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Home My WebLink About2623 GATEWAY RD; ; CB133168; Permit04-02-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commerciai/lndustrial Permit PermitNo: CB133168 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2623 GATEWAY RD CBAD COMMIND Sub Type: COMM 2131910900 Lot#: 0 $270,600.00 Construction Type: 5B Reference # CT060024 BRESSI RANCH-PAD BUILDING A 5000 SF COMMERCIAL WARM SHELL Status: ISSUED Applied: 12/20/2013 RMA 04/02/2014 04/02/2014 Entered By: Plan Approved: Issued: Inspect Area Plan Check #: Applicant: MASCARI WARNER ARCHITECTS STE 100 1717KETNER BLVD SAN DIEGO CA 92101 619 814-0080 Owner: REGENCY BRESSI LLC C/O CORNERSTONE REAL ESTATE ADVIS 100 WILSHIRE BLVD #700 SANTA MONICA CA 90401 Building Permit $1,365.94 Meter Size Add'l Building Permit Fee $0.00 Add'l Red. Water Con. Fee $0.00 Plan Check $956.16 Meter Fee $317.00 Add'l Building Permit Fee $0.00 SDCWA Fee $7,188,00 Plan Check Discount $0.00 CFD Payoff Fee $11,737.00 Strong Motion Fee $56.83 PFF (3105540) $4,924.92 Park Fee $2,000.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $33,950.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $203.00 Add'l Renewal Fee $0.00 ELECTRICAL TOTAL $139.00 Other Building Fee $0.00 MECHANICAL TOTAL $98.12 Pot. Water Con. Fee $7,988.00 Master Drainage Fee $0.00 Meter Size Dl Sewer Fee $4,895.58 Add'l Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $492.00 Green BIdg Stands (SB1473) Fee $8.00 HMP Fee $0.00 Fire Expedidted Plan Review $745.00 Green BIdg Standards Plan Chk TOTAL PERMIT FEES $77,064.55 Total Fees: $77,064.55 Total Payments To Date: $77,064.55 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: f^J^ Clearance: NOTICE; Please take NOTICE that approval of your project Includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectivel)^ referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Govemment Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030, Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactinns of which vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previously othenwise expired. 04-02-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW130415 Job Address: 2623 GATEWAY RD CBAD Permit Type: SWPPP Parcel No: 2131910900 Lot#: Reference #: CT060024 CB#: CB133168 Projed Title: BRESSI RANCH PAD BUILDING A Applicant: REGENCY BRESSI LLC C/O CORNERSTONE REAL ESTATE ADVIS 100 WILSHIRE BLVD #700 SANTA MONICA CA 90401 949 398-8750 Status Applied Entered By Issued Inspect Area Tier Priority: ISSUED 12/20/2013 RMA 04/02/2014 2 H Owner: REGENCY BRESSI LLC C/O CORNERSTONE REAL ESTATE ADVIS 100 WILSHIRE BLVD #700 SANTA MONICA CA 90401 Emergency Contact: JEFF LOCHNER 949-398-8750 SWPPP Plan Check SWPPP Inspections Additional Fees $344.00 $1,221.00 $0.00 TOTAL PERMIT FEES $1,565.00 Total Fees: $1,565.00 Total Payments To Date: $1,565.00 Balance Due: $0.00 FINAL APPROVAL DATE fJO'l SIGNATURE THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMmSSUANCE: •PLANNING nENGINEERING nBUILDING OFIRE •HEALTH •HAZMAT/APCD (.]lil}M/ ^ CITY OF CARLSBAD Building Permit Appiication 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carisbadca.gov Plan Check No. Est.Value ^yo, 6®6 Plan Ck. Depos t DateKLl^ SWPPP JOB ADDRESS TSf? 2623 GATEWAY ROAD * OF UNITS l«BE0R00IUIS PHASE* SUrrE#/SPACEt/UNIT« 213 TENANT BUSINESS NAME 191 - 09 V-B 00 CT/PR0JECT# CT 06-24 occ. GROUP B DESCRIPTION OF WORK: IncUute Square Feet ofAfhcted Area(») Construction of a new 5,000 S.F. wood-framed, Type V-B, warm shell commercial shop building at the existing Bressi Ranch Village Center. Building is to be subdivided for four (4) tenants with one (1) single accommodation toilet room In each suite, suspended acoustical tile ceilings, electrical power & lighting, and rooftop HVAC units. RRE SPRINKLERS YESjTjNOQ EXISTINQ USE PROPOSED USE Commercial Stores GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YESD* NOl I AIR CONDrriONING YESfTlNOn APPUCANT NAME (Primary Contact) Mascari Warner Architects -APPUCANTNAME (Secondary Contact) ^i^Mm ADDRESS 1717 Kettner Blvd., Suite 100 CITY San Oiego STATE CA ZIP 92101 OTY STATE ZIP PHONE (619)814-0080 FAX (619) 814-0081 PHONE FAX EMAIL awerner@mascarlwarner.com EMAIL imascari@mascarlwamer.com PROPERTY OWNER NAME Regency Bressi, LLC COI LCTOR BUS. NAME , I ^ 5 /cv^-f>Wx>vi S>^\^^C,S. ,X^C. ADDRESS c/o Athena Management, Inc., 41 Corporate Park #260 CITY Irvine STATE CA ZIP 92606 CnYL^ 'iifirt. ZIP — I PHONE (949)398-8750 FAX (949)398-8755 PHONE EMSil^ EMAIL JLochner@athena-pm.com ^Cc^3} -yp - Co ARCH/DESIGNER NAME tt ADDRESS I. Simon Warner STATE UC. # C.24151 CITY BUS. LIC« (Seo. 7031.5 Business and Professions Code: Any aty or County wtiich requires a permit to construct, alter, Improve, demolisti or repair any structure, prior to Its Issuance, also requires the applicant for such permit to file a signed statement that he Is licensed pursuant to the provisions ofthe Contractor's License Law (Chapters, commendingwlth Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the aiieeed exemption. Any violation of Section 7031.5 ty any appiicant Ibr a permit subjects the applicant to a civil penal^ of not more than five hundred doiiars ($500)). WORKERS' COMPENSATION Workers' Compmniion Dsclaration: / AsrebK sffl"" under penalty perjury one of the following dedmaHons Lll I iitva tnd will miintiln a certificats of consant to selMnsura Ibr welters' compensation as piovided by Section 3700 of the Labor Code, fbr the peribmiance of the worit fbr which this pennit is Issued. I hava and will maintain woriters' compansatlon, as required by Secllon 370O of the Labor Code, for Ihe perfbmisnce of the worit fbr which this permit Is Issued. My wbrttsrs' obmpensation Insurance carrier and pciicy number are: Insuranca Co. ^e.fuUiti1^^. (jiC^- PoUcyNo. A I Ci<J Q jfy^ j ^OQ Expiration Dale i Q^Q < / / <-/ Bsection need nol be completed if the permit Is for one hundrsd dollars (S100) or less. / Cettificate of Exemption: 1 certify fliat in the peribmiance bf the worit for which this pemilt is issued, i shall not employ any person in any manner so as to become sul>|ect lo Ihe Wbriters' Compensation Laws of Califomia WARNiNG: Failure to secure woriten' compsnsation coverage Is unlawful, and shall subject an empioyer to criminal penalties and civil lines up to one hundrtd thouund dollare (ft10O,000), In addition to the cost of compsnsation, damagn as providtd fbr In Secticn 3706 cf the Ltbbr Cbdt, Inttntt and attorney's fees, y/^ JS^ CONTRACTOR SIGNATURE [^^(GENT DATE ^f / ( ^l/O / Y OWNER-BUILDER OECLARATION / Iwefiy allirm ihat I am exempt from Coniador's Ucense Law for the following reason; I I i, as owner of the pioperty or my employses with wages as their sbis compensation, wlli do the worit and ihe stnx:ture is not Intended or offered fbr sals (Sec. 7044, Business and Professicns Code: The Contractoi's — License Law does not apply to an owner of pioperty whb builds br improves theieon, and who does such worit himself or through sale, if, however, the bulld^ or improvemenl is sold within one year of completfon, the owner-buHder wH have Ihe buiden of proving that he did not buHd or improve for the purpose of sale). 171 i, as owner of the properiy, am exclusively contracting with icensed ccntractbrs fo ccnstnict Ihe project (Sec. 7044, Business and Piofessfons Code: The Contractor's License Law doss nol apply to an owner of property who builds or Improves thereon, and contracts fbr such projects with contracfor(s) licensed pursuant fo the Contractor's License Law). I I lam exempi under Section Business and Professions Code fbr this reason: 1.1 persbnaly planto provide the majbr labor and malerials fbr constructfon of the proposed property Improvemenl l~lYes I INO 2.1 (have / have not) signed an application fbr a buliding pemilt for the proposed worit. 3. i have contracted with the following person (fimi) fo provide the proposed constiuction Onciude name address / phone / contractors' license number): 4.1 plan fo provide portfons of the worit, but i have hired the foHowing person to coordlnafo, supervise and piovide the major wortt (inciude name / address / phone / conlractois' ifoense number): 5.1 wll provide some of the worit, but i have contracted (hlied) the following peisons fo provide the worit indicated (include name / address / phone / type of woriQ: ^STPROPERTY OWNER SIGNATURE •AGENT PATE W////J COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is lhe applicant cr future buliding occupant required to submit a business plan, acutely hazanfous matertals registr^ion form or risit management and prevention program under Sectfons 25505,25533 or 2S534 of ihe Presley-Tanner Hazardous Substance Account Act? Yes / No Is lhe applicant or future bdlding occupant requiied to cbtain a pennit from Ihe air poliution control district or air qual^ Yes / No Is the fadlity to be constructed within 1,000 fbet of the outer boundaiy of a school sito? Yes /No IF ANY OF THE ANSWERS ARE YES, A RNAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPUCANT HAS MET OR IS MEETiNG THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. CONSTRUCTION LENDING AGENCY I hereby airm that ttiere is a oonstruction lending agency for the perfbmiance of the wortt this pernilt is issued (Sec 3097 (i) Civil Coite). Lendei's Name Lendei's Address APPLICANT CERTIFICATION I oertfiy Ihat I hava raad the application and state that the above infonnafion is conect and that the Infold I heieby authorize lepiesentalve of the City of Cailstiad b enler upon Ihe above mention^ AGAINST Aa UAaUTIES, JUDGHeiTS, COSTS AND EXPENSES WHICH MAY IN ANY WAV ACCfWE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An (>SHA permI is lequifBd fix excavalions ovar 5V deep and deinoilion or oon^ EXPIRATION: Eveiy pennit issued by the Buiding Oflidal under Vie piDvis^ 1 eo days from tie dale of such pemA w If tie buidkig or vvorit authorced tyy swb^^ je^i APPLICANT'S SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email buiidinoiajcarlsbadca.QOV or IMail the completed fbmi to City of Carisbad. Building Division 1635 Faraday Avenue, Carlsbad. CalHbmla 92008. CO#:(OfnoeUseOnly) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING AODRESS CITY STATE ZiP CITY STATE ZiP Carlsbad CA PHONE FAX EMAIL OCCUPANrS BUS. uc. No. DELIVERY OraONS PICKUP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAILTO: CONTACT(Ustedabove) OCCUPANT (Listedabove) CONTRACTOR (On Pg. 1) MAIL/FAX TO OTHER: ASSOCiATED CR# NO CHANGE IN USE / NO OONSTRUCTION CHANGE OF USE / NO CONSTRUCTION ASSOCiATED CR# NO CHANGE IN USE / NO OONSTRUCTION CHANGE OF USE / NO CONSTRUCTION ^APPUCANTS SIGNATURE DATE Inspection List Permit#: CB133168 Type: COMMIND COMM Date Inspection Item 09/26/2014 19 Final Structural 09/26/2014 19 Final Structural 09/19/2014 19 Final Structural 09/19/2014 89 Final Combo 08/14/2014 33 Service Change/Upgrade 07/28/2014 85 T-Bar 07/10/2014 32 Const. Service/Agricultural 06/26/2014 44 Rougti/Ducts/Dampers 06/16/2014 18 Exterior Lath/Drywall 06/09/2014 17 Interior Latti/Drywall 06/04/2014 84 Rougti Combo 06/02/2014 13 Stiear Panels/HD's 06/02/2014 24 Rougti/Topout 05/30/2014 14 Frame/Steel/Bolting/Weldin 05/30/2014 34 Rough Electric 05/22/2014 13 Shear Panels/HD's 05/22/2014 15 Roof/Reroof 04/30/2014 11 Ftg/Foundation/Piers 04/22/2014 11 Ftg/Foundation/Piers 04/14/2014 21 Underground/Under Floor Inspector PB MC PD PD PD PD PD PD PD PD PD PD PD PD PD PB PD PD Act AP Rl Rl PA AP AP PA AP AP AP AP AP AP AP AP PA PA AP PA AP BRESSI RANCH-PAD BUILDING A 5000 SF COMMERCIAL WARM SHELL Comments MINOR PICK UP Monday, September 29, 2014 Page 1 of 1 Prpject Name: Attiena-Bressi Lot A Project No.: 10601.001 Date: 4-30-14 Report No. Location: J. » Carlsbad, Ca o^^^J A-'TOA) Author: Chris Livesey Day: M T W T F S S ••••D Client/Contractor: ' Athena/KPRS/NI J Ratzlaff Qrading Supt/Foraman: Rick Dicitenson/Biil Weather: Sunny Geologist: Soit Engineer: CDl[ Observation/Testing of: Foundation Footings Tecii Equipment Woricing: Hours 2.0 Today's Yardage: Yardage to Data: Summary of Operations: On site as requested by Rick w/KPRS to observe the building foundation footings. The foundation footings v\«re observed and probed in representative areas. Observation and soil probe test results indicated the footings are exposed in finn, unyielding strata, and generally confonn with project specifications. Leighton andAssociates DAILY FIELD REPORT Recehrad By: Print 39101098 Circle Distrtbution Fiie Copy Client Copy Fieid Copy Ciient/Agency Copy ^ ^MOORE TWINING FIELD DAILY INSPECTION REPORT (Page lof 1) Client Name: REGENCY BRESSI LLC MTA Project No: E75204.01 Proiect Name: ATHENA PROP MANAGEMENT - BRESSH RANCH Store No.: . - Project Address: 2794 GATEWAY ROAD. CARLSBAD. CA g< 6>#^ 3 l^/^^fk'Ul Permit No: CB13-3168 Building Code: CBC 2010 I Plan Date; 04/02/2014 Specification Date: General C&ntractor; KPRS Subcontractor: A G Construction Inspector (Print): Atui Khosia Certification Numl)er: SD 1205/ICC#8028710 Exp. Date: 02/01/2017 •Buildir^ Pad •Utilities QPavement Sub-grade DPavement Base QPavement AC QPCC Pavements •off-Site Improvements • Sidewallcs QCurb & Gutter •Foundations Efsiab-On-Grade QColumns QBeams •walls [IlTrusses DDeck •Suspended Floors •Roof •Rack and Shelving •light Gauge Interior Wails/Framing •Pre-Cast Concrete • Joists • Tilt-Up Panel Eother rgOT/yj//^ •Earthwork Observation & tn-Place Density Testing ^Reinforcing Steel Inspection ^Concrete Sampling ^Concrete Placement Inspection (induding saw-cut depth, CO monitoring, curing, etc.) •Batch Plant inspection •Moisture Vapor Emission Testing ClFioor Slab Relative Humidity Testing •slip-Resistance Testing •Floor Flatness Testing •GIOSS Measurements Ooint Sealer Inspection •Anchor Bolt Inspection and Testing •Field Welding Inspection •Shop Welding Inspection •NDT QHS Bolt Testing •Masonry Inspection •Spray Fire Proofing Inspection and Testing •Paint Thickness Testing •Roof Inspection •Sample Pickup •coring •others ' Inspection Date: 05/01/2014 Samples Taken |^ Yes • No Tinrie Sample Taken: 7.15am [^Initial Inspection •Re-inspection •Out-of-Scope Inspection or Testify Weather; Sunny Observations: Ot>served rebar placement in footing and slab. #4 rebar placed at 18" on center each way over 15 mil Stegowrap (vapor proof barrier) for the slab. Two #5 rebar placed top and bottom with #4 dowels in footings, placed as per detail 1/S3,2/ S3,3/S3 & 4/S3.5/8''xl2'' anchor bolts placed as detail 12/S1.3. Observed concrete placement, for footing and slab as per detail S2.1. Concrete supplied by Robertson's at 7.02am, started pour at 7.12am.Concrete placed with concrete pump. Consolidation done using 134" dia. mechanical vibrator. Cast one set of 5 Cylinders from the 1** truck Ticket # 9159903, Truck # 1291, Slump was VA", Ambient Temp. 69°F, Concrete Temp. 74^F. Mix Design 38301. Required Strength 3000 PSI @ 28 day. Total 140 yd^ ctmcrete placed Report Continued CiYesi^No Work inspected as outiined in this report is, to the best ofthis inspector's knowledge, in conformance with the approved plans and specifications: ^fes •NO (If NO, see attached Discrepancy Repoit). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com QA Review - Initials Inspector's Signature u(x)vi^ Date 05/01/2014 Area Supervisor's Signature Date Engineer's Signature Date File Name (year.iiM>ntb.day.stoiraumber.seqiiencrauiiiber.si)e^^ We do not undertake tbe giKuaatee of cnislniction nor do we tdieve the Goi^^ plans and specifications. Our finn is not tespoosiOte for constnictioa safety. Chv seivices were pofbimed in accordance wifli gCDenfly accepted staodaids andiKactices. Tins watranQr is in lieu ofall other wattaotieseidier expressed or implied. ^MOORE TWINING FIELD DAILY INSPECTION REPORT (Page lof 1) Client Name: REGENCY BRESSI LLC MTA Project No: E75204.01 Proiect Name: ATHENA PROP MANAGEMENT - BRESSI RANCH Store No.: Project Address: 2794 GATEWAY ROAD. CARLSBAD. CA c^b ^3 OjA-Tic l/J /^ Permit No: CB13-3168 Building Code: CBC 2010 Pian Date: 04/02/2014 Soecification Date: General Contractor: KPRS Subcontractor: HERITAGE CONSTRUCTION Inspector (Print): Atul Khosia Certification Number SD 1205/ICC#8028710 Exp. Date: 02/01/2017 tUBuilding Pad ^Utilities Qpavement Sub-grade DPavement Base QPavement AC •PCC Pavements •off-Slte Improvements • Sidewalks •Curb & Gutter nFoundatlons •siab-On-Grade •Columns •Beams •walls •Trusses •Deck DSuspended Floors •Roof •Rack and Shelving •Ught Gauge Interior Walls/Framing •Pre-Cast Concrete • Joists • Tilt-Up Panel I8 Shear Wall •Earthwork Observation & in-Place Density Testing •Reinforcing Steel Inspection QCbncrete Sampling •concrete Placement Inspection (including sawcut depth, CO monitoring, curing, etc.) •Batch Plant Inspection •Moisture Vapor Emission Testing [IlFloor Slab Relative Humidity Testing •slip-Resistance Testing •Floor Flatness Testing •GIOSS Measurements Qoint Sealer Inspection •Anchor Bolt Inspection and Testing •Field Welding Inspection nshop Welding Inspection •NDT QHS Bolt Testing •Masonry Inspection •Spray Fire Proofing Inspection and Testing •Paint Thickness Testing •Roof Inspection •Sample Pickup •coring Nailing & Holdowns Inspection Date: 05/22/2014 Samples Taken • Yes KF No Time Sample Taken: EJlnitial Inspection •Re-Inspection •out-of-Scope Inspection or Testing Weather; Sunny Observations: Observed plywood shear wall nailing as per detail 12/S13 and S2.1. Edge nailing at grid 3/B and 3/D at 3" on center, line A ft-om 1 to 3 at 4" on center, line 1 from A to C.6 at 6" on center, line E from 1.5 to 2.3 at 6" on center and between grid D/1.2 and E/1.5 at 6" on center. Field nailing at 12" on or less. Observed nine Simpson Holdown Anchors instaiied as per detail on S2.1 and 14/S1.3. It was noted and pointed out to the contractor a few Sill bolts had not been installed. Contractor said he will be epoxying them later. Work in progress Report Continued •YesjSNo Work inspected as outiined in this report is, to the best ofthis Inspector's knowledge, in conformance with the approved plans and specifications: (^Yes •NO (If NO, see attached Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: vww.mooretwining.com QA Review - Initials Inspector's Signature iMmi' Date 05/22/2014 Area Supervisor's Signature. Date Engineer's Signature Date File Name (year.montkday.storenumber.sequeDceniimber.q>ecificati(nidvision.spec^ We do not undertates dw guarantee of conslnicti(m nor do we idieve fliB contractor of his primary plans and specifications. Our finn is not reqxnsible for construction safely. Oiff services were performed in accordance witfi genetalfy accepted standards and practices. This woianty is in lieu ofaIlodi»waianttesdtbCT expressed or in^lied. ^MOORE TWINING FIELD DAILY INSPECTION REPORT (Page lof 1) Client Name: REGENCT BRESSI LLC MTA Project No: E75204.01 Proiect Name: ATHENA PROP MANAGEMENT - BRESSI RANCH Store No.: A6?al.3 CjA^f^ (^/^^ Project Address: 2794 GATEWAY ROAD. CARLSBAD. CA ;L S fc^^^c y /Zri. / Permit No: CB13-3168 Building Code: CBC 2010 Plan Date: 04/02/2014 Specification Date: General Contractor: KPRS Subcontractor: HERITAGE CONSTRUCTION Inspector (Print): Atul Khosia Certification Number: SD 1205/ICC#8028710 Exp. Date: 02/01/2017 •Building Pad •utilities nPavement Sub-grade QPavement Base DPavement AC QPCC Pavements •Off-Site Improvements • Sidewalks Qcurb & Gutter •Foundations Slsiab-0n-6rade DColumns nseams •walls •Trusses nOeck •Suspended Floors QRoof QRack and Shelving •Light Gauge Interior Walls/Framing •Pre-Cast Concrete • Joists • Tilt-Up Panel • Shear Wall •Earthwork Observation & In-Place Density Testing nReinforcing Steel Inspection •Concrete Sampling •concrete Placement Inspection (including saw-cut depth, CO monitoring, curing, etc.) •Batch Plant Inspection •Moisture Vapor Emission Testing DFIoor Slab Relative Humidity Testing •slip-Resistance Testing •Floor Flatness Testing •GIOSS Measurements •Joint Sealer Inspection •Anchor Bolt Inspection and Testing •Field Welding Inspection Qshop Welding Inspection •NDT •HS Bolt Testing •Masonry Inspection •Spray Fire Proofing Inspection and Testing QPaint Thickness Testing •Roof inspection •Sample Pickup •coring S Epoxy Inspection Date: 05/29/2014 Samples Taken • Yes S No Time Sample Taken: l^lnitial Inspection Qfie -Inspection nOut-of-Scope Inspection or Testing Weather: Sunny Observations: Observed epoxy installation of A307 5/8" threaded rod 12" long in the slab/footing along the edge of building as per detail on for post Installed Anchors note 2 on detail Sl.l total 8 pieces. Anchors were placed approximately on the following grid lines 3/E.9, A/2.3, A/1.3,1/B.5,1.2/D.3,1.3/D.5,1.4/D.6 & E/1.8. Contractor drilled 7" deep holes with ?4"drill bit into slab/footing. The holes were cleaned with an air compressor, brushed and cleaned again with the air compressor. Simpson Set XP Epoxy was mixed (batch no. 3-N454N & EXPIRY 09/2015 & ICC-ESR2508- please note on the batch no. 2"'' and 3"^ digit not clear, see attached photo) and placed as per manufacturer's instructions Report Continued nYes^No Work inspected as outlined in this report is, to the best ofthis inspector's knowledge, in conformance with the approved plans and specifications: ^Yes QNO (If NO, see attached Discrepancy Report). MTA Corporate address: 2527 Fresno Street, Fresno, CA 93721 (800.268.7021). Website: www.mooretwining.com QA Review - Initials Inspector's Signature WcJW l^^*^ 05/29/2014 Area Supervisor's Signature Date Engineer's Signature Date File Name (year.inonth.day.storenumber.sequencenumber.speciiicationdivision.specification.sectionunj We do not undertals die guarantee of constniction »» do we relieve the contractor of 1^ prinuny responsibility to complete die ptoject in accco'dance with die plans and specifications. Our finn is not respcnsible for constnictioo safi^. Our services w«« perfonned in accordance with generaUy accqrted standards and practices. This warranty is in lieu of all other wananties eiflia' expressed or implied. KPRS License # 751130 REQUEST FOR INFORMATION No. 00003 2850 Saturn Street Brea, CA 92821 Phone: 714 672-0800 Fax: 714 672-0871 TITLE: Plumbing Piping PROJECT: Bressi Ranch Village Pad A-Carlsbad TO: Attn: Aaron Werner Mascari Wamer Architects 1717 Kettner Blvd., Suite 100 San Diego, CA 92101 Phone: 619 814-0080 Fax: 619 814-0081 JOB SITE: KPRS Construction Services, Inc. 2850 Saturn Street Brea,CA 92821 Phone: 714 672-0800 Fax: 714 672-0871 DATE: JOB: 4/14/2014 214028 RESPONSE REQUIRED: 4/14/2014 SCHEDULE IMPACT: Yes COST IMPACT: Yes PRIORITY: NORMAL AUTHOR: Brock Newman BUILDING(S): SPEC SECTION: 15400 DRAWING REFERENCE: QUESTION: Section 15400-2 Sub Section 2.2.2 States either Cast Iron and ABS type piping are acceptable. We are using the ABS option; the inspector is asking for approval regarding this option. Please confirm ABS type piping is acceptable for underground piping. MPA Response: Please refer to attached sheets for the chapter of the CPC-2010, Chapter #7, Section 701.1 for the reference table where it states the allowable ABS drainage piping is acceptable per code. RESPONSE DATE: 04/14/14 RESPONSE AUTHOR: Aaron Werner Please fax your response immediately to 714 672-0871 Expedition * Page I of I D. Where piping is exposed to view, factory-applied 6-oz. canvas jacket or PVC jacketed shall be installed. E. Toilet room fixture traps, drains, and hot water supply to wall of fixtures accessible to the handicapped shall be insulated with Handy Shield safety covers by Plumberex Specialty Products. Truebro Lav-Guard, or equal. F. Condensate and sewer piping above grade, within building receiving cold condensate shall be insulated with JM Rubatex. 2.2 FITTINGS AND PIPING: A. Soil, Waste, Vent, and Rainwater Piping Within the Building: 1. Above Grade: a. Cast iron "no-hub" conforming to CISPI 301 NSF listed with neoprene gasket and Type 301 stainless steel clamping device conforming to CISPI 310 with NSF listing. OR b. Schedule 40 ABS DWV with ABS fittings or Schedule 40 PVC DWV and fittings may be used as permitted by code. 2. Below Grade: a. Cast iron "no-hub" conforming to CISPI301^NSF listed with neoprene gasket and Type 301 stainless steel clamping device conforming to CISPI 310 with NSF listing. OR b. ABS DWV with ABS fittings may be used as permitted by code. c. At contractor's option, Bell and Spigot cast iron conforming to ASTM A74 with compression gaskets conforming to ASTM C564. B. Domestic Water Piping: 1. Above Grade: Lead free Type L copper tubing hard drawn: a. Lead free wrought copper solder sweat fittings and lead-free soWer. 2. Below Grade: Lead free Type K copper tubing hard drawn. a. Lead free wrought copper solder sweat tubing hard drawn. C. Condensate Piping: Type "M" copper tubing, hard drawn with wrought copper or cast brass fittings, and 50-50 solder joints. Bressi Ranch Village Center Building Pad "A" Cartsbad, California Plumbing Project No. 2013003,10 15400-2 CHAPTER 7 SANITARY DRAINAGE Part I - Drainage Systems. TOLO Materials. 701.1 Materials for drainage piping shall be in accordance with one of the referenced standards in Table 7-1 except that: Npi^^i^ajsiizgijwrought^^ pipe shall be used underground and shall be keptiTotTesT' than six (6) inches (152 mm) above ground. 701.1.2 ABS and PVC DWV piping installations shall be installed in accordance with applicable standards ref- erenced in Table 14-1. Except for individual single-fam- ily dwelling units, materials exposed within ducts or plenums shall have a flame-spread index of a maximum of twenty-five (25) and a smoke-developed index of a maximum fifty (50), when tested in accordance with the Test for Siirfcice-Burning Characteristic.^ ofthe Building Materials (See the Building Code standards based on ASTM E 84 and UL 723). 701.1.2.1 [OSHPD 1,2, 3 & 4] ABS and PVC in- stallations are not allowed. 701.1.2.2 [HCD 1 & HCD 2] ABS and PVC instal- lations are limited to not more than two stories of areas of residential accommodation. 701.1.3 No vitrified clay pipe or fittings shall be used above ground or where pressurized by a pump or ejector. They shall be kept not less than twelve (12) inches (305 mm) belowground. 701.1.4 Copper tube for drainage and vent piping shall have a weight of not less than that of copper drainage tube type DWV. 701.1.5 Stainless steel 304 pipe and fittings shall not be installed underground and shall be kept not less than six (6) inches (152 mm) above ground. 701.1.6 Cast-iron soil pipe and fittings shall be listed and tested to comply with standards referenced in Table 14- 1. Such pipe and fittings shall be marked with country of origin and identification of the original manufacturer in addition to any markings required by referenced stan- dards. 701.2 Materials for drainage fittings shall be in accordance with the applicable standards referenced in Table 7-1 of the same diameter as the piping served, and such fittings shall be compatible with the type of pipe used. 701.2.1 Fittings on screwed pipe shall be of the recessed drainage type. Burred ends shall be reamed to the fiill bore of the pipe. 701.2.2 The threads of drainage fittings shall be tapped so as to allow one-fourth QA) inch per foot (20.8 mm/m) grade. 701.2.3 Fittings used for drainage shall be of the drainage type, have a smooth interior water-way, and be con- structed so as to allow one-fourth QA) inch per foot (20.8 mm/m) grade. ) 701.3 Lead. See Table 14-1. Sheet lead shall be not less than ) the following: For safe pans - not less than four (4) pounds per square foot (19.5 kg/m-) or one-sixteenth (Me) inch (1.6 mm) thick. For flashings or vent tenninals - not less than three (3) pounds per square foot (14.6 kg/m-) or 0.0472 inches (1.2 mm) thick. Lead bends and lead traps shall be not less than one- eighth QA) inch (3.2 mm) wall thickness. 701.4 Ferrules and Bushings. 701.4.1 Caulking ferrules shall be manufactured from bronze or copper and shall be in accordance with Table 7-2(a). I 701.4.2 Soldering bushings shall be of bronze or copper in accordance with Table 7-2(b). | TABLE 7-2(a) CAULKING FERRULES I PIPE SIZE (Inches) INSIDE DIAMETER (inches) LENGTH (inches) MINIMUM WEIGHT EACH Ib. oz. 2 VA 4'A 1 0 3 VA 4'/2 1 12 4 4A 4'/2 2 8 CAULKING FERRULES (Metric) PIPE SIZE (mm) INSIDE DIAMETER (mm) LENGTH (mm) MINIMUM WEIGHT EACH (kg) 50 57 114 0.454 80 83 114 0.790 100 108 114 1.132 TABLE 7-2(b) SOLDERING BUSHINGS MINIMUM WEIGHT MINIMUM WEIGHT PIPE SIZE EACH PIPE SIZE EACH (Inches) lb. oz. (inches) lb. oz. VA 0 6 2'A 1 6 VA 0 8 3 2 0 2 0 14 4 3 8 SOLDERING BUSHINGS (Metric) PIPE SIZE (mm) MINIMUM WEIGHT EACH (kg) PIPE SIZE (mm) MINIMUM WEIGHT EACH (kg) 32 0.168 65 0.622 40 0.224 80 0.908 50 0.392 100 1.586 2010 CALIFORNIA PLUMBING CODE 155 SANITARY DRAINAGE 702.0 Fixture Unit Equivalents. 1702.1 The unit equivalent of plumbing fixtures shown in Table 7-3 shall be based on the size of the trap required, and the unit equivalent of fixtures and devices not shown in Table 1 7-3 shall be based on the size of trap or trap arm. Maximum drainage fixture units for a fixture trap and trap arm loadings for sizes up to four (4) inches (100 mm) are as follows: SIZE OF TRAP AND TRAP ARM l'/4in. VA'm. 2 in. 3 in. 4 in. (32 mm) (40 mm) (50 mm) (80 mm) (100 mm) DRAINAGE FIXTURE UNrr VALUES (DFU) 1 unit 3 units 4 units 6 units 8 units Exception: On self-service laundries. 702.2 Drainage fixture units for intermittent flow into the drainage system shall be computed on the rated discharge ca- pacity in gpm (gallons per minute) (liters per second) in ac- cordance with Table 7-4. 702.3 For a continuous flow into a drainage system, such as from a pump, sump ejector, air conditioning equipment, or similar device, two (2) fixture units shall be allowed for each gallon per minute (3.78 L/m) of flow. TABLE 7-4 DISCHARGE CAPACITY IN GALLONS PER MINUTE (LITERS PER SECOND) FOR INTERMITTENT FLOW ONLY GPM (L/sec) Up to 7'/2 Up to 0.47 Equals 1 Fixture Unit Greater than 7'/i to 15 (0.47 to 0.95) Equals 2 Fixture Units Greaterthan 15 to 30 (0.95 to 1.89) Equals 4 Fixture Units Greater than 30 to 50 (1.89 to 3.15) Equals 6 Fixture Units Note: Discharge capacity exceeding 50 gallons per minute (3.15 L/scc.) shall be determined by the Authority Having Jurisdiction. 703.0 Size of Drainage Piping. 703.1 The minimum sizes of vertical and/or horizontal drainage piping shall be determined from the total of fixture units connected thereto, and additionally, in the case of ver- tical drainage pipes, in accordance with their length. 'TABLe?-- MATERIALS FOR DRAIN, WASTE, VENT PIPE, AND FITTINGS MATERIAL UNDERGROUND DRAIN, WASTE, VENT PIPE AND FITTINGS ABOVE GROUND DRAIN, WASTE, VENT PIPE AND FHTINGS BUILDING SEWER PIPE AND FITTINGS REFERENCED STANDARD(S) PIPE REFERENCED STANDARD(S) FITTINGS ABS (Schedule 40) X X X ASTMD 1527, ASTMD 2661, ASTMD 2680', ASTM F 628 ASTM D 2661, ASTM D 2680' Asbestos-Cement X ASTM C 428', ASTM C 14' Brass X ASTM B 43 Cast-iron X X X ASTM A 74, ASTM A 888, CISPI 301 ASMEB 16.12, ASTM A 74, ASTM A 888, CISPI301 Co-Extruded ABS (Schedule 40) X X X ASTM F 1488 ASTMD 2661, ASTM D 2680' Co-Extruded PVC (Schedule 40) X X X ASTM F 1488, ASTM F 891 ASTM D 2665, ASTM F 794', ASTM F 1866 Copper (Type DWV) X X X ASTM B 75, ASTM B 251, ASTM B 302, ASTM B 306 ASME Bl 6.23, ASMEB 16.29 Galvanized Malleable Iron X ASMEB 16.3 Galvanized Steel X ASTM A 53 PVC (Schedule 40) X X X ASTM D 1785, ASTM D 2665, ASTM F 794' ASTM D 2665, ASTM F 794', ASTM F 1866 Stainless Steel 304 X ASMEA112.3.1 ASMEA112.3.1 Stainless Steel 316L X X X ASMEA112.3.1 ASME Al 12.3.1 Vitrified Clay (Extra strength) X ASTM C 700 ASTM C 700 ' For Building Sewer applications. 156 2010 CALIFORNIA PLUMBING CODE Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY April 11, 2014 To: Project No. 10601.001 Athena Property Management 41 Corporate Park, Suite 260 Irvine. CA 92606 Attention: Mr. Jeff Lochner Subject: As-Graded Geotechnical Conditions and Certification of Pad A in Bressi Ranch Village Center, Carlsbad, California References: Leighton and Associates, 2014, Geotechnical Update, Pad A of Bressi Ranch Village Center, Carlsbad, California, Prpject No. 10601.001, February 14, 2014 ng Plans, Bressi Ranch Village Centi risbad, California, dated December 12 In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has perfomied recent geotechnical observation and testing services during the pad restoration activities for Pad A in the Bressi Ranch Village Center, located in Carlsbad, California. This letter summarizes our recent geotechnical observations, field and laboratory test results, and the geotechnical conditions encountered during the grading activities. As background, Leighton perfomied the geotechnical observations and testing during the rough and fine grading of the subject site in 2008 and 2009 (Leighton, 2014). The recent restoration activities and fine grading operations were performed by MJ Ratzlaff Grading on April 7, 8 and 9, 2014. During the grading, geotechnical observation and testing was perfomied by a representative of Leighton. In summary, the existing weathered fill soil and potentially compressible soils beneath the proposed building pad were removed to competent material. The resulting removal bottom was scarified and 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.lejghtongeo.com 10601-001 brought to above optimum moisture conditions, and recompacted. The new fill soils from the on-site removals were then moisture conditioned, placed in lifts and compacted to at least a 90 percent relative compaction based on ASTM Test Method D1557. Expansion potential and soluble sulfate content tests of representative finish grade soils on the building pad was performed in accordance with ASTM D 4829 and standard geochemical testing methods, respectively. The laboratory test results indicate that soils possess a low expansion potential and negligible soluble sulfate content. Based on our observations and testing services, it is our professional opinion that the restoration and fine grading of subject pad was performed in general accordance with the recommendations of the referenced geotechnical report (Leighton, 2014). The geotechnical conditions encountered during grading were generally as anticipated. Please note that the presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations from project specifications, we do not guarantee the contractor's woric, nor do our services relieve the contractor or his subcontractor's wori<, nor do our services relieve the contractor or his subcontractors of their responsibility if defects are subsequently discovered in their work. Our responsibilities did not include any supervision or direction of the actual wori< procedures of the contractor, his personnel, or subcontractors. The conclusions in this report are based on test results and obsen/ations of the grading and earthwork procedures used and represent our engineering opinion as to the compliance of the results with the project specifications. If you have any questions regarding our letter, please do not hesitate to contact this office. We appreciate this opportunity to t>e of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC William D. Olson, RCE 45283 Associate Engineer Distribution: (4) Addressee Michael R. Stewart, CEG 1349 Vice President / Principal Geologist -2 4 Leighton EsGil Corporation In (PartnersAip witA government for (BuiCding Safety DATE: March 7, 2014 • APPLICANT • JURIS. JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: 13-3168 SET II PROJECT ADDRESS: 2623 Gateway Rd. PROJECT NAME: Pad Building A; Bressi Ranch Village Center XI 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 codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list Is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: IXI 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: ) Email: Fax #: Mail Telephone Fax In Person • REMARKS: By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • MB • PC 3/3/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 EsGil Corporation In (PartnersAip witA government for (BuiCding Safety DATE: January 6, 2014 • APPLICANT JURIS. JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: 13-3168 SET: I PROJECT ADDRESS: 2623 Gateway Rd. PROJECT NAME: Pad Building A; Bressi Ranch Village Center 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 fonward to the applicant contact person. X The applicant's copy of the check list has been sent to: Mascari Warner Architects (Aaron) 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: Aaron Werner Telephone #: 619-814-0080 Date contacted: \ | ^ (byy^^ Email: awerner(gmascariwarner.com Fax #: Mall Telephone Fax In Person • REMARKS^ By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • MB • PC 12/23/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 Carlsbad 13-3168 January 6, 2014 PLAN REVIEW CORRECTION LIST COMMERCIAL PLANCHECKNO.: 13-3168 JURISDICTION: Carlsbad OCCUPANCY: M/B USE: Retail/Office TYPE OF CONSTRUCTION: V-B ACTUAL AREA: 5000 ALLOWABLE FLOOR AREA: OK STORIES: 1 HEIGHT- SPRINKLERS?: Yes OCCUPANT LOAD: Shell REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 12/20/13 DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/23/13 DATE INITIAL PLAN REVIEW COMPLETED: January 6, 2014 PLAN REVIEWER: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of 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 ordinances enforced 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. Code sections cited are based on the 2010 CBC, which adopts the 2009 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list for a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked UP list when vou submit the revised plans. Carlsbad 13-3168 January 6, 2014 • GENERAL 1. 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 Carisbad 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. • PLANS 2. Specify on the plans the following information for the TILE roof materials, per Section 1506.3: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. 3. Detail 4/A6.1 is referenced on A2.1 at the parapet wall, but it doesn't seem to belong there. 4. Revise the water closet at detail 4/T24, per Section 1115B.3.2.3, as follows: Carlsbad 13-3168 January 6, 2014 60'MiN. CENTERLINE OF FIXTURE • GREEN BUILDING STANDARDS The California Building Standards Commission (BSC) has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for commercial construction must be included on your plans. The Green Building Standards apply only to newly constructed buildings throughout California. CGC 101.3 5. Note on the site plan that for projects of one acre or less the site shall be planned and developed to keep surface water away from buildings. A "SWPP" shall be provided and approved by the City Engineer, showing site grading and provide for storm water retention and drainage during construction. BMP's that are currently enforced by the city engineer must be implemented prior to initial inspection by the building department. CGC 5.106.1. 6. Note on the plans that bicycle parking for projects shall comply with CGC Section 5.106.4. The specific details must be submitted and approved by the Planning Department. Carlsbad 13-3168 January 6, 2014 7. Note on the plans that fuel-efficient vehicle parking will be provided in accordance with CGC Section 5.106.5.2. The specific details for the parking must be submitted and approved by City Planning Department. 8. Note on the plans that exterior light pollution must comply with CGC section 5.106.8. 9. Submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Section 5.408.2. 10. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 5.408.3 11. Note on the plans that 100% of trees, stumps, rocks, vegetation and associated soils primarily from the construction will be reused or recycled. CGC 5.408.4 12. Note on the plans that a building " Systems Manual" as listed in CGC Section 5.410.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on the plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.410.2.5.1. 13. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 5.504.3. 14. Note on the plans that VOCs must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. 15. Note on the plans that installations of HVAC, refrigeration and fire suppression systems will not contain CFC's or Halons, per CGC 5.508.1 16. Note on the plans that prior to final approval of the building the licensed contractor, architect or engineer in responsible charge of the overall construction must complete and sign the Green Building Standards Certification form and given to the building department official to be filed with the approved plans. 17. Provide calculations prepared by a licensed engineer that will show water consumption reduction of 20% below the baseline water consumption listed in 5.303.2.2. In lieu of providing the calculations, imprint on the plans Table 5.303.2.3, which lists fixtures that meet the 20% reduction. CGC 5.303.2 Carlsbad 13-3168 January 6, 2014 TABLE 5.303.2.3 FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE AT 20 % REDUCTION Showerheads 2 gpm @ 80 psi Lavatory faucets- nonresidential 0.4 gpm @ 60 psi Kitchen faucets 1.8 gpm @ 60 psi Wash fountains 1.8 [rim space (in.)/20 gpm @ 60 psi] Metering faucets 0.2 gallons/cycle Metering faucets for wash fountains .20 [rim space (in.)/20 gpm @ 60 psi] Gravity tank type water closets 1.28 gallons/flush^ Flushometer tank water closets 1.28 gallons/flush^ Flushometer valve water closets 1.28 gallons/flush^ Electromechanical hydraulic water closets 1.28 gallons/flush^ Urinals .5 gallons/flush 1. Includes single and dual flush water closets with an effective flush of 1.28 gallons or less: Single flush toilets-The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is the average flush volume when tested in accordance with ASME A 112.19.233.2. Dual flush toilets-The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is defined as the composite, average flush volume of two reduced flushes and one full flush. Flush volumes will be tested in accordance with ASME A 112.19.2 and ASME A 112.19.14. 18. Imprint on the plumbing plans Table 5.303.6 in the CGC. Note on the plans that waste water fixtures shall comply with the standards listed in CGC Table 5.303.6. • FOUNDATION 19. Provide a copy of the project soil report prepared by a licensed civil engineer. The report shall include foundation design recommendations based on the engineer's findings. Carlsbad 13-3168 January 6, 2014 20. 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 soil report are properiy incorporated into the plans (when required by the soil report). • STRUCTURAL 21. On sheets L2 and L4 of the calculations, special shear nailing is specified, but doesn't seem to be shown on the plans. 22. In the lateral analysis, please show what the stresses will be for each shear wall. It appears that the standard 6" nailing won't suffice for the walls on Line 3, etc. • ADDITIONAL 23. Please see below for MEP corrections. 24. 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. 25. 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 brieflv 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 26. 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. Ifyou have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen PLUMBING (2010 CALIFORNIA PLUMBING CODE) MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) • The plumbing and mechanical (See "Energy") are fine as submitted. ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. The service/door arrangement is acceptable so long as the wall space opposite the service is empty, clear of any electrical equipment. Carlsbad 13-3168 January 6, 2014 ENERGY (CALIFORNIA BUILDING ENERGY STANDARDS) 2. Demand control ventilation is required for single zone systems when: • They are installed with an outdoor air economizer. • The systems serve a space with an occupant load of 40 square feet per person. • Note on the plans and detail appropriate controls. Note: Ifyou have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 13-3168 January 6, 2014 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLANCHECKNO.: 13-3168 PREPARED BY: Kurt Culver DATE: January 6, 2014 BUILDING ADDRESS: 2623 Gateway Rd. BUILDING OCCUPANCY: B/M TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Shell 5000 54.12 270,600 Air Conditioning Fire Sprinklers TOTAL VALUE 270,600 Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: • Repetitive Fee Repeats 0 Complete Review • Other Houriy EsGil Fee • Structural Only Mr. @ * $1,365.94 $887.86 $764.93 Comments: Sheetl of 1 macvalue.doc + PLAN CHECK PLAN CHECK Community & Economic « \%,, V ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 03/31/2014 PROJECT NAME: Bressi Ranch Village Center, pad building 'A' PLAN CHECK NO: CB133168 SET#: III ADDRESS: 2623 Gateway Rd VALUATION: s 270,600 PROJECT ID:CT 06 24 APN: 213-19109 SCOPE OF WORK: Construction of a new 5,000 sf commercial building including associated hardscape and landscape. X This plan check review is complete and has been APPROVED by: LAND DEVELOPIVIENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division is required Yes ^^NO To determine status by one or more of these divisions, please contact 760-602-2719. This plan check review Is NOT COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent tO:awerner@mascari\varnei .com PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov \/ Linda Ontiveros /\ 760-602-2773 Linda.Ontiveros@carlsbadca.gov l/r FFR:S liUi/iitjJ.fhll ^ CITY OF PLAN CHECK Community & Economic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 01/08/2014 PROJECT NAME: Bressi Ranch Village Center, pad building 'A' PLAN CHECK NO: CBi33»6g' SET#: I ADDRESS: 2623 Gateway Rd VALUATION: $270,600 PROJECT ID:CT 06 24 APN: 213-191-09 SCOPE OF WORK: Construction of a new 5,000 sf commercial building including associated hardscape and landscape. This plan check review Is complete and has been APPROVED by: LAND DEVELOPIVIENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division is required Yes No To determine status by one or more of these divisions, please contact 760-602-2719. X This plan check review is NOT COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to:awerner@mascariwarner.com Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov X Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Domlnic.Fieri@carlsbadca.gov Remarks: Bressi Ranch Viliage Center, pad building 'A' PLAN CHECK NO # CB133070 Please Read Instructions: Outstanding issues are marked with X . Items that conform to perniit requirements are marked with / or have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: rz [ / \ / North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements / j Right-of-way width & adjacent streets / J Driveway widths J Existing or proposed sewer lateral _ J Existing or proposed water service j Submit on signed approved plans: DWG No. Show on site plan: Include a drainage plan, where do the roof drains drain to? Response: See Grading & Erosion Control plans included with resubmittal. XJ X i i Drainage patterns i Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. j ADD 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 ]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. J Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: I / J Site address I v^] Assessor's parcel number X / J Legal description/lot number / I For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. i Will there be anv outside patio/seating area for dining?? Show the square footage. Response: Outdoor seating area south of Pad A is approximately 300 SF. (See notation added to patio on Sheet A1.1a) Lot/Map No.: LOT 9 Subdivision/Tract: CT 87-03 Reference No(s): M12242 E-36 Page 2 of 6 REV 6/01/12 Bressi Ranc^h Village Center, pad bu^ PLAN CHECK NO # CB133070 2. DISCRETIONARY APPROVAL COMPLIANCE — ,^ / J Project does not comply with the following engineering conditions of approval for project no. Part of CT 06-24 3. DEDICATION REQUIREMENTS [ I 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 $115.00. i / J Dedication required as follows: per final map, FM 06-24 4. IMPROVEMENT REQUIREMENTS 1 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, pursuantto Carlsbad Municipal Code Section 18.40.040. / I Public improvements required as follows: per improvement plan, DWG 452-9 I Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows: E-36 Page 3 of 6 REV 6/01/12 Bressi Ranch Village Center, pad building 'A' PLAN CHECK NO # CB133070 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. Provide a soils update letter for pad certification Response: A Soils update letter dated February 14, 2014 is included with this resubmittal. LJ ^X" I [ Inadequate information available on site plan to mal<e 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" r 1 Grading Permit required. NOTE: The qradinq permit must be issued and rouqh qradinq approval obtained priorto issuance of a buildinq permit. J Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.^ All reouired documentation must be orovided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. I No grading permit required. ] Minor Grading Permit required. See attached marked-up submittal checl<list for project- specific requirements. 6. MISCELLANEOUS PERMITS y l RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. I Right-of-way permit required for: E-36 Page 4 of 6 REV 6/01/12 Bressi Ranch Village Center, pad building PLAN CHECK NO # CB133070 7. STORMWATER X X Please review storm water forms for an accurate analysis ofthe Tier level appropriate for this scope of work being proposed. Forms E-32 and E-33 attached for your ' reference. Response: See forms E-32 and E-33 included with this resubmittal A Project subject to ' Priority development (PDP) requirements requires a storm water management plan to be prepared by an engineer. The checklist submitted for this project indicates it is a PDP. See 10, additional comments for more information Response: See revised Storm Water standards Questionnaire (Form E-34) included with this resubmittal Construction Compliance Project Threat Assessment Form complete. ' Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan, and return (SW ) Please complete attached form 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 I Storm Water Standards Questionnaire needs to be revised. 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-voi4-ch2.Ddf I Project needs to incorporate low impact development strategies throughout in one or more of the following ways: ' j Rainwater harvesting (rain barrels or cistern) r j Vegetated Roof i ! Bio-retentions cell/rain garden I i Pervious pavement/pavers I Flow-through planter/vegetated or rock drip line i i Vegetated swales or rock infiltration swales 5 I Downspouts disconnect and discharge over landscape i 1 Other: E-36 Page 5 of 6 REV 6/01/12 Bressi Ranch Village Center, pad building 'A' PLAN CHECK NO # CB133070 8. WATER METER REVIEW Plumbing plans do . not indicate a water meter size? Original i improvement plans indicate a 2" meter - please acknowledge Response: Project will connect new 1-1/2" service to existing 2" meter stub-out. (See Sheet P1.0) X Domestic (potable) Use I ] What size meter is required? jFYI ! 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. jFY[ j 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 9. FEES / J 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 i Fire sprinklers required i Jyes Upgrade | ] yes J yes jyes jyes ; no jno • no ino I jyes [ jno (is addition over 150' from center line) ! [no 10. ADDITIONAL COMMENTS Forms E-32 and E-33 help determine the appropriate Storm water pollution prevention plan which shall comply with current requirements and provisions established by the San Diego Regional Water Quality Control Board and City of Carlsbad requirements. Once appropriate Tier level is determined, it must be prepared, submitted and reviewed prior to issuance of the building permit. Response: See forms E-30, E-32 and E-33 included with this resubmittal. Form E-34 completed for building permit submittal indicates this is a priority development project requirements (PDP). A PDP requires preparation and processing of a Storm Water Management Plan which is subject to city engineer approval; however. Pad 'A' was incorporated into the original Storm water management plan that is on file for Bressi Ranch Village Center. Complete a new form and note that this project is incorporated with reports on file for CT 06-24. Response: See revised Form E-34 included with this resubmittal. Also, for the roof drains/drainage plan - it shall show how this project is incorporating low impact Response: development approaches to ensure runoff from impervious areas prior to discharge.^®® Grading & Erosion Control plans included with resubmittal Attachments: Engineering Application / Storm Water Form RIght-of-Way Application/Info. / Reference Documents E-36 Page 6 of 6 REV 6/01/12 *** Fee Calculation Worksheet *** ENGINEERING DIVISION ENGINEERING ESTIMATE ONLY NOT FINAL FEES Prepared by: LINDA ONTIVEROS Date: 01/08/2014 GEO DATA: LFMZ: / B&T: Address: 2623 GATEWAY RD BIdg. Permit #: CB 13-3168 Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Comm shopping ctr Sq.Ft./Units 5OOO sf/1800 EDU's : 2.77 Types of Use: Sq.Ft./Units EDU's Types of Use: Sq.Ft/Units EDU's Types of Use: Sq.Ft./Units EDU's ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Comm shopping ctr Sq.Ft./Units 70/1000 (5000 sf) ADTs 350 Types of Use: Sq.Ft./Units ADT's Types of Use: Sq.Ft./Units ADT's Types of Use: Sq.Ft./Units ADTs FEES REQUIRED: Within CFD: V;YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) ! NO 1. PARK-IN-LIEU FEE:[:iNW QUADRANT INE QUADRANT iSEQUADRANT ! JWQUADRANT ADTS/UNITS: X FEE/ADT: =$ n/a 2TRAFFIC IMPACT FEE: ADT'S/UNITS: 350 X FEE/ADT: 97 =$ 33,950 3. BRIDGE & THOROUGHFARE FEE: • DIST #1 : : DIST.#2 i iDIST.#3 (USE SANDAG)ADrS/UNITS X FEE/ADT: =$ n/a 4. FACILITIES MANAGEMENT FEE ZONE: 17 ADT'S/UNITS: 5000 X FEE/SQ.FT./UNIT: .40 =$ 2,000 y^ 5. SEWER FEE EDU's 2.77 X FEE/EDU: 842 =$ 2,332.34 y BENEFIT AREA: H EDU's 2.77 X FEE/EDU: 919 =$ 2,545.63 ^ 6. DRAINAGE FEES: PLDA: il'HIGH 1 'MED UM [low ACRES: X FEE/AC: =$ PAID BY FM 03-03 7. POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL 1 D2 22,771 771.60 23,960 47,502.60 ***This may not represent a comprehensive list of fees due for this project. Please contact the Building division at [760] 602-2719 for a complete listing of fees*** ll LA 01 5 ro ID > Tier 2 Construction SWPPP Site Assessment Form Project ID: CT06-24 Project Information: Project Name: Bressi Ranch Village Center Pad "A" Project Address/Location; 2623 Gateway Road, Carlsbad, CA Responsible Parties/Contact Information: Name of Preparer: Gregory Cooke Qualification of Preparer (Registration/Certification): RCE#39478, QSD #01045 Address: 160 8. Old Springs Road, Suite 210 City/State/Zip Code: Anaheim. CA 92808 Phone Number: 714-685-6860 Name of Owner/Owner's Agent: Regency Bressi, LLC C/O Athena Management, Inc. Address: 41 Corporate Park. Suite 260 City/State/Zip Code: Irvine, CA 92606 Phone Number: 949-398-8750 Name of Emergency Contact: Jeff Lochner (during construction) Address: 41 Corporate Park, Suite 260 City/State/Zip Code: irvine, CA 92606 Phone Number: 949-398-8750 Page 1 of 10 fer2 Site AsseftmsSlfForm 3/24i Site and Construction Activity Description: Construction Start Date: 2014/3/24 End Date: 2015/4/1 If work begins in rainy season or extends into rainy season, explain how project work can be scheduled can be altered to avoid rainy season impacts or to lessen exposure of site during rainy season: scheduling of the majority ofthe site work before the rainy season. Grading Quantities: Cut: 420 CY; Fill: 390 CY; Import: 0 CY; Export: 30 CY Any Stockpile Proposed? no If yes, then estimate quantity: CY Estimated duration of stockpile: (N/A) Months Soils types: Mixture from silty sands to clays Does site contain a preponderance of soils with USDA-NRCS erosion factor kf greater than or equal to 0.4? yes Is a staging area proposed (yes/no)? yes Ifyes, then where is it located? The staging area is proposed in the middle ofthe parking lot, southeast ofthe proposed building location. Is concrete washout required (yes/no)? yes Where is it located? Concrete washout is proposed in the staging area. Any existing site contamination (yes/no)? no Where is it located? (N/A) Any vehicle storage, maintenance or fueling area proposed (yes/no)? no Where is it located? (N/A) Any de-watering operation proposed (yes/no)? no Where is it located? (N/A) Any other special operations proposed that may impair water quality (yes/no)? no What and where? (N/A) Page 2 of 10 Tier 2 Site Assessment Form 3/24/08 Watershed Basin project drains to: • Buena Vista Lagoon • Agua Hedionda Lagoon • Encinas Creek El Batiquitos Lagoon • Pacific Ocean Is project drainage tributary to a CWA section 303(d) listed water body impaired for sediment (includes Buena Vista and Agua Hedionda Lagoons) (yes/no): yes If yes, describe additional controls that will be used on project site to mitigate for sediment impairments (if any): gravel bags at nearest drainage onlets Is project inside or within 200 feet of an Environmentally Sensitive Area (yes/no): no If yes, describe additional controls that will be used on project site to mitigate for potential storm water impacts (if any): Are any agency permits required (yes/no)? no Check off permit types required: • Army Corps 404 permit • Regional Board Water Quality 401 Certification • Coastal Commission Certification • U.S. Fish and Wildlife Section 7 • Fish and Game Stream Alteration Agreement • Other list: Pages of 10 Tier 2 Site Assessment Form 3/24/08 List materials that will be used on construction site and their handling and storage requirements Material Characteristics/Toxicity Handling requirements Concrete Durable, gains strength over time, fire resistant / Not toxic Transported by trucks, hoppers and chutes, or wheelbarrows and carts Paint Water-based paints present iess of a fire and safety tiazard Store tightly sealed paint cans in dry areas and away from sources of spark or flame. Metals Have luster, solid at room temperature, malleable Metal parts to be stored in dry areas. Mineral wool insulation Provides excellent sound attenuation and fire resistant To be stored in dry areas. If any toxic or hazardous materials are proposed, then a spill prevention plan is required. Is a spill prevention plan required (yes/no)? no If yes, attach spill prevention plan, Perceived Threat to Storm Water Quality rating: Using the Construction Threat Assessment Worksheet for determination ofthe projects Perceived Threat to Storm Water Quality rating (E-33): The Construction Threat to Storm Water Quality rating for this project is: ta High • Medium Signature of Plan Prepaf tr: Signature: Date: h Print Name: GcV24£=^ CdP^^j^ Title: 'P. . Attachments: Q Storm Water Compliance Form - Tier 2 • Spill Prevention Plan • Hydrology and/or hydraulic study SI Soiis and/or geotechnical report(s) • Other. List: Page 4 of 10 T icr 2 Site Assessment Form 3/24/08 BMP Selection: The following tables are provided to help identify and select appropriate site specific BMPs for the proposed project. Review the list of potential site construction activities and site conditions described along the left hand column of each sheet. Then, for each activity or site condition that is included in the proposed project, pick one or more of the BMPs described at the top of the form and place an X(s) in the box(es) that form(s) an intersection between the activity/site condition row and BMP column(s). All structural (physical facility) BMP's should be shown on the site plan in the Construction SWPPP drawing set. Any proposed no-structural BMP should be noted in the Special Notes on the Construction SWPPP drawing set. Pages of 10 Tier 2 Site Assessment Form 3/24/08 Erosion Control BMPs Wind Erosion BMPs BMP Description -> Scheduling Preservation of Existing Vegetation Hydraulic Mulch Hydroseeding Soil Binders Straw Mulch Geotextiles & Mats Wood Mulching Earth Dikes and Drainage Swales Velocity Dissipation Slope Drains Streambank Stabilization Polyacrylamide Wind Erosion Control CASQA Designation -> Construction Activity or Site Condition EC-1 EC-2 EC-3 EC-4 EC-5 EC-6 EC-7 EC-8 EC-9 EC-10 EC-11 EC-12 EC-13 WE-1 Cleared Areas X Flat pad graded areas X Graded slope areas X Trenching/Excavation X Stockpiling X X Drilling/Boring Conduit/Pipe Installation Substructure/Pad Installation X Staging Area Existing onsite vegetated areas X Drainage flow onto site Drainage flows off of site Drainage at top of slope Other (list): Page 6 of 10 Tier 2 Site Assessment Form 3/24/08 Sediment Control BMPs BMP Description Silt Fence Sediment Basin Sediment Trap Check Dam Fiber Rolls Gravel Bag Berm Street Sweeping and Vacuuming Sandbag Barrier Straw Bale Barrier Storm Drain Inlet Protection Chemical Treatment CASQA Designation Construction Activity Or Site Condition SE-1 SE-2 SE-3 SE-4 SE-5 SE-6 SE-7 SE-8 SE-9 SE-10 SE-11 Cleared Areas Flat pad graded areas Graded slope areas Trenching/Excavation Stockpiling X Drilling/Boring Condult/Pipe Installation Substructure/Pad Installation Paving Staging Area Existing onsite vegetated areas Drainage flow onto site Drainage flows off of site X Drainage at top of slope Other (list): Page 7 of 10 Tier 2 Site Assessment Form 3/24/08 Tracking Control BMPs BMP Description -> stabilized Construction Ingress/Egress stabilized Construcion Roadway Ingress/Egress Tire Wash CASQA Designation -> Construction Activity V TR-1 TR-2 TR-3 Site Access point(s) staging area access point(s) Maintenance access roads to BMPs Other (list): Page 8 of 10 Tier 2 Site Assessment Form 3/24/08 Non-Storm Water Management BMPs BMP Description -> Water Conservation Practices Dewatering Operations Paving and Grinding Operations Temporary Stream Crossing Clear Water Diversion Illicit Connection/Discharge Potable Water/Irrigation Vehicle and Equipment Cleaning Vehicle and Equipment Fueling Vehicle and Equipment Maintenance Pile Driving Operations Concrete Curing Concrete Finishing Material and Equipment Use Demolition Adjacent to Water Temporary Batch Plants CASQA Designation Construction Activity & Site Conditions NS-1 NS-2 NS-3 NS-4 NS-5 NS-6 NS-7 NS-8 NS-9 o CO z CO z CM CO z CO t (O z CO z in CO z CD CO z Landscaping & Irrigation X X Drilling/Boring Concrete/Asphalt Sawcutting X Concrete flatwork X X X Paving X Wire, Cable & Connector Installation Site Housekeeping X Staging Area Equipment Maintenance and Fueling X X X Hazardous Substance Management Dewatering Steam crossing Material delivery Solid waste handling including trash and debris removal Concrete or stucco work X X Other (list): Page 9 of 10 Tier 2 Site Assessment Form 3/24/08 Waste Management and Materials Pollution Control BMPs BMP Description ^ Material Delivery and Storage Material Use stockpile Management Spill Prevention and Control Solid Waste Management Hazardous Waste Management Contaminated Soil Management Concrete Waste Management Sanitary/ Septic Waste Management Liquid Waste Management CASQA Designation -> Construction Activity And Site Conditions WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-7 WM-8 WM-9 WM-10 Landscaping & Irrigation Drilling/Boring Concrete/Asphalt Sawcutting X Concrete flatwork X Paving Wire, Cable & Connector Installation Site Housekeeping X Staging Area X X X X X X X Equipment Maintenance and Fueling Hazardous Substance Management X Dewatering Steam crossing Material delivery X Solid waste handling including trash and debris removal X Concrete or stucco work X Temporary porta-potties X Other (list): Page 10 of 10 Tier 2 Site Assessment Form 3/24/08 PROPOSED BMPs PER CAUFORNIA STORUmTFR OtJAUTY A<;<mAVON (CASOA) PERIUETER CONTROLS: THE PROJECT SITE IS LOCATED WITHIN M EXISTING SHOPPING CENTER WITH Ml EXISTING SLOPE ON THE NORTH OF THE SITE. SE-5 RBER ROUS; LOCATED ALONG THE EXISTING CURB TO THE EAST AND SOUTH OF IHE STE. SE-6 GRAVEL BAG BERM: ALTERNATE TO SE-5, LOCATED ALONG THE EXISVNG CURB TO IHE EAST AND SOUTH OF THE SITE. EROSION CONTROLS: EC-I SCHEDUUNG: SCHEDULE THE MAJORITY OF THE SITE CONSTRUCVON WORK BEFORE THE RAINY SEASON. EC-2 PRESERVATION OF EXISTING VEGETATION: PRESERVE THE EXISTING VEGETATION ON THE EXISTING SLOPES TO THE NORTH ANO NORTHWEST OF THE SITE. SEDIMENT CONTROLS: SE-5 RBER ROUS: LOCATED ALONG IHE EXISVNG CURB TO VIE EAST AND SOUTH OF THE SITE. SE-6 GRAVEL BAG BERM; ALTERNATE TO SE-5. LOCATED ALONG THE EXISVNG CURB TO THE EAST AND SOUTH OF THE SITE. SE-10 STORU DRAIN INLET PROTECVON; GRAVEL BAGS ARE INSTALLED AROUND EXISVNG AND PROPOSED STORM DRAIN INLETS THE PROJECT SITE IS TRIBUTARY TO UNVL THE COMPLEVON OF THE CONSTRUCVON. TRACKING CONTROLS; THE" PROJECT SITE IS LOCATED WITHIN AN EXISVNG SHOPPING CENTER WHERE ALL THE PARKING LOT AND DRIVE AISLES ARE PAVED TRACKING IS NOT REOUIRED SINCE THE GROUND AROUND IHE CONSTRUCVON SITE IS STABIUZED. NON-STORU WATER MANAGEMENT CONmOLS: NS-1 WATER CONSERVAVON PRACVCES: APPUCABLE IN THE ENVRE CONSTRUCVON SITE. CONSERVE WATER TO PREVENT ADDIVONAL RUNOFF. NS-12 CONCRETE CURING: APPUCABLE TO THE PROPOSED SIDEWALK AND SUILDING FOUNDAVONS DISCHARGES OF STORMWATER AND NON-STORMWATER EXPOSED TO CONCRETE CURING MAY HAVE A HIGH pH AND MAY CONTAIN CHEMICALS, METALS, AND FINES. PROPER PROCEDURES REDUCE OR EUMINATE THE CONTAMINAVOH OF STORMWATER RUNOFF DURING CONCRETE CURING NS-IJ CONCRETE FINISHING; APPUCABLE TO THE PROPOSED BUILDING, SIDEWALK, AND HARDSCAPE DISCHARGES OF STORUWATER AND NON-STORMWATER EXPOSED TO CONCRETE CURING UAY HAVE A HIGH pH AND UAY CONTAIN CHEMICALS, UETALS, AND FINES. PROPER PROCEDURES AND lUPLEUENTAVON OF APPROPRIATE BMPs CAN MINIMIZE THE IMPACT THAT CONCRETE-HNISHING METHODS MAY HAVE ON STORMWATER AND NON-STORMWATER DISCHARGES WASTE MANAIXMENT AND MATERIALS POLLUVON CONmOLS: WM-t MATERIAL DEUVERY AND STORAGE; VIE STAGING AREA FOR MATERIAL DEUVERY AND STORAGE IS LOCATED TO VIE SOUmEAST OF THE PROPOSED BUiLDING IN THE PAVED PARKING LOT. MiNIUiZE THE STORAGE OF HAZARDOUS MATERIALS ONSITE, STORING MATERIALS IN THE DESIGNATED STAGING AREA, CONDUCVNG REGULAR INSPECVONS AND TRAINING EMPLOYEES AND SUBCONTRACTORS. WM-2 MATERIAL USE; THIS BMP APPUES TO THE STAQNG AREA. PREVENT OR REDUCE THE DISCHARGE OF PaLUTANTS TO THE STORM DRAIN SYSTEM OR WATERCOURSES FROM MATERIAL USE BY USING ALTERNAVVE PRODUCTS, MINIMIZING HAZARDOUS MATERIAL USE ONSITE, AND mAINING EMPLOYEES AND SUBCONmACTORS. WU-3 STOCKPILE MANAGEMENT; THIS BMP APPUES TO THE STAGING AREA PROTECT ALL STOCKPILES FROU STORMWATER RUNON USING / TEMPORARY PERIMETER SEDIMENT BARRIER PLACE BAGGED MATERIALS ON PALLETS AND UNDER COVER. WM-5 SOLID WASTE MANAGEMENT: CONTAINERS FOR COLLECVON OF SOUD OR CONSTRUCVON WASTE ARE TO BE LOCATED IN THE STAQNG AREA. TH/S BMP HELPS TO PREVENT OR REDUCE THE DISCHARGE OF POU.UTANTS TO STORMWATER WM-8 CONCRETE WASTE MANAGEMENT; A DEaGNATED CONCRETE WASHOUT AREA IS LOCATED IN THE STAaNG AREA. WASH OUT WASTES INTO THE TEMPORARY PIT WHERE THE CONCRETE CAN SET, BE BROKEN, ANO THEN DISPOSED PROPERLY. WU-9 SANITARY/SEPVC WASTE MANAGEMENT; APPLICABLE TO TEMPORARY OR PORTABLE SANITARY AND SEPVC WASTE SYSTEMS IN THE STAQNG AREA. PROPER SANITARY AND SEPVC WASTE MANAGEMENT PREVENT VIE DISCHARGE OF POLLUTANTS TO STORUWATER FROM SANITARY AND SEPVC WASTE BY PROVIDING CONVENIENT, WEU-MAINTAINED FAQUTY AND ARRANGING FOR REGULAR SERVICE AND DISPOSAL WM-IO LIQUID WASTE MANAGEMENT: THIS BMP APPUES TO THE STAGING AREA. UOUID WASTES SHOULD BE CONTAINED IN A CONTROLIED AREA. GRAPHIC SCALE: 1"=20' "AS BUILT' REVIEWED BY. SHEET 2 CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS 2 SHEET 2 CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS 2 SHEET 2 CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS 2 SM>PP DRAWNCS FOR: 2623 GATEWAY ROAD SITE PUN SM>PP DRAWNCS FOR: 2623 GATEWAY ROAD SITE PUN SM>PP DRAWNCS FOR: 2623 GATEWAY ROAD SITE PUN SM>PP DRAWNCS FOR: 2623 GATEWAY ROAD SITE PUN SM>PP DRAWNCS FOR: 2623 GATEWAY ROAD SITE PUN APPROVED: DAVID A. HAUSER APPROVED: DAVID A. HAUSER DEPUTY OTY ENGINEER PE 33081 EXP. 6/30/H DATE OATE REVISION DESCRIPTION DATE INITIAL DATE MTIAL DWN BY: CHKD B^ RVWD Bl PROJECT NO. CT 06-24 DRAWING NO. ENGINEER OF WORK REVISION DESCRIPTION OTHOl APPROVAL CHY APPROVAL DWN BY: CHKD B^ RVWD Bl ; PROJECT NO. CT 06-24 DRAWING NO. EBOSfON CONna NOTFS J. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT JEFF LOCHNER AT 949-398-8750. 2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TTMES DURING THE RAINY SEASON. AU. NECESSARY MATERIALS SHAU BE STOCKPILED ON SITE AT CONVENIENT LOCAVONS TO FACIUTATE RAPID CONSTRUCVON OF TEMPORARY DEVICES WHEN RAIN IS EUINENT 3. DEVICES SHOWN ON PLANS SHAU NOT BE UOVED OR MODIFIED WITHOUT THE APPROVAL OF THE ENC/NEERWG INSPECTOR. 4. THE CONTRACTOR SHAU RESTORE ALL EROS/ON CONTROL DEMCES TO IVORWNG ORDER TO IHE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 5. THE CONTRACTOR SHALL INSTALL ADDIVONAL EROSON CONTROL MEASURES AS UAY BE REOUIRED BY THE CITY ENGINEER DUE TO UNCOUPLETED GRADING OPERATIONS OR UNFORESEEN URCUUSTANCES WHICH UAY ARISE 6. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUITONS TD PREVENT PUBUC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION. 7. ALL EROSON CONTRa MEASURES PROVIDED PER THE APPROVED GRADING PLAN SHALL BE INCORPORATED HEREON. 8. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONaUSON OF EACH WORKING DAY 9. ALL REMOVABLE PROTECVVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE RVE (5) DAY RAIN PROBABIUTY FORECAST EXCEEDS FORTY PERCENT (40X). SLT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 10. ALL GRAVEL BAGS SHAU BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 11. SHOULD GERMINATION Of HYDROSEEDED SLOPES FAIL TO PROVIDE EFFECTIVE COVtRAGE OF GRADED SLOPES (90% COVERAGE) PRiOR TO NOVEMBER 15, VIE SLOPES SHALL BE STABIUZED BY PUNCH STRAW INSTALLED IN ACCORDANCE WITH SECTION 35.023 OF THE EROSION ANO SEDIMENT CONTRa HANDBOOK OF THE DEPARIVENT OF CONSERVATION, STATF OF CAUFORNIA. PROJECT INFORMAVON STE ADDRESS: 2623 GATEWAY ROAD. CARLSBAD. CA 92009 EMERGENCY CONTACT: JEFF LOCHNER WITH ATHENA MANAGEMENT INC AT 949-398-8750 STORM WATER POLLUTION PREVENTION PLAN PREPARED BY PROJECT DESIGN CONSULTANTS DATED JUNE 2007. WDID NO. 9 37C349082. STORM WATER MANAGEMENT PLAN PREPARED BY PROJECT DESIGN CONSULTANTS DATED NOVEMBER 2007. SWMP NO. 070031. EARTHWORK OUANVVES: CUT 420 CY' nu 390 CY' IMPORT 0 CY ' INCLUDES OVEREXCAVATION EXPORT .50 cr AREA OF DISTURBANCE: 9,560 SF. (0.22 ACRES) SOIL TYPE: MIXTURE FROM SILTY SANDS TO CLAY WATERSHED: SAN MARCOS CREEK. BATIQUITOS LAGOON, PAOflC OCEAN BEGIN OF CONSTRUCVON DATE: MARCH 24, 2014 END OF CONSTRUCVON DATE: APRIL I, 2015 CONSTRUCVON THREAT TO STORM WATER OUAUTY RAUNG = HIGH BENCH MARK DESCRIPTION; BRASS DISK IN CONCRETE IN A STANDARD SURVEY WEU ON CENTERUNE OF EL CAMINO RFAI LOCATION; COIjWTY OF .SAN DIEGO BENCHMARK DESGNAVON NO. RI800 78R+89EC ELEVATION; 311.407 M.S.L DATUM: N.G.V.D. 29 BASIS OF BEARINGS THE BEARINGS SHOWN HEREON ARE BASED ON THE CENTERLINE OF GATEWAY ROAD AS SHOWN ON MAP NO 15689, BEING NORTH 52'22'07" WEST PROJECT LOCAIION THIS PROJECT IS LOCATED WITH ASSESSORS PARCEL NUMBER(S) 213-191-09 IHE CAUFORNIA COORDINATE INDEX OF THIS PROJECT IS; 1990-62.52 IIAMRFRT COORDINATES 346-1696) "DECLARATION OF RESPONSIBLE CHARGE' I HEREBY DECLARE THAT I AM THE ENQNEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTTON 670J OF IHE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS I UNDERSTAND THAT IHE CHECK OF PROJECT ORAWNCS ANO SPECIF/CATIONS BY THE CITY OF CARLSBAD DOES NOT REUEVE ME, AS ENQNEER OF WORK, OF MY RESPONSIBILIITES FOR PROJECT DESIGN FIRM: PRC ENGINEERING INC. ADDRESS: 160 S OLD .SPRINGS ROAD SUIIE 210 CiTY, STATE: TELEPHONE: BY: ANAHEIM. CAUFORNIA 714-685-6860 GREGORY COOKE NO. 39478 DAIE; RCE REGISTRATION EXPIR AVON DATE: 2015-12-31 STANDARD STORM WATER POLLUTION PREVENVON NOTES GENERAL SITE MANAGEMENT REQUIREMENTS THE FOUOWING GENERAL STE MANAGEMENT REQUIREMENTS SHALL BE ADHERED TO THROUGHOUT THE DURATION OF THE CONSTRUCVON WORK (YEAR ROUND): 1. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT JEFF LOCHNER FROM ATHENA MANAGEMENT INC AT 949-398-8750. 2. DEVICES SHOWN ON QTY APPROVED PLANS SHAU NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE ENGINEERING INSPECTOR. 3 THE CONTRACTOR SHAU RESTORE AU EROSON CONTRa DEUCES TO WORKING ORDER TO THE SAVSFACVON OF THE QTY ENQNEER AFTER EACH RUN-OFF PRODUCING RAINFALL 4. THE CONTRACTOR SHALL INSTALL ADDIVONAL EROSON CONTRa MEASURES AS MAY BE REOUIRED BY IHE QTY ENQNEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 5 THE CONTRACTOR SHAU BE RESPONSIBLE AND SHAU TAKE NECESSARY PRECAUTIONS TO PREVENT PUBUC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDI VON 6. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORKING DAY 7. AU REMOVABLE PROTECVVE DEVICES SHAU BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABIUTY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 8. AU GRAVEL BAGS SHAU BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 9. AU GRADED AREAS MUST HAVE EROSON CONTROL PROTECVON BEST MANAGEMENT PRACTICE MEASURES PROPERLY INSTALLED 10. ADEQUATE PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 11. ADEQUATE SEDIMENT CONTROL BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED 12. ADEQUATE MEASURES TO CONTRa OFFSTE SEDIMENT TRACKING MUST BE INSTALLED AND MAINTAINED. 13. A MINIMUM OF 125X OF THE MATERIAL NEEDED TO INSTAU STANDBY BEST MANAGEMENT PRACTICE MEASURES TO PROTECT THE EXPOSED AREAS FROM EROSON AND PREVENT SEDIMENT DISCHARGES, MUST BE STORED ONSITE. AREAS ALREADY PROTECTED FROM EROSON USING PHVSICAL STABiUZAVON OR ESTABUSHED VEGETATION STABIUZAVON MEASURES ARE NOT CONSIDERED TO BE 'EXPOSED' FOR PURPOSES OF THIS REQUIREMENT H. THE OWNER/DEVELOPER/CONTRACTOR MUST HAVE AN APPROVED 'WEATHER TRIGGERED' ACTION PLAN AND BE ABLE TO DEPLOy STANDBY BEST MANAGEMENT PRACTICE MEASURES TO COMPLETELY PROTECT THE EXPOSED PORTIONS OF THE SITE WIHIN 48 HOURS OF A PREDICTED STORM EVENT (A PREDICTED STORM EVENT IS DEFINED AS A FORECASTED, 40X CHANCE OF RAIN BY THE NATIONAL ICA IHER SERWCE;. ON REQUEST, THE OWNER/CONTRACTOR MUST PROVIDE PROOF OF THIS CAPABUTY THAT IS ACCEPTABLE TO THE QTY. 15 DEPLOYMENT OF PHYSICAL OR VEGETATION EROSION CONTRa MEASURES MUST COMMENCE AS SOON AS SLOPES ARE COMPLETED THE OWNER/CONTRACTOR MAY NOT CONTINUE TO RELY ON THE ABILITY TO DEPLOY STANDBY BEST MANAGEMENT PRACTICE MATERIALS TO PREVENT EROSON OF SLOPES THAT HAVE BEEN COMPLETED 16 UNLESS OTHERWISE SPECIRED ON THE GRADING PLANS OR THE CONSTRUCVON STORM WATER POLLUVON PREVENTION PLAN DOCUMENTS, THE AREA THAT CAN BE CLEARED, GRADED. AND LEFT EXPOSED AT ONE TIME IS LIMITED TO THE AMOUNT OF ACREAGE THAT THE CONTRACTOR CAN ADEQUATELY PROTECT PRIOR TO A PREDICTED RAINSTORM. IT MAY BE NECESSARY TO DEPLOY EROSON AND SEDIMENT CONTRa BEST MANAGEMENT PRACTICE MEASURES IN AREAS THAT ARE NOT COMPUTED AND ARE NOT ACVVELY BEING WORKED BEFORE ADDIVONAL GRADING IS AUOWED TO PROCEED, AT THE DISCRETION OF THE PUBLIC WORKS INSPECTOR. RAINY SEASON SITE MANAGEMENT REOUIREMENTS (OCTOBER 1 - APRIL 30) THE FOUOWING RAINY SEASON STE MANAGEMENT REOUIREMENTS SHALL BE ADHERED TO THROUGHOUT THE RAINY SEASON DERNED AS BEGINNING ON OCTOBER I OF ANr YEAR AND EXTENDING THROUGH APRIL 30TH OF THE FOUOWING YEAR: I. EROSION CQNTRa, PERIMETER PROTECVON AND SEDIMENT CONTRa BEST MANAGEMENT PRACTICE MEASURES MUST SE UPGRADED IF NECESSARY TO PROVIDE SUFFICIENT PROTECVON FOR STORMS UKELY TO OCCUR DURING THE RAINY SEASON 2. EQUIPMENT AND WORKS FOR EMERGENCY WORK SHAU BE MADE AVAILABLE AT AU TIMES DURING IHE RAINr SEASON. ALi NECESSARV MATERIALS SHAU BE STOCKPILE ON SITE AT CONVENIENT LOCAVONS TO FAQUTATE RAPID CONSTRUCTTON Of TEMPORARY DEVICES WHEN RAIN IS EMINENT 3. ADEQUATE PHYSICAL OR VEGETATION EROSION CONTRa BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND ESTABLISHED fOR ALL COMPLETED SLOPES PRIOR TO THE START OF THE RAINY SEASON. THESE BEST MANAGEMENT PRACTICE MEASURES MUST BE MAINTAINED THROUGHOUT THE RAINY SEASON. IF A SELECTED BEST MANAGEMENT PRACTICE MEASURE FAILS, IT MUST BE REPAIRED AND IMPROVED, OR REPLACED WITH AN ACCEPTABLE ALTERNATE AS SOON AS IT IS SAFE TO DO SO. IHE FAILURE Of A BEST MANAGEMENT PRACTICE MEASURE INDICATES IT WAS NOT ADEQUATE FOR VIE CIRCUMSTANCES IN WHICH IT WAS USED. REPAIRS OR REPLACEMENTS MUST THEREFORE PUT A MORE ROBUST BEST MANAGEMENT PRACTICE MEASURE IN PLACE 4. AU VEGETATION EROS/ON CONTRa MUST BE ESTABLISHED PRIOR TO THE RAINY SEASON TO BE CONSIDERED AS A BEST MANAGEMENT PRACTICE MEASURE 5. IHE AMOUNT Of EXPOSED SOIL ALLOWED AT ONE TIME SHAU BE EXCEED THAT WHICH CAN BE ADEOUAIELr PROTECTED BY DEPLOYING STANDBY EROSION CONTRa AND SEDIMENT CONTRa BEST MANAGEMENT PRACTICE MEASURES PRIOR TO A PREDICTED RAINSTORM. 6. A DISTURBED AREA THAT IS NOT COMPUTED BUT THAT IS NOT BEING ACVVELY GRADED UUST BE FUUY PROTECTED FROU EROSION IF LEFT FOR 10 OR MORE DAYS. THE ABILITY TO DEPLOr STANDBY BEST MANAGEMENT PRACTICE MEASURE MATERIALS IS NOT SUFRCiENT FOR THESE AREAS. BEST MANAGEMENT PRACTICE MEASURES MUST ACTUALL r BE DEPLOYED fROSION CONTRa HYDROSEEDING. RANTING AND IRRIGAVON 1. AU PERMANENT AND TEMPORARY EROSON CONTROL PLANTING AND IRRIGAVON SHAU BE INSTAUED AND MAINTAINED AS REQUIRED IN SECTION 212 Qf THE STANDARD SPEaFICATIONS ANO IHE FaLOWING: A. HYDROSEEDING SHAU BE APPUED TO: 1 ALL SLOPES THAT ARE GRADED 6:1 (HORIZONTAL TO VERTICAL; OR STEEPER HHEN IHEY ARE; o. THREE EEET QR MORE IN HEIGHT AND ADJACENT TO A PUBUC WALL OR STREET b. AU SLOPES 4 FEET OR MORE IN HEIGHT 2 AREAS GRADED FLATTER THAN 6:1 WHEN ANY OF THE FOUOWING CONDITIONS EXIST; 0. NOT SCHEDULED FQR IMPROVEMENTS (CONSViUCVON OR GENERAL LANDSCAPING) WITHIN 60 DAYS OF ROUGH GRADING. t>. IDENVFIED BY VIE PARKS AND RECREATION DIRECTOR AS HIGHLY VISBLE TO THE PUBUC c. HAVE ANY SPECIAL CONDITTON IDENVRED BY THE CITY ENQNEER THAT WARRANTS IMMEDIATE TREATMENT B. HYDROSEEDING AREAS SHALL BE IRRIGATED IN ACCORDANCE WITH VIE FOUOWING CRITERIA: 1 AU SLOPES THAT ARE GRADED 6:1 OR STEEPER AND THAT ARE: a. THREE TO EIGHT FEET IN HEIGHT SHAU BE IRRIGATED BY HAND WATERING FROM QUICK COUPLERS/HOSE BIBS QR A CONVENTIONAL SYSTEM Of LOt^ PRECIPITATION SPRINKLER HEADS PROVIDING lOOX COVERAGE b. GREATER THAN 8 FEET IN HEIGHT SHALL BE WATERED BY A CONVENTIONAL SYSTEM Of LQl^ PREQPITAVON SPRINKLER HEADS PROVIDING lOOX COVERAGE. 2 AREAS SLOPED LESS THAN 6; t SHAa BE IRRIGATED AS APPROVED BY THE QTY ENQNEER, PRIOR TO HYDROSEEDING THE DEVELOPER SHALL SUBMIT A PROPOSED SCHEME TO PROVIDE IRRIGAVON TO THE QTY ENQNEER. THE PROPOSAL SHALL BE SPECIFIC REGARDING THE NUMBERS, TYPES, AND COSTS OF VIE ELEMENTS OF THE PROPOSED SYSTEM. 3 IRRIGAVON SHAU MAINTAIN THE MOISTURE LEVEL Qf THf SOIL AT THE OPTIMUM LEVEL fOR IHE GROKN Of THE HYDROSEEDED GROWTH. a HYDROSEEDING MIX SHAU CONSIST OF AU OF THE FOUOWING: 1 SEED MIX SHAU CONSIST Of NO LESS IHAN; 0. 20 Ibs. PER ACRE Of ROSE CLOVER b. 20 Ibs. PER ACRE OF ZORRO FESCUE c. 3 Ibs. PER ACRE OF E SCHOa CIA CAUFORNICA d. 4 ibs. PER ACRE OF ACHILLEA MILLEFOUA e. 3 Ibs. PER ACRE OF ALYSSUM (CARPET OF SNOW) f. f/2 Ibs. PER ACRE Of DIMORPHOLECA g. ITEMS c, d, e, AND I OF THIS SUBSECTION MAY BE OMITTED QN LOCAVONS WHERE THE AREA BEING HYDROSEEDED IS NOT VISIBLE fROM EITHER A PUBLIC STREET OR RESDENVAL STRUCTURES h. ITEM a OF THIS SUBSECTION MUST SE INOCULATED WITH A NITROGEN fIXING BACTERIA AND APPLIED DRY EITHER BY DRILLING OR BROADCASNG BEFORE HYDROSEEDING 1. AU SEED MATERIALS SHAU BE TRANSPORTED TO THE JOBSTE IN UNOPENED CONTAINERS WITH THE CAUFORNIA DEPARTMENT OF FOOD AND AGRICULTURE CERVFICAVON TAG ATTACHED TO, OR PRINTED ON SAID CONTAINERS j. NON-PHYTO-TOXIC WETVNG AGENTS MAY BE ADDED TO THE HYDROSEED SLURRY AT THE DISCRETION Of THE CONTRACTOR. 