSX160361 Central Furnace ^%$.FUE 16 0 SEER Setback New HVAC DISTRIBUTION System Name Heating idling"" 'Duct Location Duct R-Value Ducts Tested' Status GMV95905D / SSX160361 Ducted Ducted Attic, Ceiling Ins, vented 60 New GMV95905D / SSX160361 Ducted Ducted Attic, Ceilipg Ins, ventei 60 New • • WATER HEATING SYS EMS System Name Qty Type Distnbution Rated Input (Btuh) Tank Cap Energy Factor or RE Standby Loss or Pilot Ext Tank Insul R- Value Status Wawen CR240A Instant Gas All Pipes Ins 199,000 0 0 97 n/a n/a New MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Qty Hot Water Piping Length HP E LU CL Plenum Outside Buned . o < £ System Name Pipe Length Pipe Diameter Insul Thick • • • • • • EnergyPro 51 by EnergySoft User Number 1562A RunCode: 2010-10-117161511 ID 10-177 Paqe 7 of 7 Registered with CHEERS on 10/14/201002 35 * Registration Number 110-N0002030A-OOOOGOOOO-0000 I U. T . „4- T j_ T7 T T MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1R Project Name Date Lin Residence 10/11/2010 NOTE Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used More stringent energy measures listed on the Certificate of Compliance (CF-1 R, CF-1 R-ADD, or CF- 1 R-ALT Form) shall supersede the items marked with an asterisk (*) below This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary Submit all applicable sections of the MF-1R Form with plans Building Envelope Measures. §116(a)1 Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage §116(a)4 Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gam Coefficient (SHGC), and infiltration that meets the requirements of §10-111 (a) §117 Extenor doors and windows are weather-stripped, all loints and penetrations are caulked and sealed §118(a) Insulation specified or installed meets Standards for Insulating Matenal Indicate type and include on CF-6R Form §118(1) The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF-IR Form *§ 150(a) Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor §150(b) Loose fill insulation shall conform with manufacturer's installed design labeled R-Value *§150(c) Minimum R-13 insulation in wood-frame wall or equivalent U-factor *§150(d) Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor §150(f) Air retarding wrap is tested, labeled, and installed according to ASTM £1677-95(2000) when specified on the CF-IR Form § 150(g) Mandatory Vapor barner installed in Climate Zones 14 or 16 §150(1) Water absorption rate for slab edge insulation material alone without facings is no greater than 0 3%, water vapor permeance rate is no greater than 2 0 perm/inch and shall be protected from physical damage and UV light detenoration Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1A Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox §150(e)1 B Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device §150(e)2 Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited Space Conditioning, Water Heating and Plumbing System Measures: §110-§113 HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission §113(c)5 Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5 §115 Continuously burning pilot lights are prohibited for natural gas fan-type central furnaces, household cooking appliances (appliances with an electncal supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters §150(h) Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA §150(1) Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c) §150(])1A Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater § 150(j) 1B Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank §150(j)2 First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B §150(j)2 Cooling system piping (suction, chilled water, or bnne lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A §150(j)2 Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A §150(|)3A Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind §150(j)3A Insulation for chilled water piping and refngerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space §150(|)4 Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation EnergyPro 5 1 by EnergySoft User Number 1562A RunCode. 2010-10-11716-IS-11 ID 10-177 Page 10 of 23 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1 R Project Name Lin Residence Date 10/11/2010 §150(m)1 All air-distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5, supply-air and return-air ducts and plenums are insulated to a minimum installed level of R- 4 2 or enclosed entirely in conditioned space Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723 If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1 Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air Building cavities and support platforms may contain ducts Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts §150(m)2D Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands §150(m)7 Exhaust fan systems have back draft or automatic dampers §150(m)8 Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers §150(m)9 Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the matenal §150(m)10 Fiexible ducts cannot have porous inner cores §150(o) All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62 2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard Pool and Spa Heating Systems and Equipment Measures: §114(a) Any pool or spa heating system shall be certified to have a thermal efficiency that complies with the Appliance Efficiency Regulations, an on-off switch mounted outside of the heater, a permanent weatherproof plate or card with operating instructions, and shall not use electric resistance heating or a pilot light §114(b)1 Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating §114(b)2 Outdoor pools or spas that have a heat pump or gas heater shall have a cover §1l4(b)3 Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods §150(p) Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p) Residential Lighting Measures: §150(k)1 High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2 §150(k)3 The wattage ot permanently installed luminaires shall be determined as specified by § 130(d) §150(k)4 Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz §150(k)5 Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder, OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket §150(k)6 Lighting integral to exhaust fans, in rooms otherthan kitchens, shall meet the applicable requirements of §150(k) §150(k)7 All switching devices and controls shall meet the requirements of §150(k)7 §150(k)8 A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy EXCEPTION Up to 50 watts for dwelling units less than or equal to 2,500 ftaor 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system, and all permanently installed luminanes in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor §150(k)9 Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet Energya-o 5 1 by EnergySoft User Number 1562A RunCode 2010-10-11716 15-11 ID 10-177 Page 11 of 23 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-1R Project Name Lm Residence Date 10/11/2010 §150(k)10 Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy EXCEPTION 1 Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119 EXCEPTION 2 Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor §150(k)11 Permanently installed luminaires located in rooms or areas otherthan in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires EXCEPTION 1 Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119 EXCEPTION 2 Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150(k)11 §150(k)12 Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratones or other nationally recognized testing/rating laboratory, and have a label that certifies the lumiunaire is airtight with air leakage less then 2 0 CFM at 75 Pascals when tested in accordance with ASTM E283, and be sealed with a gasket or caulk between the luminaire housing and ceiling §150(k)13 Luminaires providing outdoor lighting, including lighting for private patios in low-nse residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy EXCEPTION 1 Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an overnde or bypass switch that disables the motion sensor, and one of the following controls a photocontrol not