2 TYPE I MULCH APPUED AT THE RATE OF NQ LESS THAN 2000 Ibs PER ACRE TYPE 6 MULCH (SWAW) MAY BE SUBSVTUTED, ALL OR PART, FOR HYDRAULICALLY APPLIED FIBER MATERIAL. ttHEN STT?A»C IS USED, IT MUST BE ANCHORED TO THE SLOPE BY MECHANICALLY PUNCHING NO LESS THAN 50% OF THE STRAW INTO THE SOIL J FERTILIZER CONSISTING Qf AMMONIUM PHOSPHATE SULFATE, 16-20-0, WITH 15X SULPHUR APPUED AT THE RATE OF 500 Ibs. PER ACRE. 0. AREAS TQ BE HYDROSEEDED SHAU BE PREPARED PRIOR TO HYDROSEEDING BY 1 ROUGHENING THE SURFACE TO BE PLANTED BY ANY OR A COMBINATION Of; 0. TRACK WALKING SLOPES STEEPER IHAN 6; 1. b. HARROWING AREAS 6:1 OR FLATTER THAT ARE SUFRCIENVY FRIABLE. c. RIPPING AREAS THAT MLL NQT BREAK UP USING ITEMS o QR b ABQVE. 2 CONDITIONING THE SOILS SO IHAT IT IS SUITABLE FOR PLANTING SY; 0. ADJUSTING THE SURFACE SOIL MOISTURE TO PROVIDE A DAMP BUT NOT SATURATED SEED BED. b. THE ADDITION Of SOIL AMENDMENTS, PH ADJUSTMENT, LEACHING COVERING SALINE SaLS TQ PROWDE VIABLE CONDITIONS fOR GROWTH. £ HYDROSEEDED AREAS SHALL SE MAINTAINED TO PROVIDE A VIGOROUS GROWTH UNVL THE PROJECT IS PERMANENTLY LANDSCAPED OR, FOR AREAS WHERE HYDROSEEDING IS THE PERMANENT LANDSCAPING, UNVL THE PROJECT IS COMPUTED AND ALL BONDS RELEASED 2. ALL SLOPES SHALL HAVE IRRIGAVON INSTALLED AND BE STABIUZED, PLANTED AND/OR HYDROSEEDED WITHIN TEN (10) DAYS OF IHE TIME WHEN tlCtt SLOPE IS BROUGHT TO GRADE AS SHOWN ON VIE APPROVED GRADING PLANS 3 SHOULD GERMINATION Of HYDROSEEDED SLOPES FAIL TO PROVIDE EFFICIENT COVERAGE OF GRADED SLOPES (90% COVERAGE) PRiOR TO OCTOBER 1, THE SLOPES SHALL BE STABILIZED BY AN APPROPRIATE EROSION CONTRa MATVNG MATERIAL APPRQVED BY THE PUBUC WORKS INSPECTOR. 4. LANDSCAPING SHALL SE ACCOMPLISHED QN AU SLOPES AND PADS AS REQUIRED BY THE CITY OF CARLSBAD LANDSCAPE MANUAL, THE LANDSCAPING PLANS FOR THIS PROJECT, DRAWING NO. , AND/OR AS DIRECTED BY THE CITY ENQNEER OR PLANNING DIRECTOR 5. THE OWNER/APPUCANT SHALL ENSURE THAT AU CONTRACTORS SHALL COORDINATE THE WORK OF THIS CONSTRUCTION SWPPP WITH THAT SHOWN QN ANY GRADING PLANS, LANDSCAPE AND IRRIGATION PLANS AND IMPROVEMENT PLANS AS REOUIRED FQR THIS PROJECT WORK. ENQNEER QF HORK VICINITY MAP cmr OF OCEANSIDE CITY OF SAN MARCOS PACinc OCEAN CITY OF ENCINITAS LEGEND DBSCRIPnON SYMBOL QUANTITY DOUBLE XltCTOR CHECK mf moftwr IROGATKIN (XNTKa VAL\€ UGHT POLE UANHOtE POSnNOCATOR IM'i€ SEWER OEANOUT SeHER kUHHOE SKN - awofposr STORU BRAIN yANHOf TREE WATER HUVf PROPERTT UNE / LOT UNE ADJACENT PROPERTY UNE CENTERUNE EASBUEMT FLOWUNE PEDESTRIAN RAHP t2'x12' GRAIE INLET FIBER ROILS OR GRAiG. BAG BEPU (SE-5 OR SE-6) SWRH DRAM INLET PROTECTION (SE-IO) FW o /ns, m REVISION DESCRIPTION OTMER APPROVAL SHEET 1 "AS BUILT' REVIEWED BY. CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS 2 S«PPP DRAWNGS FOR: 2623 GATEWAY ROAD APPROVED: DAVID A. HAUSER DEPUTY OTY ENGINEER PE 33081 EXP. 6/30/14 DWN BY: _ CHKD BY:. RVWD BY: . PROJECT NO. CT 06-24 STORM WATER COMPLIANCE FORM -Development Services CITY OF CARLSBAD TIER 2 CONSTRUCTION Land Development Engineering CITY OF CARLSBAD SWPPP E-30 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I am applying to the City of Carlsbad for one or more of the following type of construction permit(s): S Grading Permit • Building Permit • Right-of-Way Permit IVIy project does not meet any of the following criteria for a project that poses a significant threat to storm water quality: *^ My project does not include clearing, grading or other ground disturbances resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; and, y My project is not part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stocl<piling, pavement removal, refueling and maintenance areas; and, ^ My project is not located inside or within 200 feet of an environmentally sensitive area and will not have a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). My project requires preparation and approval of a Tier 2 Construction Storm Water Pollution Prevention Plan (SWPPP) because my project meets one or more of the following criteria demonstrating that the project potentially poses a moderate threat to storm water quality: 121 My project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carisbad Municipal Code); and/or, Q My Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and, my project meets one or more of the following additional criteria: • Project is located within 200 feet of an environmentally sensitive area or the Pacific Ocean; • Project's disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; • Project's disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • Project will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 2 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST ADHERE TO, AND AT ALL TIMES, COMPLY WITH THE CITY APPROVED TIER 2 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. Appiicant information and Signature Box Address: Assessor's Parcel Numbers: 2623 Gateway Rd. 213-191-09 Applicant Name: Applicant Title: Applicant SignaJufcT^ Date: This Box for City Use Oniy E-30 Page 1 of 1 REV 4/30/10 ^ CITY OF CARLSBAD PROJECT THREAT ASSESSMENT WORKSHEET FOR DETERMINATION OF CONSTRUCTION SWPPP TIER LEVEL E-32 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Project Storm Water Threat Assessment Criteria* Construction SWPPP Tier Level Significant Threat Assessment Criteria • My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; or, • My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas; or, • My project is located inside or within 200 feet of an environmentally sensitive area (see city ESA proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). J2i Moderate Threat Assessment Criteria My project does not meet any of the significant threat assessment criteria described above and meets one or more of the following criteria: IZI Project requires a grading plan pursuant to the Carisbad Grading Ordinance (Chapter 15.16 of the Carisbad Municipal Code); or. Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Low Threat Assessment Criteria • My project does not meet any of the significant or moderate threat criteria, is not an exempt permit type (see city's list of permit types exempt from construction SWPPP requirements) and project meets one or more of the following criteria: • results in some soil disturbance; and/or • includes outdoor construction activities (such as roofing, saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling) Tier 3 Tier 2 Tierl No Threat Proiect Assessment Criteria • My project is in a category of permit types exempt from city construction SWPPP requirements (see city's list of permit types exempt from construction SWPPP requirements) and/or does not meet any of the high, moderate or low threat criteria described above. Exempt *The city engineer may authorize minor variances from the storm water threat assessment criteria in special circumstances where it can be shown that 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 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Construction SWPPP Tier Level Construction Threat Assessment Criteria* Perceived Threat to Storm Water Quality Tier 3 Tier 3 - Hiqh Construction Threat Assessment Criteria High Tier 3 • Project site is 50 acres or more and grading will occur during the rainy season • Project site is 1 acre or more in size and is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally 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 factors kf greater than or equal to 0.4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years High Tier 3 Tier 3 - Medium Construction Threat Assessment Criteria Medium Tier 3 • All projects not meeting Tier 3 High Construction Threat Assessment Criteria Medium Tier 2 Tier 2 Hiah Construction Threat Assessment Criteria • Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directiy to an ESA • Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) • Site slope Is 5 to 1 or steeper IZl Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance High Tier 2 Tier 2 - Medium Construction Threat Assessment Criteria Medium Tier 2 • All projects not meeting Tier 2 High Construction Threat Assessment Criteria Medium Tierl Tier 1 - Medium Inspection Threat Assessment Criteria Medium Tierl • Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, within or directly adjacent to an environmentally 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 factors kf greater than or equal to 0.4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance Medium Tierl Tier 1 - Low Inspection Threat Assessment Criteria Low Tierl • All projects not meeting Tier 1 Medium Construction Threat Assessment Criteria Low Exempt - Not Applicable -Exempt *The city engineer may authorize minor variances from the construction threat assessment criteria in special circumstances where it can be shown that a lesser or higher amount of storm water compliance inspection is warranted in the opinion of the city engineer E-33 Page 1 of 1 REV 4/30/10 ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 FaradayAvenue (760) 602-4610 www.carlsbadca.eov DATE: 12/26/2013 PROJECT NAME: BRESSI RANCH PAD A PROJECT ID: SDP 06-17A PLAN CHECK NO: CB 13-3168 SET#: 1 ADDRESS: 2623 GATEWAY RD APN: 213-191-09-00 ^ This plan check review Is complete and has been APPROVED by the PLANNING Division. By: CHRISTER WESTMAN A Final Inspection by the PLANNING Division Is required Yes • No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. \y\ This plan check review Is NOT COMPLETE. Items missing or Incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: awerner@nriascarlwarner.com For questions or clarifications on the attached checklist please contact the following reviewer as mariced: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov 1 Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov X Christer Westman 760-602-4614 Christer.Westman@carlsbadca.gov • 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: Plan Check No. CB 13-3168 Address 2623 Gateway Rd Date 12/26/13 Review # 1 Planner Westman Phone (760) 602- 4614 Type of Project & Use: Commercial Net Project Density: N/A Zoning: CJ_ General Plan: _L Facilities Management Zone: _17 CFD (in/out) #_Date of participation: 03/11/03 Remaining net dev acres: N/A (For non-residential development: Type of land use created by this permit: Commercial) REVIEW #: 12 3 Legend: ^ Item Complete • Item Incomplete - Needs your action • • Environmental Review Required: YES |3 NO • TYPE EIR 98-04 DATE OF COMPLETION: 12/17/08 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: 13 • • Discretionary Action Required: YES NO • TYPE SDP APPROVAL/RESO. NO. 2007-254 DATE 09/25/07 PROJECT NO. SDP 06-17 OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: __ Kl D D Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES • NO El CA Coastal Commission Authority? YES • NO M 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): Kl • • Habitat Management Plan Data Entry Completed? YES K NOD 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!) Kl • • Inclusionary Housing Fee required: YES • NO Kl (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!) Kl • • Housing Tracking Form (form P-20) completed: YES • NO • N/A Kl p-28 Page 2 of 3 07/11 Site Plan: K • • Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 - Neighborhood Architectural Design Guidelines • • 1. Applicability: YES • NO Kl • • 2. Project complies: YES • NOD Zoning: • • • • • 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required Required Required Required Required 2. Accessory structure setbacks: Front: Required Interior Side: Required Street Side: Required Rear: Required Structure separation: Required. Shown _20: Shown 10'8" Shown _N/A Shown _95: Shown N/A Shown Shown Shown Shown Shown K • • K • • K • • • • • 3. Lot Coverage: 4. Height: Required Required Shown N/A Shown 28' 5. Parking: Spaces Required 25 Shown 25 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required N/A Shown N/A Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE 12/26/13 p-28 Page 3 of 3 07/11 BUILDiNG DEP F PLAN CHECK CITY OF PLAN CHECK C^^tlnity & Economic CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carisbadca.gov DATE: 03/20/2014 PROJECT NAME: BRESSI RCH - PAD A BLDG PUN CHECK NO: 2 SET#: 1 ADDRESS: 2623 GATEWAY RD APN: PROJECT ID: CB133168 • This plan check review Is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division is required Ki Yes • No This plan check review Is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: MASCARI WARNER Vou may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the Issuance of a building permit. Resubmitted plans should Include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: ENGINEERING 760-602-2750 FIRE PREVENTftSK^^ 76(^602-4665 .r* 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov X Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Glna.Ruiz@carlsbadca.gov 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: SEE ATTACHED Carlsbad Fire Department Plan Review Date of Report: Name: Address: Requ ire men ts Category: COMMIND,COMM Permit #: Job Name: Job Address: 03-20-2014 MASCARI WARNER ARCHITECTS 1717 KETNER BLVD STE 100 SAN DIEGO CA 92101 CB133168 BRESSI RANCH-PAD BUILDING A 2623 GATEWAY RD CBAD Reviewed by: Please review carefully all comments attached. Conditions: CITY OF CARLSBAD FIRE DEPARTMENT - APPROVED: W/ REQUIREMENTS 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. 1. The design density for the automatic fire sprinkler system shall be .33/3000 (Ordinary Group 2). 2. All exterior doors shall be placarded or identified as to their use either by suite designation or utility use. Lettering shall be a minimum of 2-inches in height and contrast with door finished color. Or you may follow the attached guideline for utility space identification. Entry: 03/20/2014 By: GR Action: AP BLDG. DBPT COPY CORRECTION LIST REiOMMiNDAilON f OR APP Page: 1 of 8 Daryl K. James & Associates, Inc. Re-Checked By: Robert Salgado Back Check Date: 03/09/2014 APPLICANT: Arron Werner, Primary Applicant Mascari Warner Architects (619) 814-0080; awerner@mascariwarner.com JURISDICTION: Carlsbad Fire Department, Fire Prevention PROJECT NAME: New Building - Pad 'A' PROJECT ADDRESS: 2623 Gateway Road, Carlsbad, CA PROJECT DESCRIPTION: CB133168 - The New Building - Pad 'A' project involves the construction of a new B occupancy, type V-B construction, 1-story commercial shell building with an overall floor area of 5,000 SQ/FT. The scope of the building permit is limited to the following: One (1) shell building subdivided into four (4) tenant spaces; partial site work; ground up construction on an existing pad site at the Bressi Ranch Village Center; and the installation of new mechanical, electrical, and plumbing systems (MEP). Building fire alarm and detection systems, automatic fire sprinkler systems, or other fire protection systems will be submitted separately as deferred submittal items, under separate permits. This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department applicable to the scope of work. The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. RESUBMITTAL INSTRUCTIONS TO AVOID DELAY IN EXPEDITED RECHECK SERVICES: • Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates. • Provide a written response following each comment, On This Correction List explaining how and where you've addressed each plan review comment. • Provide a copy of Building Department (EsGil) comments. Input fire revisions onto the Building Department plan check. • Please direct any questions regarding this review directly to: Robert Salgado at: (951) 541-4380, or to his email address at: flsrevlew_inspection@roadrunner.com COMMENTS MUST BE SUBMITTED DIRECTLY TO THE FOLLOWING ADDRESS TO AVOID DELAY: Attn: Robert Salgado 40312 Emery Drive Temecula, CA 92591 FLS COMMENTS (non-structural plan review): • •Please provide a copy of Building Department (EsGil) comments with the revised drawings at time of 1*' BACK CHECK and input fire revisions onto the Building Department plan check. •SHEET TS. TITLE SHEET: (1) •Clarify any substitutions and/or increases taken for purposes of providing an automatic fire sprinkler system throughout (2) •it is recommended that the Architect of Record (AOR) contact the city Fire Marshal or his designee to discuss sprinkler monitoring provisions for the new NFPA 13 automatic fire sprinkler system. Please update the "RESUME" box [Code Analysis] to include sprinkler monitoring if it is determined this requirement applies. (3) •Notes #1 and #10. inside the "FIRE DEPARTMENT NOTES" box reference the "UFC and UBC;" delete these outdated code references and revise to the applicable provisions of Title 24, CCR. (4) •Revise the code information in the "RESUME" box [Code Analysis]; for projects under this code cycle, the Title 24, CCR code references should be arranged, listed, and displayed in the following format: 2010 California Administrative Code (CAC) Part 1, Title 24, California Code of Regulations (CCR) 2010 California Building Code (CBC), Volumes 1 and 2 Part 2, Title 24, California Code of Regulations (CCR) Based on the 2009 International Building Code (IBC) with 2010 Amendments 2010 California Electrical Code (CEC) Part 3, Title 24, California Code of Regulations (CCR) Based on the 2008 National Electrical Code (NEC) with 2010 Amendments 2010 California Mechanical Code (CMC) Part 4, Title 24, California Code of Regulations (CCR) Based on the 2009 Uniform Mechanical Code (UMC) with 2010 Amendments 2010 California Plumbing Code (CPC) Part 5, Title 24, California Code of Regulations (CCR) Based on the 2009 Uniform Plumbing Code (UMC) with 2010 Amendments 010 California Energy Code 2010 Caiifornia Fire Code (CFC) Part 9, Title 24, California Code of Regulations (CCR) Based on the 2009 International Fire Code (IFC) with 2010 Amendments (5) •Revise the code information in the "RESUME" box [Code Analysis]; the NFPA Standards should be displayed as follows: • NOTE: NFPA and other Consensus Standards are listed in the 2010 CFC Chapter 47, Referenced Standards; please list all codes, regulations, and standards applicable to this project: Example: NFPA STANDARDS: • NFPA 13, Standard for the Installation of Sprinkler Systems as amended, 2010 Edition. • NFPA 24, Standard for the Installation of Private Fire Sen/ice Mains and their Appurtenances as amended, 2010 Edition. • NFPA 72, National Fire Alarm and Signaling Code as amended, 2010 Edition. (6) •Add a separate box onto the Cover Sheet; label it: "FIRE DEPARTMENT DEFERRED SUBMITTALS" and insert the following "TEXT" [verbatim]. • Deferred Submittal Items: • Fully-Automatic Fire Sprinkler System, designed in accordance with 2010 CFC, Section 903, and NFPA 13, 2010 edition. NOTE: The AOR should consult with the city of Carlsbad Fire Marshal to obtain specific design criteria for aboveground fire sprinkler requirements (hazard class/density) and underground piping (hydraulics for water supply and sprinkler demand). • Fire Alarm and Detection System, 2010 CFC, Sections 907.1 through 907.9 (which includes all other uses and occupancy groups associated with this project), and NFPA 72, 2010 edition. Specify type of system: Manual or automatic, combination automatic/manual alarm and detection system, and specify sprinkler monitoring requirements in accordance with 2010 CFC, 903.4 through 903.4.2. • SHEET A1.1. SITE PLAN: (1) •Provide a new Site Plan that depicts site conditions west of New Building - Pad 'A.' The revised drawing must show all lot and property lines and dimensions from adjacent buildings. • SHEET A1.1a. ENLARGED SITE PLAN: (1) •Provide a new Enlarged Site Plan that depicts site conditions west of New Building - Pad 'A.' The revised drawing must show all lot and property lines and dimensions from adjacent buildings. (2) •To clarify the extent of "EXTERIOR WALL PROTECTION" requirements, as shown on Sheet A2.1; the Architect (AOR) must provide a fully dimensioned site plan drawn to scale (refer to 2010, CBC Sections 107.2.5; and 705.5. The Enlarged Site Pian should include the following: • •2a. Clearly dimension building setbacks from property lines [distance to lot lines], street centerlines, and from all adjacent buildings and other structures on the site plan. (Include North, East, South, and West orientations). • •2b. Provide a statement on the site plan stating: "All property lines, easements and buildings both, existing and proposed, are shown on this site plan." • •2c. Demonstrate compliance with 2010 CBC, Table 602 for fire-resistance rating requirements for every exterior wall of the New Building - Pad 'A', which face North, East, South, and West. • •2d. QUESTION: Why is the angled wall at suites 103 and 104 constructed with a one-hour exterior wall? Please explain: (3) •Clarify if this project is in a Carlsbad "High Fire Hazard Severity Zone" as per Carlsbad Ordinance 17.04.090. • •Sa. QUESTION: Is the New Building - Pad 'A' in a High Fire Hazard Severity zone? YES or NO (4) Provide notes for the required "Fire Apparatus Access Roadway" and ensure the drawings reflect the following criteria: • •4a. Carlsbad Municipal Fire Prevention Code, 17.04.210 Section 503.2.1 Dimensions— Amended. Chapter 5, Section 503.2.1 of the 2010 California Fire Code is amended to read as follows: Fire apparatus access roads shall have an unobstructed width of not less than 24 feet (7,315 mm) exclusive of shoulders, except for approved security gates in accordance with section 503.6. • •4b. Carlsbad Municipal Fire Prevention Code, 17.04.230 Section 503.2.1.2 Measurement of street width—Amended. CFC Chapter 5, Section 503.2.1.2 ofthe 2010 California Fire Code is amended to add the following: Street widths are to be measured from face-of-curb to face-of- curb on streets with curb and gutter, and from flow-line to flow-line on streets with rolled curbs. • •4c. Carlsbad Municipal Fire Prevention Code, 17.04.250 Section 503.2.3 Surface- Amended. Section 503.2.3 ofthe 2010 California Fire Code is amended to read as follows: Fire apparatus access roads shall be designed and maintained to support not less than 75,000 Ibs. (unless authorized by the Fire Code Official) and shall be provided with an approved paved surface so as to provide all-weather driving capabilities. (5) In reference to the above requirements, has the city of Carlsbad Fire Marshal reviewed and approved the required fire protection features listed in items 2a., 2b., and 2c. below? • •Sa. FIRE FLOW REPORT: Provide a letter from the local water department stating that the available water supply is capable of supplying the required fire flow for the New Building - Pad "A". Any reduction in fire flow or amount of fire hydrants using 2010 CBC Appendix B&C will need to be approved by the Carlsbad Fire Marshal. • •Sb. HYDRANT AND FDC PLAN [a Yes or • No]: If yes, please provide documentation and/or letter with the CB Application # ]; and the date in which the following items were approved: Civil drawings and underground fire protection plans indicating locations of current and proposed fire hydrants, back flow prevention devices, sprinkler control valves, and FDC locations. The Fire Flow requirements for the new square footage added to this site must be determined by the Carlsbad Fire Marshal, in accordance with Carlsbad Municipal Fire Prevention Code Section 17.04.360. • •Sc. FIRE DEPARTMENT ACCESS PLAN [• Yes or • No]: If yes, please provide documentation and/or letter with the CB Application # ]; name of fire official; and date when the FD Access Plan was approved. The site plan must demonstrate that the approved emergency access and fire apparatus access roads meet the 150'-0" requirement, in accordance with 2010 CFC, Sections 503.1.1 and 504.1. The emergency access/roadway plan must also show no parking fire lanes, as per the Carlsbad Municipal Fire Prevention Code 17.04 and the CFC, Section 503.3. All site conditions must be reviewed and approved by the city of Carlsbad Fire Marshal. (6) •Provide a copy of the approved CIVIL DRAWINGS with CB Application # ] for reference. The approved reference drawing must adhere to the following: • •Requirement 1: Underground plans for fire protection must comply with State Codes, National Standards [NFPA 24], and Ordinances adopted by the City of Carlsbad Fire Department. • •Requirement 2: The Civil drawings must have a wet signature signed on the printed seal of the Professional Engineer (PE), as well as the printed stamp and wet signature of the city of Carlsbad Fire Marshal. (7) •Show the location(s) of the proposed numeric addresses on the New Building - Pad 'A' and provide notes onto the plans detailing the specifications of the sign(s). NOTE: Address numbers must meet Carlsbad Municipal Fire Prevention Code 17.04.310 minimum 12 inches high with a I-V2 inch stroke. • SHEET A2.1. PAD 'A' FLOOR AND ROOF PLANS: (1) •Provide a symbol and notes legend that defines the meaning of the letters inside of the diamond shaped symbols. (2) •Revise the general notes table to only include references to Title 24, CCR; delete all references to the UBC. (3) •Revise the "PARTION TYPES" and "WALL LEGEND" table matrix to include the following: • •Sa. Detail numeric and sheet number where the approved wall assembly can be found. Example: Detail 5/Sheet A6.2 • •Sb. Specify the type of wall assembly, for example; Fire Wall, Fire Barrier, Fire Partition, Exterior Wall, etc. Coordinate with the Wall Sections, Sheet A5.1; and Detail drawings. Sheet A6.2. (4) •Electrical room 106 will contain switch gear, power distribution load centers, and/or MCC equipment rated for 1,200 amps; therefore provide "PANIC HARDWARE" on the double-doors labeled #106. Refer to 2010 CBC, Section 1008.1.10 and the single-line diagram on Sheet E3.1. • •4a. Add a note onto the plans stating that "PANIC HARDWARE" is being provided in order to meet the above referenced requirement. (5) •Provide fire extinguishers (FE) of the appropriate size and type mounted in accordance with the 2010 CFC and Title 19; show abbreviated "FE" markings on plan where required. For example; an "FE" marking/symbol should be placed inside the electrical and fire riser rooms; next to doors #105 and #106. (6) •in accordance with Carlsbad Ordinance 17.04.350; show the location of the key box where firefighting personnel can obtain a key to unlock the main entry doors serving each separate suite. (7) •Show the location(s) of the proposed numeric addresses on the New Building - Pad 'A' and provide notes onto the plans detailing the specifications of the sign(s). • •NOTE: Address numbers must meet Carlsbad Municipal Fire Prevention Code 17.04.310 minimum 12 inches high with a l-l^ inch stroke. (8) • Provide a separate sheet and/or a notes section that lists the requirements for fire department signage in accordance with 2010, CFC 509.1. i.e. electrical switch gear room, roof access, fire riser room, etc. (9) •Provide specifications and California State Fire Marshal listings and other acceptance criteria for flame spread and smoke developed index for new carpet, padding and carpet base, 2010 CFC, Section 804. (10) •Provide specifications and California State Fire Marshal listings and other acceptance criteria for flame spread and smoke developed index for wall finish material and corner guards, 2010 CBC, Section 803.1.2. (11) •Denote all furnishings and evidence of compliance with 2010 CFC, Section 808. (12) •Provide specifications and other acceptance criteria for flame spread and smoke developed index for furniture. (13) •Denote all decorative materials and trim, and evidence of compliance in accordance with 2010 CFC 807.2. •SHEET A5.1. WALL SECTIONS: (1) •identify and specifically call-out which wall sections represent exterior wall protection for suites #103 and #104; include the 1-Hour construction requirements and approved assembly numbers. Coordinate with Sheets A2.1 and A6.2 (Specify CBC, Gypsum Wall Board Association, or U.L. assembly numbers). • SHEET A6.2. DETAILS: (1) •identify and specifically call-out which wall detail represents the required exterior wall protection for suites #103 and #104; include the 1-Hour construction requirements and approved assembly numbers. Coordinate with Sheets A2.1 and A5.1 (Specify CBC, Chapter 7, Gypsum Wall Board Association, or U.L. assembly numbers). •SHEET A6.3. DOOR & WINDOW SCHEDULES & DETAILS: (1) •Revise the door schedule [Fire Label] column to call-out %-Hour or 45 minute rating for exterior door #104A. Refer to 2010 CBC, Table 715.4. [Exterior Wall]. • SHEET M0.1. MECHANICAL NOTES. LEGEND AND SCHEDULES: (1) •Revise the "REMARKS" column on the HVAC Schedules to specify which units will be equipped with duct smoke detectors for auto-shutoff in accordance the provisions of 2010 CFC, Section 907.4.1 and 2010 CMC, Section 609; coordinate with the mechanical plans, details, and roof plans. (2) •Add the following note to the "General Mechanical Notes" box: • •AH work shall be in accordance with the 2010 California Mechanical Code (CMC) Part 4, Title 24, California Code of Regulations (CCR) Based on the 2009 Uniform Mechanical Code (UMC) with 2010 Amendments • SHEET M2.1. MECHANICAL HVAC AND ROOF PLANS: (1) •For purposes of automatic shutoff for HAVC units, the following must be considered by the AOR and the Mechanical P.E. responsible forthe design ofthe New Building - Pad 'A' mechanical system: • "CMC, Section 609 requires automatic shutoff upon smoke detection for Air-Moving Systems supplying air in excess of 2000 CFM to enclosed spaces within buildings. Where multiple fan units (including packaged HVAC units) supply a combined CFM in excess of 2000 CFM to an enclosed room or area, then all of the fan units would be required to have automatic shutoff upon smoke detection." • •NOTE: Each of the four suites are served by multiple rooftop [packaged HVAC units] which, when combined, produce in excess of 2,000 CFM. For example: In suite #101, there are four HVAC units; thus, when added together, the total CFM for this suite is as follows: 530 CFM + 535 CFM + 535 CFM + 650 CFM = 2,250 CFM [2,250 CFM > 2,000 CFM]. Refer to the California State Fire Marshal Interpretation #08-065. SEE Attached. (2) •Clarify locations of the Duct Mounted Smoke Detectors (DSD), in accordance with CMC, 609. • •la. QUESTION: Will the Duct Mounted Smoke Detectors (DSD) be physically connected to and supervised by a building fire alarm system? • •lb. NOTE: A burglar/security system does not meet the approval and listing criteria of 2010 CFC and NFPA 72. It is recommended that the AOR and Mechanical PE consult with the city of Carlsbad Fire Marshal to determine supervision requirements for the new DSD's. (3) •Clarify ventilation provisions for room #106. •SHEET M3.1. MECHANICAL DETAILS: (1) •Provide a detail and wiring schematic that depicts the mounting and operating functions of the new Duct Mounted Smoke Detectors (DSD), as well as interconnections to a building fire alarm system, if applicable, in accordance with CMC, 609. • P0.1. LEGEND. NOTES AND CALCULATIONS: (1) •Add the following note onto Sheet P0.1: • •All work shall be in accordance with the 2010 California Plumbing Code (CPC) Part 5, Title 24, California Code of Regulations (CCR) Based on the 2009 Uniform Plumbing Code (UPC) with 2010 Amendments • SHEET E1.1. NOTE SHEET: (1) •Add the following note onto Sheet E1.1: • •All electrical work shall comply with the 2010 California Electrical Code (CEC) Part 3, Title 24, California Code of Regulations (CCR) Based on the 2008 National Electrical Code (NEC) with 2010 Amendments; and all other applicable codes, regulations, and standards, as adopted by the city of Carlsbad." • SHEET E1.3. LIGHTING DETAIL SHEET: (1) •Add the following notes [verbatim] onto Sheet El.3: • •Means of egress illumination level shall be not less than 1-foot candle at the walking surface and equipped with not less than 90-minute battery backup, 2010 CBC, Section 1006. • •Exit signs shall be illuminated at all times and equipped with not less than 90-minute battery backup. 2010 CBC, Section 1011.5.3. •SHEET E2.1. PAD BUILDING 'A' LIGHTING PLAN: (1) •Add the following notes [verbatim] onto Sheet E2.1: • •Means of egress illumination level shall be not less than 1-foot candle at the walking surface and equipped with not less than 90-minute battery backup, 2010 CBC, Section 1006. • •Exit signs shall be illuminated at all times and equipped with not less than 90-minute battery backup. 2010 CBC, Section 1011.5.3. • SHEET E4.1. DETAIL SHEET: (1) •Clarify the use of Card Readers or door locking mechanisms on Suites 101 through 104 (refer to Detail 3) and specify which of following 2010 CBC provisions apply to this project: • %/Aa. Access-Controlled Egress Doors. Section 1008.1.4.4 • •4b. Delayed Egress Locks. Section 1008.1.9.7 • ^40. Electromagnetically Locked Egress Doors. Section 1008.1.9.8 END OF COMMENTS BLDG. DEPT COPY CORRECTION LIST Page: 1 of 7 Daryl K. James & Associates, Inc. Checked By: Robert Salgado Plan Check Date: 01/01/2014 APPLICANT: Arron Werner, Primary Applicant Mascari Warner Architects (619) 814-0080; awerner@mascariwarner.com JURISDICTION: Carlsbad Fire Department, Fire Prevention PROJECT NAME: New Building - Pad "A" PROJECT ADDRESS: 2623 Gateway Road, Carlsbad, CA PROJECT DESCRIPTION: CB133168 - The New Building - Pad "A" project involves the construction of a new B occupancy, type V-B construction, 1-story commercial shell building with an overall floor area of 5,000 SQ/FT. The scope of the building permit is limited to the following: One (1) shell building subdivided into four (4) tenant spaces; partial site work; ground up construction on an existing pad site at the Bressi Ranch Village Center; and the installation of new mechanical, electrical, and plumbing systems (MEP). Building fire alarm and detection systems, automatic fire sprinkler systems, or other fire protection systems will be submitted separately as deferred submittal items, under separate permits. This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department applicable to the scope of work. The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. RESUBMITTAL INSTRUCTIONS TO AVOID DELAY IN EXPEDITED RECHECK SERVICES: • Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates. • Provide a written response following each comment, On This Correction List, explaining how and where you've addressed each plan review comment. • Provide a copy of Building Department (EsGil) comments. Input fire revisions onto the Building Department plan check. • Please direct any questions regarding this review directly to: Robert Salgado at: (951) 541-4380, or to his email address at: flsreviewJnspection(^roadrunner.com COMMENTS MUST BE SUBMITTED DIRECTLY TO THE FOLLOWING ADDRESS TO AVOID DELAY: Attn: Robert Salgado 40312 Emery Drive Temecula, CA 92591 FLS COMMENTS (non-structural plan review): • Please provide a copy of Building Department (EsGil) comments with the revised drawings at time of 1*' BACK CHECK and input fire revisions onto the Building Department plan check. SHEET TS. TITLE SHEET: (1) Clarify any substitutions and/or increases taken for purposes of providing an automatic fire sprinkler system throughout. (2) It is recommended that the Architect of Record (AOR) contact the city Fire Marshal or his designee to discuss sprinkler monitoring provisions for the new NFPA 13 automatic fire sprinkler system. Please update the "RESUME" box [Code Analysis] to include sprinkler monitoring if it is determined this requirement applies. (3) Notes #1 and #10. inside the "FIRE DEPARTMENT NOTES" box reference the "UFC and UBC;" delete these outdated code references and revise to the applicable provisions of Title 24, CCR. (4) Revise the code information in the "RESUME" box [Code Analysis]; for projects under this code cycle, the Title 24, CCR code references should be arranged, listed, and displayed in the following format: 2010 California Administrative Code (CAC) Part 1, Title 24, California Code of Regulations (CCR) 2010 California Building Code (CBC), Volumes 1 and 2 Part 2, Title 24, California Code of Regulations (CCR) Based on the 2009 International Building Code (IBC) with 2010 Amendments 2010 California Electrical Code (CEC) Part 3, Title 24, California Code of Regulations (CCR) Based on the 2008 National Electrical Code (NEC) with 2010 Amendments 2010 California Mechanical Code (CMC) Part 4, Title 24, California Code of Regulations (CCR) Based on the 2009 Uniform Mechanical Code (UMC) with 2010 Amendments 2010 California Plumbing Code (CPC) Part 5, Title 24, California Code of Regulations (CCR) Based on the 2009 Uniform Plumbing Code (UMC) with 2010 Amendments t 2010 California Energy Code 2010 California Fire Code (CFC) Part 9, Title 24, California Code of Regulations (CCR) Based on the 2009 International Fire Code (IFC) with 2010 Amendments (5) Revise the code information in the "RESUME" box [Code Analysis]; the NFPA Standards should be displayed as follows: NOTE: NFPA and other Consensus Standards are listed in the 2010 CFC Chapter 47, Referenced Standards; please list all codes, regulations, and standards applicable to this project: Example: NFPA STANDARDS: • NFPA 13, Standard for the Installation of Sprinkler Systems as amended, 2010 Edition. • NFPA 24, Standard for the Installation of Private Fire Service Mains and their Appurtenances as amended, 2010 Edition. • NFPA 72, National Fire Alarm and Signaling Code as amended, 2010 Edition. (6) Add a separate box onto the Cover Sheet; label it: "FIRE DEPARTMENT DEFERRED SUBMITTALS" and insert the following "TEXT" [verbatim]. Deferred Submittal Items: • Fully-Automatic Fire Sprinkler System, designed in accordance with 2010 CFC, Section 903, and NFPA 13, 2010 edition. NOTE: The AOR should consult with the city of Carlsbad Fire Marshal to obtain specific design criteria for aboveground fire sprinkler requirements (hazard class/density) and underground piping (hydraulics for water supply and sprinkler demand). • Fire Alarm and Detection System, 2010 CFC, Sections 907.1 through 907.9 (which includes all other uses and occupancy groups associated with this project), and NFPA 72, 2010 edition. Specify type of system: Manual or automatic, combination automatic/manual alarm and detection system, and specify sprinkler monitoring requirements in accordance with 2010 CFC, 903.4 through 903.4.2. SHEET Al .l.SITE PLAN: (1) Provide a new Site Plan that depicts site conditions west of New Building - Pad "A." The revised drawing must show all lot and property lines and dimensions from adjacent buildings. SHEET Al.la. ENLARGED SITE PLAN: (1) Provide a new Enlarged Site Plan that depicts site conditions west of New Building - Pad "A." The revised drawing must show all lot and property lines and dimensions from adjacent buildings. (2) To clarify the extent of "EXTERIOR WALL PROTECTION" requirements, as shown on Sheet A2.1; the Architect (AOR) must provide a fully dimensioned site plan drawn to scale (refer to 2010, CBC Sections 107.2.5; and 705.5. The Enlarged Site Plan should include the following: • 2a. Clearly dimension building setbacks from property lines [distance to lot lines], street centerlines, and from all adjacent buildings and other structures on the site plan. (Include North, East, South, and West orientations). • 2b. Provide a statement on the site plan stating: "All property lines, easements and buildings both, existing and proposed, are shown on this site plan." • 2c. Demonstrate compliance with 2010 CBC, Table 602 for fire-resistance rating requirements for every exterior wall of the New Building - Pad "A", which face North, East, South, and West. • 2d. QUESTION: Why is the angled wall at suites 103 and 104 constructed with a one-hour exterior wall? Please explain: (3) Clarify if this project is in a Carlsbad "High Fire Hazard Severity Zone" as per Carlsbad Ordinance 17.04.090. • 3a. QUESTION: Is the New Building - Pad "A" in a High Fire Hazard Severity zone? YES or NO (4) Provide notes for the required "Fire Apparatus Access Roadway" and ensure the drawings reflect the following criteria: • 4a. Carlsbad Municipal Fire Prevention Code, 17.04.210 Section 503.2.1 Dimensions—^Amended. Chapter 5, Section 503.2.1 ofthe 2010 California Fire Code is amended to read as follows: Fire apparatus access roads shall have an unobstructed width of not less than 24 feet (7,315 mm) exclusive of shoulders, except for approved security gates in accordance with section 503.6. • 4b. Carlsbad Municipal Fire Prevention Code, 17.04.230 Section 503.2.1.2 Measurement of street width—Amended. CFC Chapter 5, Section 503.2.1.2 ofthe 2010 California Fire Code is amended to add the following: Street widths are to be measured from face-of-curb to face-of- curb on streets with curb and gutter, and from flow-line to flow-line on streets with rolled curbs. • 4c. Carlsbad Municipal Fire Prevention Code, 17.04.250 Section 503.2.3 Surface—^Amended. Section 503.2.3 ofthe 2010 California Fire Code is amended to read as follows: Fire apparatus access roads shall be designed and maintained to support not less than 75,000 Ibs. (unless authorized by the Fire Code Official) and shall be provided with an approved paved surface so as to provide all-weather driving capabilities. (5) In reference to the above requirements, has the city of Carlsbad Fire Marshal reviewed and approved the required fire protection features listed in items 2a., 2b., and 2c. below? • 5a. FIRE FLOW REPORT: Provide a letter from the local water department stating that the available water supply is capable of supplying the required fire flow for the New Building - Pad "A". Any reduction in fire flow or amount of fire hydrants using 2010 CBC Appendix B&C will need to be approved by the Carlsbad Fire Marshal. • 5b. HYDRANT AND FDC PLAN [• Yes or • No]: If yes, please provide documentation and/or letter with the CB Application # ]; and the date in which the following items were approved: Civil drawings and underground fire protection plans indicating locations of current and proposed fire hydrants, back flow prevention devices, sprinkler control valves, and FDC locations. The Fire Flow requirements for the new square footage added to this site must be determined by the Carlsbad Fire Marshal, in accordance with Carlsbad Municipal Fire Prevention Code Section 17.04.360. • 5c. FIRE DEPARTMENT ACCESS PLAN [• Yes or • No]: If yes, please provide documentation and/or letter with the CB Application # ]; name of fire official; and date when the FD Access Plan was approved. The site plan must demonstrate that the approved emergency access and fire apparatus access roads meet the 150'-0" requirement, in accordance with 2010 CFC, Sections 503.1.1 and 504.1. The emergency access/roadway plan must also show no parking fire lanes, as per the Carlsbad Municipal Fire Prevention Code 17.04 and the CFC, Section 503.3. All site conditions must be reviewed and approved by the city of Carlsbad Fire Marshal. (6) Provide a copy of the approved CIVIL DRAWINGS with CB Application # ] for reference. The approved reference drawing must adhere to the following: • Requirement 1: Underground plans for fire protection must comply with State Codes, National Standards [NFPA 24], and Ordinances adopted by the City of Carlsbad Fire Department. • Requirement 2: The Civil drawings must have a wet signature signed on the printed seal of the Professional Engineer (PE), as well as the printed stamp and wet signature of the city of Carlsbad Fire Marshal. (7) Show the location(s) of the proposed numeric addresses on the New Building - Pad "A" and provide notes onto the plans detailing the specifications of the sign(s). NOTE: Address numbers must meet Carlsbad Municipal Fire Prevention Code 17.04.310 minimum 12 inches high with a I-V2 inch stroke. SHEET A2.1. PAD 'A' FLOOR AND ROOF PLANS: (1) Provide a symbol and notes legend that defines the meaning of the letters inside of the diamond shaped symbols. (2) Revise the general notes table to only include references to Title 24, CCR; delete all references to the UBC. (3) Revise the "PARTION TYPES" and "WALL LEGEND" table matrix to include the following: • 3a. Detail numeric and sheet number where the approved wall assembly can be found. Example: Detail 5/Sheet A6.2 • 3b. Specify the type of wall assembly, for example; Fire Wall, Fire Barrier, Fire Partition, Exterior Wall, etc. Coordinate with the Wall Sections, Sheet A5.1; and Detail drawings, Sheet A6.2. (4) Electrical room 106 will contain switch gear, power distribution load centers, and/or MCC equipment rated for 1,200 amps; therefore provide "PANIC HARDWARE" on the double-doors labeled #106. Refer to 2010 CBC, Section 1008.1.10 and the single-line diagram on Sheet E3.1. • 4a. Add a note onto the plans stating that "PANIC HARDWARE" is being provided in order to meet the above referenced requirement (5) Provide fire extinguishers (FE) of the appropriate size and type mounted in accordance with the 2010 CFC and Title 19; show abbreviated "FE" markings on plan where required. For example; an "FE" marking/symbol should be placed inside the electrical and fire riser rooms; next to doors #105 and #106. (6) In accordance with Carlsbad Ordinance 17.04.350; show the location of the key box where firefighting personnel can obtain a key to unlock the main entry doors serving each separate suite. (7) Show the location(s) of the proposed numeric addresses on the New Building - Pad "A" and provide notes onto the plans detailing the specifications of the sign(s). • NOTE: Address numbers must meet Carlsbad Municipal Fire Prevention Code 17.04.310 minimum 12 inches high with a 1-!4 inch stroke. (8) Provide a separate sheet and/or a notes section that lists the requirements for fire department signage in accordance with 2010, CFC 509.1. i.e. electrical switch gear room, roof access, fire riser room, etc. (9) Provide specifications and California State Fire Marshal listings and other acceptance criteria for flame spread and smoke developed index for new carpet, padding and carpet base, 2010 CFC, Section 804. (10) Provide specifications and California State Fire Marshal listings and other acceptance criteria for flame spread and smoke developed index for wall finish material and corner guards, 2010 CBC, Section 803.1.2. (11) Denote all furnishings and evidence of compliance with 2010 CFC, Section 808. (12) Provide specifications and other acceptance criteria for flame spread and smoke developed index for furniture. (13) Denote all decorative materials and trim, and evidence of compliance in accordance with 2010 CFC 807.2. SHEET A5.1. WALL SECTIONS: (1) Identify and specifically call-out which wall sections represent exterior wall protection for suites #103 and #104; include the 1-Hour construction requirements and approved assembly numbers. Coordinate with Sheets A2.1 and A6.2 (Specify CBC, Gypsum Wall Board Association, or U.L. assembly numbers). SHEET A6.2. DETAILS: (1) Identify and specifically call-out which wall detail represents the required exterior wall protection for suites #103 and #104; include the 1-Hour construction requirements and approved assembly numbers. Coordinate with Sheets A2.1 and A5.1 (Specify CBC, Chapter 7, Gypsum Wall Board Association, or U.L. assembly numbers). SHEET A6.3. DOOR & WINDOW SCHEDULES & DETAILS: (1) Revise the door schedule [Fire Label] column to call-out %-Hour or 45 minute rating for exterior door #104A. Refer to 2010 CBC, Table 715.4. [Exterior Wall]. SHEET M0.1. MECHANICAL NOTES. LEGEND AND SCHEDULES: (1) Revise the "REMARKS" column on the HVAC Schedules to specify which units will be equipped with duct smoke detectors for auto-shutoff in accordance the provisions of 2010 CFC, Section 907.4.1 and 2010 CMC, Section 609; coordinate with the mechanical plans, details, and roof plans. (2) Add the following note to the "General Mechanical Notes" box: • All work shall be in accordance with the 2010 California Mechanical Code (CMC) Part 4, Title 24, California Code of Regulations (CCR) Based on the 2009 Uniform Mechanical Code (UMC) with 2010 Amendments SHEET M2.1. MECHANICAL HVAC AND ROOF PLANS: (1) For purposes of automatic shutoff for HAVC units, the following must be considered by the AOR and the Mechanical P.E. responsible forthe design ofthe New Building - Pad "A" mechanical system: "CMC, Section 609 requires automatic shutoff upon smoke detection for Air-Moving Systems supplying air in excess of 2000 CFM to enclosed spaces within buildings. Where multiple fan units (including packaged HVAC units) supply a combined CFM in excess of 2000 CFM to an enclosed room or area, then all ofthe fan units would be required to have automatic shutoff upon smoke detection." • NOTE: Each of the four suites are served by multiple rooftop [packaged HVAC units] which, when combined, produce in excess of 2,000 CFM. For example: In suite #101, there are four HVAC units; thus, when added together, the total CFM for this suite is as follows: 530 CFM + 535 CFM + 535 CFM + 650 CFM = 2,250 CFM [2,250 CFM > 2,000 CFM]. Refer to the California State Fire Marshal Interpretation #08-065. SEE Attached. (2) Clarify locations of the Duct Mounted Smoke Detectors (DSD), in accordance with CMC, 609. • la. QUESTION: Will the Duct Mounted Smoke Detectors (DSD) be physically connected to and supervised by a building fire alarm system? • lb. NOTE: A burglar/security system does not meet the approval and listing criteria of 2010 CFC and NFPA 72. It is recommended that the AOR and Mechanical PE consult with the city of Carlsbad Fire Marshal to determine supervision requirements for the new DSD's. (3) Clarify ventilation provisions for room #106. SHEET M3.1. MECHANICAL DETAILS: (1) Provide a detail and wiring schematic that depicts the mounting and operating functions of the new Duct Mounted Smoke Detectors (DSD), as well as interconnections to a building fire alarm system, if applicable, in accordance with CMC, 609. P0.1. LEGEND. NOTES AND CALCULATIONS: (1) Add the following note onto Sheet P0.1: • All work shall be in accordance with the 2010 California Plumbing Code (CPC) Part 5, Title 24, California Code of Regulations (CCR) Based on the 2009 Uniform Plumbing Code (UPC) with 2010 Amendments SHEET El .1. NOTE SHEET: (1) Add the following note onto Sheet El .1: • All electrical work shall comply with the 2010 California Electrical Code (CEC) Part 3, Title 24, California Code of Regulations (CCR) Based on the 2008 National Electrical Code (NEC) with 2010 Amendments; and all other applicable codes, regulations, and standards, as adopted by the city of Carlsbad." SHEET El .3. LIGHTING DETAIL SHEET: (1) Add the following notes [verbatim] onto Sheet El .3: • Means of egress illumination level shall be not less than 1-foot candle at the walking surface and equipped with not less than 90-minute battery backup, 2010 CBC, Section 1006. • Exit signs shall be illuminated at all times and equipped with not less than 90-minute battery backup. 2010 CBC, Section 1011.5.3. SHEET E2.1. PAD BUILDING 'A' LIGHTING PLAN: (1) Add the following notes [verbatim] onto Sheet E2.1: • Means of egress illumination level shall be not less than 1-foot candle at the walking surface and equipped with not less than 90-minute battery backup, 2010 CBC, Section 1006. • Exit signs shall be illuminated at all times and equipped with not less than 90-minute battery backup. 2010 CBC, Section 1011.5.3. SHEET E4.1. DETAIL SHEET: (1) Clarify the use of Card Readers or door locking mechanisms on Suites 101 through 104 (refer to Detail 3) and specify which of following 2010 CBC provisions apply to this project • 4a. Access-Controlled Egress Doors. Section 1008.1.4.4 • 4b. Delayed Egress Locks. Section 1008.1.9.7 • 4c. Electromagnetically Locked Egress Doors. Section 1008.1.9.8 END OF COMMENTS ^GSSl Structural Engineers January 28,2014 Plan Check Response Bressi Ranch Pad Building A PlanCheckNo. 13-3168 21-22. Shearwall nailing tighter than 6 inch on center is required on grids A and 3. On the foundation plan, adjacent to the wall, calls out the nailing in the hexagon and the notes on S2.1 references schedule on 12/S1.3. Detail 12/1.3 calls for 3x at joints, etc for wall types 4E and 3E. The calc sheet on L2 shows the shearwall stress at grid A at 285 plf (increased to 4 inch nailing or 4E) and on sheet L4 shows the shearwall stress at grid 3 as 503 plf (3 inch nailing or 3E) In addition, at the request of the owner, the center column was removed. Roof girder had been revised and calculations are attached to this sheet. Bill Schell S.E. GSSI Engineers Sl 3969 First Avenue, Suite 200, San Diego, California 92103 Tel: (Si^jlfcr-gaao Fax: (619) 687-3814 ^GSSI SHEET_^_|jJ PROJECT "^^i^i (i 1^ GSSI NO. ""^ Structural Engineers ENGR. 'BP DATE l"\ \ t»' ^ '^'\" -4.8k -1.1 k/ft ^AAAIAAI -ill Loads: BLC 1, v Results for LC 1, v SK-1 Jan 30, 2014 at 12:14 PM untltled.r3d • Y -o ':ru lit LJ. |..,L : ,U.jil,U,-'.I i,1,..;-.',','. i,Ljj jaXU.U.i.,. !..j.,j.L.i Ij.t. llll IV r]: r n:;..u..; X n Xi n i n y. Ll £4.4-M ^tt;-.:-!.-U U.. - tj J..li,C. J-.l 1 •.!-.l„J,.l,.'-J,.U IJ..',,!. 14.. .| Q,J. 1. l,,l,Li.' I.u ih i..j ••'''"'TrfTi-'ft rrj-i-r rt ri •.'TL.i.yzD. 14.1 l.L CL;';. |-{\Cf:j-,,i-q::j:ip,.-''''''~''-' 16.5 16.9 77/77 7777/ -9.1 -21.9 -1^ -24.7 Results for LC 1, v Member y Shear Forces (k) SK-2 Jan 30, 2014 at 12:14 PM untltled.r3d ti Lt&:htt-,u:ixi:i:,tcxi't'JH4 i-^ i-l x j M .!.f4.jxLL.tJ. tlx f|Ji va i-i I j J u. i;rJ::H:rr.r-, W t i / [ H I Ll f I Ll' 11'' t) i i'' I rn ttT.il i.' 1 'I I O'l ' i' I i i IXl ' 1 f c r}4Xp^"tdxp|:r rm^ ("i'i,; Lfl 1T ^-••411^^''-' il" H^^^^^^ -123.7 Results for LC 1, v Member z Bending Moments (k-ft) SK-3 Jan 30, 2014 at 12:15PM untltled.rSd Company Designer Job Number Jan 30, 2014 12:16 PM ^ Checked By: Wood Desian Parameters Label Shaoe Lenothrftl Ie2rft1 lelfftl le-bend to... le-bend bo.. Kw Kzz CV Cr vswav zswav 1 Ml 5.125X30F9 24.67 2 M2 5.125X30FS 6 3 M3 5.125X30FS 30 4 M4 5.125X30FS 4 5 M5 ^.125X30Fg 20 Joint Reactions LC Joint Label Xfkl YFkl zrki MX fk-ftl MY fk-ftl MZ [k-ft] 1 1 N1 0 10.051 0 0 0 0 2 1 N2 0 44.986 0 0 0 0 3 1 N5 0 41.63 0 0 0 0 4 N6 0 9.07 0 0 0 0 5 1 N4 NC NC NC LOCKED NC NC 6 1 Totals: 0 105.737 0 7 1 COG (ft): X: 43.22 Y:0 Z:0 Member Section Forces LC Member Label Sec Axial[k] y ShearW z Shear[k] Torquefk-fti y-yMo... z-zMo Ml 10.051 0 0 3.266 •41.067 -3.518 •40.292 4 -15.102 4.737 -21.886 118.8 M2 23.1 118.8 21.45 85.387 19.8 54.45 18.15 25.988 10. 16.5 11 M3 16.5 12 8.25 92.812 13 123.75 14. -8.25 -92.812 15 -16.5 0 16 M4 -16.5 0 17 -17.6 17.05 18 -18.7 35.2 19 -23.6 54.45 20. -24.7 78.6 21 M5 16.93 78.6 22 10.43 10.2 23 3.93 -25.7 24 -2.57 -29.1 25 -9.07 Member Section Deflections (Bv Combination) LC Member Label Sec xfin] V[in] zfinl X Rotatefradl (n) L/v Ratio (n) Uz Ratio 1 1 Ml 1 0 0 0 0 NC NC 2 2 0 -.138 0 0 2145.398 NC 3 3 0 -.157 0 0 1885.959 NC 4 4 0 -.059 0 0 4983.05 NC 5 5 0 0 0 0 NC NC 6 1 M2 1 0 0 0 0 NC NC RISA-3D Version 11.0.0 [C:\RISA\untitled.r3d] Page 1 Company Designer Job Number Jan 30, 2014/ 12:16 PM ^ Checked By: Member Section Deflections (Bv Combination) (Continued) LC Member Label Sec X [inj y fini zFin) X Rotate[rad] (n) L/y Ratio {n) Uz Ratio 7 2 0 -.03 0 0 2397.743 NC 8 3 0 -.076 0 0 946.252 NC 9 4 0 -.132 0 0 543.851 NC 10 5 0 -.194 0 0 371.91 NC 11 1 M3 1 0 -.194 0 0 NC NC 12 2 0 -.852 0 0 523.126 NC 13 3 0 -1.1 0 0 372.727 NC 14 4 0 ' -.793 0 0 523.126 NC 15 5 0 -.075 0 0 NC NC 16 1 M4 1 0 -.075 0 0 640.856 NC 17 2 0 -.052 0 0 914.51 NC 18 3 0 -.032 0 0 1523.735 NC 19 4 0 -.013 0 0 3567.698 NC 20 5 0 0 0 0 NC NC 21 1 M5 1 0 0 0 0 NC NC 22 2 0 -.018 0 0 NC NC 23 3 0 -.062 0 0 3878.223 NC 24 4 0 -.058 0 0 4109.131 NC 25 -5 0 0 0 0 NC NC Member Wood Code Checks (Bv Combination) LC Member Shaoe UC Max Locfftl Shear.. LocFftl Dir FcTksil Fflksil Fbl'fksll Fb2'rksi1 FvTksil RB CL CP Ean 1 1 Ml 5.125X30.. .868 24.67 .806 24.67 Y .205 1.1 2.136 1.432 .265 18.388 .89 .128 3.9-3 2 1 M2 5.125X30.. .782 0 .850 0 V 1.491 1.1 2.372 1.595 .265 9.068 .988 .932 3.9-3 3 1 M3 5.125X30.. .972 15 .607 30 Y .14 1.1 1.988 1.404 .265 20.278 .828 .087 3.9-3 4 1 M4 5.125X30.. .515 4 .909 4 Y 1.562 1.1 2.382 1.595 .265 7.404 .993 .976 3.9-3 5 1 M5 5.125X30.. .558 0 .623 0 Y .31 1.1 2.201 1.462 .265 16.557 .93 .193 3.9-3 RISA-3D Version 11.0.0 [C:\RISA\untitled.r3d] Page 2 ,Y •.56km ^/•W-\A1/NA -2£ Loads: BLC 1, v Results for LC 1, v Member z Bending Moments (k-ft) SK-4 Jan 30, 2014 at 1:04 PM untlUed.rSd Company Designer Job Number Jan 30,2014 ^ 1.05 PM y Checked By: Wood Desian Parameters Label Shaoe Lenothrftl Ie2rftl lelfftl le-bend to... le-bend bo.. Kw Kzz CV Cr vswav zswav 1 Ml 5.125X30FS| 24.67 2 M2 5.125X30Fa 6 3 M3 5.125X30FS 30 4 M4 5.125X30FS 4 5 M5 5.125X30FsI 20 Joint Reactions LC Joint Label Xfkl Yfkl zrki MX fk-ftl MY fk-ftl MZ [k-ft] 1 1 Nl 0 5.294 0 0 0 0 2 1 N2 0 23.381 0 0 0 0 3 N5 0 20.244 0 0 0 0 4 N6 0 3.596 0 0 0 0 5 1 N4 NC NC NC LOCKED NC NC 6 1 Totals: 0 52.515 0 7 1 COG (ft): X: 41.711 Y:0 Z:0 Member Section Forces Member Label -Sec. Axialfkl y Shearfk] z Shearfkl Torquefk-ft] y-y Mo... z-z MO- Ml 0 5.294 0 0 1.84 0 -22.001 -1.613 -22.701 -8.167 .542 -11.621 60.48 M2 11.76 60.48 10.92 43.47 10.08 27.72 9.24 13.23 10. 8.4 11 M3 8.4 0 12 4.2 -47.25 13. -63 J4. -4.2 -47.25 15 -8.4 0 16 M4 -8.4 17 -8.96 8.68 18 -9.52 17.92 19 -12.08 27.72 20 -12.64 40.08 21 M5 7.604 40.08 22_ 4.804 9.06 23 2.004 -7.96 24. -.796 -10.98 25 -3.596 0 Member Section Deflections (Bv Combination) 1 1 M1 1 0 0 0 0 NC NC 2 2 0 -.078 0 0 3783.844 NC 3 3 0 -.092 0 0 3203.034 NC 4 4 0 -.04 0 0 7336.817 NC 5 5 0 0 0 0 NC NC 6 1 M2 1 0 0 0 0 NC NC RISA-3D Version 11.0.0 [C:\RISA\untitled.r3d] Page 3 Company Designer Job Number Jan 30, 2014 1:05 PM Checked By:_ Member Section Deflections (Bv Combination) (Continued) 7 2 0 -.012 0 0 5788.5 NC 8 3 0 -.033 0 0 2179.226 NC 9 4 0 -.059-^ 0 0 1223.405 NC 10 5 0 /'-.1387 ^ 0 0 826.039 NC 11 1 M3 1 0 S087-^ 0 0 NC NC 12 2 0 -.428 0 0 1027.569 NC 13 3 0 7p56^ 0 0 732.143 NC 14 4 0 0 0 1027.569 NC 15 5 0 -.05 0 0 NC NC 16 1 M4 1 0 -.05 0 0 967.88 NC 17 2 0 -.035 0 0 1359.116 NC 18 3 0 -.022 0 0 2205.097 NC 19 4 0 -.01 0 0 4941.228 NC 20 5 0 0 0 0 NC NC 21 1 M5 1 0 0 0 0 NC NC 22 2 0 X0O4. 0 0 NC NC 23 3 0 / -f.014\ 0 0 NC NC 24 4 0 V-.017; 0 0 NC NC 25 5 0 0 0 NC NC Member Wood Code Checks (Bv Combination) 1 1 Ml 5.125X30.. .442 24.67 .428 24.67 Y .205 1.1 2.136 1.432 .265 18.388 .89 .128 3.9-3 2 1 M2 5.125X30.. .398 0 .433 0 Y 1.491 1.1 2.372 1.595 .265 9.068 .988 .932 3.9-3 3 1 M3 5.125X30.. .495 15 .309 0 Y .14 1.1 1.988 1.404 .265 20.278 .828 .087 3.9-3 4 1 M4 5.125X30.. .263 4 .465 4 Y 1.562 1.1 2.382 1.595 .265 7.404 .993 .976 3.9-3 5 1 M5 5.125X30.. .284 0 .280 0 Y .31 1.1 2.201 1.462 .265 16.557 .93 .193 3.9-3 RISA-3D Version 11.0.0 [C:\RISA\untitled.r3d] Page 4 EsGil Corporation In (PartnetsRip witH government for BuiCding Safety DATE: January 6, 2014 • APPLICANT • JURIS. JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: 13-3168 SET: I PROJECT ADDRESS: 2623 Gateway Rd. PROJECT NAME: Pad Building A; Bressi Ranch Village Center 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 checl< list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list Is enclosed for the jurisdiction to forward to the applicant contact person. ^ The applicant's copy of the check list has been sent to: Mascari Warner Architects (Aaron) I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. 1^ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Aaron Werner Telephone #: 619-814-0080 Date contacted: (by: ) Email: awerner@mascariwarner.com Fax #: Mail Telephone Fax In Person • REMARKS: By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • MB • PC 12/23/13 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858)560-1468 • Fax (858)560-1576 Carlsbad 13-3168 January 6, 2014 PLAN REVIEW CORRECTION LIST COMMERCIAL PLANCHECKNO.: 13-3168 OCCUPANCY: M/B TYPE OF CONSTRUCTION: V-B ALLOWABLE FLOOR AREA: OK SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 12/20/13 DATE INITIAL PLAN REVIEW COMPLETED: January 6, 2014 JURISDICTION: Carlsbad USE: Retail/Office ACTUAL AREA: 5000 STORIES: 1 HEIGHT: OCCUPANT LOAD: SheU DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/23/13 PLAN REVIEWER: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Unifonn 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 ordinances enforced 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. Code sections cited are based on the 2010 CBC, which adopts the 2009 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in confomiance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked UP list when vou submit the revised plans. Carlsbad 13-3168 January 6, 2014 20. 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 soil report are properiy incorporated into the plans (when required by the soil report). • STRUCTURAL 21. On sheets L2 and L4 of the calculations, special shear nailing is specified, but doesn't seem to be shown on the plans. 22. In the lateral analysis, please show what the stresses will be for each shear wall. It appears that the standard 6" nailing won't suffice for the walls on Line 3, etc. • ADDITIONAL 23. Please see below for MEP corrections. 24. 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. 25. 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 brieflv 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 26. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone numberof 858/560-1468, to perform the plan review for your project. Ifyou have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen PLUMBING (2010 CALIFORNIA PLUMBING CODE) MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) • The plumbing and mechanical (See "Energy") are fine as submitted. ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. The service/door arrangement is acceptable so long as the wall space opposite the service is empty, clear of any electrical equipment. ^GSSI Structural Engineers eo/,°i'c'. ^ Calculations for Bressi Ranch Village Center Pad Building A San Diego, CA Mascari Wamer Architecture 1717 Kettner Blvd, Ste 100 San Diego, CA 92101 Phone: 619-814-0080 December 2013 IGSSI structural Engineers SHEET . In PtX PROJECT py/S.'^^ ? k ENGR. GSSI NO. DATE 1 % |5 2., ^-6^ * —® -4rf • WXr MAtCM PAD BUILDING 'A' - ROOF FRAMING PLAN iKxr ticwATUMi Ml MOI D^itfi M HDiiD 01 n« roKMruw rLM> 1 ME*J»RTKIIN«L JWrCCMMICA. DPUMMitraiM.1. «Cf nOMltD MU. n.«iK)n. *ooma*M. onaat. nc. UE UM >. < set«CNiiEcnit4ici<u»<MMWi(Mi)CP9PMinraiv«timi i ni ocfOFEsio^ ». Dwain •enen. I ALt. JUWTft ttULL M BT VMCMHO SIWCnMB' DW IM'JOttt ruOtUiW M.EM NOIED OTWIMK. MTH DEPn* «0 WACKt M HVCrCD m !>« fLM. • ROOF JOM OEMQMCRITEMA^ A LOWS DL • DUP IOK) LL • LIVC LOtO •L • ft.a LL ' )*« P.LF f nDUaH.E) *. TOTA. LOAO (OL • Lj.1 Tl .LIMB n. • JOtT VMI b. LM L(MD (U.» A LL • LOM e iiLL •oar jo«t» VMu BE cnuEO a wajarttBCD BT itc nmnci^tit KMC tmrwrxr \ MMOC MB HiXXNa BCIXM SIUDt Ml JO«n Al MX. ITflL tTWM. Ill BiocKio • f%r*- twm t»i •LOCMO • T»r ttum r4i DLOCKW • xmr wrnmi W. ntOMDt acUCMI MUMQ «.L ^H. hi I 6LtC LAWUno MM ilEQ. BEM. 1. noiMMMOBMCf MMU'iS'ac •'cntrtnuneBiwcotMncnMLu.oM B. M OMUL conwciM 9HJU Mrvi TO na Momtct M FM IMMUM mtBt nrw UHOR WRTOSanu noDncAnoB 10 TIC mmL mo ncn cwccnoa. nc LAVCUT BULLMaioE ncnunnrm LOMM. rvxjvoiuNtM LOCATIM. Eic. n. c-r DOoTEi BEin ciWR nr PAD BUILDING 'A' - HIGH ROOF FRAMING PLAN OeiOTU ROC tLOK »-II.IU)X a TwiNMiu tWittt M *1 r M CMTEB OB oe •• BEE i: i I - h «< ^GSSI <<Q: <_ liJ u a: m Al HI.XA PROJ6CTWO. 2011003.11 82.2^ I FOB AOOIIIOW, MOTES. UE ItC BOOF fRtflDU njW IdU 1. HM APDiTUMJL Dovaaam. FMBH FLOO* tuvAnaa. COCKTE MMJO. aim. rtm LOCATIM tf mjxm oKAMi Konik. ETC KE TIC MCMnccTuui.«mwe DUMDCIL y iot-oEMMaMCM.itaARM«j.iNOTi>m^« TiCA«CHnEcniuL0B»«4M 4. rwvtm'9**-MJLl^l-^ia-MALLSvtltlICAL*tMWNCMtBABlkloK tm DETAILED AI EACN EW>. EACH COMB. «0 EACH B«lintCTItM Cf COCICIE M) tIAMMBT MALLS WM DOCLA TO rUTCM (LAT Jfe BAB OIA. M> 4* BAB OIA. lUncTIVELT t y FOB TTWCAL Fooraifi BP WIUA COWCB MO mwatcima »i *wj b AUMCHOBBaikAWMDLDCMMCMCMSriBIKnEDMFlACtPnOBIOCAifBtt CMOCTE BO FBIOB 10 CAiLBtt KB FONDATIm BBPECTin. ^ EKWOEiTFKMflDMAMMa WLMTTOWU. IOF PLATE AT KABBC H«LLI H«»E ~ DOO NOI OCCUB - - COBTBUCTICN MO JOBB LATOIT fUN MB BEvnH ciiOffi}uaiiiM*ft'0£.F0BL0CAnMCFM 14i* inoi ._ DtNOIEI HDLDOM ANCHOIt 5a IMU. n. FBioBionccamAcrcMiiEactiMauLOMsotMBvwTFaKMiUNMKCTUH TIC Km.1 OOMEB BULL AOVW n« BuaOBO cmCM M MmMQ THAT, A. TME BOlDMa MO MM FBDHiED *l ACCOBDiNCi UITH nc 90&S KFOBI B. DC VrajTT nWClO HAwt MM PBOWLT UOnuKI «0 COVACTO AHD C. TlCNINOATICMBCAVAnMfOIBVeiBaBEBMBCBWTCCmTMIIUnc ioa.> MFtiBT AHO APfBMp n.m namB SHMI VEBIFT nui iw PAD BUILDING 'A' - FOUNDATION PLAN I - JJI ^GSSI < zy - Ul 3 O OCL< Tr <J IV CP _ < <n: Q K g < ~3 —ujO oc m FOUNDATION PROJECT NO ai1900J.U 82.1 P Q p T P ' MEMBER REPORT Level, Roof: Joist ^ ^ 1 piece(s) 18" TJI® 560 @ 24" OC Overall Sloped Length: 30' 10 1/16" PASSED + 0 i L 12 O.S All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1299 @ 30' 5 1/2" 1581 (1.75") Passed (82%) 1.25 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1492 @ 5 1/2" 3788 Passed (39%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 11745 @ 14' 5/8" 18188 Passed (55%) 1.25 1.0 D + 1.0 Lr (All Spans) Uve Load Defl. (in) 0.587 @ 15' 2 7/16" 1.505 Passed (L/616) --1.0 D + 1.0 U (All Spans) Total Load Defl. (in) 1.272 @ 15' 2.007 Passed (L/284) -1.0 D + 1.0 Lr (All Spans) System: Roof Member Type: Joist Building Use : Commerdal Building Code: IBC Design Methodology: ASD Member Pitch; 0.5/12 • Deflection criteria: a (1/240) and TL (L/180). ' Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 7 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required ts achieve member stal}ility. Supports Bearing Length Loads to Suppoits OIx) Accessories Supports Total Available Required Dead Roof Uve Total Accessories 1 - Beveled Plate - SPF 5.50" 5.50" 1.75" 798 725 1523 Blocking 2 - Hanger on IS" GLB beam 3.S0" Hanger' 1.75" 655 665 1320 See note ' • Bloddng Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. • At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger • ' See Connector grid below for additional Informafion and/or requirements. Connector: Simpson Strong-He Connectors Support 1 Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Top Mount Hanger | Mrr418 2.50" 4-lOd X 1-1/2 4-lOd X 1-1/2 2-lOd X1-1/2 Loads Location Spadng Dead (0.90) Roof Uve (non-snow: 1.25} Comments 1 - Uniform(PSF) 0 to 30' 9" 24" 15.0 20.0 Roof 2 - Point(lb) 10' N/A 380 160 tower 3 - Point(ib) 15' N/A 150 - Weyerhaeuser Notes Weyerhaeuser wanants that the sizing of its products wiii be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Biocldng Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need fbr a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party cert'fied to sustainable forestry standards. The product application. Input design loads, dimensions and support information have been provided by Ft>rte Software Operator ^ SUSTAINABLE FORESTRY INmATIVE "Si? jC Pone Software Operator Bill Schell GSSI Engineers (619) 687-3810 bschell@gssi'Se com Job Notes 12/14/2013 10;54;20AM Forte v4,0, Design Engine; V5.6.1.203 Page 1 of 1 iGSSi structural Engineers Project: Bressi Retail Engr: B Schell V loUR SP. I Beams Building EV^t Sheet No. ProjectNo. 6146A. Date: 12/14/2013 t DRB-l Span I cant I DRB-2 Span 2 cants t DRB-4 t b Span 4 a Spans & Cantilevers Beam Total Loads Beam Dead Loads Loads Span 1 = 24.7 feet TLbeaml = 1.05 plf DLbeaml = 0.45 plf DL 15 psf Span 2 20.0 feet TLcantl 1.05 plf DLcantl 0.45 plf LL 20 psf Span 3 = 20.0 feet TLbeam2 l.OS plf DLbeam2 = 0.45 plf Trib. Width 30.0 feet Span 4 = 20.0 feet TLcant2 1.05 plf DLcant2 0.45 plf Deflection Allowable DRB-l 20.7 feet TLbeam3 = 1.05 plf DLbeam3 = 0.45 plf U 240 2000 psi"~^ cant 1 = 4.0 feet TLcant3 1.05 plf DLcant3 0.45 plf Fb U 240 2000 psi"~^ DRB-2 20.0 feet TLbeam4 = 1.05 plf DLbeam4 = 0.45 plf Fv = ~T55 psi cant 2 2.0 feet E 1800 ksi DRB-3 16.0 feet P, mech'l = 1.5 kips) cant 3 = 2.0 feet Camber = 1.5*DL deflection DRB-4 20.0 feet DRB-l DRB-2 1 DRB-3 DRB-4 Beam Width = 5 1/8 in. Beam Depth = 21 in. Vail = 14.8 kips Mall = /''"Tilt-kips I,beaml = 35S5'l'nM BeamlRr.TL = 10.9 kips Sliear OK BeamlRr, DL = 4/7kips Mx = j^\kips Bending OK I, req'd = 2318.199 inM Deflection OK Camber = 2/4 in. Beam Width Beam Depth Vail Mall I,beam2 Rb, max Rc, max Rb, max for x X, left Vb.left Vb,right Vc.left Vc.right Sliear O.K. " - a A Defl. allow. +Mx -Mb -Mc 20:8 kips 17.7 kips ^' n3.2 Jcips TO kips 8.5 kips •8.7 kips 45 ft-kips fl-kips ^ <y|^ 2. 22 ft-kips Beam Width = 5 1/8 in. Beam Width = 5 1/8 m. Beam Depth = 18 in. Beam Depth = 21^ Vail 12.7 kips Vail Cl4.8 kipsy Mall 55 ft-kips Mall 74 tt-kips I,beam3 = 2491 inM I,beam4 = 3955 inM Beam3Rr, TL = 8.4 kips Rd, max = ;.21.9>kips Shear OK Re, max = 10.1 kips Beam3Rr, DL = 3.6 kips Rd, max for x = 15.4 kips Mx 40 ft-kips X, left 10.4 kips Bending OK Vd,left 8.7 ft. I, req'd = 1075 inM Vd.right WES' Deflection OK Ve,left 8.3 kips Camber = 1/4 in. Sliear O.K. 1^ 1.00 Dfbeam2TL = 0.53 Dfbeam2DL = 0.23 Dfcantl DL = -0.02 Df Pl DL = -0.11 Dfcant2 DL = -0.01 DfP2DL = -0.04 Defl. tttax. = 0.35 Deflection O.K. Camber = 0 @1.5xDL +Mx -Md Bending O.K. Defl. allow. = Dfbeam4TL = Df beam4 DL = Dfcant3DL = DfP3DL Defl. max. = Deflection O.K. Camber = @1.5xDL 56 ft-kips 22 ft-kips 1.00 0.53 0.23 0.01 0.05 0.48 in. in. in. in. in. in. 1/4 in. Building D Roof Beams D RB-1, 2, 3,4.xls ^IFORTE MEMBER REPORT Level, Roof: Fiush Beam 1 piece(s) 5 1/4" x 18" 2.0E Parallam® PSL Overall Length: 21' 9" PASSED 1. + 21' 1 a i All loratlons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 9 LocaUon AlloMied Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 11138 @ 3 1/2" 11138 (2.83") Passed (100%) -1.0 D + 1.0 Lr (Ail Spans) Shear (Ibs) 13773 @ 19' 9 1/2" 22838 Passed (60%) 1.25 1.0 D -i-1.0 Lr (All Spans) Moment (Ft-lbs) 64642 @ 11' 10 13/16" 81872 Passed (79%) 1.25 1.0 D -I-1.0 Lr (All Spans) Uve Load Defl. (in) 0.531 @ 11' 11/16" 1.056 Passed (17478) -1.0 D -1-1.0 Lr (All Spans) Total Load Defl. (In) 1.115 @ 11' 1 3/8" 1.408 Passed (L/227) -1.0 D -1-1.0 Lr (All Spans) System ; Roof Member Type : Flush Beam Building Use: Commercial Building Code: IBC Design Methodology: ASD Member Pitch: 0/12 ' Deflection criteria: LL {1^240) and TL (L/180). ' Bracing (Lu): All compression edges (top and bottom] must be braced at 21' 4 1/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. Supports Bearing Length Loads to Supports Obs) Accessories Supports Total Available Required Dead Roof Uve Total Accessories 1 - Klanger on 18" GLB beam 3.50" Hanger' 2.83" 5827 5582 11409 See note ' 2 - Column - DF 5.50" 4.25" 3.95" 8491 7158 15649 1 1/4" Rim Board • Rim Board is assumed to carry ail loads applied directly above It, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equai to the width of the materiai that Is supporting the hanger • ' See Connector grid below fbr additionai information and/or requirements. Connecton Simpson Stroni I-Tie Connectors Support Model SeatLangth Top Nails Face Nails Member Nalis Accessories 1 - Top Mount Hanger Connector not found N/A N/A N/A N/A l^ads Location Tributary Width Dead (0.90) Roof Uve (non-snow: 1.25) Comments 1 - Unifomi(PSF) 0 to 21' 9" 30' 15.0 16.0 Roof 2 - Point(lb) 18' N/A 3900 2300 Weyerttaeuser Notes Weyeriiaeuser warrants that the sizing of its products will be in accordance with Weyeriiaeuser product design criteria and published design values. Weyertiaeuser expressly disclaims any other warranties related to the software. Refer to cunent Weyerhaeuser literatore for Instaiiation details, (wvnv.woodbywy.com] Accessories (Rim Board, Biocldng Panels and Squash Blocks) are not designed by tMs software. Use of this software is not intended to circumvent the need fbr a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactored at Weyerhaeuser bcllities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INmATIVE Forte Software Operator Job Notes Bill Schell GSSI Engineers (619) 687-3810 bschell@gssi-se com 12/14/2013 11:19:02 AM Forte v4.0, Design Engine: V5.6.1.203 Page 1 of 1 mfORTE MEMBER REPORT Level, Roof: Fiush Beam 1 piece(s) 5 1/4" x 18" 2.0E Parallam® PSL Overall Length: 30' 9" PASSED 1_ 30' 0 i All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual O Locatian Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 3977 @ 3 1/2" 5906 (1.50") Passed (67%) -1.0 D +1.0 Lr (All Spans) Shear (Ibs) 4833 @ 28' 9 1/2" 22838 Passed (21%) 1.25 1.0 D-Fl.OLr (All Spans) Moment (Ft-lbs) 39952 @ 15' 8 9/16" 81872 Passed (49%) 1.25 1.0 D •(• 1.0 Lr (All Spans) Uve Load Defl. (in) 0.383 @ 15' 8 1/15" 1.506 Passed (17944) ~ 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 1.308 @ 15' 6 1/8" 2.008 Passed (L/276) ~ l.OD-H.O Lr (All Spans) System : Roof Member Type : Hush Beam Building Use: Commercial Building Code: IBC Design Methodology: ASD Member Pitch: 0/12 ' Deflection criteria: U. (L/240) and TL (L/180). ' Bracing (Lu): All compression edges (top and bottom) must be braced at 30' 4 1/4" o/c uniess detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Supports Bearing Lengih Loads to Supports (Ibs) Accessories Supports Totai Available Required Dead Roof Uve Total Accessories 1 - Hanger on 18" GLB beam 3.50" Hanger^ 1.50" 2830 1168 (^3998^ See note > 2 - Column - DF 5.50" 4.25" 1.50" 3832 1722 5554 11/4" Rim Board • Rim Board is assumed to cany ail loads applied direcdy above It, bypassing the member being designed. • At hanger supports, the Totai Bearing dimension is equal to the width of the materiai that Is supporting the hanger • • See Connector grid below fbr additional information and/or requirements. Connector: Simpson Strom ]-Tle Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Top Mount Hanger HGLTV5.37 (Hl=18) 6.00" 6-16d common 12-16d common 6-16d common Loads Location Tributary Width Dead (0.90) Roof Uve (non-snow: 1.25) Comments 1 - Unifonn(PSF) 0 to 30' 9" 2' 15.0 20.0 Roof 2 - Uniform (PLF) 10' to 30' 9" N/A 190.0 80.0 tower 3-Polnt(lb) 10' N/A 900 - Weyerhaeuser Notes Weyerhaeuser wanrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to cunent Weyeriiaeuser literatore fbr installation details. (www.woodbywy.com) Accessories (Rim Board, Biocldng Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project Products manu^ctored at Weyerhaeuser facilities are Uilnl-party certified to sustainable fbrestiy standards. The product appiication. Input design loads, dimensions and support Information have been provided by Forte Software Operator ^ SUSTAINABLE FORESTRY INITIATIVE j Forte Software Operator Job Notes Bill Schell GSSI Engineers (619) 687-3810 bschell@gssi-se com 12/14/2013 11:11:15 AM Forte v4.0, Design Engine; V5.6.1.203 Page 1 of 1 P /> p T P * MEMBER REPORT Level, Roof: Fiush Beam 1 piece(s) 5 1/4" x 18" 2.0E Parallam® PSL Overall Length: 30' 9" PASSED 0 i All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actuai 9 Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 6164 @ 3 1/2" 6164 (1.57") Passed (100%) -1.0D + 1.0Lr(AII Spans) Shear (Ibs) 7023 @ 28' 9 1/2" 22838 Passed (31%) 1.25 1.0 D-I-1.0 Lr (All Spans) Moment (Ft-lbs) 58252 @ 15' 7 13/16" 81872 Passed (71%) 1.25 1.0 D-I-1.0 Lr (All Spans) Live Load Defl. (In) 0.719 @ 15' 5 3/8" 1.506 Passed (L/503) ~ 1.0 D-F 1.0 Lr (All Spans) Total Load Defl. (In) 1.921 @ 15' 5 7/16" 2.008 Passed (L/188) -1.0 D -Fl.O Lr (All Spans) System : Roof Member Type : Flush Beam Building Use: Commercial Building Code: IBC Design Methodology: ASD Member Pitch: 0/12 ' Deflection criteria: LL (17240) and TL (U180]. ' Bracing (Lu): Ail compression edges (top and bottom) must be braced at 30' 4 1/4" o/c unless detailed otiienvise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Length Loads to Supports (Ibs) Accessories Supports Total Available Required Dead Roof Uve Total Accessories 1 - Hanger on 18" GLB beam 3.50" Hanger' 1.57" 3854 2330 6184 See note ' 2 - Column - DF 5.50" 4.25" 2.04" 5046 3020 8066 11/4" Rim Board • Rim Board is assumed to cany all loads applied directiy above it, bypassing tiie member being designed. • At hanger supports, tiie Total Bearing dimension Is equal to tiie widtii of ttie material ttiat is supporting tiie hanger • ' See Connector grid below for additional information and/or requirements. Connector: Simpson Stront ]-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Top Mount Hanger HGLTV5.37 (Hl=18) 6.00" 6-16d common 12-16d common 6-16d common Loads Locatton TrilHitary Width Dead (0.90) Roof Uve (non-snow: 1.25) Comments 1 -Unifomi{PSF) 0 to 30' 9" 2' 15.0 20.0 Roof 2 - Unifomi(PLF) 5' to 30' 9" N/A 275.0 160.0 tower Weyeriiaeuser Notes Weyeriiaeuser warrants ttiat ttie sizing of its products will be in accordance wltti Weyeriiaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literatore fbr installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by ttiis software. Use of tiiis software is not Intended to drcumvent ttie need for a design professional as determined by tiie auttiority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactored at Weyerhaeuser ^cilities are ttiird-party certifled to sustainable forestry standards. The product application. Input design loads, dimensions and support Information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes Bill Schell GSSI Engineers (619) 687-3810 bschell@gssi-5e com 12/14/2013 11:14:10 AM Forte v4.0, Design Engine: V5.6.1.203 Page 1 of 1 Project: Structural Engineers Engr: Sheet (l^. GSSI No. 13315A Date 12/14/2013 . Joist and Beam Capacities 2 X Joists Av= 180 psi Repetitive Use Increase = 1.15 •Wind Load Increase 1.6 Fb = 900 psi Roof Load increase 1.25 Wind Wind Width Depth Actual Width Depth Cf Area Section Modulus Moment of Inertia Shear Vr.floor Moment Mr.floor Shear Vr.roof Moment Mr.roof Shear Vr.roof Moment Mr.roof 2 4 1.5 3.5 1.5 6.3 3.1 5.4 630 396 788 495 1.008 634 2 6 1.5 5.5 1.3 8.3 7.6 21 990 848 1,238 1,060 1.584 1.357 2 8 1.5 7.25 1.2 10.9 13.1 48 1,305 1,360 1,631 1,700 2.088 2.176 2 10 1.5 9.25 1.1 13.9 21.4 99 1,665 2,029 2,081 2,537 2,664 3,247 2 12 1.5 11.3 1.0 16.9 31.6 178 2,025 2,729 2,531 3,411 3,240 4,366 2 14 1.5 13.3 0.9 19.9 43.9 291 2,385 3,407 2.981 4.259 3.816 5,451 4 X Beams Av= 180 psi Fb = 1000 psi Wind Wind Nominal Width Depth Actuai Width Depth Cf Area Section Modulus Moment of inertia Shear Vr,floor Moment Mr.floor Shear Vr.roof Moment Mr.roof Shear Vr.roof Moment Mr.roof 4 4 3.5 3.5 1.5 12.3 7.1 12.5 1,470 893 1,838 1.117 2.352 1.429 4 6 3.5 5.5 1.3 19.3 17.6 49 2,310 1,912 2.888 2,390 3.696 3.059 4 8 3.5 7.25 1.3 25.4 30.7 111 3,045 3,322 3,806 4.152 4.872 5.315 4 10 3.5 9.25 1.2 32.4 49.9 231 3,885 4,991 4.856 6.239 6.216 7.986 4 12 3.5 11.3 1.1 39.4 73.8 415 4,725 6,768 5.906 8.459 7.560 10.828 4 14 3.5 . 