having an override or bypass switch that disables the photocontrol, OR an astronomical time clock not having an overnde or bypass switch that disables the astronomical time clock, OR an energy management control system (EMCS) not having an overnde or bypass switch that allows the luminaire to be always on EXCEPTION 2 Outdoor luminaires used to comply with Exceptionl to §150(k)13 may be controlled by a temporary ovemde switch which bypasses the motion sensing function provided thatthe motion sensor is automatically reactivated within six hours EXCEPTION 3 Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electnc Code need not be high efficacy luminaires §150(k)14 Internally illuminated address signs shall comply with Section 148, OR not contain a screw-base socket, and consume no more than five watts of power as determined according to § 130(d) §150(k)15 Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147 Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131, 134, and 146 §150(k)16 Permanently installed lighting in the enclosed, non-dwelling spaces of low-nse residential buildings with four or more dwelling units shall be high efficacy luminaires EXCEPTION Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119 Cetiroimla Assodatwn of Buitdinq Energy Corwultants CERTIFIED ENERGY ANALYST David Schneider #R08-08-261 &#NR08-08-540 EnergyPro 5 1 by EnergySoft User Number 1562A RunCode: 2010-10-11716.15 11 ID 10-177 Page 12 of 23 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Lm Residence Date 10/11/2010 System Name GMV95905D / SSXI60361 Floor Area 1,954 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOUNG PEAK COIL HTG PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 60,000 Total Room Loads 1,756 41,498 745 984 35,787 Total Output (Btuh) 60,000 Return Vented Lighting 0 Output (Btuh/sqft) 30 7 Return Air Ducts 1,145 1,322 Cooling System Return Fan 0 0 Output per System 33,400 Ventilation 0 0 0 0 0 Total Output (Btuh) 33,400 Supply Fan 0 0 Total Output (Tons) 28 Supply Air Ducts 1,145 1,322 Total Output (Btuh/sqft) 17 1 Total Output (sqft/Ton) 702 0 TOTAL SYSTEM LOAD 43,789 745 38,432 Air System CFM per System 0 HVAC EQUIPMENT SELECTION Airflow (cfm) 0 Goodman GMV95905D / SSXI 60361 31,143 1,845 60,000 Airflow (cfm/sqft) 0 00 Airflow (cfm/Ton) 00 Outside Air (%) 0 0% Total Adjusted System Output 31,143 1,845 60,000 Outside Air (cfm/sqft) 0 00 (Adjusted for Peak Design conditions) Note values above given at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak) 34 °F 69 °F 105 °F 34 °F Outside Air -< r 0 cfm Heating Coil 69 °F 4 1 104 °F ROOM 70 "F I COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83/68 °F Outside Air 0 cfm 79/63°F 1 Cooling Coil 56 / 54 °F 41 1 % ROOM 78 / 62 °F EnergyPro 5 1 by EnergySoft User Number 1562A RunCode. 2010-10-11716 15 11 ID 10-177 Page 13 of 23 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Lin Residence Date 10/11/2010 System Name GMV95905D / SSXI 60361 Floor Area 1,728 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 60,000 Total Room Loads 892 17,760 1,591 531 19,583 Total Output (Btuh) 60,000 Return Vented Lighting 0 Output (Btuh/sqft) 34 7 Return Air Ducts 490 724 Cooling System Return Fan 0 0 Output per System 33,400 Ventilation 0 0 0 0 0 Total Output (Btuh) 33,400 Supply Fan 0 0 Total Output (Tons) 28 Supply Air Ducts 490 724 Total Output (Btuh/sqft) 193 Supply Air Ducts Total Output (sqft/Ton) 620 8 TOTAL SYSTEM LOAD 18,741 1,591 21,031 Air System CFM per System 0 HVAC EQUIPMENT SELECTION Airflow (cfm) 0 Goodman GMV95905D / SSXI 60361 32,187 352 60,000 Airflow (cfm/sqft) 0 00 Airflow (cfm/Ton) 00 Outside Air (%) 0 0% Total Adjusted System Output 32,187 352 60,000 Outside Air (cfm/sqft) 0 00 (Adjusted for Peak Design conditions) Note values above qiven at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34 "F Outside Ar 0 cfm 69 °F 105 °F 1 Heating Coil 104 °F ROOM 70 °F COOUNG SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83 / 68 °F Outside Air 0 cfm « = lr Cooling Coil 56/54 "F 49 3 % ROOl 74 / 62 °F EnergyPro 5 1 by EnergySoft User Number 1562A RunCode- 2010-10-11716 15 11 ID 10-177 Page 14 of 23 ROOM LOAD SUMMARY Project Name Lin Residence Date 10/11/2010 System Name GMV95905D / SSX160361 Floor Area 1,954 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG PEAK Zone Name Room Name Mult CFM Sensible Latent CFM Sensible Latent CFM Sensible IstFbor Area 1s( Ftoor Area 1 1,756 41,498 745 1,756 41,498 745 984 35,787 PAGE TOTAL TOTAL * 1,756 41,498 745 984 35,787 PAGE TOTAL TOTAL * 1,756 41,498 745 984 35,787 * Total includes ventilation load for zonal systems EnergyPro 51 Jby EneroySoft User Number 1562A RunCode 2010-10-11716:1511 ID 10-177 Page 15 of 23 ROOM LOAD SUMMARY Project Name Lin Residence Date 10/11/2010 System Name GM\/95905D / SSXI60361 Floor Area 1,728 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG PEAK Zone Name Room Name Mult CFM Sensible Latent CFM Sensible Latent CFM Sensible 2nd Floor Area 2nd Ftoor Area 1 892 17,760 1,591 892 17,760 1,591 531 19,583 PAGE TOTAL TOTAL * 892 17,760 1,591 531 19,583 PAGE TOTAL TOTAL * 892 17,760 1,591 531 19,583 * Total includes ventilation load for zonal systems EnergyPro 5 1 by EnergySoft User Number 1562A RunCode 2010-10-11716 15 11 ID 10-177 Paqe 16 of 23 ROOM HEATING PEAK LOADS Project Name Lm Residence Date 10/11/2010 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area 1st Floor Area 1,954 0 ft' 70 °F Time of Peak Outdoor Dry Bulb Temperature Jan 1 AM 34 °F Conduction Area U-Value ATV Btu/hr R-19 Wall 1,671 1 X 0 0740 X 36 4,452 Sierra Pacific Windows & Doors 3165 X 0 4900 X 36 -5,583 Custom Sliding Door 531 2 X 0 7700 X 36 -14,725 R-30 Roof Cathedral 716 0 X 0 0350 X 36 -902 Slab-On-Grade perim = 1975 X 0 7300 X 36 -5,190 X X X X - X X X X - X X - X X - X X - X X X X - X X - X X - X X _ X X - X X - X X - X X - X X - X X - X X - X X - X X - X X - X X - X X — X X - X X - Items shown with an asterisk (*) denote conduction through an intenor surface to another room Page Total 30,852 Infiltration [ 1 00 Schedule Fraction 1 078 1,954 12 00 Air Sensible Area Ceiling Height 0 325 /60] X 36 -4,935 ACH AT TOTAL HOURLY HEAT LOSS FOR ROOM 35,787 EnergyPro 5 1 by EnergySoft User Number 1562A RunCode. 2010-10-11716 15 11 ID 10-177 Page 17 of 23 ROOM HEATING PEAK LOADS Project Name Lm Residence Date 10/11/2010 ROOM INFORMATION DESIGN CONDITIONS Room Name Roor Area Indoor Dry Bulb Temperature 2nd Floor Area 1,728 0 ft'' 70 °F Time of Peak Outdoor Dry Bulb Temperature Jan 1 AM 34 °F Conduction Area U-Value AT^F Btu/hr R-19 Wall 1,597 2 X 0 0740 X 36 4,255 Sierra Pacific Windows & Doors 407 3 X 0 4900 X 36 -7,185 R-30 Roof Cathedral 1,669 0 X 0 0350 X 36 -2,103 Velux Skylights 34 5 X 0 7100 X 36 -882 R-19 Floor No Crawlspace 460 0 X 0 0480 X 36 -795 X X X X - X X - X X X X X X — X X X X X X — X X X X — X X - X X X X = X X - X X — X X - X X = X X — X X — X X = X X — X X — X X X X X X = Items shown with an asterisk (*) denote conduction through an intenor surface to another room Infiltration-[ Page Total 15,219 1 00 Schedule Fraction 1 078 1,728 Air Sensible Area 12 00 0 325 Ceiling Height ACH /60] X 36 4,364 AT TOTAL HOURLY HEAT LOSS FOR ROOM 19,583 EnergyPro 5 1 by EnergySoft User Number 1562A RunCode 2010-10-11716:15:11 ID 10-177 Page 18 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Lin Residence Date 10/11/2010 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Indoor Dry Bulb Temperature 1st Floor Area 1,954 0 ft' 78 °F Outdoor Dry Bulb Temperature Outdoor Wet Bulb Temperature 83 °F 68 °F 10 °F Opaque Surfaces Orientation R-19 Wall R-19 Wall R-19 Wall R-19 Wall R-30 Roof Cathedral (S) (W) (S) Area 472 2 X 352 0 X 309 5 X 537 4 X 716 0 X X X X X U-Factor CLTD^ Btu/hr 0 0740 X 18 0 -629 0 0740 X 11 0 287 0 0740 X 18 0 -412 0 0740 X 80 -318 0 0350 X 42 0 -1,053 X X X X = Items shown with an astensk (*) denote conduction through an intenor surtace to another room 1 Cooling Load Temperature Difference (CLTD) Shaded Page Total 2,698 Unshaded Fenestration Onentation Window Front Door Window Wmdow Window Window Window Window Window (E) CE) (E) (E) (S) (S) (S) (S) (W) Area GLF Area 00^ X 13 9 + 160 00 X 139 + 31 5 00 X 