13.3 1.0 46.4 102.4 678 5,565 8,534 6.956 10,668 8,904 13,655 4 16 3.5 15.3 1.0 53.4 135.7 1034 6,405 11,305 8.006 14.131 10,248 18,088 6 X Beams Av = 170 psi Fb = 1350 psi Wind Wind Nominal Width Depth Actual Width Depth Cf Area Section Modulus Moment of Inertia Shear Vr.floor Moment Mr.floor Sheaf Vr.roof Moment Mr.roof Shear Vr,roof Moment Mr.roof 6 6 5.5 5.5 1.0 30.3 27.7 76.3 3,630 3.120 4.285 3.899 5.485 4.991 6 8 5.5 7.5 1.0 41.3 51.6 193 4.950 5,801 5.844 7,251 7.480 9,281 6 10 5.5 9.5 1.0 52.3 82.7 393 6,270 9,307 ^1.63^ 9.475 14,891 6 12 5.5 11.5 1.0 63.3 121.2 697 7,590 13,638 8.960 17^048^ 11.469 21.821 6 14 5.5 13.5 0.98 74.3 167.1 1128 8,910 18.419 10.519 ^23.023 , 13,464 29,470 6 16 5.5 15.5 1.0 85.3 220.2 1707 9,662 24,033 12,077 30,041 15.459 38.452 Project Bressi A Structural Engineers Engr B Schell Sheet GSSI No. Date 12/14/2013 Stud Wall Design 2010 CBC, NDS 3.9.2 Location: Typical stud wall @ Pad A BasicLoad Case: D + W Do not change this or any spreadsheet Copy it to your project directory and change it there. Stud height = TOS - joist depth-curb ht. Stud Grade = D.F. #2 Stud height = 15.5 ft. Stud height = 15.5 CBC or DSA? CBC Stud spacing = 16 inches on center Fc = 1350 psi Stud Size = 2x6 Topofshtg- 17 ft. Fb = 850 psi Width = 1.5 inches joist depth = 1.5 ft. E = 1,600,000 psi Depth = 5.5 inches curb ht. = 0 ft. ^min ~ 580,000 psi le/d, max. 50 height = E' • = min Emin*CM_E*Ct*C|'Cx Ie/d = 34 < le/d, max OK! 15.5 E' • = mm 580,000 psi fc = 121 psi fc = P/A C = 0.8 FcE = 417 psi = .822*E'min/(le/d)'^2 Occup. Category= II F* = ' c 2376 psi F*c ~ EC'CD'CM FC'C'CF FC* Wind (Pne.) = qs*Kz*Cne,[l*Kzt] Fc' = 401 psi F'c = F|:*CO*CM_PC*C *CF_FC* 1 = 1.00 fb = 1009 psi fb = M*12/(b*d'*2/6) qs = 18.5 psf Fb' = 2387 psi F'b = Fi,*CD*CM_Fb*Ct*CL*Cf Kz = Cnet, max = w, wind = Moment = Axial load = 0.85 0-15=.85,-20=.9,-25=.94,-30=.98,-40=1.04 Cp = (1+Fce/FV(2*c)-sqrt(((1+FcE/F*c)/(2*c))'>2-(FcE/F%)/c)) 1.01 ratio = (fc/Fc')'^2+fb/(Fb'(l-(fc/FcE))<= 1.00 1.00 see ASCE 7 6.5.7 15.9 psf 477 ft-lbs/ft 750 lbs/ft 0.09 + 0.60 = 0.69 < 1.00 Okay Use 2x6 studs @ 16 in o/c Deflection, allowable = 240 = 0.78 Load Duration Factor (Table 2.3.2) Deflection 0.58 in. Deflection OK, See CBC 7, Table 1604.3, note f Duration, CQ= 1.60 1.00 for normal, 1.6 for wind, 1.6 for seismic Wet Use Factor for Fb (Table 4A) Wet Use. Fb ~ 1.00 1.00 @ normal conditions, 0.85 @ exposed conditions, when Fb *Cf<1150 psi, Cm - 1.0 Wet Use Factor for Fc (Table 4A) Wet Use. ^M_Fc'" 1.00 1.00 @ normal conditions, .8 @ exposed conditions, when Fc*Cf<750 psi. Cm = 1.0 @Fc*Cf_fc= 441 psi. Cm = 1.0 Fc*Cf_fc = ## psi Wet Use Factor for E (Table 4A) Wet Use, OM E = 1.00 1.00 @ normal conditions and 0.90 @ exposed conditions Size Factor for Fb (bending) Size Factor, Cp= 1.3 1.5 @ 2x4, 3x4, 4x4,1.3 (g 2x6, 3x6, 4x6, 4x8, 1.2 @ 2x8, 3x8, 4x10 1.1 ©2x10,3x10,4x12, 1.0 @ 2x12, 3x12 Size Factor for Fc' (compression) Size Factor, Cp FC - 1-10 1.15 @ 4 inch deep members, 1.1 @ 6 inch deep members, 1.05 @ 8 inch deep members, 1.0 @ 10 and 12 inch deep members & 0.9 for 14 inch deep members Bending Stress Increase in lieu ofthe Repetitive Factor for Fb'. see CBC section 2306.2 Rep. Factor, = 1.35 2x4 =1.5, 2x6 = 1.35, 2x8 = 1.25, 2x10 = 1.2, 2x12 = 1.15 The following factors = 1.0, C, (temperature), Cj (Buckling stiffness), Cfu (Flat Use ), Ci (Incising), CL (Beam Stablity) 2010 Stud Combination Pad A.xisx ^GSSI Structural Engineers Project: Bressi A Engr: B Schell Sheet: S- Project No: A. Date: 12/14/2013 . Grade = FC4 = E4 = Errin4 — ^ mln4 FC6 = E6 = Emln6 — F' — mine C' = le/d, max = Fbrg = Allowable Post Loads CBC 2010. Sec. 2307 D.F. #1 1400 psi 1,600,000 psi 580,000 psi 580,000 psi 1000 psi 1,600,000 psi 580,000 psi 580,000 psi 0.80 50 625 psi @ 4xposts @ 4xposts @ 4xposts @ 4xposts, E,„i„*CM_E*C,*Ci*CT @ 6xposts and larger @ 6xposts and larger @ 6xposts and larger @4xposts, E„i„*CM_E*C,*Ci*CT (0.80 for sawn lumber, 0,85 for poles, 0.90 for glue-laminated lumber FcE4 = .822*E'„in4/(ie/d)'^2 FcE6= .822*E'mi„6/(le/d)'^2 F*c4 - Fc*CD*CM_Fc*Ct*CF_Fc*Q F*c6 - Fc*CD*CM_Fc*Ct*CF_Fc*Q Fc = F;((1 +(F,E/Fc))/(2*c')-sqrt(((1 +(FCE/FJ)/(2*C'))^2-(FCE/F,)/C')) F'c = Fc*CD*CM_Fc*Ct*CF_Fc*C|*Cp Pall= A * F'c*Cd*Cm*Cf' Duration Factor 1.00 for Fc only, Cd = 1.0 for F^,^ Wet Use Factors for Fc Wet Use, C„ = 1.00 @ 4x's: 1.00 @ normal conditions and 0.80 @ exposed conditions, when Fc*Cf<750 psi. Cm = 1.0 Wet Use, Cm = 1.00 @ 6x's and larger: 1.00 @ normal conditions and 0.91 @ exposed conditions Wet Use Factors for E Wet Use, Cm = 1.00 @ 4x's: 1.00 @ normal conditions and 0.90 @ exposed conditions Wet Use, Cm = 1.00 @ 6x's and larger Size Factors for Fc Size Factor, Cf = 1.15 @ 4x4 posts Size Factor, Of = 1.10 @ 4x6 posts Size Factor, Of = 1.05 @ 4x8 posts Size Factor, Cf = 1.00 @ 4x10 posts Size Factor, Cf = 1.00 @ 6x posts and larger The following factors = 1.0, C, (temperature), Cj (Buckling stiffness), Cfu (Flat Use), Q (Incising), CL (Beam Stablity), Cr (Repetitive) Allowable Post Loads, kips Posf Size Height, fl Pendicular to Grain Bearing Posf Size 8 9 10 11 12 13 14 15 16 17 18 19 Pendicular to Grain Bearing 4 X 4 7.5 6.1 5.0 4.2 3.6 3.9 2.6 7.7 6 X 4 11.7 9.5 4. 7.8 6.6 5.6 6.1 4.1 h/d exceeds 50 12 8 X 4 15 12 10 9 7 8 5 16 10 X 4 19 16 13 11 9 10 7 20 4 X 6 22 19 17 15 13 14 10 9 8 7 6 5 12 6 X 6 33 29 26 22 4- -t- 20 17 - - f 15 12 11 t 10 + 9 19 8 X 6 45 40 35 31 27 23 21 18 16 14 13 , 12 26 10 X 6 57 51 44 39 34 30 26 23 20 18 16 15 33 12 X 6 68 60 53 46 40 35 31 t \ 27 24 22 19 18 39 4 X 8 37 35 33 30 27 33 22 20 18 16 15 13 16 6 X 8 54 51 48 45 41 37 34 31 28 25 23 21 26 8 X 8 74 70 66 61 56 51 46 42 38 34 31 28 35 io X 8 93 89 83 77 71 64 58 53 48 43 39 36 45 12 X 8 111 105 99 1 91 84 76 69 63 57 51 47 42 53 2010 Post Table.xIsx IGSSI Structural Engineers Sheet No. Project: Bressi A Project No.: A. Engr.: B Schell Date: 12/14/2013 Square Spread Footing Design (2010 CBC) F5 F4.5 F4 F3.5 F3 F2.5 Soil Capacity * = 2500 psf Size, WxB 5.0 4.5 4.0 3.5 3.0 2.5 Concrete, f c = 3000 psi Area, ft'^2 25.0 20,3 16.0 12.3 9.0 6.3 Reinforcement, fy = 60,000 psi Footing Thickness, in. 15 15 15 12 12 12 Soil Bearing Capacity 2500 2500 2500 2500 250^ 2500 * Increase 300 psf for each in width fi om 2 P, allowable, kips Pu, allowable, P*l.55 • 90 J 47 73 29 45 /5 23 feet, with 4,000 max. Column Size, in. Effective Ftg, d, in. 10 11 10 11 10 11 12 8 12 8 12 8 Soils Pressure, ksf 3.6 3.6 3.6 3.6 3.6 3.6 Increase width from = 2 ft. Shear: Increase = 0 Punching shear, kips 79 62 46 35 23 13 Maximun Increase = 2,500 psf Vu, allowable, kips 172 172 172 119 119 119 VuOK Vu OK Vu OK Vu OK Vu OK VuOK Beam shear, kips 4.2 3.3 2.4 2.1 1.2 0.3 Vu, allowable, kips 12.3 12.3 12.3 8.9 8.9 8.9 VuOK VuOK Vu OK Vu OK Vu OK VuOK Bending: Mu, ft-kips 7.8 6.0 4.5 2.8 1.8 1.0 Ku, psi 71 55 41 49 32 18 P 0.0012 0.0009 0.0007 0.0008 0.0005 0.0003 As, in-^l 1.06 0.74 0.49 0.37 0.20 0.09 Number of Rebars 6 5 5 4 4 4 Rebar size #5 #5 #5 #5 #5 #4 As, actuai, in.'^2 1.86 1.55 1.55 1.24 1.24 0.80 p,niin= 0.0018 As, min. in.^2, p=0.001i 1.62 1.46 1.30 0.91 0.78 0.65 As OK As OK As OK As OK As OK As OK C-Vr> 35: ?7 12/14/2013 Spread Footing 2500 psf xlsx ^GSSI SHEET PROJECT ^(iXrf?'^ 'ph^ ^ GSSI NO. Structural Engineers ENGR. DATE t'f-^'- C/Lb 1 1 ' P"' ill , ^ —.'Tfe' \ IF; ^GSSI Structural Engineers Project: Bressi A Engr B Schell Sheet L - GSSI No. A. Date 12/14/2013. East-West Direction: Design Parameters ASD or Strength Design SDS R factor Importance Factor. I Redundacy Factor, p C, = SDS/(R/I) CS.ASD Lateral Loads Flat Roof Stud Wall Interior Wall Parapet Walls w 1 148 22 18 6 ASD 0.9 6.5 1.00 1.00 0.14 0.10 w2 w3 Loads: Flat Roof Stud Wall Interior Wall Seismic Load: 25 psf 2.5 psf 15 psf 1.5 psf 8 psf 0.8 psf w 4 194 Diaphragm Dim's & Wali hts. No. of Walls Dia. Depth 60 ft. 2 Stud Wall ht. 15 ft. 3 Interior Wall ht. 15 ft. 2 Parapet ht. 2 ft. psf East-West Direction: Roof 1/2" Plywood Sheathing wl 10d nails From Dia. depth ft. Dia. width ft. w.plf Shear Ibs. Dia. V Shear plf Wall Length ft. Wall Shear plf Wall Type Wall V. allow, plf Cant. A Total 60 60 0 85 194 194 8,259 8.259 0 138 29 285 320 E Cant. 60 60 85 0 194 0 8.259 138 Total 8.259 32 '"^258 6E 320 1 I '^1 3\ 2010 One Level Seismic E-W .xlsx ^GSSI structural Engineers Project: Bressi A Engr B Schell Sheet L - <^ . GSSI No. A. Date 12/14/2013. Shear Wall Type Schedule: 1/2" Plywood Sheathing w/ lOd nails Wall Wal Notes Types v.allow 6E 320 plf Vll 2x studs @ panel edges 4E 500 plf w/ 3x studs @ panel edges & sill plate 3E 650 plf w/ 3x studs @ panel edges & sill plate 2.5E 750 plf w/ 3x studs @ panel edges & sill piate 2E 850 plf w/ 3x studs &. Dane] edqes & sill plate 4E2 1000 plf Sheathing on each face w/ 4x studs @ panel edges & 3x sill plate 3E2 1300 plf Sheathing on each face w/ 4x studs @ panel edges & 3x sill plate 2.5E2 1500 plf Sheathing on each face w/ 4x studs @ panel edges & 3x sill plate 2E2 1700 plf Sheathing on each ^ce w/ 4x studs @ panel edges & 3x sill plate 2010 One Level Seismic E-W.xisx iGSSi structural Engineers Project: Bressi A Engr B Schell Sheet GSSI No. A. Date 12/14/2013. North South Direction: Design Parameters ASD or Strength Design SDS R factor Importance Factor, I Redundacy Factor, p CS=SDS/(R/I) Cs.ASD Lateral Loads Flat Roof Stud Wall Interior Wall Parapet Walls w 1 89 22 18 6 135 ASD 0.9 6.5 1.00 1.00 0.14 0.10 w2 w3 Loads: flat Roof Stud Wall Interior Wall 15 psf 15 psf 8 psf Seismic Load: 1.5 psf 1.5 psf 0.8 psf w4 Diaphragm Dim's & Wall hts. No. of Walls Dia. Depth 2 Stud Wall ht. 3 Interior Wall ht. psf 2 Parapet ht. 60 ft. 15 ft. 15 ft. 2 ft. North South Direction: Roof 1/2" Plywood Sheathing w/ lOd nails From Dia. Dia. w.plf Shear Dia. V Wall Wall Wall Wall depth width Shear Length Shear Type v.allow. ft. ft. Ibs. plf ft. plf plf Cant. 85 0 135 -0 1 85 60 135 4.050 48 Total 5.750 56 103 6E 320 3 85 60 135 4.050 48 Cant. 85 0 0 - Total 8.050 16 503 k 650 2010 One Level Seismic N-S.xisx SHEET ^^^jl^^^^j PROJECT GSSI NO. structural Engineers ENGR. DATE ^f>AT e^^ 5^*. 4o ''i-^ -4 fs$yf5><?^ i5>i?^ I Leighton andAssociates, Inc. A LEIGHTON GROUP COMPANY To: February 19, 2014 Regency Bressi LLC c/o Athena Property Management 41 Corporate Park, Suite 260 Irvine, CA 92606 ProjectNo. 10601.001 Attention: Mr. Jeff Lochner Subject: Geotechnical Review of Foundation Plan, Pad A of Bressi Ranch Village Center, Carlsbad, California References: Leighton, and Associates, 2014, Geotechnical Update, Pad A of Bressi Ranch Village Center, Carlsbad, California, Project No. 10601.001, dated February 14, 2014 GSSI Structural Engineers, 2014, Foundation Plans, Pad Building "A", Bressi Ranch Village Center, Carlsbad, California, Sheets Sl.l, SI.2, S2.1, and S3, received February 19, 2014 In accordance with your request, we have performed a geotechnical review of the referenced foundation plans (GSSI Structural Engineers, 2014) for the subject project. Our review was performed to identify potential conflicts with the intent of the referenced geotechnical document. Based on our review, the plans appear to be in general conformance with our recommendations (Leighton, 2014). The conclusions and recommendations presented in this review are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can and do occur. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction ofthe project. Only with these observations are we able to confirm that our preliminary findings are representative for this site. 0 3934 IVIurphy Canyon Road; Suite 8205 • San Diego, CA 92123-4425 858.292,8030 • Fax 858.292.0771 • www.leightongeo.com 10601.001 If you have any questions regarding our letter, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 45283 Associate Engineer Distribution: (2) Addressee 2-Leighton 4 Leighton andAssociates, Inc. A LEIGHTON GROUP COMPANY February 6, 2014 (Revised February 14, 2014) ProjectNo. 10601.001 To: Regency Bressi LLC c/o Athena Property Management 41 Corporate Park, Suite 260 Irvine, CA 92606 Attention: Mr. Jeff Lochner Subject: Geotechnical Update, Pad A of Bressi Ranch Village Center, Carlsbad, California References: California Building Standards Commission (CBSC), 2010 & 2013, California Building Code (CBC) Leighton, and Associates, 2007, Geotechnical Preliminary Investigation, Bressi Ranch Village Center, A Portion of Planning Area PA-15, Carlsbad, California, Project No. 971009-047, dated January 25, 2007 , 2008a, Addendum Geotechnical Recommendations for Structural Foundations and Exterior Concrete Flatwork, Bressi Ranch Village Center, a Portion of Planning Area PA-15, Carlsbad, California, Project No. 971009-050, dated January 15, 2008. , 2008b, Geotechnical As-Graded Completion Report of Rough and Fine Grading, Building Pads for Major "A" through "C", Pad "A", and Shops "A", "B", and "D" through "G", Bressi Ranch Village Center, Carlsbad, California, Project No. 971009-050, dated March 24, 2008 , 2009, As-Graded Report of Post Grading, Bressi Ranch Village Center, Carlsbad, California, Project No. 971009-051, dated June 11,2009 In accordance with your authorization, this letter presents Leighton's geotechnical update for the proposed final development of Pad A at Bressi Ranch Village Center, Carlsbad, California. The purpose of this update study was to review our previous geotechnical reports (Leighton, 2007, 2008a, 2008b and 2009), and to provide seismic 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongroup.com 10601.001 design parameters in accordance with the 2010 and 2013 CBC. We also performed a site visit on January 31, 2014 to observe current conditions. As background, Leighton performed the geotechnical observations and testing during the rough and fine grading ofthe subject site in 2008 and 2009 (Leighton, 2008b and 2009). Based on our understanding of the site conditions and review of the referenced geotechnical documents, the geotechnical conditions of the subject site have not changed, excluding the growth of weeds, minor desiccation and slightly weathered near surface soils. Therefore, it is our professional opinion that the geotechnical recommendations presented in the referenced geotechnical reports (Leighton, 2007, 2008a, 2008b and 2009) are still applicable for its intended use, provided the following recommendations are incorporated into the design and construction of the proposed building and improvements. In addition, the following items should be noted: • The site is underlain by artificial fill consists of mixture of soils ranging from silty sands to clays with permeable and impermeable layers, which can transmit and perched ground water in unpredictable ways. Therefore, Low Impact Development (LID) measures may impact down gradient improvements and the use of some LID measures may not be appropriate for this project. Bio-retention and/or bio-filtration stormwater systems should be lined with a 30-mil impermeable geomembrane. • Based on our professional experience during the development of other portions of the Bressi Ranch project, the subgrade soils beneath the proposed structures and exterior concrete flatwork at the site may consist of medium to highly expansive soils. In addition, we understand that the City of Carlsbad may require replacement of concrete flatwork within their easements that may have excessive differential heaving/uplift. In order to reduce the impacts of the expansive soils including the potential for heaving of the concrete flatwork (not sutiject to traffic loading), we recommend that the recommendations presented in our January 15, 2008 addendum letter (Leighton, 2008a) be incorporated into the design and construction of the structural foundations and concrete flatwork at the site. • Imported soil, if needed to raise the site grades, should be granular and have an expansion index less than 50 (per ASTM Test Method D4829). Import soils and/or the borrow site should be evaluated by the geotechnical consultant prior to importation. 2010 CBC Seismic Parameters The effect of seismic shaking may be mitigated by adhering to the California Building Code and state-of-the-art seismic design practices of the Structural Engineers 2- Leighton 10601.001 Association of California. Provided in the table below are the spectral acceleration parameters for the site (latitude 33.1276, longitude-117.25505) determined in accordance with the 2010 CBC and the USGS Seismic Design Maps Web Application (Version 5.1.0). Site Class D Site Coefficients Fa = 1.057 Fv = 1.580 Mapped MCE Spectral Accelerations Ss = 1.108g Si = 0.420g Site Modified MCE Spectral Accelerations SMS = 1.171g SMI = 0.663g Design Spectral Accelerations SDS = 0.780g SDI = 0.442g The peak horizontal ground acceleration associated with the Maximum Considered Earthquake (MCE) Ground Motion is 0.47g. The peak horizontal ground acceleration associated with the Design Earthquake Ground Motion is 0.31 g. 2013 CBC Seismic Parameters The following seismic design parameters for the site are the risk-targeted spectral acceleration parameters for the site determined in accordance with the 2013 California Building Code and the USGS Worldwide Seismic Design Values tool (Version 3.1.0). 2013 CBC Risk-Targeted Mapped Spectral Acceleration Parameters Site Class D Site Coefficients Fa = 1.084 Fv = 1.597 Mapped MCER Spectral Accelerations Ss = 1.040g Si = 0.403g Site Modified MCER Spectral Accelerations SMS = 1-128g SMI = 0.644g Design Spectral Accelerations SDS = 0.752g SDI = 0.429g Leighton 10601.001 Utilizing ASCE Standard 7-10, in accordance with Section 11.8.3, the following additional parameters for the peak horizontal ground acceleration are associated with the Geometric Mean Maximum Considered Earthquake (MCEG). The mapped MCEQ peak ground acceleration (PGA) is 0.398g for the site. For a Site Class D, the FPGA is 1.102 and the mapped peak ground acceleration adjusted for Site Class effects (PGAM) is 0.438g for the site. Limitations Recommendations contained in this letter are based on our site reconnaissance, background review, and present knowledge of the proposed construction. It is possible that soil conditions vary between or beyond the points explored. If soil conditions are encountered during grading or foundation excavation, which differ from those described in the original geotechnical reports, our firm should be notified immediately in order that a review may be made and any supplemental recommendations provided. Our firm has performed our services in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty is made or intended. We appreciate the opportunity to be of service on this project. Should you have any questions related to this report, please contact our office at your convenience. Respectfully submitted, LEIGHTON and ASSOCIATES, INC. William D. Olson, RCE 45283 Associate Engineer Michael R. Stewart, CEG 1349 Vice President / Principal Geologist Distribution: (4) Addressee -4-4 Leighton GEOTECHNICAL PRELIMINARY INVESTIGATION, BRESSI RANCH VILLAGE CENTER, A PORTION OF PLANNING AREA PA-15, CARLSBAD, CALIFORNIA Prepared For: LNR PROPERTY CORPORATION COMMERCIAL PROPERTY GROUP 4275 EXECUTIVE SQUARE, SUITE 210 LA JOLLA, CALIFORNIA 92037 Project No. 971009-047 January 25, 2007 Leighton and Associates, A LEIGHTON GROUP COMPANY Leighton and Associates, Inc. A LEIGHTON GROUP COI«PANY January 25,2007 To: Project No. 971009-047 LNR Property Corporation Commercial Property Group 4275 Executive Square, Suite 210 La Jolla, Califomia 92037 Attention: Mr. Jeff Williams Subject: Geotechnical Preliminary Investigation, Bressi Ranch Village Center, A Portion ofPlanning Area PA-15, Carlsbad, Califomia In accordance with your request and authorization, we have conducted a preliminary geotechnical investigation for the proposed Bressi Ranch Village Center within a portion ofPlanning Area PA- IS at the Bressi Ranch development, located in Carlsbad, Califomia. Based on the results of our study, it is our professional opinion that the site is suitable for the proposed retail development and associated improvements. The accompanying report presents a summary of our preliminary investigation and provides preliminary geotechnical conclusions and recommendations relative to the proposed site development. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted. LEIGHTON AND ASSOCIATES William D. Olson, RCE 452 Associate Engineer hdall K. Wagner, CEG 1612 ncipal Geologist Distribution: (4) Addressee (3) PDC, Attention: Karen Beighley 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongeo.com 971009-047 TABLE OF CONTENTS Section Page 1.0 INTRODUCnON 1 1.1 PURPOSE AND SCOPE 1 1.2 SITE LOCATION AND DESCRIPTION 3 1.3 PROPOSED DEVELOPMENT 3 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING 4 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS 5 3.1 GEOLOGIC SETTING 5 3.2 AS-GRADED GEOLOGIC CONDMONS 5 3.3 SirE-SPEQRC GEOLOGY 5 3.3.1 Artificial Documented Fill (Map Symbol-Af) 5 3.3.2 Santiago Formation (Map Symbol-Tsa) 6 3.4 GEOLOGIC STRUCTURE 6 3.5 SURFACE AND GROUND WATER 6 3.6 FAULTING AND SEISMICITY 7 3.7 FLOOD HAZARD 8 3.8 GRADED SLOPES 8 4.0 CONCLUSIONS 9 5.0 RECOMMENDATIONS 11 5.1 EARTHWORK 11 5.1.1 Site Preparation 11 5.1.2 Mitigation of Cut/Fill Transition Conditions 12 5.1.3 Mitigation of High to Very High Expansive Soils at Finish Grade 12 5.1.4 Excavations 13 5.1.5 Fill Placement and Compaction 13 5.2 FOUNDATION DESIGN CONSIDERATIONS 14 5.2.1 Moisture Conditioning 15 5.2.2 Seismic Design Parameters 16 5.2.3 Foundation Setback 16 5.2.4 Anticipated Settlement 17 5.3 LATERAL EARTH PRESSURES 17 5.4 FENCES AND FREESTANDING WALLS 19 5.5 GEOCHEMICAL CONSIDERATIONS 20 5.6 PREUMINARY PAVEMENT DESIGN 20 5.7 CONTROL OF SURFACE WATER AND DRAINAGE 22 5.8 SLOPE MAINTENANCE GUIDELINES 23 4 Leighton 971009-047 TABLE OF CONTENTS (Continued^ Section Page 5.9 UNDSCAPING AND POST-CONSTRUCTION 23 5.10 CONSTRUCTION OBSERVATION AND TESTING 24 6.0 LIMITATIONS 25 ASFE Important Information About Your Geotechnical Engineering Report 26 TABLES TABLE 1 - PRESATURATION RECOMMENDATIONS BASED ON FINISH GRADE SOIL EXPANSION POTENTIAL - PAGE 15 TABLE 2 - MINIMUM FOUNDATION SETBACK FROM DESCENDING SLOPE FACES - PAGE 17 TABLE 3 - LATERAL EARTH PRESSURES - PAGE 18 TABLE 4 - PRELIMINARY PAVEMENT SECTION DESIGNS - PAGE 21 FIGURES FIGURE 1 - SITE LOCATION MAP - PAGE 2 FIGURE 2 - GEOTECHNICAL MAP - REAR OF TEXT APPENDICES APPENDIX A - REFERENCES APPENDIX B - BORING AND TEST PIT LOGS APPENDIX C - LABORATORY TESTING PROCEDURES AND TEST RESULTS APPENDIX D - GENERAL EARTHWORK AND GRADING SPEQFICATIONS -u- 4 Leighton 971009-047 1.0 INTRODUCTION 1.1 Purpose and Scope This report presents the results of our preliminary geotechnical investigation for the Bressi Ranch Village Center retail development at the Bressi Ranch project located in Carlsbad, Califomia (Figure 1). The purpose of our preliminary geotechnical investigation was to evaluate the existing geotechnical conditions present at the site and to provide preliminary geotechnical conclusions and recommendations relative to the proposed retail development. As part of our preliminary investigation of the site, we performed the following: • Review of available pertinent, published geotechnical reports, geologic literature, and maps (Appendix A). • Field reconnaissance ofthe existing onsite geotechnical conditions. • Subsurface exploration consisting of the excavation and logging of 21 small-diameter borings and 13 exploratory test pits, as well as, obtaining representative drive and bulk samples for laboratory testing. The approximate boring and test pit locations are shown on the Geotechnical Map (Figure 2). The logs of the borings and test pits are presented in Appendix B. • Laboratory testing of representative soil samples obtained from the subsurface exploration. Results of these tests are presented in Appendix C. • Compilation and analysis of the geotechnical data obtained from the field investigation and laboratory testing. • Preparation of this report presenting our findings, conclusions, and geotechnical recommendations (including General Earthwork and Grading Specifications presented as Appendix D) with respect to the proposed design, site grading, and general constmction considerations. 4 Leighton ':f» Retail Center Planning Area PA-15 Bressi Ranch Carlsbad, California SITE LOCATION MAP Project No. 971009-047 Date January 2007 Figure 1 971009-047 1.2 Site Location and Description The Bressi Ranch development is located southeast of the intersection of El Camino Real and Palomar Airport Road in the central portion of the City of Carlsbad, Califomia (Figure 1). The Bressi Ranch Village Center is located in the northem portion of the Bressi Ranch project south of Gateway Road, east of the affordable housing site and the Village Square, north of Bressi Ranch Way, and west of El Fuerte Street (Figures 1 and 2). The mass grading operations for Planning Area PA-15 were performed between July 2003 and July 2004 (Leighton, 2004b). The rough grading resulted in a sheet-graded pad with a high point in the middle of the site at an approximate elevation of 411 feet mean sea level (msl) and gently sloping grades falling to an approximate elevation of 400 feet msl to the west and east. Rough grading also included the constmction of three desilting basins on the site. Post grading Improvements of Planning Area PA-15 included the placement of underground utilities in the streets, constmction of paved streets (including Finnila Place, which separates the westem and main portion of the retail development, and Town Garden Road), and associated improvements. The mass grading operations were performed by Nelson and Belding while Leighton and Associates performed the geotechnical observation and testing services. Grading of the site included: 1) the removal of potentially compressible desiccated older fill soils, undociunented fill soils, topsoil, colluvium, alluvium, and weathered formational material; 2) the excavation of fill slope keys; 3) preparation of areas to receive fill; 4) the placement of a subdrain in the canyon bottom; 5) excavation of formational material; and 6) the placement of compacted fill soils. 1-3 Proposed Development We understand that the proposed retail development will include constmction of twelve retail buildings (i.e.. Pads "A" and "B", Shops "A" through "G", and Majors "A" through "C") totaling approximately 122,000 square-feet; and associated improvements including building pads, driveways, 620 parking areas, concrete flatwork, imderground utilities, landscaping, etc. We also imderstand that the proposed retail buildings will be single- story stmctures and will likely be constmcted with conventional foundations. Based on the preliminary development plans prepared by Project Design Consultants, the proposed finish grade elevations will be within approximately 5 feet existing sheet-graded elevations of the site. 4 Leighton 971009-047 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING Our subsurface investigation consisted of the excavafion of 21 small-diameter borings and 13 exploratory test pits to depths ranging from approximately 5 to 20 feet below the existing ground surface (bgs). The purpose of these excavations was to evaluate the engineering characteristics of the onsite soils with regard to the proposed development. The borings and test pits allowed evaluation of the onsite soils, including those likely to be encountered at the proposed foundation elevations and provided representative samples for laboratory testing. Logs of the borings and test pits are presented in Appendix B. The exploratory excavations were logged by a geologist from our firm. Representative in-place drive and/or bulk samples were obtained at selected intervals for laboratory testing. The approximate locations of the borings and test pits are shown on the Geotechnical Map (Figure 2). Subsequent to logging and sampling, the borings and test pits were backfilled with native soils. Compactive effort utilizing a backhoe with a sheepsfoot wheel and wheel rolling was applied to the backfill soils of the test pits in order to minimize settlement of the test pit backfill soils. The compactive effort was observed by a representative from our firm, however no testing was performed. Laboratory testing was performed on representative samples to evaluate the moisture/density, expansion potential, soluble sulfate, chloride content, minimum resistivity, and pH. A discussion of the laboratory tests performed and a summary of the laboratory test results are presented in Appendix C. 4 Leighton 971009-047 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS 3.1 Geologic Setting The subject site is located in the coastal section of the Peninsular Range Province, a geomorphic province with a long and active geologic history throughout Southem Califomia. Throughout the last 54 million years, the area known as the "San Diego Embayment" has undergone several episodes of marine inundation and subsequent marine regression, resulting in the deposition of a thick sequence of marine and nonmarine sedimentary rocks on the basement rock of the Southem Califomia batholith. Gradual emergence of the region from the sea occurred in Pleistocene time, and numerous wave-cut platforms, most of which were covered by relafively thin marine and nonmarine terrace deposits, formed as the sea receded from the land. Accelerated fluvial erosion during periods of heavy rainfall, coupled with the lowering of the base sea level during Quatemary time, resulted in the rolling hills, mesas, and deeply incised canyons which characterize the landforms we see in the general site area today. 3.2 As-graded Geologic Conditions The geologic or geotechnical conditions encountered during our preliminary investigation of the Bressi Ranch Village Center were essentially as anticipated. A comprehensive summary of the geologic conditions is presented below. 3.3 Site-Specific Geology The geologic units encountered during our investigation consisted of artificial documented fill soils and the Sanfiago Formafion. The approximate limits of the geologic units encountered during the preliminary investigation are presented on the Geotechnical Map (Figure 2) and discussed (youngest to oldest) below. 3.3.1 Artificial Documented Fill fMap Symbol-Af) Documented fill soils placed during the prior grading operations that were observed and tested by Leighton and Associates are generally located in the northwestem, south-central, northeastem, and eastem portions of the site (as indicated on Figure 2). The cut/fill transition condition on the sheet-graded pad was not mitigated since the proposed building pads were not known at the time of the rough grading operations. The field density test results presented in the as-graded geotechnical report for the project (Leighton, 2004b) indicated the fill soils were placed and 4 Leighton 971009-047 compacted to a minimum 90 percent relative compaction with moisture contents at or near the optimum moisture content. During our preliminary investigation, the upper portion of the fill soiis was found to be desiccated and minimal removals and/or scarification and recompaction (i.e. on the order of 1 to 2 feet) may be necessary prior to the placement of additional fill or stmctural improvements. The fill soils typically consisted of silty sands, clayey sands, and to a lesser extent sandy to silty clays. Based on our review of the as- graded geotechnical report (Leighton, 2004c), the fill soils on the site are up to approximately 20 feet in depth in the south-central portion of the site. 3.3.2 Santiago Formation (Map Symbol-Tsa) The Tertiary-aged Santiago Formation, as encountered during our investigation, consisted primarily of massively bedded silty sandstones and sandy siltstones, and to a lesser extent claystones. The silty sandstones generally consisted of orange- brown (iron oxide staining) to light brown, damp to moist, dense to very dense, silty very fine to medium grained sandstone. The siltstones and claystones were generally olive-green, damp to moist, stiff to hard, moderately weathered, and occasionally fractured and moderately sheared. Based on our field study, the upper 1 to 2 feet of the existing ground surface was found to be disturbed and minimal removals and/or scarification and recompaction (i.e. on the order of 1 to 2 feet) may be necessary prior to the placement of additional fill or stmctural improvements. Several well-cemented fossiliferous sandstone beds were encountered on the site during the grading operations (Leighton, 2004b) and fiiture excavations into these cemented beds will likely require heavy ripping and/or breaking. 3.4 Geologic Structure The general stmcture of the formational material on the site appears to be near horizontal. Based on our geologic mapping during the mass grading operations (Leighton, 2004b), bedding within the Santiago Formation generally exhibited somewhat variable bedding with strikes ranging firom northwest to northeast and dips typically 2 to 9 degrees to the east and west. Variable minor jointing and shearing of the bedrock materials was observed locally. 3.5 Surface and Ground Water No indication of surface water or evidence of surface ponding was encountered during our field investigation (with the exception of the desilting basins). However, surface 4 Leighton 971009-047 water may drain as sheet flow across the site during rainy periods and accumulate in lower elevations and in the on-site desilting basins. Ground water was not observed in the borings or test pits during our investigation; however, perched ground water levels may develop and fluctuate during periods of precipitation. 3.6 Faulting and Seismicity Our discussion of faults on the site is prefaced with a discussion of Califomia legislation and state policies conceming the classification and land-use criteria associated with faults. By definition of the Califomia Mining and Geology Board, an active fault is a fault that has had surface displacement within Holocene time (about the last 11,000 years). The State Geologist has defined a potentially active fault as any fault considered to have been active during Quatemary time (last 1,600,000 years) but that has not been proven to be active or inactive. This definition is used in delineating Fault-Rupture Hazard Zones as mandated by the Alquist-Priolo Earthquake Fault Zoning Act of 1972 and as most recentiy revised in 1997. The intent of this act is to assure that unwise urban development does not occur across the traces of active faults. Based on our review of the Fault-Rupture Hazard Zones, the site is not located within any Fault-Rupture Hazard Zone as created by the Alquist- Priolo Act (Hart, 1997). San Diego, like the rest of southem Califomia, is seismically active as a result of being located near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest-trending regional fault zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less active faults such as the Rose Canyon Fault Zone. As indicated in the Supplemental Geotechnical Report for the Bressi Ranch project (Leighton, 2001), there are no known major or active faults on or in the immediate vicinity of the site. Evidence of active faulting was not encountered during the mass grading operations. However, several minor inactive faults were encountered within the limits of the Bressi Ranch development but are not considered a constraint to development of the Bressi Ranch Village Center. Geologic mapping of the onsite minor faults, where topsoil was encountered over the faults, indicated that the faults did not extend into or offset the topsoil, suggesting that the faults are not active. The nearest known active fault is the Rose Canyon Fault Zone, which is located approximately 7.0 miles (11.2 kilometers) west of the site. Based on the 2001 Califomia Building Code (CBC), the Rose Canyon Fault Zone is considered a Type B Seismic Source. Because of the lack of known active faults on the site, the potential for surface mpture at the site is considered low. Shallow ground mpture due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. 4 Leighton 971009-047 Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Both research and historical data indicate that loose, saturated, granular soils are susceptible to liquefaction and dynamic settlement. Liquefaction is typified by a loss of shear strength in the affected soil layer, thereby causing the soil to act as a viscous liquid. This effect may be manifested by excessive settlements and sand boils at the ground surface. The fill and formational materials underlying the site are not considered liquefiable due to their fine-grained nature, dense physical characteristics, and unsaturated condition. 3.7 Flood Hazard Based on our research, the site is not located within any flood hazard zone as defined by FEMA. 3.8 Graded Slopes Graded slopes within the development are considered grossly and surficially stable from a geotechnical standpoint (Leighton, 2004b). Manufactured cut and fill slopes within the site were surveyed by the civil engineer are understood to have been constmcted with slope inclinations of 2:1 (horizontal to vertical) or flatter. 4 Leighton 971009-047 4.0 CONCLUSIONS Based on the results of our preliminary geotechnical investigation of the site, it is our professional opinion that the proposed retail development is feasible from a geotechnical standpoint, provided the following conclusions and recommendations are incorporated into the project plans and specifications. The following is a summary of the geotechnical factors that may affect development of the site. Based on our subsurface exploration, laboratory testing, and reference review, the near- surface fill soils are locally disturbed (i.e., the upper 1 to 2 feet). These soils are not considered suitable for support of additional fill soils, stmctural loads or surface improvements in their present condition. Remedial grading measures such as scarification, removals and recompaction will be necessary to mitigate this condition if the disturbed soils are not removed by the proposed excavation. Cut/fill transition conditions present beneath proposed buildings will need to be mitigated by the overexcavation of the cut portion of the building pad. Based on laboratory testing and visual classification, the fill soils on the site generally possess a medium to high expansion potential. Highly expansive soils should not be placed or located within the upper 5 feet of the proposed building pads. Selective grading may be required to minimize highly expansive soils on the building pads. Laboratory test results indicate the fill soils present on the site have a negligible potential for sulfate attack on normal concrete, however moderate to severe sulfates are known to exist on the Bressi Ranch project. Laboratory testing also indicated that the on-site soils are severely to very severely corrosive on buried metal pipes and conduits. The existing onsite soils appear to be suitable material for fill constmction provided they are relatively free of organic material, debris, and rock fragments larger than 8 inches in maximum dimension. Cemented beds and/or oversized rock are present on the site and may require heavy ripping or breaking. Oversized rock that is encountered during the future fine grading operations should be removed within the limits of the proposed building pad or utility trench. The oversized rock can be removed from the site, placed in landscape areas and/or buried at least 2 feet below the subgrade elevation in the parking lot (outside the limits of plaimed utility lines). Near surface ground water or seepage was not encountered during our investigation however, perched ground water and seepage may develop during periods of precipitation. 4 ^ Leighton 971009-047 Active faults are not known to exist on or in the immediate vicinity of the site. Due to the fine-grained nature and/or relatively dense nature of the onsite soils, the potential for liquefaction and dynamic settlement of the site is considered very low providing the recommendations for site grading presented herein are adhered to during the design and constmction of the site development. The site is not located within any flood hazard zone as defined by FEMA. Although foundation plans have not been finalized nor building loads developed, we anticipate that conventional foundation system, consisting of continuous and spread footings with slab-on-grade flooring supported by competent fill or formational materials, will be used. 4 ^° Leighton 971009-047 5.0 RECOMMENDATIONS 5.1 Earthwork We anticipate that future earthwork at the site will consist of site preparation, fine grading, utility trench excavation and backfill, retaining wall backfill, and street/driveway and parking area pavement section preparation and compaction. We recommend that the earthwork on site be performed in accordance with the following recommendations, the General Earthwork and Grading Specifications for Rough Grading included in Appendix D, and the City of Carlsbad grading requirements. In case of conflict, the following recommendations shall supersede those in Appendix D. The contract between the developer and earthwork contractor should be worded such that it is the responsibility of the contractor to place the fill properly and in accordance with the recommendations of this report and the specifications in Appendix D, notwithstanding the testing and observation of the geotechnical consultant. 