13 9 + 80 6 00 X 13 9 + 26 3 00 X 139 + 12 0 00 X 13 9 + 21 0 00 X 139 + 270 00 X 272 + 1470 93 7 X 272 + 290 5 GLF Btu/hr 34 7 34 7 34 7 34 7 15 5 15 5 15 5 30 4 68 7 Page Total 555 1,092 2,795 912 186 326 419 4,471 22,508 33,264 Internal Gain Btu/hr Occupants Equipment 20 1 0 Occupants Dwelling Unit 230 1,600 Btuh/occ Btu 460 1,600 Infiltration: 1 078 X 0 67 X Air Sensible CFM 106 92 X ELA 384 AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 41,498 Latent Gam Btu/hr Occupants 20 Occupants 200 Btuh/occ 400 Infiltration: 4,834 X 0 67 X 106 92 X 0 00100 _ 345 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 745 EnerqyPro 5 1 by EnergySoft User Number 1562A RunCode 2010-10-11716:15 11 ID 10-177 Page 19 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Lm Residence Date 10/11/2010 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Indoor Dry Bulb Temperature 1st Floor Area 1,954 0 ft' 78 °F Outdoor Dry Bulb Temperature Outdoor Wet Bulb Temperature Outdoor Daily Range: 83 °F 68 °F 10 °F Opaque Surfaces Orientation Area U-Factor CLTD^ Btu/hr X X X X X X X X X X X X X X X X X X Items shown with an astensk (*) denote conduction through an intenor surface to another room 1 Cooling Load Temperature Difference (CLTD) Shaded Page Total Unshaded Fenestration Orientation W;ndow Window W;ndow Window m (N) (N) (N) Area GLF Area GLF Btu/hr 00 X 13 9 + 80 5 X 34 7 -2,791 00 X 13 9 + 72 X 13 9 -100 00 X 13 9 + 72 X 13 9 100 00 X 13 9 + 72 X 13 9 100 X + X X + X - X + X - X + X — X + X Page Total 3,091 Internal Gain Btu/hr Occupants Equipment 20 1 0 Occupants Dwelling Unit 230 1,600 Btuh/occ Btu 460 1,600 Infiltration: 1 078 X 0 67 X 106 92 X 384 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 41,498 Latent Gain Btu/hr Occupants 20 Infiltration. 4,834 0 67 Occupants X 200 Btuh/occ 400 106 92 Air Sensible CFM ELA 0 00100 "AW 345 TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 745 EnergyPro 5 1 by EnergySoft User Number 1562A RunCode: 2010-10-11716 15 11 ID 10-177 Paqe 20 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Lin Residence Date 10/11/2010 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Indoor Dry Bulb Temperature 2nd Floor Area 1,728 0 ft' 74 °F Outdoor Dry Bulb Temperature Outdoor Wet BulbTemperature Outdoor Daily Range- 83 °F 68 °F 10°F Opaque Surfaces Orientation Area U-Factor CLTD' Btu/hr R-19 Wall R-19 Wall R-19 Wall R-19 Wall R-30 Roof Cathedral R-19 Floor No Crawlspace (E) (S) (W) (N) (Ej 651 3 X 0 0740 X 18 0 -868 280 0 X 0 0740 X 11 0 -228 421 9 X 0 0740 X 18 0 -562 244 0 X 0 0740 X 80 — 144 1,669 0 X 0 0350 X 42 0 -2,453 460 0 X 0 0480 X 90 199 X X - X X X X = Items shown with an astensk (*) denote conduction through an intenor surface to another room 1 Cooling Load Temperature Difference (CLTD) Shaded Page Total Unshaded 4,454 Fenestration Orientation Window Window Window Window Window Window Window Window French Door (E) (E) (E) (E) (W) (W) m am Area GLF Area 00 X 139 + 105 00 X 13 9 + 10 5 00 X 13 9 + 105 00 X 13 9 + 272 30 0 X 139 + 00 35 6 X 13 9 + 154 75 X 13 9 + 00 20 0 X 139 + 00 90 X 139 + 15 0 GLF Btu/hr 34 7 34 7 34 7 34 7 34 7 34 7 34 7 34 7 34 7 Page Total 364 364 364 943 417 1,029 104 278 645 4,509 Internal Gain Btu/hr Occupants Equipment 40 00 Occupants Dwelling Unit 230 1,600 Btuh/occ Btu 920 Infiltration. 1 078 X 0 75 X 94 56 X Air Sensible CFM ELA 692 AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 17760 Latent Gain Btu/hr Occupants 40 Infiltration: 4,834 Air Sensible 0 75 Occupants X 200 Btuh/occ 800 94 56 CFM ELA 0 00230 AW 791 TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1.591 EnerqyPro 5 1 by EnergySoft User Number 1562A RunCode 2010-10-1171615 11 ID 10-177 Page 21 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Lin Residence Date 10/11/2010 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Indoor Dry Bulb Temperature 2nd Floor Area 1,728 0 ft' 74 °F Outdoor Dry Bulb Temperature Outdoor Wet Bulb Temperature Outdoor Daily Range 83 °F 66 "F 10°F Opaque Surfaces Orientation Area U-Factor CLTD' Btu/hr X X X X X X X X X X X X X X X X X X Items shown with an astensk (*) denote conduction through an intenor surface to another room 1 Cooling Load Temperature Difference (CLTD) Shaded Page Total Unshaded Fenestration Orientation Window Window Window Window Window Window Skylight Skylight Skylight (W) m (W) (W) (N) (E) (E) (E) Area GLF Area GLF Btu/hr 23 7 X 139 + 10 3 X 34 7 -686 22 5 X 139 + 00 X 34 7 313 26 7 X 139 + 11 6 X 34 7 773 22 5 X 139 + 00 X 34 7 -313 26 7 X 139 + 11 6 X 34 7 — 773 00 X 139 + 36 0 X 13 9 500 00 X 153 + 50 X 65 9 330 00 X 153 + 50 X 65 9 — 330 00 X 14 3 + 24 5 X 63 5 1,555 Page Total 5,571 Internal Gam Btu/hr Occupants Equipment 40 00 Occupants Dwelling Unit 230 1,600 Btuh/occ Btu 920 Infiltration. 1 078 X 0 75 X 94 56 X 692 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 17,760 Latent Gain Btu/hr Occupants 4 0 Infiltration: 4,834 Air Sensible 0 75 Occupants X 200 Btuh/occ 800 CFM 94 56 ELA 0 00230 AW 791 TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 159^ EnerqyPro 5 1 iby EnergySoft User Number 1562A RunCode: 2010-10-11716-15:11 ID 10-177 Paqe 22 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Lm Residence Date 10/11/2010 ROOM INFORMATION DESIGN CONDITIONS Room Name Roor Area Indoor Dry Bulb Temperature 2nd Floor Area 1,728 0 ft' 74 °F Outdoor Dry Bulb Temperature Outdoor Wet Bulb Temperature Outdoor Daily Range: 83 °F 68 °F 10 °F Opaque Surfaces Orientation Area U-Factor CLTD' Btu/hr X X X X X X X X X X X X X X X X X X Items shown with an astensk (*) denote conduction through an intenor surface to another room 1 Cooling Load Temperature Difference (CLTD) Shaded Page Total Fenestration Orientation Area GLF Skylight (E) 00 15 3 Unshaded Area GLF ' X Btu/hr 24 5 65 9 Page Total 1,615 1,615 Internal Gam Btu/hr Occupants Equipment 4 0 00 Occupants X Dwelling Unit X 230 1,600 Btuh/occ Btu 920 Infiltration: 1 078 X 0 75 X 94 56 692 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 17,760 Latent Gam Btu/hr Occupants 4 0 Infiltration: 4,834 Air Sensible 0 75 Occupants X 200 Btuh/occ 800 CFM 94 56 ELA 0 00230 AW 791 TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1.591 EnerqyPro 5 1 by EnergySoft User Number 1562A RunCode. 2010-10-11716.15 11 ID 10-177 Page 23 of 23 Bulletin 035 Rev G Renal Residential Sprinklers For Sloped Ceilings ro c o Ol 3J < • o Guidelines for Listed Residential Sprinkler installations below Sloped Ceilings The installation guidelines cover Residential Sprinkler Models: F1 Res 49 Pendent F1 Res 49 Recessed Pendent/F2 F1 Res 58 Pendent F1 Res 58 Recessed Pendent F1 Res 44 HSW F1 Res 44 Recessed HSW/F2 Fl Res 40 HSW Fl Res 40 Recessed HSW/F2 F1 Res 49 CCP RFC 43 Flat Concealed Listings & Approvals 1 Listed by Underw/riters Laboratories Inc and UL Certified for Canada (cULus) 2 NYC MEA 258-93-E UL Listing Category Residential Automatic Sprinkler UL Guide Number VKKW Patents: US Patent number 6,516,893 Model Fl Res 49 Product Description for F1 Res Sprinklers Model Fl Res Pendent sprinklers are fast response sprinklers connbining excellent durability, high sensitivity glass-bulb and low profile decorative design The Fl Res Horizontal Sidewall spnnklers are equally attractive when above ceiling piping cannot be used The 3mm glass-bulb pendent sprinklers, with a K Factor of 4 9 & 5 8 for pendent and 4 4 for horizontal sidewall, permit the efificient use of residential water supplies for sprinkler coverage in residential fire protection design The low flow Fl Res sprinklers are specially engineered for fast thermal response to meet the sensitive fire protection application needs of the latest residential market standards (UL 1626 Standard *) Upon fire conditions, rising heat causes a sprinkler's heat-sensitive glass-bulb to shatter, releasing the waterway for water flow onto the deflector, evenly distributing the discharged water to cpcitrpl a fire The Reliable Automatic SDrlnkler Co.. Inc. F1 Res49&58 Pendent F1 Res 44 HSW F1 Res 40 HSW F1 Res 49 CCP Pendent F1 Res49&58 Recessed Pendent / F2 F1 Res 44 Recessed HSW/F2 Fl Res 40 Recessed HSWyF2 RFC 43 RFC 43 * Effective date July 12, 2002 103 Fairview Park Drive, Elmsford, New