5.1.1 Site Preparation During future grading, the areas to receive stmctural fill or engineered stmctures should be cleared of surface obstmctions, potentially compressible material (such as disturbed and/or desiccated fill soils or weathered formational material), and stripped of vegetation. Vegetation and debris should be removed and properly disposed of off site. Holes resulting from removal of buried obstmctions that extend below finish site grades should be replaced witii suitable compacted fill material. Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 to 24 inches, brought to optimum moisture condition, and recompacted to at least 90 percent relative compaction (based on ASTM Test Method D1557). If the length of time between the completion of grading and the constmction of the proposed buildings is longer than six months, we recommend that the building pads be evaluated by the geotechnical consultant and, if needed, the finish grade soils on the building pads should be scarified a minimum of 12 inches, moisture-conditioned to optimum moisture-content and recompacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). 4 Leighton 971009-047 5.1.2 Mitigation of Cut/Fill Transition Conditions In order to reduce the potential for differential settlement of the proposed buildings in areas of cut/fill transitions, we recommend the entire cut portion of the building pad be overexcavated and replaced with properly compacted fill. Where the fill thickness is greater than 5 feet in depth, the overexcavation of the cut portion of the building pad should be made a minimum of 3 feet below the lowest planned footing elevation and should extend laterally at least 10 feet beyond the building perimeter or footprint. Anticipated building pads where this condition may occur include the building pads of Majors "A" and "C" and Shops "A" and "B" (due to the anticipated infilling of the desilting basins) and the building pad of Major "B" and Pad "A" (due to the presence of relatively deep existing fills). Where the anticipated fill thickness is less than 5 feet in depth, the overexcavation of the cut portion of the building pad should equal the same thickness of the maximum fill beneath the pad to a maximum overexcavation depth of 1 foot below the lowest planned footing elevation. These overexcavations should also extend laterally at least 10 feet beyond the building perimeter or footprint. The building pads where these conditions will occur cannot be determined until the final footing elevations ofthe buildings relative to the existing site grades are determined. In order to minimize perched ground water in the overexcavations, we recommend that the overexcavation bottoms be tilted a minimum of 2-percent toward the fill side of the building pad. Additional or revised recommendations may be warranted based on the configuration and size of the proposed buildings. If the majority of the proposed building is located on cut, the fill soils beneatii the building may be removed and recompacted to a minimum 95 percent relative compaction and a deep foundation system founded completely on formational material may be utilized as an altemative. 5.1.3 Mitigation of High to Very High Expansive Soils at Finish Grade Although very high expansive soils were not encountered during our preliminary investigation, highly expansive soils are present within portions of the site. Should high to very high expansive soils be encountered on the building pads during the future fine grading operations, we recommend that tiiese soils be removed below the planned finish grade of the proposed buildings and other movement sensitive improvements. If these expansive soils are removed, the removal depth should be a minimum of 3 feet below the lowest planned footing elevation or until lower expansive sandy soils are encoimtered. We also recommend that the overexcavation bottom be tilted a minimum of 2-percent toward the fill side of the building pad or toward the street/driveway in order to minimize perched ground water conditions. 4 Leighton 971009-047 The resulting excavation should be replaced with properly compacted fill possessing a very low to medium expansion potential. The actual location of the claystones and siltstones at or near finish grade at the site should be evaluated during the future fine grading operations. The high to very high expansive soils may be placed outside the limits of the proposed building pads. 5.1.4 Excavations Excavations of the on-site materials may generally be accomplished with conventional heavy-duty earthwork equipment. It is not anticipated that blasting will be required or that significant quantities of oversized rock (i.e. rock with maximum dimensions greater than 8 inches) will be generated during fiiture grading. However, localized cemented zones (within the cut areas) and oversized rock (placed within the compacted fill) may be encountered on the site that may require heavy ripping and/or breaking and removal. If oversized rock is encountered, it should be placed in accordance with the recommendations presented in Appendix D, hauled offsite, or placed in non-stmctural or landscape areas. Based on our field investigation, discontinuous cemented zones were encountered at approximate elevations of 393 to 396, 398 to 404, and 407 to 408 feet msl in various places on the site. Our professional experience during the mass grading operations indicated the cemented zones were generally less than 6 inches to 24 inches thick, moderately fractured, and variable in the amount of cementation. While we had refusal of the backhoe and small-diameter rig in some of the excavations, larger equipment may have been able to penetrate the cemented zone. Due to the relatively dense characteristics of the on-site soils, temporary excavations such as utility trenches in the on-site soils should remain stable for the period required to constmct the utility, provided they are constmcted and monitored in accordance with OSHA requirements. 5.1.5 Fill Placement and Compaction The on-site soils are generally suitable for use as compacted fill provided they are free or organic material, debris, and rock fragments larger than 8 inches in maximum dimension. We do not recommend that high or very high expansive soils be utilized as fill for the building pads or as retaining wall backfill. All fill soils should be brought to 2-percent over the optimum moisture content and compacted in uniform lifts to at least 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method D1557). The optimum lifl 4 Leighton 971009-047 thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in compacted thickness. Placement and compaction of fill should be performed in general accordance with Appendix D, the current City of Carlsbad grading ordinances, sound constmction practices, and the geotechnical recommendations presented herein. 5.2 Foundation Design Considerations The foundations and slabs for the anticipated retail buildings should be designed in accordance with stmctural considerations and the following preliminary recommendations. These preliminary recommendations assume that the soils encountered within 5 feet of finish pad grade will have a low to medium potential for expansion per 1997 UBC Standard 18-1. If highly expansive soils are encountered within 5 feet of the proposed fmish grade elevations during site grading, these expansive soils should be removed and replaced with lower expansive soils. If replacement of the expansive soils is not feasible, additional foundation design will be necessary. The proposed buildings may be supported by conventional, continuous or isolated spread footings. Footings should extend a minimum of 24 inches beneath the lowest adjacent soil grade. At these depths, footings may be designed for a maximum allowable bearing pressure of 2,500 pounds per square foot (psf) if founded in properly compacted fill soils or formational material. An allowable capacity increase of 500 psf for every 6 inches of additional embedment may be used to a maximum of 3,500 psf The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 18 inches for continuous footings and 24 inches for square or round footings. If 12-inch wide continuous footings are desired, we recommend that the allowable bearing pressure be limited to 2,000 psf. Footings should be designed in accordance with the stmctural engineer's requirements and have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). The slab-on-grade foundations should be at least 5 inches thick and be reinforced with No. 4 rebars 18 inches on center or No. 5 rebars at 24 inches on center, each way. All reinforcing should be placed at mid-height in the slab. Slabs should be underlain by a 2- inch layer of clean sand (sand equivalent greater than 30), which is in-tum underlain by a minimum 10-mil plastic sheeting (moisture barrier) and an additional 2 inches of clean sand. We recommend that control joints be provided across the slab at appropriate intervals as designed by the project architect. The potential for slab cracking may be reduced by carefiil control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete 4 Leighton 971009-047 in hot weather to minimize cracking of slabs. We recommend that a slipsheet (or equivalent) be utilized if grouted tile, marble tile, or other crack-sensitive floor covering is planned directly on concrete slabs. All slabs should be designed in accordance with stmctural considerations. If heavy vehicle or equipment loading is proposed for the slabs, greater thicknesses and increased reinforcing may be required as determined by the stmctural engineer. 5.2.1 Moisture Conditioning The slab subgrade soils underlying the foundation systems of the proposed stmctures should be presoaked in accordance with the recommendations presented in Table 1 prior to placement of the moisture barrier and slab concrete. The subgrade soil moisture content should be checked by a representative of Leighton and Associates prior to slab constmction. Table 1 Presaturation Recommendations Based on Finish Grade Soil Expansion Potential Expansion Potential (per UBC 18-I-B) Presaturation Criteria Very Low (0-20) Low (21-50) Medium (51-90) Minimum Presoaking Depth (in inches) 6 12 18 Minimum Recommended Moisture Content Near optimum moisture 1.2 times optimum moisture 1.2 times optimum moisture Presoaking or moisture conditioning may be achieved in a number of ways, but based on our professional experience, we have found that minimizing the moisture loss of pads that have been completed (by periodic wetting to keep the upper portion of the pad from drying out) and/or berming the lot and flooding if for a short period of time (days to a few weeks) are some of the more efficient ways to meet the presoaking requirements. If flooding is performed, a couple of days to let the upper portion of the pad dry out and form a cmst so equipment can be utilized should be anticipated. -15-4 Leighton 971009-047 5.2.2 Seismic Design Parameters The site lies within Seismic Zone 4, as defined in the CBC, 2001 edifion. The nearest known active fault is the Rose Canyon Fault Zone, which is considered a Type B Seismic Source (per 2001 CBC criteria), is located approximately 7.0 miles (or 11.2 kilometers) west of the site. The closest Type A Seismic Source is the Julian segment of the Elsinore Fault Zone, which is located approximately 23.5 miles (or 38 kilometers) east of the site. The following data should be considered for the seismic analysis of the proposed stmctures: Causative Fault: Rose Canyon Fault Zone Maximum Magnitude: 7.2 Seismic Source Tvpe: B Seismic Zone Factor: 0.40 Soil Profile Tvpe: Sc Near Source Factors: Na = 1.0/Nv = 1.0 5.2.3 Foundation Setback We recommend a minimum horizontal setback distance from the face of slopes or adjacent retaining walls for all stmctural foundations, footings, and other settlement- sensitive stirictures as indicated on Table 2. This distance is measured from the outside bottom edge of the footing, horizontally to the slope face and is based on the slope height and type of soil. However, the foundation setback distance may be revised by the geotechnical consultant on a case-by-case basis if the geotechnical conditions are different than anticipated. 4 Leighton 971009-047 Table 2 Minimum Foundation Setback from Descending Slope Faces Slope Height Minimum Recommended Foundation Setback Less than 5 feet 5 feet 5 to 15 feet 7 feet Greater than 15 feet H/2 (where H equals the slope height) to a maximum of 20 feet Please note that the soils within the stmctural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constmcted within this setback area may be subject to lateral movement and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. The deepened footing should meet the setback as described above. 5.2.4 Anticipated Settlement Settlement is anticipated to occur at varying times over the life of the project. Short-term settlement typically occurs upon application of the foundation loads and is essentially completed within the constmction period. Long-term (hydroconsolldation) settlement typically occurs in deep fills upon additional water infiltration into the fill soils (even in properly compacted fill soils and even with subdrains provided). This settlement typically occurs over many years. Long- term settlement values and the affects on the foundations should be evaluated after the site is graded and the actual fill thicknesses beneath the proposed foundations known. However, for preliminary planning purposes, total future settlement is expected to be order of 1 to 1.5 inches and differential settlement is esfimated to be on the order of 1/4 inch in 25 feet. 5.3 Lateral Earth Pressures The recommended lateral pressures for imported very low to low expansive soil (expansion index less than 50 per UBC Table 18-I-B) or on-site medium expansive soil (expansion -17-4 Leighton 971009-047 index between 51 and 90 per UBC Table 18-I-B) and level or sloping backfill are presented on Table 3. High to very high expansive soils (having an expansion potential greater than 91 per UBC Table 18-I-B) should not be used as backfill soils on the site. Embedded stmctural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear sttength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at rest" conditions. If a stmcture moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. The above noted passive resistance assumes an appropriate setback per Section 5.2.3. Table 3 Lateral Earth Pressures Conditions Equivalent Fluid Weight (pcf) Conditions Import Very Low to Low Expansive Soils On-Site Medium Expansive Soils Conditions Expansion Index less than 50 Expansion Index between 51 and 90 Conditions Level 2:1 Slope Level 2:1 Slope Active 35 55 60 70 At-Rest 55 65 70 80 Passive 350 150 350 150 For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water and backfilled with soils of very low to low expansion potential or medium expansion potential is provided on Table 3. The equivalent fluid pressure values assume free-draining conditions. If conditions other than those assumed above are anticipated, the equivalent fluid pressures values should be provided on an individual-case basis by the geotechnical engineer. The geotechnical and stmctural engineer should evaluate surcharge-loading effects from the adjacent stmctures. All retaining wall stmctures should be provided with appropriate drainage and appropriately -18-4 Leighton 971009-047 waterproofed. The outlet pipe should be sloped to drain to a suitable outlet. Typical wall drainage design is illustrated in Appendix D. For sliding resistance, the fnction coefficient of 0.35 may be used at the concrete and soil interface. In combining the total lateral resistance, the passive pressure or the frictional resistance should be reduced by 50 percent. Wall footings should be designed in accordance with stmctural considerations. The passive resistance value may be increased by one-third when considering loads of short duration including wind or seismic loads. The horizontal distance between foundation elements providing passive resistance should be minimum of three times the depth of the elements to allow full development of these passive pressures. The total depth of retained earth for the design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overtuming and sliding. All wall backcuts should be made in accordance with the current OSHA requirements. The granular and native backfill soils should be compacted to at least 90 percent relative compaction (based on ASTM Test Method D1557). The granular fill should extend horizontally to a minimum distance equal to one-half the wall height behind the walls. The walls should be constmcted and backfilled as soon as possible after backcut excavations. Prolonged exposure of backcut slopes may result in some localized slope instability. Foundations for retaining walls in competent formational soils or properly compacted fill should be embedded at least 24 inches below lowest adjacent grade. At this depth, an allowable bearing capacity of 2,000 psf may be assumed. 5.4 Fences and Freestanding Walls Footings for freestanding walls should be founded a minimum of 24 inches below lowest adjacent grade. To reduce the potential for unsightly cracks in freestanding walls, we recommend inclusion of constmction joints at a maximum of 15-foot intervals. This spacing may be altered in accordance with the recommendations of the stmctural engineer, based on wall reinforcement details. Our experience on similar sites in older developments indicates that many walls on shallow foundations near the top-of-slopes tend to tilt excessively over time as a result of slope creep. If the effects of slope creep on top-of-slope walls are not deemed acceptable, one or a combination of the options provided in the following paragraphs should be utilized in the design of such stmctures, based on the desired level of mitigation of creep- related effects on them. A relatively inexpensive option to address creep related problems in top-of-slope walls and fences is to allow some degree of creep damage and design the stmctures so that 4 Leighton 971009-047 tilting or cracking will be less visually obvious, or such that they may be economically repaired or replaced. If, however, a better degree of creep mitigation is desired, the walls and fences may be provided with the deepened footings to meet the foundation setback criteria laid out in Figure 18-M of the UBC, 1997 edition, or these structures may be constructed to accommodate potential movement. Under certain circumstances, an effective solution to minimize tiie effects of creep on top- of-slope walls and fences is to support these stmctures on a pier-and-grade-beam system. The piers normally consist of minimum 12-inch diameter cast-in-place caissons spaced at a maximum of 8 feet on center, and connected together by a minimum 12-inch-thick grade beam at a shallow depth. The piers are typically at least 10 feet deep for medium or high expansive soil. The steel reinforcement for the system should be designed with consideration of wall/fence type and loading. Walls or fences aligned essentially perpendicular to the top of the slope are normally supported on the pier-and-grade-beam system for at least that part of the wall that is within 15 feet from the top-of-slope. Caisson support is recommended for all top-of-slope walls where slopes are greater than 10 feet in height and/or the soil on and adjacent to the slope consists of high to very high expansive soils. 5.5 Geochemical Considerations Geochemical screening of the representative onsite soils was performed as part of our study and the results presented in Appendix C. As indicated in Appendix C, the results of our limited testing and our professional knowledge of similar soils in other portions of the Bressi Ranch project, indicates that concrete in contact with the on-site soils should be designed in accordance with the "moderate" category of Table 19A-A-4 of the 2001 Califomia Building Code. In addition, the onsite soils are anticipated to have a corrosive environment for buried metal pipes or uncoated metal conduits. Laboratory testing should be performed on the soils placed at or near finish grade after completion of site grading to ascertain the actual corrosivity characteristics. 5.6 Preliminary Pavement Design R-Value test results of representative on-site soils on the adjacent streets range from 5 to 34. The appropriate Asphalt Concrete (AC) and Class 2 aggregate base (AB) pavement sections will depend on the type of subgrade soil, shear strength, traffic load, and planned pavement life. Since an evaluation ofthe actual subgrade soils cannot be made at this time, we have conservatively assumed an R-value of 5 and Traffic Indexes (TI) of 4.5, 5.0, and 6.0. 4 Leighton 971009-047 The pavement sections based on a TI of 6.0 and 5.0 should be assumed for the heavy tmck drives and vehicle driveways, respectively. The pavement sections for vehicle parking stalls should be based on a TI of 4.5. Final pavement designs should be completed in accordance with the City of Carlsbad design criteria after R-value tests have been performed on the actual subgrade materials. Table 4 Preliminary Pavement Section Designs Traffic Index Assumed R-Value Preliminary Pavement Sections Traffic Index Assumed R-Value AC and Base Section Full Depth AC Section 4.5 5 4 inches AC over 6 inches Class 2 Aggregate Base 7.0 inches AC over native subgrade soils 5.0 5 4 inches AC over 8 inches Class 2 Aggregate Base 8.0 inches AC over native subgrade soils 6.0 5 4 inches AC over 12 inches Class 2 Aggregate Base 10.0 inches AC over native subgrade soils Asphalt Concrete (AC) and Class 2 aggregate base should conform to and be placed in accordance with the latest revision of Califomia Department of Transportation Standard Specifications. Prior to placing the pavement section, the subgrade soils should have a relative compaction of at least 95 percent to a minimum depth of 12 inches (based on ASTM Test Method D1557). Aggregate Base (6 inches minimum) should be placed beneath proposed concrete curb and gutters in accordance with the City of Carlsbad design criteria, and compacted to a minimum of 95 percent relative compaction (based on ASTM Test Method D1557) prior to placement of the AC. For areas subject to unusually heavy tmck loading (i.e., trash tmcks, delivery tmcks, etc.), we recommend a full depth of Portland Cement Concrete (PCC) section of 7.5 inches with steel reinforcement (Number 4 bars at 18-inch centers, each way) and crack-control joints at a minimum spacing of 10 feet. We recommend that sections be as nearly square as possible. A 3,500-psi mix that produces a 600-psi modulus of mpture should be utilized. The actual pavement design should also be in accordance with City of Carlsbad and ACI design criteria. If pavement areas are adjacent to heavily watered landscaping areas, we recommend some measures of moisture contiol be taken to prevent the subgrade soils from becoming -21-4 Leighton 971009-047 saturated. Concrete swales should be designed if asphalt pavement is used for drainage of surface waters. 5.7 Control of Surface Water and Drainage Surface drainage should be carefully taken into consideration during precise grading, landscaping, and building constmction. Positive drainage (e.g., roof gutters, downspouts, area drain, etc.) should be provided to direct surface water away from stmctures and towards the driveways or suitable drainage devices. Ponding of water adjacent to stmctures should be avoided; roof gutters, downspouts, and area drains should be aligned so as to transport surface water to a minimum distance of 5 feet away from stmctures. The performance of stmctural foundations is dependent upon maintaining adequate surface drainage away from stmctures. Water should be transported off the site in approved drainage devices or unobstmcted swales. We recommend that the minimum flow gradient for the drainage be 1 -percent for area drains and paved drainage swales; and 2-percent for unpaved drainage swales. We recommend that where stmctures will be located within 5 feet of a proposed drainage swale, the surface drainage adjacent to the stmctures be accomplished with a gradient of at least 3-1/2 percent away from the stmcture for a minimum horizontal distance of 3 feet. Drainage should be further maintained by a swale or drainage path at a gradient of at least 1-percent for area drains and paved drainage swales and 2-percent for unpaved drainage swales to a suitable collection device (i.e. area drain, street gutter, etc.). We also recommend that stmctural footings within 5 feet of the drainage swale flowline be deepened so that the bottom of the footing is at least 12 inches below the flow-line of the drainage swale. In places where the prospect of maintaining the minimum recommended gradient for the drainage swales and the constmction of additional area drains is not feasible, provisions for specific recommendations may be necessary, outlining the importance of maintaining positive drainage. The impact of heavy irrigation or inadequate runoff gradient can create perched water conditions, resulting in seepage or shallow groundwater conditions where previously none existed. Maintaining adequate surface drainage and contiolled irrigation will significantiy reduce the potential for nuisance-type moisture problems. To reduce differential earth movements (such as heaving and shrinkage due to the change in moisture content of foundation soils, which may cause distress to a stmcture or improvement), the moisture content of the soils surroimding the stmcture should be kept as relatively constant as possible. All area drain inlets should be maintained and kept clear of debris in order to function properly. Rerouting of site drainage pattems and/or installation of area drains should be 4 Leighton 971009-047 performed, if necessary. A qualified civil engineer or a landscape architect should be consulted prior to rerouting of drainage. 5.8 Slope Maintenance Guidelines It is the responsibility of the owner to maintain the slopes, including adequate planting, proper irrigation and maintenance, and repair of faulty irrigation systems. To reduce the potential for erosion and slumping of graded slopes, all slopes should be planted with ground cover, shmbs, and plants that develop dense, deep root stmctures and require minimal irrigation. Slope planting should be carried out as soon as practical upon completion of grading. Surface-water mnoff and standing water at the top-of-slopes should be avoided. Oversteepening of slopes should be avoided during constmction activities and landscaping. Maintenance of proper lot drainage, undertaking of property improvements in accordance with sound engineering practices, and proper maintenance of vegetation, including regular slope irrigation, should be performed. Slope irrigation sprinklers should be adjusted to provide maximum uniform coverage with minimal of water usage and overlap. Overwatering and consequent mnoff and ground saturation should be avoided. If automatic sprinklers systems are installed, their use must be adjusted to account for rainfall conditions. Trenches excavated on a slope face for any purpose should be properly backfilled and compacted in order to obtain a minimum of 90 percent relative compaction, in accordance with ASTM Test Method D1557. Observation/tesfing and acceptance by the geotechnical consultant during trench backfill is recommended. A rodent-control program should be established and maintained. Prior to planting, recentiy graded slopes should be temporarily protected against erosion resulting from rainfall, by the implementing slope protection measures such as polymer covering, jute mesh, etc. 5.9 Landscaping and Post-Construction Landscaping and post-constmction practices carried out by the owner(s) and their representative bodies exert significant influences on the integrity of stmctures founded on expansive soils. Improper landscaping and post-constmction practices, which are beyond the control of the geotechnical engineer, are frequently the primary cause of disttess to these stmctures. Recommendations for proper landscaping and post-constmction practices are provided in the following paragraphs within this section. Adhering to these recommendations will help in minimizing distress due to expansive soils, and in ensuring that such effects are limited to cosmetic damages, without compromising the overall integrity of stmctures. 4 Leighton 971009-047 Initial landscaping should be done on all sides adjacent to the foundation of a stmcture, and adequate measures should be taken to ensure drainage of water away from the foundation. If larger, shade providing trees are desired, such trees should be planted away from stmctures (at a minimum distance equal to half the mature height of the tree) in order to prevent penetration of the tiee roots beneath the foundation of the stmctiire. Locating planters adjacent to buildings or stiuctures should be avoided as much as possible. If planters are utilized in these locations, they should be properly designed so as to prevent fluctuations in the moisture content of subgrade soils. Planting areas at grade should be provided with appropriate positive drainage. Wherever possible, exposed soil areas should be above paved grades. Planters should not be depressed below adjacent paved grades unless provisions for drainage, such as catch basins and drains, are made. Adequate drainage gradients, devices, and curbing should be provided to prevent mnoff from adjacent pavement or walks into planting areas. Watering should be done in a uniform, systematic manner as equally as possible on all sides of the foundation, to keep the soil moist. Irrigation methods should promote uniformity of moisture in planters and beneath adjacent concrete flatwork. Overwatering and underwatering of landscape areas must be avoided. Areas of soil that do no have ground cover may require more moisture, as they are more susceptible to evaporation. Ponding or trapping of water in localized areas adjacent to the foundations can cause differential moisture levels in subsurface soils and should, therefore, not be allowed. Trees located within a distance of 20 feet of foundations would require more water in periods of extreme drought, and in some cases, a root injection system may be required to maintain moisture equilibrium. During extteme hot and dry periods, close observations should be carried out around foundations to ensure that adequate watering is being undertaken to prevent soil from separating or pulling back from the foundations. 5.10 Construction Observation and Testing Constmction observation and testing should be performed by the geotechnical consultant during the fine grading operations, ftiture excavations, and foundation or retaining wall constmction on the site. Additionally, footing excavations should be observed and moisture determination tests of subgrade soils should be performed by the geotechnical consultant prior to the pouring of concrete. Foundation design plans should also be reviewed by the geotechnical consultant prior to excavations. 4 -24- 971009-047 6.0 LIMITATIONS The conclusions and recommendations presented in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and constmction of the project, in order to confirm that our preliminary findings are representative for the site. An information sheet entitled "Important Information About Your Geotechnical Engineering Report", prepared by ASFE is also included on the following page. 4 Leighton mportant Information About Your Geotechnical Engineering Report Geotactnical Servicas Are Pertopmed for Spacinc Punmsss, Persons, and Pnifacts Geotechnical engineers structure ttieir services to meet ttie specific needs of ttieir clients. A geotectinical engineering study conducted for a civil engi- neer may not fulfill the needs of a constmction contractor or even another civil engineer. Because each geolechnical engineering study is unique, each geotechnical engineering report is unique, prepared so/e/yfor the client. No one except you shouid reiy on your geotechnical engineering report withoul first conferring with the geotechnical engineer who prepared it. And no one — not even you—should apply the report for any purpose or project except the one originally contemplated. Read the Fli Rapopt Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary Do nol read selected elements only. A Geoteclinical Enghiaarlnii R8iiei*t la Baaed en A IMiiue Set ef Prqiect4S|ieim Factops Geotechnicai engineers consider a number of unique, project-specific fac- tors when establishing the scope of a study Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the siructure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted Ihe study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnicai engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse. • elevafion, configuration, location, orientation, or weight of the proposed stmcture, • composition of the design team, or • project ownership. As a general mle, always inform your geotechnical engineer of project changes—even minor ones—and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed Subaupfaca Cendttlens Can Change A geotechnical engifieering is based on randiions M existed at the time the study was pertormed. Do not rely on a ^technical engineer- ing report whose adequacy may have been Elected tjy: the passage ol time; by man-male events, such as conslrudton on or ad^cent to ttie site; or by natural events, surfi as floods, eartt^iakes, or groirKlwatBr fluchia- tions, Always contact the geotechnical engineer before flying 9ie report to determine if it is still reliable. A minor amount ot additional testing or analysis could prevent major problems. Most GeotBchnlcal HmfeiBs Ara Professional Site exploration identifies subsurface conditions onty al those points «^iere subsurface tests are conducted or samples are taken. Geotechiwal «Tgi- neers review field and laboratory data and then apf^y their professional judgment to render an opinion about subsurface conditions throughout the site. Actuai subsurface conditions may differ—sometimes significantly- from those indicated in your report. Retaining the geotechnicai engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recennnendatfena Ara Atof Final Do nol overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Bqhiaerhig Report la Suldect to Mblntarpretatton other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- lechnical engineer confer wilh appropriate members of the design team afler submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contraciors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstmction conferences, and by providing construction observation. Do Not Redraw the Bigbieer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To preveni errors or omissions, the logs included in a geolechnical engineering report should neverbe redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Ghre Gontractera a Completo Report and Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geolechnical engineenng report, 6y/preface it with a clearly written letter of transmittal, In thaf letter, advise contraciors lhal the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure conlrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read ReapenaMllty ProvlahNia Ctoaely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have ied to dis^poinlmenls, claims, and disputes. To help reduce the risk of such outcomes, geotechnical er>gineers commoryy Include a variety of explanatory provisions intheir r^orls. Sometime labeled "limibtions" many of these provisions inificate where geotedinicai enginews' responsi- bilities begin and end, to help oth«s recognize tfieir own responsibilities and risks. Read these provisions closely Ask (juesJions. Your geotechnical engineer shouid respond fuily and frankly Geoenvironmental Concerns Are Not Covered The equipment, lechnicjuK, and personnel used lo perfomi a environ- mental study differ sigmlicanHy from tfiose used to perform a geotechnical study. For that reason, a geotechnical engineering report (toes not usually relate any geoenvironmental findings, coKlusions, or recommendations; e.g., about ttie likelihood of encowitering unde^round storage tats or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yei oWalned your own geoen- vironmental information, ask your geotecrfinkal consiiart for risk man- agement guidance. Do not rely on an environnwntal report prepar&i for someone else Obtaki Prefoaahmal Aaalstanea To Deal With MeM Diverse strategies cai be applfed during building design, constniction, operation, and maintenance lo prevail signiticayil anwunls of mold from growing on indoor surtaces. To be effective, all sucii slrategies should be devised for the express purpose ot mold prevention, integrated into a com- prehensive plan, and exKuted with (Sligenl oveislgW by a professional mold prevention consuttant. Because just a anall OTOunl of water or moisture can lead lo Itie development of severe mold infKtalions, a msn- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infrltration, dD6 similtf Issues may have been addressed as part of the geotechnical engineeriiHJ study wfwse findings are conveyed in this report, the geotechmcal Kigineer m charge of this project is not a mold prevention consulM; 0000 ofttie senrices per- tomeil in eornieeUon wittt ttie geo^hnleal engineer's study were designed or conilmteil for ttie purpose of mold preven- tion. Proper implemenbtton of ttw reeommendattons conveyed In ttiis report witt nol ofltsettbe sufHelenI to prevent mold from growing In or on ttie sttvcture Involved. Mj^ on Year ASmwendier Geetechnchd Bipneer for AddMonai Aaalstanea Membership in ASFE/THE BEST PEOPLE ON EARTH expo^ geotechnical engineers to a wide array of risk management techniques ttiat can be of genuine benefit for everyone involved with a constmction project. Confer with you ASFE-member geolechnical engineer for more inlormation. THE BEST PEOPLE ON EARTH 8811 Colesville Road/Suile G106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 e-mail: info@asfe.org www.asfe.org Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying ol this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's speciric written permission. Excerpting, quoting, or otherwise extracting wording trom this document is permitted only with the express written permission ot ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. IIGER08041.0MRP Tertiary Santiago Formation (circled where buned) AppiQxkn^ Location of Backhoe Trench (wim total dapUi indicated} GEOTECHNICAL MAP Retail Center Bressi Ranch PA-15 Cartsbad, Califomia Project No. 9710<IS«47 Scate i->ioii' ^iS^ Engr/Geoi. WDOmKW ^3ls Drafted By KMT Date January 20Q7 Rguf©2 971009-047 APPENDIX A REFERENCES Califomia Division of Mines and Geology (CDMG), 1995, Landslide Hazards in the Northem Part of the San Diego Metropolitan Area, San Diego Coimty, Califomia, Open-File Report 95- 04. , 1996, Probabilistic Seismic Hazard Assessment for the State of California, Open-File Report, 96-08. , 1998, Maps of Known Active Fault Near-Source Zones in Califomia and Adjacent Portions of Nevada, dated Febmary 1998. Califomia Building Standards Commission (CBSC), 2001, Califomia Building Code, Volume I - Administrative, Fire- and Life-Safety, and Field hispection Provision, Volume II - Stmctural Engineering Design Provision, and Volume III - Material, Testing and Installation Provision, ICBO. Califomia Geological Survey, 2003, The Revised Califomia Probabilistic Seismic Hazard Assessment Maps, June 2003. Hannan, D., 1975, Faulting in the Oceanside, Carlsbad and Vista Areas, Northem San Diego County, Califomia in Ross, A. and Dowlens, R.J., eds.. Studies on the Geology of Camp Pendleton and Westem San Diego County, Califomia: San Diego Association of Geologists, pp. 56-59. Hart, E.W., 1997, Fault-Rupture Hazard Zones in Califomia, Alquist-Priolo Special Studies Zones Act of 1972 with Index to Special Studies Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. Intemational Conference of Building Officials (ICBO), 1997, Uniform Building Code, Volume I - Administrative, Fire- and Life-Safety, and Field Inspection Provisions, Volume II - Stmctural Engineering Design Provisions, and Volume III - Material, Testing and Installation Provision, ICBO. Jennings, C.W., 1994, FauU Activity Map of Califomia and Adjacent Areas, with Locations and Ages of Recent Volcanic Emptions: Califomia Division of Mines and Geology, Califomia Geologic Data Map Series, Map No. 6, Scale 1:750,000. Kennedy, M.P. and Welday, E.E., 1980, Character and Recency of Faulting Offshore Metropolitan San Diego, Califomia: Califomia Division of Mines and Geology Map Sheet 40. A-1 971009-047 APPENDIX A (continued) Leary Childs Mascari Wamer Architects, 2006, Bressi Ranch Village Center Site Plan, Sheet Al, dated October 10,2006. Leighton and Associates, Inc., 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, Califomia, Project No. 4971009-002, dated July 29, 1997. , 2001, Supplemental Geotechnical Investigation for Mass Grading, Bressi Ranch, Carlsbad, Califomia, ProjectNo. 