York 10523 Product Description for RFC 43 Model RFC43 Concealed Residential Sprinklers are fast response residential fusible solder link automatic spnnklers Residential spnnklers differ from standard spnnklers pnmanly in their response time and water distnbution patterns Model RFC43 sprinklers discharge water in a hemispherical pattern below the sprinkler deflector Residential distribution patterns are higher and generally contain a finer droplet size than standard spnnkler patterns The combination of speed of operation and high discharge pattern required for residential spnnklers has demonstrated, in fire testing, an ability for controlling residential fires, and thereby providing significant evacuation time for occupants The RFC43 Sprinkler provides the best form of fire protection by combining an attractive appearance and V-i (13mm) of cover adjustment for ease of installation The small diameter cover plate is easily and positively attached and blends into the ceiling, concealing the most dependable fire protection available, an automatic sprinkler system The RFC43 is a UL Listed Residential Sprinkler to be installed in the residential portions of any occupancy in accordance with NFPA 13, 13R, & 13D The RFC43 can reduce the need for precise cutting of drop nipples The threaded cover plate assembly can be adjusted without tools to fit accurately against the ceiling The fire protection system need not be shut down to adjust or remove the cover plate assembly Technical Data (F1 Res Sprinklers): • Thermal Sensor Nominal 3mm glass-bulb • Sprinkler Frame Brass Casting • Spnnkler Pressure Rating 175 psi Factory Hydrostatically Tested to 500 pst • Thread Size Va" NPT i^Vz) • K Factor 4 9 (Actual) - Fl Res 49 Pendent Spnnkler 4 4 (Actual) - Fl Res 44 HSW Sprinkler 4 0 (Actual) - Fl Res 40 HSW Spnnkler • Density Minimum 05 gpm/ft^ Technical Data (RFC 43): • Thermal Sensor 165°F Fusible Link • Sprinkler Frame Brass Machined • Sprinkler Pressure Rating 175 psi Factory Hydrostatically Tested to 500 psi • Thread Size Vz NPT (RVa) • K Factor 4 3 (Actual) • Density Minimum 05 gpm/ft^ Application Model F1 Res and RFC 43 Sprinklers are used for Residential Fire Protection according to UL 1626 Standard* Be sure that orifice size, temperature rating, deflector style, cover plate and spnnkler type are in accordance with the latest published standards of The National Fire Protection Association or the approving Authority Having Jurisdiction Effective date July 12, 2002 METHOD OF CALCULATING THE CONVERSION OF 'RISE-OVER-RUN' TO DEGREES OF AN ANGLE. 1. ^ A = TAN'' (a/b) 2. slope distance; c = + b^ Example: a = 4- b = 12 -<A = TAN"' (a/b) ^A = TAN"' = (0.333) -*A = 18.43* siope distance: c = >A4? +12^ c = yreo c = 12.65 035_R0R-A Model Fl Res 49 Pendent & Fl Res 49 Recessed Pendent/FI & F1 Res 49 CCP Pendent & RFC 43 Pendent Flat Concealed Sprinklers installed below Sloped Ceilings. Fl Res 49 Pendent F1 Res 49 Recessed Pendent / F2 F1 Res 49 CCP Pendent RFC 43 RFC 43 Note: Fl Res 49 CCP Pendent and RFC 43 sprinklers are not suitable for installation in ceilings which have positive pressure in the space above ELEVATION LISTED AREA OF COVERAGE CORRESPONDS TO CEILING SLOPE. L = THE MAXIMUM LISTED SPRINKLER SPACING. LENGTH (S'-O" MINIMUM). L/2 = ONE HALF THE MAXIMUM LISTED SPRINKLER SPACING (0'-4" MINIMUM). W = THE MAXIMUM USTED SPRINKLER SPACING. WIDTH. A = 3'-0" MAXIMUM. B = RANGE: 2/12 (9.4*) < B ^ 8/12 (33.7*). C = 8'-0" MINIMUM. 035FC01 Sprinkler spacing below single sloped ceilings with a maximum slope of %2 (33 7°) pitch ^B ELEVATION USTED AKEA OF COVERAGE CORRESPONDS TO CEILING SLOPE. L = THE MAXIMUM USTED SPRINKLER SPACING. LENGTH (S'-O" MINIMUM). 1/2 = ONE HALF THE MAXIMUM USTED SPRINKLER SPACING (0'-4*' MINIMUM). W = THE MAXIMUM USTED SPRINKLER SPACING. WIDTH. A = 3*-0" MAXIMUM. B = RANGE: 2/12 (9.4*) < B S 8/12 (33.7*). C = 8'-0" MINIMUM. 03SFCO2 Sprinkler spacing below multiple sloped ceilings with a maximum slope of %2 (33 7°) pitch Model F1Res 49 Pendent & F1 Res 49 Recessed Pendent/F2 installed below Sloped Ceiling. Technical Data Thread Size Max. Pressure psi (bar) Max Ambient Temp. °F (°C) Actual K Factor (metric) Sprinkler Length Escutcheon Sprinkler identification Number (SIN) 72" NPT (RYz) 175(12) 100(38) 4 9 (69,94) 2 25' F2 {yi' Adjustment) R3516 Table 1 - Application Max Sprinkler^Spacing Along Slope (W) Widtti X (L) Lengtti ft(m) Max. Slope of ^ (33.7°) Pitch Max. Slope of (18.4°) Pitch Max Sprinkler^Spacing Along Slope (W) Widtti X (L) Lengtti ft(m) Min. Row Per Sprinkler Head gpm (Lpm) Pressure psi (bar) Spnnkler Temp. Rating 155 (68) & 175 (79 °F(°C) ) Max Sprinkler^Spacing Along Slope (W) Widtti X (L) Lengtti ft(m) 155°F(68°C) 175°F(79X) 155°F(68°C) 175°F(79°C) Min. Flow Per Sprinkler Head gpm (Lpm) Pressure psi (bar) 12x12(3,6x3,6) 13 (49) 13(49) 7 0 (0,48) ^ 7 0 (0,48) 13(49) 7 0 (0,48) 14x14(4,3x4,3) 13(49) 13(49) 7 0 (0,48) 7 0 (0,48) 13(49) 7 0 (0,48) 16 X 16(4,9x4,9) 13 (49) 13(49) 7 0 (0,48) 7 0 (0,48) 13(49) 7 0 (0,48) 18x18(5,5x5,5) 17(64,3) 18(68,2) 12 0(0,83) 13 5(0,93) 17(64,3) 12 0(0,83) 20x20(6,1 x6,1) 20 (75,7) 21 (79,5) 16 7(1,15) 184(1,28) 20 (75.7) 167(1,15) Model FIRes 49 CCP Pendent installed below Sloped Ceiling. Technical Data Thread Size Sprinkler Temp. Rating °F(°C) CCP Assy. Temp. Rating °F(°C) Max. Pressure psi (bar) Max. Ambient Temp. °F (°C) Actual K Factor (metric) Spnnkler Length Sprinkler Identification Number (SIN) //NPT(RK) 155(68) 135(57) 175(12) 100(38) 4 9(69,94) 2 25" R3516 Table 2 - Application Max. Sprinkler Spacing Along Slope (W) Width x (L) Length ft (m) Max. Slope of X2 (33.7° 1 Pitch Max. Slope of 5<j (18.4° 1 Pitch Max. Sprinkler Spacing Along Slope (W) Width x (L) Length ft (m) Min. Flow Per Sprinkler Head gpm (Lpm) Pressure psi (bar) Min. Flow Per Sprinkler Head gpm (Lpm) Pressure psi (bar) 12x12(3,6x3,6) 14(53) 8 2 (0,57) 13(49) 7 0 (0,48) 14 x 14(4,3x4,3) 14 (53) 8 2 (0,57) 13(49) 7 0 (0,48) 16x16(4,9x4,9) 14(53) 8 2 (0,57) 14(53) 8 2 (0,56) 18x18(5,5x5,5) 23 (87) 22(1,52) 21 (79,4) 18 4(1,27) 20x20(6,1 x6,1) 23 (87) 22(1,52) 21 (79,4) 18 4(1,27) Model FIRes 58 Pendent & F1 Res 58 Recessed PendentyF2 installed below Sloped Ceiling. Technical Data Thread Size Max. Pressure psi (bar) Max. Ambient Temp. °F (°C) Actual K Factor (metric) Sprinkler Length Escutcheon Spnnkler Identification Number (SIN) y2"NPT(Ry2) 175(12) 100(38) 5 8 (83,38) 2 25" F2 O2" Adjustment) R3513 Table 3 - Application Max. Sprinkler Spacing Along Slope (W) Width x(L) Length ft(m) Max. Slope of % ',(33.7°) Pitch Max. Sprinkler Spacing Along Slope (W) Width x(L) Length ft(m) Min. Row Per S| flpm(L prinkler Head pm) Pressure psi (tiar) Max. Sprinkler Spacing Along Slope (W) Width x(L) Length ft(m) 155°F(68°C) 175°F(79°C) 155°F(68°C) 175°F(79°C) 12x12(3,6x3,6) 21 (79 5) 23 (87) 13 1 (0,9) 157(1,1) 14x14(4,3x4,3) 21 (79 5) 23 (87) 131 (0,9) 157(1,1) 16x16(4,9x4,9) 21 (79 5) 23 (87) 13 1 (0,9) 157(1,1) 18x18(5,5x5,5) 23 (87) 157(1,1) 20x20(6,1 x6,1) 23 (87) 157(1,1) Model RFC 43 Pendent Flat Concealed installed below Sloped Ceiling. Technical Data Thread Size Sprinkler Temp. Rating °F(°C) Coverplate Temp. Rating °F(°C) Max. Pressure psi (tiar) Max Ambient Temp. °F(°C) Actual K Factor (metric) Max. Adjustment Sprinkler identification Number (SIN) y2"NPT(R>^) 165(74) 135 (57) 175(12) 100 (38) 4 3(61,4) 72 RA0612 Table 4 - Application Max. Sprinkler Spacing Along Slope (W) Width X (L) Length ft (m) Max. Slope Of (33.7° 1 Pitch Max. Slope Of 5<, (18.4° 1 Pitch Max. Sprinkler Spacing Along Slope (W) Width X (L) Length ft (m) Mm. Flow Per Sprinkler Head gpm (Lpm) Pressure psi (bar) Min. Flow Per Sprinkler Head gpm (Lpm) Pressure psi (bar) 12x12(3,6x3,6) 18(68) 175(1,21) 13 (49) 9 1 (0,63) 14x14(4,3x4,3) 18(68) 175(1,21) 13 (49) 9 1 (0,63) 16x16(4,9x4,9) 18(68) 175(1,21) 13 (49) 9 1 (0,63) 18x18(5,5x5,5) 24(91) 31 (2,14) 21 (79) 23 8(1,64) 20x20(6,1 x6,1) 24(91) 31 (2,14) 21 (79) 23 8(1,64) Installation Guidelines 1 For systems designed in accordance with NFPA 13, 13D and 13R, where specific UL Listed flows are not required, consult with the local Authority Having Jurisdiction regarding the number of design sprinklers for sloped ceilings having a pitch greater than %2 (9 4°) 2 Installation of UL Listed residential sprinklers under sloped ceilings shall be limited to a type of unobstructed construction consisting of smooth ceilings, as defined by NFPA 13, having a maximum pitch of 4/12 (18 4°) or 8/12(33 7°) 3 Spacing of residential sprinklers under sloped ceilings is measured along the slope when determining the distance off of walls and between sprinklers 4 Measure listed areas of coverage along the sloped ceiling The actual floor coverage area will be less than the listed area 5 For coverage areas less than the listed coverage area shown in Tables 1 through 5, use the minimum flow requirement for the next largest listed coverage area 6 Minimum spacing between pendent type sprinklers is 8 ft (2 4 m) Minimum distance from a pendent type sprinkler and an adjacent wall is 4" (102 mm) 7 Residential sprinklers located closest to the peak of the ceiling shall nave the deflectors located not more than 3 ft (1 m) vertically down from the peak Align deflectors parallel with the ceiling slope 1" to 4" (25mm to 102mm) below the sloped ceiling 8 Hydraulic Requirements a For NFPA 13D Systems, the number of design spnnklers shall include all spnnklers within a compartment, up to a maximum of two spnnklers (where specific UL Listed flows are required) that requires the greatest hydraulic demand b For NFPA 13R Systems, the number of design sprinklers shall include all spnnklers within a compartment, up to a maximum of four (4) sprinklers (where specific UL Listed flows are required), that requires the greatest hydraulic demand c For NFPA 13 systems, the design area shall be the area that includes the four (4) hydraulically most demanding spnnklers The minimum required discharge from each of the four hydraulically demanding spnnklers shall be the greater of the following (1) In accordance with the minimum flow rates indicated by the individual listings (that already will provide a minimum density of01 gpnn/ft^), or (2) A calculated value based on deiivenng a minimum of 0 1 gpm/ft^ over the design area 9 Because of the varied nature of residential construction features, there will be some compartment designs which cannot be fully spnnklered in accordance with NFPA 13, 13D, or 13R In these instances, consult the Authority Having Junsdiction (AHJ) for guidance and approval This includes sloped ceilings having a pitch greater than 8/12(337°) 10 Glass bulb sprinklers have orange bulb protectors to minimize bulb damage during shipping, handling and installation REMOVETHIS PROTECTION ATTHFTIME THE SPRINKLER SYSTEM IS PLACE IN SERVICE FOR FIRE PROTECTION Removal of the protectors before this time may leave the bulb vulnerable to damage RASCO wrenches are designed to install sprinklers when covers are in place REMOVE PROTECTORS BY UNDOING THE CLASP BY HAND DO NOT USE TOOLS TO REMOVE THE PROTECTORS Model F1 Res 44 & 40 HSW and F1 Res 44 & 40 Recessed HSW/F2 installed below the slope ceiling F1 Res 44 HSW F1 Res 44 Recessed HSW/F2 ^CEIUNG 1 j j iSjl^^HORIZONTAL SIDEWALL Qs? SPRINKLER INSTALLED "^-i-^ DEFLECTOR PARALLEL TO \\SLOPED CEIUNG CEILING ' DEFLECTOR SHELF PARALLEL TO THE CEILING WALL ^^'"^ Honzontal Sidewall Spnnkler (with discharge directed across the slope) Horizontal Sidewall Sprinkler (with discharge directed down the slope) LISTED AREA OF COVERAGE CORRESPONDS TO CEILING SLOPE - TOP OF DEFLECTOR UUST BE LOCATED 4-TO 12" BELOW SLOPED CEILING IHE TOP OF THE DEFLECTOR UUST BE PARALLEL WTH THE PLANE OF THE CEILING DISCHARGE IS ACROSS THE SLOPE L = THE MAXIMUM USTED SPRINKLER SPACING, LENGTH W = THE MAXIMUM LISTED SPRINKLER SPACING. WIDTH W/2 = ONE-HALF THE MAXIMUM LISTED SPRINKLER SPACING. WIDTH (0'-4" MINIMUM) A = 3'-0" MAXIMUM B = RANGE 2/12 (9 4') < B s 8/12 (33 7-) C = 8-0" MINIMUM TOP OF DEFLECTOR UUST BE LOCATED 4' TO 12' BELOW SLOPED CEILING THE TOP OF THE KFLECTOR UUST BE PARALLEL mTH THE PLANE OF THE CEIUNG DISCHARGE IS DOWN THE SLOPE LISTED AREA OF COVERAGE CORRESPONDS TO CEILING SLOPE HSW sprinkler spacing below single sloped ceilings with a maximum slope of %2 (33 7°) pitch LISTED AREA OF COVERAGE CORRESPONDS TO CEILING SLOPE TOP OF DEFLECTOR UUST BE LOCATED 4' TO 12' BELOI¥ SLOPED CEILING THE TOP OF TME DEFLECTOR UUST BE PARALLEL mTH THE PLANE OF TME CEILING DISCHARGE IS SCBQSS THE SLOPE L = THE MAXIMUM USTED SPRINKLER SPACING. LENGTH. W = THE MAXIMUM USTED SPRINKLER SPACING. WIDTH (0'-4" MINIMUM). W/2 = ONE-HALF THE MAXIMUM USTED SPRINKLER SPACING. WIDTH (0'-4" MINIMUM). A = 3*-0" MAXIMUM. B = RANGE: 2/12 (9.4') < B i 8/12 (33.7*). C = 8'-0" MINIMUM. 035FG04 HSW Sprinkler spacing below multiple sloped ceilings with a maximum slope of %2 (33 7°) pitch Model FIRes 44 HSW & Fl Res 44 HSW Recessed HSWyF2 installed below slope ceiling. Technical Data Thread Size Sprinkler Temp Rating °F(°C) Max. Pressure psi (bar) Max. Ambient Temp °F(°C) Actual K Factor (metnc) Sprinkler Length Escutcheon Sprinkler Identification Number (SIN) y2"NPT(Ry2) 155(68)175(79) 175(12) 100(38) 4 4 (62,8) 2 45" F2 (y2" adjustment) R3531 Table 5 - Application Max. Slope of 'Ai (18.4°) Pitcti Table 5 - Application Discharge Directed Across the Slope 4" to 6" Deflector to Ceiling Discharge Directed Across the Slope 6"to 12" Deflector to Ceilinq Max. Sprinkler Spacing Along Slope (W) Width X (L) Length ft (m) <"Min Row gpm (Lpm) Pressure psi (bar) <^'Min Row gpm (Lpm) Pressure psi (bar) 12x12(3,6x3,6) 16 (60,5) 13 3(0,92) 17(64,3) 15(1,04) 14x14(4,3x4,3) 16 (60,5) 13 3 (0,92) 17(64,3) 15(1,04) 16x16(4,9x4,9) 16 (60,5) 13 3(0,92) 17 (64,3) 15(1,04) 16x18(4,9x5,5) 18 (68,1) 16 8(1,16) 20 (75,6) 20 7(1,43) 16x20(4,9x6,1) 23 (68,1) 27 4(1,89) 23(68,1) 27 4(1,89) 10 Table 6 - Application Max. Slope of (33.7°) Pitch Table 6 - Application Discharge Directed Down ttie Slope 4" to 6" Deflector to Ceilinq Discharge Directed Down the Slope 6"to 12" Deflector to Ceiling WP'Discharge Directed Across the Slope 4"to 12" Deflector to Ceiling Max. Sprinkler Spacmg Along Slope (W) Width X (L) Length ft (m) (^)Min Flow gpm (Lpm) Pressure psi (bar) 'I'Min. Flow gpm (Lpm) Pressure psi (bar) <"Min Row gpm (Lpm) Pressure psi (bar) 12x12(3,6x3,6) 12 (45,4) 7 5 (0,52) 14 (53,0) 10 2(0,71) 16 (60,6) 13 3(0,92) 14x14(4,3x4,3) 14 (53,0) 10 2(0,71) 16(60,6) 13 3(0,92) 16 (60,6) 13 3(0,92) 16x16(4,9x4,9) 16 (60,6) 13 3(0,92) 17(64,4) 15(1,04) 16 (60,6) 13 3(0,92) 16x18(4,9x5,5) 18 (68,1) 168(1,16) 20 (75,7) 20 7(1,43) 16x20(4,9x6,1) 23 (72,0) 27 4(1,89) 23 (871) 27 4(1,89) Minimum liow per sprinkler gpm (Lpm) Minimum 3 head design in a compartment '^'l55°Fonly Model F1 Res 40 HSW and Fl Res 40 HSW Recessed HSW/F2 with a maximum slope of %2 (33.7°) pitch. Technical Data Fl Res 40 HSW F1 Res 40 Recessed HSW/F2 Thread Size Max. Pressure psi (bar) Max Ambient Temp. °F (°G) Actual K Factor (metric) Sprinkler Length Sprinkler Identification Number (SIN) y2"NPT(Ry2) 175(12) 100(38) 4 0 (57,09) 245' R3538 Table 7 - Application Discharge Directed Down the Slope 4" to 6" Deflector to Ceiling Discharge Directed Down the Siope 6"to 12" Deflector to Ceiling •^'Discharge Directed Across the Slope 4" to 6" Deflector to Ceiling Max. Sprinkler Spacing Along Slope (W) Width X (L) Length ft (m) •"Min. Row gpm (Lpm) Pressure psi (bar) "'Mm. Row gpm (Lpm) Pressure psi (bar) "'Mm. Row gpm (Lpm) Pressure psi (bar) 12x12(3,6x3,6) 13 (49,0) 10 6(0,73) 13(49,0) 10 6(0,73) 17(64,3) 18 1 (1,24) 14x14(4,3x4,3) 16 (60,5) 16 (1,10) 17(64,3) 181 (1,10) 17(69,3) 181 (1,24) 16x16(4,9x4,9) 17 (64,3) 18 1 (1,24) 20 (75,7) 25 (1,72) 17(64,3) 181 (1,24) 16x18(4,9x5,5) 20* (75,7) 25* (1,72) 16x20(4,9x6,1) 23 (87,0) 33 1 (2.28) *Min flow and pressure on 175°F temperature rating only is 21 gpm (79,5 Lpm) and 27 6 psi (1,9bar) Escutcheons Recessed with F2 Recessed witti F2 Standard or raised mount only Temperature Rating °F (°C) 155 (68), 175(79) 155 (68), 175(79) 155(68) Minimum Flow Per Sprinkler gpm (Lpm) Minimum 3 head design in a compartment 11 Installation Guidelines 1 For systems designed in accordance with NFPA 13, 13D and 13R, where specific UL Listed flows are not required, consult with the local Authority Having Jurisdiction regarding the number of design spnnklers for sloped ceilings having pitch greater than ^2 (9 