971009-0015, dated March 14,2001. , 2002, Geotechnical Conclusions Conceming the Mass Grading Recommendations Relative to Proposed Fine Grading and Review of the 40-Scale Tentative Maps, Bressi Ranch, Carlsbad, Califomia, ProjectNo. 971009-007, dated September 12,2002. , 2003a, Geotechnical Grading Plan Review of the Mass Grading Plans, Bressi Ranch, Carlsbad, Califomia, Project No. 971009-007, dated January 17,2003. , 2004a, Geotechnical Completion Letter of the Rough and Fine-Grading Operations, Planning Areas PA-14, PA-15, and OS-2, Bressi Ranch, Carlsbad, Califomia, Project No. 4971009-014, dated May 25,2004. , 2004b, As-Graded Report of Mass Grading, Planning Areas PA-13, PA-14, and a portion of PA-15, Bressi Ranch, Carlsbad, Califomia, Project No. 971009-014, dated September 17,2004. Project Design Consultants, 2003, Mass Grading and Erosion Control Plans for: Bressi Ranch, Carlsbad, Califomia, Carlsbad Tract No. 00-06, Drawing No. 400-8A; dated January 7, 2003, revised November 24,2003. , 2006, Bressi Ranch Commercial Site Development Permit Tentative Map, Carlsbad Tract No. 03-03, Sheets Cl through C7, dated October 11, 2006. A-2 GEOTECHNICAL BORING LOG B-1 12-21-06 Date Project Drilling Co. _ Hole Diameter Elevation Top of Elevation 401' LNR/PA-15 Baja Excavation Sheet _\ of _1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Major A Building Pad T T c o Ul (0 •o 3 O z Q. E re V) mo CQq) a v> c.». 0)0^ 1- • o? so o OD (0^ Logged By Sampled By DESCRIPTION AJB AJB (0 •* m 0) I- a >• 400 395 10— 390 15- 385 20- 380 25- 375- so- fl-1 @0'-5' R-l ^ 50/4" SM SC TCRTIARY-AGEp SANTIAGO FORMATION @ 0': Fine grained silty SAND: Light gray to light brown, moist, dense to very dense; oxidized zones @ 2': Becomes slightly clayey SAND CL SM @ 7': Sandy CLAY lense: Yellow-brown @9': Fine grained silty SAND 15.6 ML @ 13': Slightly clayey SILT: Concretion, more oxidized with depth @ 17': Concretion @ 18': Increasing moist content Total Depth = 20 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG LIMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INO. GEOTECHNICAL BORING LOG B-2 Date 12-21-06 Project Drilling Co. Hole Diameter Elevation Top of Elevation 400' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Major A Building Pad c o. 1^ IU fs |2 «2_i o V) d> TJ 3 a E re OT WO $o a. Cu- <u u Q 2c WO so O GM _OT od OT— DESCRIPTION Logged By Sampled By AJB AJB w 0) I- o a> Q. >> 400 395 5— R-l i 390 385 380 375 15- 20- 75/11" 25—- 30-370 SAMPLE TYPES: S SPUT SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE TCRTIARY-AGED SANTIAGO FORMATION (Tsa) @ 0': Fine grained silty SAND: Light gray, moist, daise to very dense; oxidized zones @ 2.5': Concretion SM SC/ML @ 7': Becomes slightly clayey ML SM ML @ 12': Slightly clayey SILT: Increased moisture content, concretion @ 15': Silty SAND lense, slightly moist @ 16': Fine grained sandy SILT: Light gray, increasing moisture content @ 18': Sandy SILT: Very moist, oxidized Total Depth = 20 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG LiMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-3 12-21-06 Date Project Drilling Co. _ Hole Diameter Elevation Top of Elevation 402' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Major A Building Pad c o UJ I- tL &o o m 0) •D 3 < o z o. E re OT (AO $0 Ju- CDo) GL m VU oa 5? oc SO O -d o • _w 03 OT— Logged By Sampled By DESCRIPTION AJB AJB (A O H 0) a 400- 395 10- 390 15- 385- 20- R-1 380- 25- 375 30- 50/6" ML SM TERTIARY-AGED SANTIAGO FORMATION (Tsa) @0": Fine grained silty SAND: Light gray to light brown, moist, dense to very dense, oxidized zones @ 2': Very oxidized @4': Slight clayey SILT @ 6': Increased moisture content @7': Light gray SILT @8': Oxidized silty SAND ML SM ML SM ill': Fine grained sandy SELT @ 13': Concretion, increased moisture content, becomes a silty SAND @ 15': Slightly clayey SELT @18': Silty SAND Total Depth = 20 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG LIMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-4 Date 12-21-06 Project Drilling Co. Hole Diameter Elevation Top of Elevation 403' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Major A Building Pad c - > (U UJ •5o» S-O 2_j o M 0) TJ 3 a E re OT wO 50 OQo) Q. u C^. oa MO) O^ SO o -d o • _OT od co-Logged By Sampled By DESCRIPTION AJB AJB w I- a >« 400 395 10— 390 15— 385 20- R-1 380 25— 375 30- SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE 50/5" TERTIARY-AGED SANTL\GO FORMATION (Tsa) @ 0': Fine grained silty SAND: Light gray, moist, dense to very dense; oxidized zones, intmjedded sands and silts wilh minor clay @2': SE.T lense ML ML @6': SILT lense @ 7': Oxidized silty SAND: Increased moisture content @ 9': Sandy SDLT with minor amounts of clay CL SM ML @ 13': Oxidized silty CLAY @ 14': Fine grained silty SAND with oxidized blebs @ 17': Oxidized slightly clayey SDLT @ 18': Concretion Total Depth = 20 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG LIMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-5 Date 12-21-06 Project Drilling Co. Hole Diameter Elevation Top of Elevation 401' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Major A Building Pad c iii •SO> &0 o (A 0) TJ 3 < o z iU a E re OT (AO SO oU- CQo) Q. (A C4- aa I? ISC') _OT to-Logged By Sampled By DESCRIPTION AJB AJB w w 0) a 400 395 10- 390- 15— 385- 20- R-1 B-l 380- 25- 375 30- 90/1 r 110.7 18.6 ML SM ML TERTIARY AGED SANTIAGO FORMATION (Tsa) @ 0': Fine grained silty SAND: Light gray to light brown, slightly moist to moist, dense to vety dense; oxidizea zones, interbedded silts and sands @ 2': Increased SILT content 14': Fine grained sandy SILT: Oxidized bldbs I 7': Oxidized silty SAND: Very moist ; 10': Oxidized SILT, with minor CLAY @ 12.5': Concretion 19': Concretion Total Depth = 20 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 SAMPLE TYPES: S SPUTSPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-6 Date 12-21-06 Project Drilling Co. Hole Diameter Elevation Top of Elevation 405' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Shop E Building Pad c o gu. UJ a" 2-0 o tn TJ 3 1 0) a E ra OT WO so tHO) a. w c«. a>o oa a 0)0- k - Wd> so o w'-^ _OT ori OT— Logged By Sampled By DESCRIPTION AJB AJB w 1- 0) a 405-"SM" CL SM ML 400-5— 395-10- R-1 79/9" 105.5 15.1 390- 385 380 15— 20— 25- 375-" 30- SAMPLE TYPES: S SPUT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE TERTL\RY-AGED SANTIAGO FORMATION (Tsa) @ 0': Fine grained silty SAND: Light gpiy, moist, dense to very dense, oxidized zones, interbedded sands, silts, and clays @3': Oxidized silty CLAY @4': Oxidized silty SAND @5': Light gray silty SAND @ 7': Gray SILT: Increased moisture content, minor clay Total Depth =10 Feet No ground water aicountered at time of driUing Backfilled with native soil on 12/21/06 G GRABSAMPLE SH SHELBY TUBE TYPEOFTESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA »EVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-7 Date 12-21-06 Project Drilling Co. Hole Diameter Elevation Top of Elevation 407' LNR/PA-15 Baja Excavation Sheet 1 Project No. Type of Rig of 1 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Major B Building Pad T c o 5<j> UJ tL S-O o ID a •a 3 I o z « a E ra OT wo 50 CQo) OL w CM- ao. oc so o _OT ozl OT— Logged By Sampled By DESCRIPTION AJB AJB vt I- a @0'-5' 405 400 10— 395 15— 390 20- i 385 25- 380- 30- "M7 ARTIFICIAL FILL (Afl @ 0-6': Sandy SILT with clay: Gray-brown, moist, medium dense SM TERTIARY-AGED SANTIAGO FORMATION (Tsa) @ 6': Silty SAND: Gray, nrioist, dense to very dense; oxidized zones, interbedded sands and silts @ 7': Becomes more oxidized !9': Light gray silty SAND 88/9" @ 12': Concretion, more oxidized ML @ 17': Sandy SILT @ 18': Increased water content, silty SAND lense @19': Sandy SILT Total Depth = 20 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G GRABSAMPLE SH SHELBY TUBE TYPEOFTESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-8 Date 12-21-06 Project Drilling Co. Hole Diameter Elevation Top of Elevation 409' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Major B Building Pad 1^ UJ •Cro S-o 2-J O w 0) 73 3 < a E ra OT wo 50 O. w Qa h. - = c 4-* *-.255 OC so _OT OZ) OT— Logged By Sampled By DESCRIPTION AJB AJB w a> o a >« 405- 400 10- 395 15- 390 20- 385 25- 380 30- R-l 50/3" SM ML TERTL^Y-AGED SANTL\GO FORMATION (Tsa) @ 0': Fine grained sandy SILT: Gray, slightly motst, dense to very dense; oxidized zones, interbedded sands and silts @ 3': Very oxidized @ 5': Becomes gray @8': Vety oxidized @ 9': Increasing moisture content @ 11': Slightly clayey @13': Silty SAND @ 16': Fine grained sandy SILT @ 17': Minor clay Total Depth = 20 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 SAMPLE TYPES: S SPUT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG LIMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-9 Date 12-21-06 Project Drilling Co. Hole Diameter Elevation Top of Elevation 411' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Shop D Building Pad UJ L S-o w 0) TJ 3 O z m o. E re OT wo 50 ~ 1-GDO) a. w «t3 oa >. I— a UO) o^ so O w-r _OT od OT— DESCRIPTION Logged By Sampled By AJB AJB w o <•> a -BT" @0'-5' 410- 405 10- R-1 400 15- 395 20- 390 25- 385 30- 50/5" 117.7 14.6 ML TERTL\RY-AGED SANTIAGO FOjRMATION (Tsa) @ 0': Silty SAND: Gray, brown, slightly moist, dense; oxidized zones, interbedded silts and sands @2': SILT lense @ 5': Silty SAND: Mica present @ 7': Oxidized sandy SILT: Moist concretion @ 8': SILT: Light gray, slightly moist @9': SILT: Dark gray, moist Total Depth = 10 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPEOFTESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-10 Date 12-21-06 Project Drilling Co. Hole Diameter Elevation Top of Elevation 410' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Shop D Building Pad c o^ UJ "So> S-O O w TJ 3 O z « a E re OT wO $o 9*- (Do> a. w c.». oo oa Q IA* oc SO o -.OT Oli OT- DESCRIPTION Logged By Sampled By AJB AJB w a> o o a >« 410 "ME" 405 5— 400 10- 395 15— 390 20- R-1 385 25- SSO-" 30- SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE SM ML TERTIARY-AGED SANTLVGO FORMATION (Tsa) @ 0": Sandy SILT: Gray-brown, moist, dense to very dense @ 3': Concretion @ 4': Fine grained SILT SAND: Damp, concretion @6': Becomes moist @ 7': Dark gray sandy clayey SILT: Shells present 85 @ 11': Concretion @ 13': Concretion, increased moisture content @I8': Traces of CLAY Total Depth = 20 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 G GRABSAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-11 12-21-06 Date Project Drilling Co. _ Hole Diameter Elevation Top of Elevation 411' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No, Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Shop C Building Pad c ui I-S-o 2-J (3 M 0) TJ 3 a E re OT wO o. w c^. vu oa I- . 5c oc so o W-T -d —OT 03 OT— Logged By Sampled By DESCRIPTION AJB AJB w 0) a> a 410- 5— 405 10— 400 15- 395- 20- 390 25— 385 30- "M17 TCRTIARY-AGED SANTIAGO FORMATION (Tsa) @ 0': Sandy SILT: Dark gray, slightly moist, dense to very dense, shells present, massive @8': Becomes moist 110': Sandy SELT: Dark gray, slighdy moist, dense to very dense, shells present, massive 50/2" 15': No recovery (on a concretion) L)6': Concretion Total Depth = 16 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-12 12-21-06 Date Project Drilling Co. _ Hole Diameter Elevation Top of Elevation 410' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Shop C Building Pad c o^ ©I LU u. u S-o 2-J w V TJ 3 4-* < o z a a. E re OT WO $o eu- 00 a> Q. w c^_ 0) u oa £" Q 5c (AO) oc SO o _OT ozi w— DESCRIPTION Logged By Sampled By AJB AJB w w 0) a 410- 0 "ME" 405 400-10- 395 IS— 390 20- 385 25- R-1 30-380 SAMPLE TYPES: S SPUT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE 76/9" TERTIARY-ACED SANTIAGO FORMATON (Tsa) @ 0': Fine grained sandy SILT: Dark gray, slightly moist, dense to very dense, massive, shells present @2,5': Concretion ! 6': Becomes very moist @ 9': Fine grained sandy SILT: Dark gray, slightly moist, dense to vftrv Hense. massive, shells presCTt Total Dq)th = 10 Feet No ground water aicountered at time of drilling Backfilled with native soil on 121/21/06 G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG LIMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-13 12-21-06 Date Project Drilling Co. _ Hole Diameter Elevation Top of Elevation 410' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Shop B Building Pad c o. ui |2 S-o 2J O w •a 3 o z « a E re OT WO $o CQ<D a. in CH-0)0 oa o 5c" W 0) o? so O -d O • _OT to-Logged By Sampled By DESCRIPTION AJB AJB w a> I- 0) a 410 405 5— 400 10- 395 15- 390 20- 385 25— 380-" 30- SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE "TOT TCRTLiLRY-AGEp SANTIAGO FORMATION (Tsa) @ 0': Fine grained sandy SELT: Dark gray, slightly moist, dense to very dense, massive, shells present 50/5" 111.1 16.7 @ 5': Fine grained sandy SILT: Dark gray, slightly moist, dense to very dense, massive, increased sand content @ 5.5': Medium grained sandy SILT: Dark gray, slightly moist, daise to vety dense, mica present @9': Concretion Total Depth = 10 Feet No ground wato- encountered at time of drilling Backfilled with native soil on 12/21/06 G GRAB SAMPLE SH SHELBY TUBE TYPEOFTESTS: DS DIRECT SHEAR MO MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INOEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-14 Date 12-21-06 Project Drilling Co. Hole Diameter LNR/PA-15 Baja Excavation Sheet _! of Ji Project No. Type of Rig 971009-047 CME-75 8" Elevation Top of Elevation 410' Drive Weight Location 140 pound hammer Drop 30" Shop A Building Pad c o |u. UJ a» tL o ^ o> s-o 2-J o w T3 3 O z a E n OT WO §o 0. w Cn. 0)0 oa 5c' .2.2 oc SO O w'-^ -_OT OD to- Logged By Sampled By DESCRIPTION AJB AJB w <D O a @0'-5' 405 5— 400 10- 395 15— 390 20- R-1 76/11" TERTIARY-AGED SANTIAGO FORMATION (Tsa) @ 0': Sandy SILT: Dark gray, slightly moist, dense to very dense; shells present, massive @2': Oxidized silty SAND lense @ 5': Concretion @ 7': Becomes moist @ 10': Sandy SILT: Dark gray, slightly moist, dense to very dense; shells present, massive @ 15': Sandy SILT: Dark gray, slightly moist, dense to very dense; shells present, slightly clayey 385- 25- 380- 30- Total Depth = 20 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 SAMPLE TYPES: S SPUTSPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G GRABSAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR COiiROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-15 12-21-06 Date Project Drilling Co. _ Hole Diameter Elevation Top of Elevation 411' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Pad B Building Pad c o 5U. Ul -c«< •5o> S-O 2-1 o w •D 3 O z » a E n OT WO so CQo) 0. W CM-a> u oa o a)0^ 5^ o c SO O WT _OT 03 OT— DESCRIPTION Logged By Sampled By AJB AJB w o « a >• 410 405- 400 10- R-l 395-15- 390- 20- 385 25— 30- TERTL\RY-AGED SANTIAGO FORMATION (Tsa) @ 0': Fine grained sandy SILT: Dark gray, slightly moist, dense to very dense; massive, shells present @ 2': Silty SAND lense: Oxidized @3': Traces of CLAY 71/9" 17': Becomes moist Total Depth = 10 Feet No ground water encountered at time of driUing Backfilled with native soil on 12/21/06 SAMPLE TYPES: S SPUT SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE 4 LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-16 Date Project Drilling Co. _ Hole Diameter 12-21-06 LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Elevation Top of Elevation 409' Drive Weight Location 140 pound hammer Drop 30" West of Shop F UJ •So> S-o 2-J O w a> •o 3 "5 < o z o a E ra OT WO $o 0^ OQo) w Ci«. oa £• o 5^" Wdl oS so O _OT ozi to-Logged By Sampled By DESCRIPTION AJB AJB w o d) a >» ML 405 R-l 400 10— 395 15— 390- 20— 385 25- 380 30- 50/3" NR ARTMCIALFILL(Af) @ 0'-2': Fine grained silty SAND: Brown, slightly moist, loose to medium dense TERTIARY-AGED SANTIAGO FORMATION (Tsa) @ 2': Fine grained sandy SILT: Dark gray, slightKf moist, dense to very dense; massive, shells present, traces of CLAY if) 5': Concretion (refiisal) Total Dqjth = 5 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-17 12-21-06 Date Project Drilling Co. _ Hole Diameter Elevation Top of Elevation 407' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Shop F Building Pad c Ju. UJ •5 o> S-o 2-1 o w a> TJ 3 '5 < a E re OT wo ^o a. w c^_ o o oa a 00- h- -. oc SO O WT •AOT -d o • _OT OZ) OT— DESCRIPTION Logged By Sampled By AJB AJB w w o 0) a 405- 400- 10- B-1 @0'-5' R-I 395 15- 390 20— 385- 25— 380- 30- ARTIFICIALFILL(Af) @0-2': Fine grained sandy SILT: Light brown, slightly moist, loose to medium dense TERTIARY-AGED SANTIAGO FORMATION (Tsa) @ 2': Fme grained sandy SILT with traces of clay: Dark gray, slightly moist, dense to very dense; massive, shells present 50/6" 95.5 13.5 SM/SP @8': Moist @ 9': Silty to poorly graded fine to medium grained SAND fg) 11': Refiisal (concretion) Total Depth = 11 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G GRABSAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG LIMITS El EXPANSION INDEX RV R-VALUE 4 LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-18 Date 12-21.06 Project Drilling Co. Hole Diameter LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Elevation Top of Elevation 405' Drive Weight Location 140 pound hammer Drop 30" Shop G Building Pad c o gu. UJ 6L •Cro S-o 2-1 O w 0) -o 3 o z 9 a. E re OT wo 30 Q. W c^. ou oa Q = c" CA 0) o^ so o w^ -d _OT ozi to-Logged By Sampled By DESCRIPTION AJB AJB w o o a >> 405 STOMI 400 395 390 385 380 375 10- 15— 20— 25- 30- ARTmCIALFILL UAO @0-2': Fine grained silty SAND/sandy SILT: Brown, slightly moist, loose to medium dense ML TERTIARY-AGED SANTIAGO FORMATION (Tsa) @ 2': Fine granted sandy SILT: Dark gray, slightly moist, dense to very dense, massive, shells present @6': Becomes moist Total Depth = 10 Feet No groimd water oicountered at time of drilling Backfilled with native soil on 12/21/06 SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE 4 LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-19 12-21-06 Date Project Drilling Co. _ Hole Diameter Elevation Top of Elevation 410' LNR/PA-15 Baja Excavation Sheet 1 of Project No. Type of Rig _ 1 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Pad A Building Pad c o ra Ul W 0) TJ 3 m a E re OT wo ^o GQQ) Q. W c<». «o oa 5^" wv o^ so o _OT OT— DESCRIPTION Logged By Sampled By AJB AJB w 0) a 410 'SMTMI 405 5— 400- 395 B-l @15'-2( 390 385- 25 380 SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE ARTMCIALFILL(Af) @ 0': Fine grained silty SAND/sandy SILT: Yellow-brown, moist, loose to medium dense ML CL @5': Gray sandy SELT IT: Gray sandy CLAY @ 10': Silty CLAY @15': Brown silly CLAY CL TERTIARY SANTIAGO FORMATION (Tsa) @ 17': Fine grained sandy, silty CLAY: Brown, moist, hard; drilling became more difficult Total Depth = 20 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-20 12-21-06 Date Project Drilling Co. _ Hole Diameter Elevation Top of Elevation 405' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" North of Major C Building Pad c o. gu. UJ •5o> s-o 2-i w T3 3 O Z « a E ra OT WO Q. W C^-0) U oa o 5^ wa> o^ SO o WT-SO —OT Oli OT— DESCRIPTION Logged By Sampled By AJB AJB w a 405- 0 400 B-l @0'-5' 395- 390 15- 385-20— 380 25- 375-' 30- SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE ML CL TERTIARY-AGED SANTIAGO FORMATION (Tsa) @ 0': Fine grained sandy SILT: Brown, moist, dense to very dense, oxidized, traces of CLAY @ 2': Concretion @ 4': Concretion @6': Silty CLAY @7': Silly CLAY: Oxidized @9': Silty CLAY: Dark gray Total Depth = 10 Feet No ground water encountered at time of drilling Backfilled on 12/21/06 G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B-21 12-21-06 Date Project Drilling Co. _ Hole Diameter Elevation Top of Elevation 406' LNR/PA-15 Baja Excavation Sheet 1 of 1 Project No. Type of Rig 971009-047 CME-75 8" Drive Weight Location 140 pound hammer Drop 30" Major C Building Pad c UJ |2 tL S-O 2-1 O w « TJ 3 O z a E re OT wO %o a. w CH. oa £• o 5c" wa> o^ so o 03 OT— DESCRIPTION Logged By Sampled By AJB AJB w w a "MT" 405- 400 10- 395 15- 390 20— 385 25— 380- 30- TCRTL^RY-AGED S/NNTTAGO FORMATION (Tsa) @ 0': Fine grained sandy SELT with CLAY: Gray-brown, moist, dense to very dense @4': Concretion @ 6': Concretion @ 8': Fine grained sandy SILT with CLAY: Gray-brown, moist, dense to very dense @9': Clayey SILT: Dark gray Total Depth = 10 Feet No ground water encountered at time of drilling Backfilled with native soil on 12/21/06 SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. LOG OF TRENCH: JVL Project Name: T.NR-PA15 Project Number: Equipment: 07innQ-n47 Logged by:. Elevation:— fi-TM 4inFftftt Location/Grid: Sfipi Map GEOLOGIC ATTITUDES DATE: 12/29/06 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moisture (%) Density (pcf) ARTIFICIAL FILL A Af @ 0': Silty fine to medium SAND: Light brown, damp to moist, loose, medium dense TERTIARY SANTIAGO FORMATION B @ 3.5': Fine sandy SILTSTONE: Dark gray, damp, hard; micas @6': Becomes olive-green, moist SM B-l @ 0'-3' Tsa ML B-2 @ 6'-?' GRAPHICAL REPRESENTATION: SCALE: 1"=5' SURFACE SLOPE: 0° TREND: LOG OF TRENCH: T-? Project Name-., T.NR-PAIS Project Number: Equipment: 07innQ-n47 Logged by:. Elevation:— 4in Fftftt Location/Grid: SPP Map GEOLOGIC ATTITUDES DATE: 12/29/06 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moisture (%) Density (pcf) TERTIARY SANTIAGO FORMATION A @ 0': Fine sandy SILTSTONE: Light gray to light green-gray, damp to moist, hard Practical refusal at 10 feet Tsa ML B-l 0'-3' GRAPHICAL REPRESENTATION: SCALE: 1"=5' SURFACE SLOPE: 0° TREND: Total Depth = 10 Feet No Ground Water Encountered Backfilled: 12/29/06 LOG OF TRENCH: 1=3_ Project Name:. TMR-PAI^ Project Number: 971009-047— Equipment: CATRackhnfi Logged by: Elevation:- GTM 409 FRfit Location/Grid: Sep Map GEOLOGIC ATTITUDES DATE: 12/29/06 DESCRIPTION: ARTIFICIAL FILL A @ 0': Silty fine to medium SAND: Light brown to light yellow-brown, moist, medium dense; slightly clayey TERTIARY SANTIAGO FORMATION B @5': Fine to medium silty SANDSTONE: Yellow-brown, moist, medium dense @ 10': Concretion layer-practical refusal GEOLOGIC UNIT Af Tsa ENGINEERING PROPERTIES USCS SM SM Sample No. B-l 0'-3' Moisture GRAPHICAL REPRESENTATION: SCALE: 1"=5' SURFACE SLOPE: 0° TREND: Density (pcf) * , * B Total Depth = 10 Feet No Ground Water Encountered Backfilled: 12/29/06 LOG OF TRENCH: JIA. Project Name: T,NR-PA15 Project Number: 07innQ.n47 Equipment: CAT Rarkhnei Logged by:. Elevation:— CTJM 406 FfiRt Location/Grid: SPP Map GEOLOGIC ATTITUDES DATE: 12/29/06 DESCRIPTION: TERTL\RY SANTIAGO FORMATION A @ 0'; Silty fine to medium SANDSTONE: Light gray to light yellow-gray, damp to moist, hard @ 9': Practical refusal GEOLOGIC UNIT Tsa ENGINEERING PROPERTIES USCS SM Sample No. B-l @ 0'-8' Moisture Density (pcf) GRAPHICAL REPRESENTATION: SCALE: 1"=5' SURFACE SLOPE: 0° TREND: LOG OF TRENCH: 1=1. Project Name:. T,NR-PA15 Project Number: 071000-047 Equipment: CAT Rackhnp Logged by:. Elevation:- GJM 404 Ff,Rt Location/Grid: Sefi Map GEOLOGIC ATTITUDES DATE: 12/29/06 DESCRIPTION: TERTIARY SANTLVGO FORMATION A @ 0': Silty fine to medium SANDSTONE: Light yellow-gray to light yellow-brown, damp to moist, dense B @ 11': Fine sandy SILTSTONE: Light gray to olive-gray, damp, hard GEOLOGIC UNIT Tsa ENGINEERING PROPERTIES USCS SM ML Sample No. Moisture Density (pcf) GRAPHICAL REPRESENTATION: SCALE: 1"=5' SURFACE SLOPE: 0° TREND: LOG OF TRENCH: T-fi Project Name:, LNR-PA1S Project Number: Equipment: Q7100Q-047 Logged by:. Elevation:— G-TM 400 Feet Location/Grid: Sef: Map GEOLOGIC ATTITUDES DATE: 12/29/06 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moisture (%) Density (pcf) TERTIARY SANTIAGO FORMATION A @0': Silty fine to medium SANDSTONE: Light gray, damp to moist, dense to very dense B @ 6.5': Cemented layer @ 7': Practical refusal on cemented layer Tsa SM GRAPHICAL REPRESENTATION: SCALE: 1"=5' SURFACE SLOPE: 0° TREND: LOG OF TRENCH: T-7 Project Name: T.NR-PA15 Project Number: Q7100Q-047— Equipment: CAT Rarkhnfi Logged by: Elevation:- GJM 403,5 Location/Grid: Sep Map GEOLOGIC ATTITUDES DATE: 12/29/06 DESCRIPTION: TERTIARY SANTIAGO FORMATION A @ 0': Silty fine to medium SANDSTONE: Light gray, damp to moist, dense to very dense B @3.5': Slightly cemented layer - 6 inches thick C @4': Silty fine to medium SANDSTONE: Light gray, damp to moist, dense to very dense GEOLOGIC UNIT Tsa ENGINEERING PROPERTIES USCS SM Sample No. Moisture Density (pcf) GRAPHICAL REPRESENTATION: SCALE: 1"=5' SURFACE SLOPE: 0° TREND: LOG OF TRENCH: T-8 Project Name:. TNR-PAIS Project Number: Equipment: 071000-047 Logged by:. Elevation:— G.TM 407 Fppt rATRapVhnP Location/Grid: SPP Map GEOLOGIC ATTITUDES DATE: 12/29/06 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moisture (%) Density (pcf) TERTIARY SANTIAGO FORMATION A @ 0': Fine sandy SILTSTONE: Dark gray to dark greenish gray, damp, hard Tsa ML B-l @ 0'-3' GRAPHICAL REPRESENTATION: SCALE: 1"=5' SURFACE SLOPE: 0° TREND: LOG OF TRENCH: T-Q Project Name:. T.NR-PA15 Project Number: Equipment: 971009-047 Logged by: Elevation:- O.TM 410Fpet rATRapkhnp Location/Grid: SPP Map GEOLOGIC ATTITUDES DATE: 12/29/06 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moisture Density (pcf) TERTIARY SANTL\GO FORMATION A @ 0': SILTSTONE to fine sandy SILTSTONE: Dark olive, damp, hard; fossil rich B @2.5': Cemented zone C @ 3.0': SILTSTONE to fine sandy SILTSTONE: Dark olive, damp, hard; fossil rich Tsa ML GRAPHICAL REPRESENTATION: SCALE: 1"=5' SURFACE SLOPE: 0° TREND: LOG OF TRENCH: T-10 Project Name: T,NR-PA15 Project Number: Q71000-OA7 Equipment: PAT Ptaplfhr»p Logged by:. Elevation:— GJM 411 Feet Location/Grid: SPP Map GEOLOGIC ATTITUDES DATE: 12/29/06 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moisture Density (pcf) ARTIFICIAL FILL A @0': Silty fine to medium SAND: Light brown to yellow-brown, damp to moist, medium dense TERTIARY SANTIAGO FORMATION B @ 2.5': Silty fine to medium SANDSTONE: Light gray, damp, very dense C @3': Cemented zone @3.5': Refusal Af Tsa SM SM GRAPHICAL REPRESENTATION: SCALE: 1"=5' SURFACE SLOPE: 0° TREND: Total Depth = 3.5 Feet No Ground Water Encountered Backfilled: 12/29/06 LOG OF TRENCH: T-11 Project Name:. T.NR-PA15 Project Number: 07100Q-047 Equipment: CATRarkhnp Logged by:, Elevation:— G.TM 40S Feet Location/Grid: Sep Map GEOLOGIC ATTITUDES DATE: 12/29/06 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moisture Density (pcf) TERTIARY SANTIAGO FORMATION A @0': SILTSTONE: Dark gray, damp, hard B @ 6': Cemented zone @ 6': Practical refusal Tsa ML B-l @ 0'-3' GRAPHICAL REPRESENTATION: SCALE: 1"=5' SURFACE SLOPE: 0° TREND: LOG OF TRENCH: T-)7 Project Name:. T.NR-PA15 Project Number: Equipment: 971009-047 Logged by:. Elevation:— GJM 407 Fppt C AT RaoWhnP Location/Grid: SPP Map GEOLOGIC ATTITUDES DATE: 12/29/06 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moisture Density (pgQ TERTIARY SANTIAGO FORMATION A @0': Silty fine to medium SANDSTONE: Yellow-brown, damp to moist, dense B @2.5': SILTSTONE: Dark gray, damp, hard C @3': Cemented zone @3': Practical refusal Tsa SM ML GRAPHICAL REPRESENTATION: SCALE: 1"=5' SURFACE SLOPE: 0° TREND: Total Depth = 3 Feet No Ground Water Encountered Backfilled: 12/29/06 LOG OF TRENCH: T-H Project Name: T,NR-PA15 Project Number: 071000-047 Equipment: CAT Rankhoe- Logged by:. Elevation:— G.TM 410 Fppt Location/Grid: _ SPP Map GEOLOGIC ATTITUDES DATE: 12/29/06 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moisture (%) Density (pcf) TERTIARY SANTIAGO FORMATION A @ 0': Silty fine to medium SANDSTONE: Yellow-brown, moist, dense B @ 1': Silty fine to medium SANDSTONE: White, damp, very dense C @2': Cemented zone @ 3.5': Practical refusal Tsa SM SM GRAPHICAL REPRESENTATION: SCALE: 1"=5' SURFACE SLOPE: 0° TREND: Total Depth = 3.5 Feet No Ground Water Encountered Backfilled: 12/29/06 971009-047 APPENDIX C Laboratory Testing Procedures and Test Results Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test; ASTM Standard D4829 Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Location Sample Description Expansion Index Expansion Potential Boring B-l, South of Shop "D" Pad Light gray silty fine SAND 69 Medium Boring B-5, Major "A" Pad Light gray-brown sandy SILT 66 Medium Boring B-7, Major "B" Pad Gray-brown sandy SILT with clay 102 High Boring B-9, Shop "D"Pad Light gray silty fine SAND 58 Medium Boring B-l7, Shop"F" Pad Light brown sandy SILT with clay 92 High Boring B-20, Major "C" Pad Light brown sandy SILT with clay 93 High Test Pit T-1, South of Shop "D" Pad Light brown silty SAND 84 Medium Test Pit T-2, South of Major "B" Pad Light olive-gray sandy SILT 91 High Test Pit T-8, South of Shop "G" Pad Dark olive-gray SILT 90 Medium Test Pit T-11, North of Major "B" Pad Dark gray sandy SILT 58 Medium * The expansion potential of selected materials was evaluated by the Classification of Expansive Soil, CBC, Table No. 18-I-B. C-1 971009-047 APPENDIX C (Continued) Moisture and Densitv Determination Tests: Moisture content (ASTM Test Method D2216) and dry density determinations were performed on relatively imdisturbed ring samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring and/or trench logs. Where applicable, only the moisture content was determined from disturbed samples. Mmimum Resistivitv and pH Tests: Minimum resistivity and pH tests were performed in general accordance v^th Caltrans Test Method CT643 for Steel or CT532 for concrete and standard geochemical methods. The results are presented in the table below: Sample Location Sample Description pH Minimum Resistivity (ohms-cm) Boring B-1, South of Shop "D" Pad Light gray silty fine sand 7.6 740 Boring B-20, Major "C" Pad Light brown sandy silt with clay 7.7 740 Test Pit T-2, South of Major "B" Pad Light olive-gray sandy SILT 7.7 480 Chloride Content: Chloride content was tested in accordance with Caltrans Test Method CT422. The results are presented below: Sample Location Chloride Content, ppm Chloride Attack Potential* Boring B-l, South of Shop "D" Pad 400 Positive Boring B-20, Major "C" Pad 270 Threshold Test Pit T-2, South of Major "B" Pad 360 Positive "Per City of San Diego Program Guidelines for Design Consultant, 1992. C-2 971009-047 APPENDIX C (Continued) Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods (Caltrans Test Method CT417). The test results are presented in the table below: Sample Location Sulfate Content (%) Potential Degree of Sulfate Attack* Boring B-l, South of Shop "D" Pad 0.02 Negligible Boring B-20, Major "C" Pad 0.04 Negligible Test Pit T-2, South of Major "B" Pad 0.03 Negligible * Based on the 1997 edition ofthe Uniform Building Code, Table No. 19-A-4, prepared by the Intemational Conference of Building Officials (ICBO, 1997). C-3 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPEaHCATIONS Page 1 of 6 LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING General 1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendationsprior to the commencementof the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioningand processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. 3030.1094 Leighton and Associa tes Jnc. GENERAL EARTHWORKAND GRADING SPECIFICATIONS Page 2 of 6 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioningand processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, goveming agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately,for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 3 of 6 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shal 1 also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactoryfill material. 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3030.1094 Leighton and Associates, Inc. GENERALEARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91). 4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557-91). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling.of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-91. 4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPEQFICATIONS Page 5 of 6 4.6 Frequencv of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIHCATIONS Page 6 of 6 7.0 Trench Backfills 7.1 The Contractor shall foiiow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.5 . Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his altemative equipment and method. 3030.1094 RLL SLOPE PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND EXISTING GROUND SURFACE BENCH HEIGHT (4" TYPICAL) REMOVE UNSUITABLE MATERIAL 2' MIN.—I KEY DEPTH LOWEST BENCH (KEY) FILL-OVER-CUT SLOPE EXISTING GROUND SURFACE ------ - ~ •«^'-*^ - — - ^ aiiiiii OMPACTEO:-: :HF'ILL--:^^ •-BENCH HEIGHT (4" TYPICAL) REMOVE UNSUITABLE MATERIAL CUT-OVER-RLL SLOPE -CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT TO ASSURE ADEQUATE GEOLOGIC CONDITIONS EXISTING GROUND SURFACE PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND UT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT OVERBUILD AND TRIM BACK REMOVE UNSUITABLE MATERIAL BENCH HEIGHT (4* TYPICAL) FOR SUBDRAINS SEE STANDARD DETAIL C 2' MIN.- KEY DEPTH LOWEST BENCH (KEY) BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5:1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A LEIGHTON ANO ASSOaATES FINISH GRADE SLOPE FACE 4'-MlN^^^M^S^ OVERSIZE WINDROW • OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. • EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK. • BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS. • DO NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE, • WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE. GRANULAR MATERIAL TO BE' DENSIFIED IN PLACE BY FLOODING OR JETTING. DETAIL "JETTED OR FLOODED GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIRCATIONS STANDARD DETAILS B IflGHTON ANO ASSOQATES EXISTING GROUND SURFACE BENCHING REMOVE UNSUITABLE MATERIAL CALTRANS CLASS 2 PERMEABLE OR #2 ROCK (9FT''3/FT) WRAPPED IN FILTER FABRIC SUBDRAIN TRENCH SEE DETAIL BELOW FILTER FABRIC (MIRAFI HON OR APPROVED EQUIVALENT)* MIN. BEDDING COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATIONS SUBDRAIN DETAIL DESIGN FINISH GRADE FILTER FABRIC (MIRAFI UON OR APPROVED EQUIVALENT) •CALTRANS CLASS 2 PERMEABLE OR #2 ROCK (9FT"3/FT) WRAPPED IN FILTER FABRIC NONPERFORATED 6"0 MIN 6 0MIN. PIPE DETAIL Qf CANYON SUBDRAIN OUTLET GENERAL EARTHWORK AND X^^T CANYON SUBDRAINS GRADING SPECIFICATIONS iN^^ CANYON SUBDRAINS STANDARD DETAILS C ^^J^?^ LEIGHTON ANO ASSOCIATES 15' MIN. OUTLET PIPES 4" 0 NONPERFORATED PIPE. ICQ" MAX. O.C. HORIZONTALLY, 30" MAX O.C. VERTICALLY BACK CUT 1:1 OR FLATTER SEE SUBDRAIN TRENCH DETAIL LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET -KEY DEPTH (2' MIN.) KEY WIDTH AS NOTED ON GRADING PLANS (15' MIN.) 12" MIN. OVERLAP- FROM THE TOP HOG RING TIED EVERY 6 FEET CALTRANS CLASS II PERMEABLE OR If2 ROCK (3 FT'^3/FT) WRAPPED IN FILTER FABRIC •4" 0 NON-PERFORATED OUTLET PIPE PROVIDE POSITIVE SEAL AT THE JOINT T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE 6 MIN. COVER 4" 0 PERFORATED PIPE -FILTER FABRIC ENVELOPE (MIRAFI 140 OR APPROVED EQUIVALENT) 4" MIN. BEDDING SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION - subdroin collector pipe sholl be instolled with perforation down or, unless otherwise designated by the geotechnicol consultant. Outlet pipes shall be non-perforoted pipe. The subdrain pipe shall hove at leost 8 perforotions uniformly spaced per foot. Perforation shall be 1/4" to 1/2" if drill holes ore used. All subdrain pipes shall have o gradient of ot least 2% towards the outlet. SUBDRAIN PIPE - Subdroin pipe sholl be ASTM D2751. SDR 23.5 or ASTM D1527. Schedule 40. or ASTM D3034, SDR 23.5, Schedule 40 Polyvinyl Chloride Plostic (PVC) pipe. All outlet pipe sholl be placed in o trench no wide thon twice the subdroin pipe. Pipe sholl be in soil of SE >/=30 jetted or flooded in ploce except for the outside 5 feet which shall be notive soil bockfill. BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS D LEIGHTON AND ASSOCIATES -SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM D1557 RETAINING WALL WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS FILTER FABRIC ENVELOPE (MIRAFI MON OR APPROVED EQUIVALENT)** 3/4" TQ 1-1/2" CLEAN GRAVEL WALL FOOTING 4" (MIN.) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED MINIMUM 1 PERCENT GRADIENT TO SUITABLE OUTLET 3" MIN. COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT. COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. RETAINING WALL DRAINAGE DETAIL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS E LEIGHTON AND ASSOCIATES PERFORMANCE CERTIFICATE OF COMPLIANCE (Parti of3) PERF-1 C Project Name Bad Building 'A' Bressi Ranch Village Center Date 12/17/2013 Project Address Gateway Road & Finnila Place Carlsbad Climate Zone CA Climate Zone 07 Total Cond. Floor Area 4,633 Addition Floor Area n/a GENERAL INFORMATION Building Type: • Nonresidential • • Relocatable - indicate • High-Rise Residential • specific climate zone • Hotel/Motel Guest Room all climates Phase of Construction: • New Construction • Addition • Alteration STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to a Building using the performance compliance approach. The documentation author hereby certifies that the documentation is accurate and complete Documentation Author Name McParlane & Associates, inc. Signature Company McPARLANE & ASSOCIATES. INC. Date 12/17/2013 Address 79600 Fairchiid, Suite 200 Phone ^949; 296-3136 City/State/Zip ^A 92603 The Principal Designer 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 appiication. The proposed building has been designed to meet the energy efficiency requirements contained in sections 110,116 through 118, and 140 through 149 of Title 24, Part 6. Please check one: ENV. LTG. MECH. • • • • I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed in the State of California as a civil engineer, mechanical engineer, electrical engineer, or I am a licensed architect. I affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code by section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a iicensed contractor performing this work. I affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exejjjpt pursuant to Business and Professions Code Sections 5537, 5538 and 6737.1. Principal Envelope Designer Name I. Simon Warner Signature Company Mascari Wamer Architects Date December 18, 2013 Address 1717 Kettner Bivd. Suite 100 License* C-24151 City/State/Zip ^.