4°) 2 Installation of UL Listed residential sprinklers under sloped ceilings shall be limited to a type of unobstructed constnjction consisting of flat, smooth ceilings, as defined by NFPA 13, having a maximum pitch of 4/12 (18 4°) or 8/12 (33 7°) 3 Where listed, install horizontal sidewall sprinklers along the wall below the sloped ceiling when discharge is directed across the slope, and install at the peak below the sloped ceiling when discharge is directed down the slope Always align the sprinkler deflector parallel with the direction of the sloped ceiling 4 Residential HSW sprinklers located closed to the peak ofthe ceiling shall have the deflectors located not more than 3 ft (1m) vertically down from the peak 5 Spacing of residential HSW sprinklers under sloped ceilings is measured along the slope when determining the distance off of wails and between sprinklers 6 Measure listed areas of coverage along the sloped ceiling The actual floor coverage area will be less than the listed area 7 For coverage areas less than the listed coverage area shown in Tables 1 through 6, use the minimum flow requirement for next largest listed coverage area 8. Minimum spacing between horizontal sidewall sprinklers is 8 ft (24 m) Minimum distance from a horizontal sidewall spnnkler and an adjacent wall is 4" (102 mm) 9 Where installation of Fl Res 40 horizontal sidewall sprinklers provide discharge across a slope having a maximum pitch of 8/12, F2 escutcheons may be used for surface mounting only 10 Hydraulic Requirements a For NFPA 13D Systems, the number of design spnnklers shall include all sprinklers within a compartment, up to a maximum of two sprinklers {where specific UL Listed flows are required) that requires the greatest hydraulic demand Exception: For Fl Res 40 horizontal sidewall sprinklers, where discharge is directed across a slope having a maximum pitch of 8/12 and the compartment that requires the greatest hydraulic demand is large enough where three (3) or more sprinklers are required for adequate coverage, the minimum number of design spnnklers within that compartment shall be three (3), where specific UL Listed flows are required b For NFPA 13R Systems, the number of design sprinklers shall include all sprinklers within a compartment, up to a maximum of four (4) sprinklers (where specific UL Listed flows are required), that requires the greatest hydraulic demand c For NFPA 13 systems, the design area shall be the area that includes the four (4) hydraulically most demanding spnnklers The minimum required discharge from each of the four hydraulically demanding sprinklers shall be the greater of the following (1) In accordance with the minimum flow rates indicated by the individual listings (that already will provide a minimum density oft) 1 gpm/ft2), or (2) A calculated value based on delivering a minimum of 01 gpm/ft2 over the design area 11 Because of the varied nature of residential construction features, there will be some compartment designs which cannot be fully spnnklered in accordance with NFPA 13,13D, or 13R In these instances, consult the Authority Having Junsdiction (AHJ) for guidance and approval This includes sloped ceilings having a pitch greater than 8/12 (33 7°) 12 Glass bulb sprinklers have orange bulb protectors to minimize bulb damage dunng shipping, handling and installation REMOVE THIS PROTECTION ATTHE TIME THE SPRINKLER SYSTEM IS PLACE IN SERVICE FOR FIRE PROTECTION Removal of the protectors before this time may leave the bulb vulnerable to damage RASCO wrenches are designed to install sprinklers when covers are in place REMOVE PROTECTORS BY UNDOING THE CU\SP BY HAND DO NOT USE TOOLS TO REMOVE THE PROTECTORS The equipment presented in this bulletin is to be installed in accordance with the latest pertinent Standards of the National Rre Protection Association, Factory Mutual Research Corporation, or other similar organizations and also with the provisions of governmental codes or ordinances, whenever applicable Products manufactured and distributed by RELIABLE have been protecting life and property for over 80 years, and are installed and serviced by the most highly qualified and reputable spnnkler contractors located throughout the United States, Canada and foreign countries Manufactured by ReBable The Reliable Automatic Spnnkler Co, Inc (800)431-1588 Sales Offices (800)848-6051 Sales Fax (914) 829-2042 Corporate Offices ® Recycled Paper www reliablesprinkler com Internet Address Revision lines indicate updated or new data EG Printed in U S A 06/08 P/N 9999970245 Bulletin 014 Rev D Reliabici Model F1 FR Series Quick Response Standard Spray CD c_ CD" ZI o J3 < a Model F1FR 56 Sprinkler Types Standard Upright Standard Pendent Conventional Vertical Sidewall Horizontal Sidewall Model F1FR 56 Recessed Sprinkler Types Standard Pendent/FI/F2/FP Horizontal Sidewall Model F1FR 56 Concealed Sprinkler Types Standard Pendent Listing & Approvals 1 Unden/\/riters Laboratories Inc and Certified for Canada (cULus) 2 Factory Mutual Approvals (FM) - Light Hazard - No Limitations - Ordinary Hazard - Group 1 & 2, wet systems only 3 Loss Prevention Council (LPCB, UK) 4 VdS Schadenverhutung GmbH UL Listing Category Sprinklers, Automatic & Open (VNIV) Quick Response Sprinkler Product Description Reliable Models F1FR Series Sprinklers are quick re- sponse sprinklers which combine the durability of a stan- dard sprinkler with the attractive low profile of a decorative sprinkler The Models F1FR Series Recessed automatic sprinklers utilize a 3 0 mm frangible glass bulb These sprinklers have demonstrated response times in laboratory tests which are five to ten times faster than standard response sprin- klers This quick response enables the Model FIFR Senes sprinklers to apply water to a fire much faster than standard sprinklers of the same temperature rating The glass bulb consists of an accurately controlled amount of special fluid hermetically sealed inside a precisely manu- factured glass capsule This glass bulb is specially con- structed to provide fast thermal response The balance of parts are made of brass, copper and beryllium nickel At normal temperatures, the glass bulb contains the fluid in both the liquid and vapor phases The vapor phase can be seen as a small bubble As heat is applied, the liquid expands, forcing the bubble smaller and smaller as the liq- uid pressure increases Continued heating forces the liquid to push out against the bulb, causing the glass to shatter, opening the waterway and allowing the deflector to distrib- ute the discharging water Upright Vertical Sidewall Horizontal Sidewall Recessed Horizontal Sidewall Pendent Conventional Recessed Pendent/Fl/F2 Recessed Pendent/FP Application Quick response sprinklers are used in fixed fire protec- tion systems Wet, Dry, Deluge or Preaction Care must be exercised that the orifice size, temperature rating, deflec- tor style and sprinkler type are tn accordance with the lat- est published standards ofthe National Fire Protection As- sociation or the approving Authority Having Jurisdiction Quick response sprinklers are intended for installation as specified in NFPA 13 Quick response sprinklers and stan- dard response sprinklers should not be intermixed The Reliable Automatic Sprinkler Co., Inc., 103 Fairview Park Drive, Elmsford, New York 10523 Model F1FR Quick Response Upright, Pendent & Conventional Sprinklers Installation Wrench: Model D Sprinkler Wrench Installation Data: Nominal Orifice Thread Size Nominal K Factor Sprinkler Height Approval Organization Sprinkler Identification Number (SIN) Nominal Orifice Thread Size us Metric Sprinkler Height Approval Organization Upright Pendent Standard-Upright (SSU) and pendent Deflectors Marked to Indicate Position y2" (15mm) yj" NPT(Ry2) 56 80 2 25" (57mm) 1,2, 3,4 RA1425('> RA1414<"»1 Conventional-lnstall in Upnght or Pendent Position 15mm('> ya" NPT(Ry2) 56 80 57mm 3,4 RA1475 <') cULus listed corrosion resistant (Polyester coated) sprinkler Polyester coated FM approved sprinkler Upright Pendent Conventional Model F1FR 56 Quick Response Recessed Pendent Sprinkler Installation Wrench: Model GFR2 Sprinkler Wrench Instaiiation Data: Nominal Orifice Thread Size K Factor Spnnkler Height Sprinkler Identification Number (SIN) Nominal Orifice Thread Size US Metric Spnnkler Height Sprinkler Identification Number (SIN) y2"(15mm) V2" NPT(Ry2) 56 80 2 25" (57mm) RA1414 Refer to escutcheon data table for approvals and dimensions f X 1/2" REDUCER 1URN COLLAR UNTIL TIGHT AGAINST SPRINKLER WRENCH BOSS {1} RtrCR TO n & r2 ESCUTCHEON OATA TABLE FOR APPROVALS AND DIMENSIONS - 2 S/S" DIA [ee 7mm] • HOLE IN CEIUNG 2 5/16" DIA [SB.7mm] - CUP • 1" X 1/2" REDUCER FACE OF FITTING TO FACE OF CEIUNG DIUENSION ^ (1) REFER TO FP ESCUTCHEON DATA TABLE FOR APPROVALS AND DUENSIONS Model FIFR 56/F1 or F2 Model FIFR 56/FP Model F1FR Quick Response Vertical Sidewall Sprinkler Installation Wrench: Model D Sprinkler Wrench Installation Position: Upright or Pendent Approval Type: Light Hazard Occupancy Installation Data: Nominal Orifice Thread Size Nominal K Factor Spnnkler Height Approval Organizations Sprinkler Identification Numbers (SIN) Nominal Orifice Thread Size US Metric Spnnkler Height Approval Organizations Sprinkler Identification Numbers (SIN) y2"(15mm) Vz" NPT (R1/2) 56 80 2 25" (57mm) 1,2,3,4 RAI485 15mm y2"NPT(R1/2) 56 80 2 25" (57mm) 4(1) RAI485 "'LPC Approval is for pendent position only Sprinkler Type Deflector to Ceiling Distance (Mm. - Max.) Upright 4" (102mm) - 12" (305mm) Pendent 4" (102mm) - 12" (305mm) Vertical Sidewall Model F1FR Quick Response Horizontal Sidewall Sprinkler Deflector: HSW Installation Wrench: Model D Sprinkler Wrench installation Data: Horizontal Sidewall Nominal Onfice Thread Size Nominal K Factor Sprinkler Height Approval Organizations and Type of Approval Sprinkler Identification Numbers (SIN) Nominal Onfice Thread Size US Metric Light Hazard Ordinary Hazard Sprinkler Identification Numbers (SIN) ya" (15mm) y2"NPT(R1/2) 56 80 2 63" (67mm) 1,2 1 RAI435 Horizontal Sidewall FACE OF FITTING a) TO FACE OF CEIUNG DIMENSION p2 1/4' HOLE DIA. [572mm] 1" X 1/2' REDUCER • T ,1 [492mmJ [32mm] 1 15/16'DIA.\^m j TURN COLLAR UNTIL 77GWr AGAINST SPRINKLER WRENCH BOSS 1 1/4" MIN [31 Bmm] 4--6" [101 6mm-152 4mm] CEIUNG TO DEFLECTOR 2 27/32' DIA [722mm] ADJUSTMENT JO OISFTXXS (1) REFER TO ESCUTCHEON DATA TABLE FOR APPROVALS AND DIMENSIONS Modei FIFR Quick Response Concealed Pendent Sprinklers Installation Wrench: Model RCl Sprinkler Wrench Technical Data: Nominal Orifice "K" Factor Thread Size Model Temp Rating Max Ambient Temp Bulb Color Approvals Sprinkler Identification Number(SIN) Nominal Orifice US Metric Thread Size Model Spnnkler Cover Max Ambient Temp Bulb Color Approvals Sprinkler Identification Number(SIN) y2" (I5mm) 56 80 Vz" NPT F1FR 135°F/57°C 135°F/57°C 100°F/38°C Orange 1 RA1414 y2" (15mm) 56 80 Vz NPT FIFR 155°F/68°C 135°F/57°C 100°F/38°C Red 1,4<" RA1414 Vz" (I6mm) 56 80 y2" NPT FIFR 175°F/79°C 165°F/74°C 100°F/38X Yellow 1 RA1414 y2" (I5mm) 56 80 Vz" NPT FIFR 200°F/93''C 165°F/74°C 100°F/38°C Green 1 RA1414 ") For VdS only = 155°F/68°C Norbulb and 1/2" [12,7mm] ad|ustment ; X 1/2 REDUCING TEE OR ELBOW CEIUNG 1/2 MAX J COVER ADJUSTMENT COVER PLATE — ASSEMBLY SPRINKLER 1 1/2" MAX FACE OF FITTING TO FACE OF CEIUNG DIMENSION i 1 /2 ADJUSTMENT Figure 1 Installation Aid A protective cap is included for use during installation Important: The FIFR 56 Sprinkler with Model CCP cover plate IS not an FM Approved combination Installation Quick response sprinklers are intended for installation as specified in NFPA 13 Quick response sprinklers and standard response sprinklers should not be intermixed The Model FIFR 56 Recessed Quick Response Sprin- klers are to be installed as shown The Model Ft or F2 Es- cutcheons illustrated are the only recessed escutcheons to be used with the Model FIFR 56 Sprinklers The use of any other recessed escutcheon will void all approvals and negate all warranties When installing Model FIFR 56 Sprinklers, use the Model D Sprinkler Wrench Use the Model GFR2 Wrench for installing FIFR 56 Recessed Pendent Sprinklers Any other type of wrench may damage these sprinklers NOTE: A leak tight V2" NPT (R1/2) sprinkler joint can be obtained with a torque of 8-18 ft-lbs (10,8 - 24,4 N-m) Do not tighten sprinklers over maximum recommended torque It may cause leakage or impairment of the sprin- klers The Model FIFR 56/ CCP Concealed Sprinkler uses the 1/2" orifice, V2 NPT (R1/2), 135°F (57°C), 155°F (68°C), 175°F (79°C) or 200°F (93°C) Model FIFR 56 Pendent X 1/2" REDUCING TEE OR ELBOW DIA HOLE IN CEIUNG r ; 1/2 MAX FACE OF FITTING TO FACE OF CEILING DIMENSION 5/16 MAX -1 COVER ADJUSTMENT COVER PLATE — ASSEUBLY 3/4" 5/16" An.lUSTMENT Figure 2 Sprinkler with a threaded Model CCP cup which is fac- tory attached to the sprinkler The assembly is complet- ed by the installation of the attractive, low proflle, 135°F (57°C) or 165°F (74°C) rated Model CCP push on cover plate assembly The cover plate and sprinkler cup as- semblies are joined using a cover plate skirt with flexible tabs for threaded engagement A choice of two cover plate assemblies provide either W (13mm) or ^/le" (Bmm) of cover adjustment Do not install these sprinklers in ceiling which have positive pressure in the space above After a 2?/& (67mm) diameter hole is cut in the ceil- ing, the sprinkler is easily installed with the Model RCl Wrench A Teflon* based thread sealant should be applied to the sprinkler threads only The Model RCl Wrench is then used to engage the sprinkler wrenching surfaces and to install the sprinkler in the fitting When inserting or removing the wrench from the sprinkler/cup assembly care should be taken to prevent damage to the spnnkler DO NOT WRENCH ON ANY OTHER PART OF THE SPRINKLER The cover plate is then pushed onto the cup Final adjustment is made by hand turning the cover plate until the skirt flange makes full contact with the ceiling Cover plate removal requires turning in the counter clockwise direction After installation, inspect all sprinklers to ensure that there is a gap between the cover plate and ceiling and that the four cup slots are open and free from any air flow impediment to the space above Concealed cover plate/cup assemblies are listed only for use with specific sprinklers The use of any other con- cealed cover plate/cup assembly with the Model FIFR 56 Pendent Sprinkler or the use of the Model CCP Con- cealed cover plate assembly on any sprinkler with which It IS not specifically listed my prevent good fire protection and will void all guarantees, warranties, listings and ap- provals Glass bulb sprinklers have orange bulb protectors to minimize bulb damage during shipping, handling and installation REMOVE THIS PROTECTION AT THE TIME THE SPRINKLER SYSTEM IS P1_ACED IN SERVICE FOR FIRE PROTECTION Removal of the protectors before this time may leave the bulb vulnerable to damage RASCO wrenches are designed to install sprinklers when covers are in place REMOVE PROTECTORS BY UNDOING THE CLASP BY HAND DO NOT USE TOOLS TO REMOVE THE PROTECTORS Temperature Ratings Classification Sprinkler Temperature Max. Ambient Temp Bulb Color Classification -C "F Max. Ambient Temp Bulb Color Ordinary Ordinary Intermediate Intermediate Hiah 57 68 79 93 141 135 155 175 200 286 100°F (38°C) 100°F (38°C) 150''F (66°C) 150''F (Oe'C) 225°F(107°C) Orange Red Yellow Green Blue "> Not available for recessed sprinklers Escutcheon Data '-^^ Escutcheon Model Approvals Adjustment "A" Dimension FaoeofRbngto Celling or Wan Dimension Fl 1,3,4 Max Recess MinRec»ss iy2"(381nnm) 3/4" (19 Imm) 3/l6"-lW (5nnm-24mm) P2 1 2 3,4 Maxfteess MinRecsss 1'/a" (381mm) r(25nnm) W-"/i6" (5hnm-17nTn) ffPushon/ Thread<3ff 1,4 Max Recessed MinRecsssed Vts"(11mm) 1^/16 (24mm) V/z" (SSInrm) r'(254nnm) SIN RA1435 - cDLus and FM permits use wrth Fl or F2 escutcheons for light hazard only Maintenance The Models F1FR 56 and FIFR 56 Recessed Sprinklers should be inspected quarterly and the sprinkler system maintained in accordance with NFPA 25 Do not clean sprinklers with soap and water, ammonia or any other cleaning fluids Remove dust by using a soft brush or gentle vacuuming Remove any sprinkler which has been painted (other than factory applied) or damaged in any way A stock of spare sprinklers should be main- tained to allow quick replacement of damaged or oper- ated sprinklers Prior to installation, sprinklers should be maintained in the original cartons and packaging to mini- mize the potential for damage to sprinklers that would cause improper operation or non-operation Sprinkler Types Standard Upright Standard Pendent Conventional Recessed Pendent Vertical Sidewall Horizontal Sidewall Recessed Horizontal sidewall Concealed pendent Finishes standard Finishes Sprinkler Escutcheon Cover plate Bronze Brass Chrome Plated Chrome Chrome White Polyester Plated White Coated cx^) White Painted Special Application Finishes Spnnkler Escutcheon Cover plate Bright Brass Bright Brass Bnght Brass Black Plated Black Plated Satin Black Paint Black Paint Off White Off White (2) Off White Black Paint Satin Chrome Satin Chrome Black Plated other finishes and colors are available on special order Consult the factory for details 'a cULus Listed only »' 200°F (93°C) maximum cULus listed "corrosion resistance" applies to SIN Numbers RA1425 (Upnght) and RA1414 (Pendent) <^ FM Approvals finish as "Polyester coated" applies to SIN Number RA1414 (Pendent) Ordering Information Specify: 1 Sprinkler Model 2 Sprinkler Type 3 Orifice Size 4 Deflector Type 5 Temperature Rating 6 Sprinkler Finish 7 Escutcheon Type 8 Escutcheon Finish (where applicable) 9 Cover plate Model 10 Cover plate Thread size 11 Cover plate Temperature 12 Cover plate Adjustment 13 Cover plate Finish Note When Model F1FR 56 Recessed sprinklers are ordered, the spnnklers and escutcheons are packaged separately COMMUNITY Development Services Building Department FACILITIES Development Services Building Department ^55^ CITY OF DISTRICT NO. 1 1635 Faraday Avenue CARLSBAD RESIDENTIAL B-33 760-602-2719 www carlsbadca gov RESIDENTIAL CERTIFICATE Developer of Residential Land, please read this agreement carefully and be sure you thoroughly understand before signing Property owner signature is required before signing Your signature is confirming the accuracy of all information shown SHA-:LI AND LAWRENCE LIN LIN RESIDENCE .Name of Owner Name of Project 1589 TRITON ST N/A Address Carlsbad Tract Number CARLSBAD CA City, State Zip City, State Zip 847-945-0007 1 UNIT Telephone Number Total Number of Units 215-070-41-00 Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County .Assessor As cited by Ordinance ,No NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities Distnct No 1 As cited in Policy 33 and adopted by the City Council, this Special Tax will not be .allowed to pass through to the homeowner At the time a building .permit is issued the Special Development Tax - One-Time is due .per dwelling unit In addition, there may be Special Taxes outstanding on the current tax roll or if a .permit is issued after March 1, taxes will be levied in the coming fiscal year All of .these special taxes are the responsibility cf the developer Accordingly, I agree to pay all of these current, outstanding and future Special Taxes These taxes mav not be apportioned to the homeowner as part of escrow closing (Note Regular county taxes may be prorated ) I understand that by signing this I am agreeing to this provision I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISISON AS STATED ABOVE Signature'WT'roperty'Owner ^ Pnnt Name Title An 'Date The City of Carlsbad has not independently verified the information shown above Xherefore, we accept no responsibility as to the accuracy or completeness of this information B-33 Rage 1 of 2 Rev 03/09 I I AVIARA OAKS ELEMENTAPIY j j CARLSBAD UNIFIED SCHOOL DISTRICT | | RKIFIC RIM ELEMENTARY I I AVIARA OAKS MIDDLE SCHOOL j | CARLSBAD VILLAGE ACADEMY \ j POINSETTIA ELEMENTARY I I BUENA VISTA ELEMENTARY \ | HOPE ELEMENTARY | \ PRESCHOOL I I CALAVERA HIUS ELEMENTARY \ | JEFFERSON ELEMENTARY \ \ VALLEY MIDDLE SCHOOL I I CALAVERA HILLS MIDDLE SCHOOL \ | KELLY ELEMENTARY | jOrHEf? I I CARLSBAD HIGH SCHOOL Q MAGNOLIA ELEMENTARY RECEIVED FROM (If Applicable) PARENT OF. DATE PAYMENT FOR ACCOUNT NUMBER Receipt No 35957 AMOUNT RECEIVED BY CASH CHECK ^ CITY OF CARLSBAD CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www carlsbadca gov This form must be completed by the City, the applicant, and the appropriate school districts and retumed to the City pnor to issuing a building pennit The City will not issue any building permit without a completed school fee form / Project Name LIN RESIDENCE Building Pemiit Plan Check Number CBI02525 Project Address-1589 TRITON STREET APN 215-070-41-00 Project Applicant SHA-LI AND LAWRENCE LIN (Owner Name); Project Description: NEW SINGLE FAMILY RESIDENCE Building Type V-N Residential 1 New Dwelling Unit(s) 3,682 Square Feet of Living Area in New Dwelling Second Dwelling Unit Square Feet of Living Area in SDU Residential Additions: l^et Square Feet New Area Commerdal/lndustrial: Net Square Feet New Area City Certification of Applicant Infomiation" it^mf/iem Date7-12-11 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) O Vista Unified School District 1234 Arcadia Dnve Vista CA 92083 (726-2170) n San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2619) Contact Nanqr Dolce (By Appt Only) n Encinitas Union School District 101 South Rancho Sante Fe Rd Encinitas, CA 92024 <944-4300 ext 166) r~l San Dieguito Union High School District 710 Encinitas Blvd Encinitas. CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Ovmer") certifies under penalty of peijury that (1) the information provided above is correct and frue to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase jn the number of dwelling units or square footage after flie building permit is issued or if the initial determination of units or square footage is found to be Incorrect, and that (2) the Owner is the owner/developer of the above descnbed projects), or that the person executing this declaration is auttiorized to sign on behalf of the Owner Signature. B-34 Date . J-<y/2-- Page 1 of 2 Rev 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly aiithorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation foT school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE UAKLbBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD. CA 92009 PFIONE NUMBER B-34 Page 2 of 2 Rev. 03/09 CITY OF CARLSBAD PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www carlsbadca gov Project Address: 1589 Triton Street Permit No.; Information provided below refers to worh being done on the above mentioned permit only This form must be completed and returned to the Buildinq Department before the permit can be issued. Building Dept. Fox (760) 602-8558 Number of new or relocated fixtures, traps, or floor drams New building sewer line? ....^'.^.!.?.?!.Y..^.l?.l!.?. Ves No "° Number of new roof drams? Install/alter water line? .^.'.i:.^.?.^!!.^.!.^.!!.?. "° Number of new water heaters? Number of new, relocated or replaced gas outlets? ^ Number of new hose bibs? ^ Upgrade existmg panel? Ves No ^ From ^Amps to ^Amps Number of new panels or subpanels? 1 Single Phase Number of new amperes ^ Q Q Three Phase Number of new amperes Three Phase 480 Number of new amperes Remodel (relocate existing outlets/switches or add outlets/switches)? Ves No Number of new furnaces, A/C, or heat pumps? ^ ^^^^ New or relocated duct worb?....between floor^^ Ves ^ No Number of new fireplaces? ^H!^^!!:^^. i Number of new exhaust fans? _5 Relocate/install vent? Number of new exhaust hoods? ^ Number of new boilers or compressors? Number of HP 2 condensers B-18 Page 1 of 1 Rev 03/09 io[(^[(i gy-firrrrioio celTTSr es^T /biU/^ l/Jd(^ yfixuM ^^^^'^ '^'''''^ ^ '^^'^ Corporate ^>a' Express-A Butwnisnn Company Made In ths USA CEB03408 CB102525 1589 TRrT0NST =! 3682 SF SFD//610SF '1625 SF DECK//469 SF METAL TRELLIS//AIR -3/^5/(1 ccO^Jj: ^ ^,f\xu s-^ / LDone Approved • cv BUILDING ijYtJjyAjLJJ^ ; ; ^j?/ S"/// PLANNING ENGINEERING FIRE Expedite? Y N HazMat APCD Health Date 3)>->).i By Forms/Fees Sent Reed Due? By Encina — Y N Fire — Y N HazHealthAPCD— Y N PEiM Y N School CM ^/•2,z//2-Y N Sewer Y N Stormwater /-//-// Y N Special Inspection Y N CFD (j) N 3".2.2 LandUse Density ImpArea / FX. , Annex Factor PFF Y N Comments Date Date Date Date Building Planning Engineering Fire Need? bid Sja&ji I ^/2-V//f ^Done • Issued