^^^ _ g^lOI Phone 619-614-0080 Principal lUlechanical Designer Name Paul iVIcPariane Signature Company McParlane & Associates Date December 17, 2013 Address 4830 Viewridge Avenue License* M022512 City/State/Zip Q^gg,^^ Caiifomia 92123 Phone (858)277-9721 Principal Lighting Designer Name Signature Company Ughting Compliance Not in The Scope Of This Submittal Date Address License # City/State/Zip Phone INSTRUCTIONS TO APPLICANT COMPLIANCE & WORKSHEETS (check box if worksheets are Included) El ENV-1 C Certificate of Compliance. Required on plans. E! MECH-1 G • LTG-1 C Certificate of Compliance. Required on plans. El MECH-2C • LTG-2C Lighting Controls Credit Worksheet. El MECH-3C • LTG-3C Indoor Lighting Power Allowance. El MECH-5C Certificate of Compliance. Required on plans. Air/Water Side/Service Hot Water & Pool Requirements. Mechanical Ventilation and Reheat. Mechanical Equipment Details. EnergyPro 5.1 by EnergySoft User Number: 2445 RunCode: 2013-12-17710:54:23 iD: 3969 Page 1 of 18 PERFORMANCE CERTIFICATE OF COMPLIANCE (Part 2 of 3) PERF-1 C Project Name Date Bad Building 'A' Bressi Ranch Village Center 12/17/2013 ANNUAL TDV ENERGY USE SUMMARY (kBtu/sqft-yr) Energy Component Space Heating Space Cooling Indoor Fans Heat Rejection Pumps & IVIisc. Domestic Hot Water Lighting Receptacle Process Process Lighting TOTALS Percent better than Standard Standard Design 1.36 58.32 30.54 0.00 0.00 0.00 33.98 50.98 0.00 0.00 175.17 Proposed Design 0.19 38.26 40.51 0.00 0.00 0.00 33.98 50.98 0.00 0.00 163.92 6.4% Compliance Margin 1.17 20.06 -9.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.26 Heating Cooling Fans Heat Rej Pumps DHW Lighting Receptacle Process Process Ltg 6.4 % excluding process) BUILDING COMPUES GENERAL INFORMATION Building Orientation (N) 0 deg Conditioned Floor Area 4,633 sqft. Number of Stories 1 Unconditioned Floor Area 115 sqft. Number of Systems 4 Conditioned Footprint Area 4,633 sqft. Number of Zones 5 Natural Gas Available On Site Yes sqft. Orientation Gross Area Glazing Area Glazing Ratio Front Elevation (N) 896 sqft. 236 sqft. 263 % Left Elevation (E) 7,352 sqft. 560 sqft. 41.4 % Rear Elevation (S) 0 sqft. 0 sqft. 0.0% Right Elevation (W) 1,218 sqft. 96 sqft. 7.9% Total 3,466 sqft. 892 sqft. 25.7% Roof 4.633 sqft. 0 sqft. 0.0% Standard Prescriptive Lighting Power Density Prescriptive Envelope TDV Energy 0.600 150,160 w/sqft. Proposed 0600 163,361 W/sqft. Prescriptive Values for Comparison only. See LTG-1 C for allowed LPD. Remarks: EnergyPro 5.1 by EnergySoft User Number: 2445 RunCode: 2013-12-17710:54:23 ID: 3969 Page 2 of 18 PERFORMANCE CERTIFICATE OF COMPLIANCE (Part 3 of 3) PERF-1 C Project Name Bad Building 'A' Bressi Ranch Village Center Date 12/17/2013 ZONE INFORMATiON System Name Zone Name Occupancy Type Floor Area (sqft.) Inst. LPD (W/Sf)^ Ctrl. Credits msff Allowed LPD Proc. Loads (W/sf) System Name Zone Name Occupancy Type Floor Area (sqft.) Inst. LPD (W/Sf)^ Ctrl. Credits msff Area mstf Tailored (W/sf)" Proc. Loads (W/sf) Can-ier Suite 101 All Others 1,133 *a600 Carrier Suite 102 Aii Others 1,145 *0.600 Carrier Suite 103 Ali Others 1,168 *0.600 Carrier Suite 104 Ail Others 1,187 *0.600 Unconditioned Space Electrical, Mechanical Room 115 •0.700 Notes: 1. See LTG-1 C (itenns marked with asterisk, see LTG-1-C by others) 2. See LTG-2C 3. See LTG-3C (by others) 4. See LTG-4C Items above require special documentation EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justifications, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. The HVAC System (4 ton) Carrier 50HCQD05 includes an Economizer This system has a cooling output < 75,000 Btuh or a supply cfm < 2500. The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been orovided by the applicant. Authorized Signature or Stamp, EnergyPro 5.1 by EnergySoft User Number: 2445 RunCode: 2013-12-17110:54:23 ID: 3969 Page 3 of 18 CERTIFICATE OF COMPLIANCE AND FIELD INSPECTION ENERGY CHECKLIST (Part 1 of 3) ENV-1 C Project Name Bad Building 'A' Bressi Ranch Village Center Date 12/17/2013 Project Address Gateway Road & Finnila Place Carlsbad Climate Zone Total Cond. Floor Area 4,633 Addition Floor Area n/a GENERAL INFORMATION Building Type: d Nonresidential • High-Rise Residential • Hotel/Motel Guest Room • Schools (Public School) Relocatable Public School E3 Conditioned Spaces • Unconditioned Spaces • Skylight Area for Large Enclosed Space > 8000 ft (If checked inciude the ENV-4C with submittal) Phase of Construction: • New Construction • Addition • Alteration Approach of Compliance: • Component Cl Overall Envelope • Unconditioned (file affidavit) Front Orientation: N, E, S, W or in Degrees: Odeg FIELD [NSPECTION ENERGY CHECKLIST OPAQUE SURFACE DETAILS INSULATION Tag/ID Assembly Type CB £ < Orientation N, E, S, W U-Factor Cavity R-Value Exterior R-Value Exterior Furring' Interior R-Value Interior Furring' Joint Appendix 4 Condition Status Pass 'S LL 1 Roof 56 (N) 0.047 None 19.0 None 4.2.6-A7 New • • 2 Siab 56 (N) 0.730 None 4.4.7-A1 New • • 3 Wall 98 (NW) 0.102 R-13 4.3.1-A3 New • • 4 Roof 1,077 (N) 0.047 None 19.0 None 4.2.6-A7 New • • 5 Slab 1,077 (N) 0.730 None 4.4.7-A1 New • • 6 Wall 632 (NE) 0.102 R-13 4.3.1-A3 New • • 7 Wall 154 (SE) 0.102 R-13 4.3.1-A3 New • • 8 Wall 172 (NW) 0.102 R-13 4.3.1-A3 New • • 9 Roof 1,089 (N) 0.047 None 19.0 None 4.2.6-A7 New • • 10 Slab 1,089 (N) 0.730 None 4.4.7-A1 New • • 1. See Instructions In the Nonresidential Compliance Manual, page 3-96. 2. If Fail, then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. A fail does not meet compliance. FENESTRATION SURFACE DETAILS Tag/ID Fenestration Type CB 0) w < Orientation N, E, S, W Max U-Factor U-Factor Source Max (R)SHGC SHGC Source Overhang Conditions Status Pass CM 'ta LL 1 Window 236 (NE) 0.297 COG 0.380 COG • New • • 2 Window 560 (SE) 0.297 COG 0.380 COG • New • • 3 Window 72 (NW) 0.297 COG 0.380 COG • New • • 4 Window 24 (W) 0.297 COG 0.380 COG • New • • • • • • • • • • • • • • • • • • • • 1. See Instructions in the Nonresidential Compliance Manual, page 3-96. 2. If Fall then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans If necessary. EnergyPro 5.1 by EnergySoft User Number: 2445 RunCode: 2013-12-17710:54:23 ID: 3969 Page 4 of 18\ CERTIFICATE OF COMPLIANCE AND FIELD INSPECTION ENERGY CHECKLIST (Parti of3) ENV-1 C Project Name Bad Building 'A' Bressi Ranch Village Center Date 12/17/2013 Project Address Gateway Road & Finnila Place Carlsbad Climate Zone Total Cond. Floor Area 4,633 Addition Floor Area n/a GENERAL INFORMATION Buiiding Type: IZl Nonresidential • High-Rise Residential • Hotel/Motel Guest Room • Schools (Pubiic School) Relocatable Public School BIdg. • Conditioned Spaces • Unconditioned Spaces • Skylight Area for Large Enclosed Space > 8000 ft (If checked include the ENV-4C with submittal) Phase of Construction: Cl New Construction • Addition • Alteration Approach of Compliance: • Component IZl Overall Envelope • Unconditioned (file affidavit) Front Orientation: N, E, S, W or in Degrees: Odeg FIELD INSPECTION ENERGY CHECKLIST OPAQUE SURFACE DETAILS INSULATION Tag/ID Assembly Type cs < Orientation N, E, S, W U-Factor Cavity R-Value Exterior R-Value Exterior Furring' Interior R-Value Interior Furring' Joint Appendix 4 Condition Status Pass CM "5 u. 11 Wali 158 (NW) 0.102 R-13 4.3.1-A3 New • • 12 Wall 16 (SE) 0.102 R-13 4.3.1-A3 New • • 13 Roof 56 (N) 0.047 None 19.0 None 4.2.6-A7 New • • 14 Slab 56 (N) 0.730 None 4.4.7-A1 New • • 15 Wali 98 (NW) 0.102 R-13 4.3.1-A3 New • • 16 Roof 1,112 (N) 0.047 None 19.0 None 4.2.6-A7 New • • 17 Siab 1,112 (N) 0.730 None 4.4.7-A1 New • • 18 Wall 144 (NW) 0.102 R-13 4.3.1-A3 New • • 19 Wall 28 (N) 0.102 R-13 4.3.1-A3 New • • 20 Wali 84 (W) 0.102 R-13 4.3.1-A3 New • • 1. See Instructions in the Nonresidential Compliance Manual, page 3-96. 2. If Fail, then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. A fail does not meet compliance. FENESTRATION SURFACE DETAILS Tag/ID Fenestration Type Area (ft') Orientation N, E, S, W Max U-Factor U-Factor Source Max (R)SHGC SHGC Source Overhang Conditions Status Pass Fail' • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1. See Instructions in the Nonresidential Compliance Manual, page 3-96. 2. If Fail then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans If necessary. EnergyPro 5.1 by EnergySoft User Number: 2445 RunCode: 2013-12-17710:54:23 ID: 3969 Page 5 of 18 CERTIFICATE OF COMPLIANCE AND FIELD INSPECTION ENERGY CHECKLIST (Part 1 of 3) ENV-1 C Project Name Bad Building 'A' Bressi Ranch Village Center Date 12/17/2013 Project Address Gateway Road & Finnila Place Carlsbad Climate Zone Total Cond. Floor Area 4,633 Addition Floor Area n/a GENERAL INFORMATION Building Type: • Nonresidential • High-Rise Residential • Hotel/Motel Guest Room • Schools (Public School) • Relocatable Pubiic School • Conditioned Spaces • Unconditioned Spaces • Skylight Area for Large Enclosed Space > 8000 ft (If checked include the ENV-4C with submittal) Phase of Construction: m New Construction • Addition • Alteration Approach of Compliance: • Component IZl Overall Envelope • Unconditioned (file affidavit) Front Orientation: N, E, S, W or in Degrees: Odeg FIELD INSPECTION ENERGY CHECKLIST OPAQUE SURFACE DETAILS INSULATION Tag/ID Assembly Type .2g feo' o >. 3 Si o S CO UJ > O O) •=.E LU U. OC Is .2 c X c .5 o. -3 < C O 'S in TJ 3 c *^ o B O CO CO CO cs Q. CB U. 21 Wali 182 (SE) 0.102 R-13 4.3.1-A3 New • 22 Roof 56 (N) 0.047 None 19.0 None 4.2.6-A7 New 23 Slab 56 (N) 0.730 None 4.4.7-A1 New a 24 Wall 98 (W) 0.102 R-13 4.3.1-A3 New 25 Roof 1,131 (N) 0.047 None 19.0 None 4.2.6-A7 New • • 26 Slab 1,131 (N) 0.730 None 4.4.7-A1 New 27 Wail 172 (W) 0.102 R-13 4.3.1-A3 New • 28 Wall 270 (SE) 0.102 R-13 4.3.1-A3 New 29 Demising 294 (N) 0.102 R-13 4.3.1-A3 New • 30 Wali 170 (SE) 0.102 R-13 4.3.1-A3 New 1. See Instructions in the Nonresidential Compliance Manual, page 3-96. 2. If Fall, then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. A fail does not meet compliance. FENESTRATION SURFACE DETAILS Tag/ID Fenestration Type Area (ft') Orientation N, E,S,W Max U-Factor U-Factor Source Max (R)SHGC SHGC Source Overhang Conditions Status Pass Fail' • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1. See Instructions In the Nonresidential Compliance Manual, page 3-96. 2. If Fall then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans If necessary. EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2013-12-17710:54:23 ID: 3969 Page 6 of 18 CERTIFICATE OF COMPLIANCE AND FIELD INSPECTION ENERGY CHECKLIST (Part 1 of 3) ENV-1 C Project Name Bad Building 'A' Bressi Ranch Village Center Date 12/17/2013 Project Address Gateway Road & Finnila Place Carlsbad Climate Zone Total Cond. Floor Area 4,633 Addition Floor Area n/a GENERAL INFORMATION Building Type: d Nonresidential • High-Rise Residential • Hotel/Motel Guest Room • Schools (Public School) • Relocatable Public School BIdg. IZ Conditioned Spaces • Unconditioned Spaces • Skylight Area for Large Enclosed Space s 8000 ft (If checked include the ENV-4C with submittal) Phase of Construction: IZl New Construction • Addition • Alteration Approach of Compliance: • Component • Overall Envelope • Unconditioned (file affidavit) Front Orientation: N, E, S, W or in Degrees: Odeg FIELD INSPECTION ENERGY CHECKLIST OPAQUE SURFACE DETAILS INSULATION Tag/ID Assembly Type •2 5 B co" V UJ u CB LL (0 "7 O CC o a> 3 X ca UJ > O Ol B t X 3 UJ U. DC o it <3) .2 c X c £ o-5 5- -s < c o is «> •a 3 o 3 U CO CO CO cs CL 31 Roof 56 (N) 0.047 None 19.0 None 4.2.6-/47 New 32 Slab 56 (N) 0.730 None 4.4.7-A1 New 33 Wall 98 (W) 0.102 R-13 4.3.1-A3 New • • • 1. See Instructions In the Nonresidential Compliance Manual, page 3-96. 2. If Fail, then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. A fail does not meet compliance. FENESTRATION SURFACE DETAILS Tag/ID Fenestration Type Area (ft') Orientation N, E, S, W Max U-Factor U-Factor Source Max {R)SHGC SHGC Source Overhang Conditions Status Pass Fail' • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1. See Instructions in the Nonresidential Compliance Manual, page 3-96. 2. If Fail then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. EnergyPro 5.1 by EnergySoft User Number: 2445 RunCode: 2013-12-17710:54:23 iD: 3969 Page 7 of 18 CERTIFICATE OF COMPLIANCE AND FIELD INSPECTION ENERGY CHECKLIST (Part 2 of 3) ENV-1 C Project Name Bad Building 'A' Bressi Ranch Village Center Date 12/17/2013 ROOFING PRODUCT (COOL ROOFS) (Note if the roofing product is not CRRC certified, this compliance approach cannot be used). Go to Overall Envelope Approach or CHECK APPLICABLE BOX BELOW IF EXEMPT FROM THE ROOFING PRODUCT "COOL ROOF" REQUIREMENTS: Pass Fail' N/A • Roofing compliance not required in Climate Zones 1 andl 6 with a Low-Sloped. 2:12 pitch or less. • • • • Roofing compliance not required in Climate Zone 1 with a Steep-Sloped with less than 5 lb/ft'. Greater than 2:12 pitch. • • • PI Low-sloped Wood framed roofs in Climate Zones 3 and 5 are exempted, solar reflectance and thermal emittance or SRI that have a U-factor of 0.039 or lower. See Opaque Surface Details roof assembly, Column H of ENV-2C. • • • |-| Low-sloped Metal building roofs in Climate Zone 3 and 5 are exempted, solar relectance and thermal emittance or SRI that have a U-factor of 0.048 or lower. See Opaque Surface Details roof assembly below, Column H ot ENV-2C. • • • J-. The root area covered by building integrated photovoltaic panels and building Integrated solar thermal panels are exempted. Solar reflectance and thermal emittance or SRI, see spreadsheet calculator at www.enerav.ca.aov/title24/ • • • |-. Roof constructions that have thermal mass over the roof membrane with a weight of at least 25 lb/ft"" are exempt from the Cool Roof criteria below. • • • f-| High-rise residential buildings and hotels and motels with low-sloped roofs In Climate Zones 1 through 9,12 and 16 are exempted from the low-sloped roofing criteria. • • • 1. If Fail then describe on this page of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. CRRC Product ID Number' Roof Slope £ 2:12 >2:12 Product Weight < 5lb/ft^ a 5lb/ft^ Product Type' Aged Solar Reflectance^ Thermal Emmitance SRI= Pass Fail^ • • • • • • • • • • • • • • • • • • • • • • n* • • • • • • n' • • • • • • n' • • 1. The CRRC Product ID Number can be obtained from the Cool Roof Rating Council's Rated Product Directory at www.coolroofs.ora/products/search.php 2. Indicate the type of product is being used for the roof top. I.e. single-ply roof, asphalt roof, metal roof, etc. 3. If the Aged Reflectance is not available in the Cool Roof Rating Council's Rated Product Directory then use the Initial Reflectance value from the same directory and use the equation (0.2+0.7(pinitiai - 0.2) to obtain a calculated aged value. Where p is the Initial Solar Reflectance from the Cool Roof Rating Council's Rated Product Directory. 4. Check box if the Aged Reflectance is a calculated value using the equation above. 5. The SRI value needs to be calculated from a spreadsheet calculator at http://www.enerav.ca.aov/tltle24/ 6. If Fail then describe on this page of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. To apply Liquid Field Applied Coatings, the coating must be applied across the entire roof surface and meet the dry mil thickness or coverage recommended by the coatings manufacturer and meet minimum performance requirements listed in §118(1)4. Select the applicable coating: • Aluminum-Pigmented Asphalt Roof Coating • Cement-Based Roof Coating • Other Discrepancies: EnergyPro 5.1 by EnergySoft User Number: 2445 RunCode: 2013-12-17710:54:23 ID: 3969 Page 8 of 18 CERTIFICATE OF COMPLIANCE (Part 3 of 3) AND FIELD INSPECTION ENERGY CHECKLIST ENV-1 C Project Name Bad Building 'A' Bressi Ranch Village Center Date 12/17/2013 Required Acceptance Tests Designer: This form is to be used by the designer and attached to the plans. Listed below is the acceptance test for Envelope Fenestrations system. The designer is required to check the acceptance tests and list all the fenestration products that require an acceptance test. If all the site-built fenestration of a certain type requires a test, list the different fenestration products and the number of systems. The NA7 Section in the Appendix of the Nonresidential Reference Appendices Manual describes the test. Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Enforcement Agency: Systems Acceptance. Before Occupancy Permit is granted for a newly constructed building or space or whenever new fenestration is installed in the building or space shall be certified as meeting the Acceptance Requirements. The ENV-2A form is not considered a complete form and is not to be accepted by the enforcement agency unless the boxes are checked and/or filled and signed. In addition, a Certificate of Acceptance forms shall be submitted to the enforcement agency that certifies plans, specifications, installation certificates, and operating and maintenance information meet the requirements of §10-103(b) of Title 24 Part 6. The field inspector must receive the properly filled out and signed forms before the building can receive final occupancy. A copy of the ENV-2A for each different fenestration product line must be provided to the owner of the k)uilding for their records. Test Description ENV-2A Test Performed By: Fenestration Products Name or ID Requiring Testing or Verification Area of like Products Buiiding Envelope Acceptance Test PPG SOLARBAN 60 (2) Clear 892 IZl • • • • • • • • • • • • • • • • • • • • • • • • • EnergyPro 5.1 by EnergySoft User Number: 2445 RunCode: 2013-12-17710:54:23 ID: 3969 Page 9 of 18 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Parti of4) MECH-1 C Project Name Bad Building A' Bressi Ranch Village Center Date 12/17/2013 Project Address Gateway Road & Finnila Place Carlsbad Climate Zone Total Cond. Floor Area 4,633 Addition Floor Area n/a GENERAL INFORMATION Building Type: IZI Nonresidential • High-Rise Residential • Hotel/Motel Guest Room • Schools (Public School) • Relocatable Public School BIdg. • Conditioned Spaces P, Unconditioned Spaces *-* (affidavit) Phase of Construction: • New Construction • Addition • Alteration Approach of Compliance: • Component • Overall Envelope Energy TDV • Unconditioned (file affidavit) Front Orientation: N, E, S, W or in Degrees: Odeg HVAC SYSTEM DETAILS FIELD INSPECTION ENERGY CHECKLIST Equipment^ Inspection Criteria Meets Criteria or Requirements Equipment^ Inspection Criteria Pass Fail - Describe Reason^ Item or System Tags (i.e. AC-1, RTU-1, HP-1) Camer • • Equipment Type^: Packaged DX • • Number of Systems 1 • • Max Allowed Heating Capacity^ 26 Btu/hr • • Minimum Healing Efficiency^ 8.10 HSPF • • Max Allowed Cooling Capacity^ 47,300 Btu/hr • • Cooling Efficiency^ 15.6 SEER/12.7 EER • • Duct Location/ R-Value Attic, Ceiling Ins. vented/4.2 • • When duct testing is required, submit MECH-4A & MECH-4-HERS No • • Economizer Diff. Temp (Integrated) • • Thermostat Setback Required • • Fan Control Constant Volume • • Equipment^ Inspection Criteria FIELD INSPECTION ENERGY CHECKLIST Equipment^ Inspection Criteria Pass Fail - Describe Reason^ Item or System Tags (i.e. AC-1, RTU-1, HP-1) Camer • • Equipment Type^: Packaged DX • • Number of Systems 1 • • Max Allowed Heating Capacity^ 26 Btu/hr • • Minimum Heating Efficiency^ 8.10 HSPF • • Max Allowed Cooling Capacity^ 47.300 Btu/hr • • Cooling Efficiency^ 15.6 SEER/12.7 EER • • Duct Location/ R-Vaiue Attic, Ceiling Ins. vented/4.2 • • When duct testing is required, submit MECH-4A & MECH-4-HERS No • • Economizer Diff. Temp (Integrated) • • Thermostat Setback Required • • Fan Control Constant Volume • • 1. If the Actual installed equipment performance efficiency and capacity is less than the Proposed (from the energy compliance submittal or from the building plans) the responsible party shall resubmit energy compliance to Include the new changes. 2. For additional detailed discrepancy use Page 2 of the Inspection Checklist Form. Compliance falls if a Fail box Is checked. 3. Indicate Equipment Type: Gas (Pkg or. Split), VAV, HP (Pkg or split), Hydronic, PTAC, or other. EnergyPro 5.1 by EnergySoft User Number: 2445 RunCode: 2013-12-17710:54:23 ID: 3969 Pa.qe 10 of 18 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Parti of4) MECH-1 C Project Name Bad Building A' Bressi Ranch Village Center Date 12/17/2013 Project Address Gateway Road & Finnila Place Carlsbad Climate Zone Total Cond. Floor Area 4,633 Addition Floor Area n/a GENERAL INFORMATION Building Type: • Nonresidential • High-Rise Residential • Hotel/Motel Guest Room • Schools (Public School) • Relocatable Public School BIdg. IZ Conditioned Spaces • Unconditioned Spaces (affidavit) Phase of Construction: • New Construction • Addition • Alteration Approach of Compliance: • Component • Overall Envelope Energy TDV • Unconditioned (file affidavit) Front Orientation: N, E, S, W or in Degrees: Odeg HVAC SYSTEM DETAILS FIELD INSPECTION ENERGY CHECKLIST Meets Criteria or Requirements Equipment^ Inspection Criteria Pass Fail - Describe Reason^ Item or System Tags (i.e. AC-1, RTU-1, HP-1) Camer • • Equipment Type^: Packaged DX • • Number of Systems 1 • • Max Allowed Heating Capacity^ 26 Btu/hr • • Minimum Heating Efficiency^ 8.10 HSPF • • Max Allowed Coolinq Capacity^ 47,300 Btu/hr • • Cooling Efficiency^ 15.6 SEER/12.7 EER • • Duct Location/ R-Value Attic, Ceiling Ins, vented/4.2 • • When duct testing is required, submit MECH-4A & MECH-4-HERS No • • Economizer Diff. Temp (Integrated) • • Thermostat Setback Required • • Fan Control Constant Volume • • FIELD INSPECTION ENERGY CHECKLIST Equipment^ Inspection Criteria Pass Fail - Describe Reason^ Item or System Tags (i.e. AC-1, RTU-1, HP-1) Camer • • Equipment Type^: Packaged DX • • Number of Systems 1 • • Max Allowed Heating Capacity^ 26 Btu/hr • • Minimum Heating Efficiency^ 8.10 HSPF • • Max Allowed Cooling Capacity^ 47,300 Btu/hr • • Cooling Efficiency^ 15.6 SEER/12.7 EER • • Duct Location/ R-Value Attic, Ceiling Ins, vented/4.2 • • When duct testing is required, submit MECH-4A & MECH-4-HERS No • • Economizer Diff. Temp (Integrated) • • Thermostat Setback Required • • Fan Control Constant Volume • • 1. If the Actual installed equipment performance efficiency and capacity is less than the Proposed (from the energy compliance submittal or from the building plans) the responsible party shall resubmit energy compliance to include the new changes. 2. For additional detailed discrepancy use Page 2 of the Inspection Checklist Form. Compliance fails if a Fail box is checked. 3. Indicate Equipment Type: Gas (Pkg or. Split), VAV, HP (Pkg or split), Hydronic, PTAC, or other. EnergyPro 5.1 by EnergySoft User Number. 2445 RunCode: 2013-12-17710:54:23 ID: 3969 Pa.qe 11 of 18 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 2 of 4) MECH-1 C Project Name Bad Building A' Bressi Ranch Village Center Date 12/17/2013 Discrepancies: EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2013-12-17710:54:23 ID: 3969 Page 12 of 18 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 3 of 4) MECH-1 C Project Name Bad Building 'A' Bressi Ranch Village Center Date 12/17/2013 Required Acceptance Tests Designer: This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for mechanical systems. The designer is required to check the applicable boxes by all acceptance tests that apply and listed all equipment that requires an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems. The NA number designates the Section in the Appendix of the Nonresidential Reference Appendices Manual that describes the test. Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Building Departments: Systems Acceptance: Before occupancy permit is granted for a newly constructed building or space, or a new space-conditioning system serving a building or space is operated for normal use, all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. Systems Acceptance: Before occupancy permit is granted. All newly installed HVAC equipment must be tested using the Acceptance Requirements. The MECH-1 C form is not considered a completed form and is not to be accepted by the building department unless the correct boxes are checked. The equipment requiring testing, person performing the test (Example: HVAC installer, TAB contractor, controls contractor, PE in charge of project) and what Acceptance test must be conducted. The following checked-off forms are required for ALL newly instaiied equipment. In addition a Certificate of Acceptance forms shall be submitted to the building department that certifies plans, specifications, installation, certificates, and operating and maintenance information meet the requirements of §10-103(b) and Title-24 Part 6. The building inspector must receive the properly filled out and signed forms before the building can receive final occupancy. TEST DESCRIPTION MECH-2A MECH-3A MECH-4A MECH-5A MECH-SA MECH-7A MECH-8A MECH-9A MECH-1 OA MECH-11A Equipment Requiring Testing or Verification Qtv. Outdoor Ventilation For VAV & CAV Constant Volume & Single-Zone Unitary Air Distribution Ducts Economizer Controls Demand Control Ventilation DCV Supply Fan VAV Valve Leakage Test Supply Water Temp. Reset Hydronic System Variable Flow Control Automatic Demand Shed Control (4 ton) Can-ier 50HCQD05 4 El m • IZl • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2013-12-17710:54:23 ID: 3969 Page 13 of 18 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 4 of 4) MECH-1 C Project Name Bad Building 'A' Bressi Ranch Village Center Date 12/17/2013 TEST DESCRIPTION MECH-12A MECH-13A MECH-14A MECH-15A Equipment Requiring Testing Qty. Fault Detection & Diagnostics for DX Units Automatic Fault Detection & Diagnostics for Air & Zone Distributed Energy Storage DXAC Systems Thermal Energy Storage (TES) Systems Test Performed By: (4 ton) Carrier 50HCQD05 4 • • • • Mechanical Contractor • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2013-12-17710:54:23 ID: 3969 Paqe 14 of 18 AIR SYSTEM REQUIREMENTS (Part 1 of 2) MECH-2C Project Name Bad Building 'A' Bressi Ranch Village Center Date 12/17/2013 item or System Tags (i.e. AC-1, RTU-1, HP-1) Indicate Air Systems Type (Central, Single Zone, Packac e, VAV, or etc..) item or System Tags (i.e. AC-1, RTU-1, HP-1) Carrier Carrier Carrier Number of Systems 1 1 1 MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value Indicate Pa ge Reference on Plans or Schedule and indicate the applicable exception(s) MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value T-24 Sections MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 112(a) 8.10 HSPF 8.10 HSPF 8.10 HSPF MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 112(a) 15.6 SEER/12.7 EER 15.6 SEER/12.7 EER 15.6 SEER/12.7 EER MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 112(b), 112(c) Yes Yes Yes MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 112(c), 115(a) n/a n/a n/a MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 121(b) No No No MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 121(b) 278 cfm 281 cfm 286 cfm MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 121(c) No No No MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 121(c) No No No MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 122(e) Programmable Switch Programmable Switch Programmable Switch MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 122(e) Setbaci< Required Setback Required Setbacl< Required MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 122(f) Auto Auto Auto MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 122(g) n/a n/a n/a MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 123 MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventliation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 124 Attic, Ceiling Ins, vented/4.2 Attic, Ceiling Ins, vented/4.2 Attic, Ceiling Ins, vented/4.2 PRESCRIPTIVE MEASURES Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(a&b) n/a n/a n/a Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(a&b) 20 Btu/hr 20 Btu/hr 20 Btu/hr Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(a&b) n/a n/a n/a Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(a&b) 36,156 Btu/hr 35,790 Btu/hr 35,939 Btu/hr Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(c) Constant Volume Constant Volume Constant Volume Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(c) Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(c) Yes Yes Yes Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(d) No No No Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(e) Diff. Temp (Integrated) Diff. Temp (Integrated) Diff. Temp (integrated) Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(f) Constant Temp Constant Temp Constant Temp Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(f) Constant Temp Constant Temp Constant Temp Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(g) Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(1) Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(k) No No No 1. Total installed capacity (MBtu/hr) of all electric heat on this project exclusive of electric auxiliary heat for heat pumps. If electric heat is used explain which exceptlon(s) to §144(g) apply. EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2013-12-17710:54:23 ID: 3969 Page 15 of 18 AIR SYSTEM REQUIREMENTS (Part 1 of 2) MECH-2C Project Name Date Bad Building A' Bressi Ranch Village Center 12/17/2013 item or System Tags (i.e. AC'I, RTU-1, HP-1) Indicate Air Systems Type (Central, Single Zone, Packac e, VAV, or etc..) item or System Tags (i.e. AC'I, RTU-1, HP-1) Carrier Number of Systems 1 MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value Indicate Pa ge Reference on Plans or Schedule and indicate the applicable exception(s) MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value T-24 Sections MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 112(a) 8.10 HSPF MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 112(a) 15.6 SEER/12.7 EER MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 112(b), 112(c) Yes MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 112(c), 115(a) n/a MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 121(b) No MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 121(b) 291 cfm MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 121(c) No MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 121(c) No MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 122(e) Programmable Switch MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 122(e) Setback Required MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 122(f) Auto MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 122(q) n/a MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 123 MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 124 Attic, Ceiling Ins, vented/4.2 PRESCRIPTIVE MEASURES Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(a&b) n/a Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(a&b) 20 Btu/hr Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(a&b) n/a Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(a&b) 36,094 Btu/hr Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(c) Constant Volume Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(c) Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(c) Yes Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(d) No Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(e) Diff. Temp (integrated) Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(f) Constant Temp Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(f) Constant Temp Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(g) Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(i) Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(k) No 1. Total Installed capacity (MBtu/hr) of all electric heat on this project exclusive of electric auxiliary heat for heat pumps. If electric heat is used explain which exception(s) to §144(g) apply. EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2013-12-17710:54:23 ID: 3969 Page 16 of 18 MECHANICAL VENTILATION AND REHEAT MECH-3C Project Name Bad Building A'Bressi Ranch Village Center Date 12/17/2013 MECHANICAL VENTILATION (§121(b)2) REHEAT LIMITATION (§144(d)) AREA BASIS OCCUPANCY BASIS VAV MINIMUM A B C D E F G H 1 J K L M N Zone/System Condition Area (ft^) CFM per ft^ Min CFM By Area BXC Number Of People CFM per Person Min CFM by Occupant EXF REQ'D V.A. Max of DorG Design Ventilation Air CFM 50% of Design Zone Supply CFM BXO.4 CFM / ft^ Max. of Columns H, J, K, 300 CFM Design Minimum Air Setpoint Transfer Air Suite 101 1,133 0.15 170 170 278 Carrier Total 170 278 Suite 102 1,145 0.15 172 172 28? Carrier Totai 172 28? Suite 103 1,168 0.15 175 175 286 Carrier Total 175 286 Suite 104 1,187 0.15 178 178 291 Carrier Total 178 291 Totals Column 1 Total Design Ventilation Air C Minimum ventilation rate per Section §121, Table 121-A. E Based on fixed seat or the greater of the expected number of occupants and 50% of the CBC occupant load for egress purposes for spaces without fixed seating H Required Ventilation Air (REQ'D V.A.) is the larger of the ventilation rates calculated on an AREA BASIS or OCCUPANCY BASIS (Column D or G). 1 Must be greater than or equal to H, or use Transfer Air (column N) to make up the difference. J Design fan supply CFM (Fan CFM) x 50%; orthe desiqn zone outdoor airflow rate per §121. K Condition area (ft^) x 0.4 CFM / ft^; or L Maximum of Columns H, J, K, or 300 CFM M This must be less than or equal to Column L and qreater than or equal to the sum of Columns H plus N. N Transfer Air must be provided where the Required Ventilation Air (Column H) is greater than the Design Minimum Air (Column M). Where required, transfer air must be greater than or equal to the difference between the Required Ventilation Air (Column H) and the Desiqn Minimum Air (Column M), Column H minus M. EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2013-12-17710:54:23 ID-3969 Page 17 of 18 MECHANICAL EQUIPMENT DETAILS (Part 1 of 2) MECH-5C Project Name Bad Building A' Bressi Ranch Village Center Date 12/17/2013 CHILLER AND TOWER SUMMARY PUMPS Equipment Name Type Qty. Efficiency Tons Qty. GPM BHP Pump Control DHW / BOILER SUMMARY System Name Type Distribution Qty. Rated Input Vol. (Gals). Energy Factor or RE Standby Loss or Pilot Tank Ext. R-Value Status MULTI-FAMILY CENTRAL WATER HEATING DETAILS Hot Water Pump Hot Water Piping Lenqth (ft) Control Qty. HP Type In Plenum Outside Buried Add Vz" Insulation • • • CENTRAL SYSTEM RATINGS HEATING COOLING System Name Type Qty. Output Aux. kW Efficiency Output Efficiency Status (4 ton) Carrier 50HCQD05 Packaged DX 4 26 0.0 8.10 HSPF 47,300 15.6 SEER/12.7 EER New CENTRAL SYSTEM FAN SUMMARY SUPPLY FAN RETURN FAN System Name Fan Type Economizer Type CFM BHP CFM BHP (4 ton) Carrier 50HCQD05 Constant Volume Diff. Temp (integrated) 1,600 0.57 none EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2013-12-17710:54:23 ID- 3969 Page 18 of 18 CARLSBAD CITY OF COMMUNITY FACILITIES DISTRICT NO. 1 NON-RESIDENTIAL B-32 Develooment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov NON-RESIDENTIAL CERTIFICATE: Non-Residential land owner, please read this option carefully and be sure you thorougtily understand before signing. The option you chose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before signing. Your signature is confirming the accuracy of all infomiation shown. REGENCY BRESSI, LLC 949-398-8750 Name of Owner Tetephone 41 CORPORATE PARK #260 2623 GATEWAY RD Address Project Address IRVINE CA 92606 CARLSBAD CA 92009 City, State Zip City, State Zip 213-191-09-00 Assessor Parcel Number(8) or APN(s) and Lot Numbers(s) If not yet subdivided by County Assessor CBI 33168 Building Permit Number(s) As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, Califomia, the City is authorized to levy a Special Tax in Community Facilities Distfict No. 1. All non-residential property, upon the Issuance of a building pennit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Ptease indicate your choice by initializing the appropriate line below: OPTION (1): I elect to pay the SPECIAL TAX - ONE TIME now, as a one-time payment. Amount of One-Time Special Tax: $ 11,737,00 Owner's initia _ OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exce^lwer years. Maximum annual Special Tax: $ 1,620.88 Owner's Initials twenty-five (25) I DO HEREBY CERTIFY UNDEBLPENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY A0JH^ UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. Signature^'pixjpgrty Owner Title Print Name Date The City of Carlsbad has not independenfiy verified ttie Information stiown above. Therefore, we accept no responsibility as to the accuracy or completeness of this informatton. Land Use NEIG SHOP Imp.Area 1 FY 13/14 Annex date 03/03 Factor 2.34 74 X 5,000 Square Ft. = $ 11,737.00 B-32 Page 1 of 1 Rev. 07/09 CITY OF CARLSBAD PLUIVIBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Division 1535 Faraday Avenue 760-602-2719 www.carlsbadca.gov Project Address: ^^?S> (jrYtrt^jL^^ Rji PermitNo.: d&I^SKo^^ Information provided below refers to work being done on the above mentioned permit only. This form must be completed and returned fo fha Bpildina Division before the permit can be issued. Building Dept. Fax: (760) 602-8S58 Number of new or relocated fixtures, traps, or floor drains „ „ „., 1^ New building sewer line? „ Ves No Number of new roof drains? „ 3 Install/alter water line? Number of new water heaten? „ „ ^ Number of new, relocated or replaced gas outlets? „ Number of new hose bibs? Residential PermitSi New/expanded service: Number of new amps: Minor Remodel only: Ves No Commercial/Industrial: Tenant Improyement: Number of existing amps involved in this project: Number of new amps Involved In this project: New Construction: Amps per Paneb Single Phase - Number of new amperes Three Phase Number of new amperes_ Three Phase 480 „ Number of new amperes Number of new furnaces, A/C, or heat pumps? New or rebcated duct worb? „.„ Ves ^^Cf No Number of new fireplaces? ; Number of new exhaust fans? ~ „ Relocate/Install uent? „ „ —— Number of new exhaust hoods? Number of new boilers or compressors? Number of HP B-18 Page 1 of 1 Rev. 03/09 City ofCarlsbad Permit No: Address VALUATION WORKSHEET Assessor Parcel No. Date By Building Division Type of Work Area of Work Multiplier VALUE SFD and Duplexes $110.17 $0.00 Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums $28.74 $0.00 Patio/Porch/Carport $9.58 $0.00 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs $15.57 $0.00 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 commercial shell 5,000 $45.98 $229,900.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 5,000 $3.11 $15,550.00 Air Conditioning - commercial 5,000 $5.03 $25,150.00 Air Conditioning - residentiai $4.19 $0.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL Valuation: $270,600 Comm/Res (C/R): C Building Fee $1,365 94 Plan Check Fee $956 16 Strong Motion Fee $57 00 Green BIdg. Stand. Fee $8 00 Green BIdg PC Fee $150 00 License Tax/PFF $9,471 00 License Tax/PFF (in CFD) $4,924 92 CFD isttiourof pianctieckFire Expedite Plumbing Mechanical Electrical TBD TBD TBD $270,600.00 CFP 0 Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/orCFD Explanation: CERTIFICATION OF Develooment Services Building Department 1635 FaradayAvenue ^ CITY OF SCHOOL FEES PAID Develooment Services Building Department 1635 FaradayAvenue CARLSBAD B-34 760-602-2719 www.carlsbadca.gov This fonn must be completed by the City, the appltoant, and the appropriate school districts and retumed to the City prior to issuing a buikiing permit The City will not issue any buikiing pennit without a completed school fee form. Project Name Building Pennit Plan Check Numben Project Address: A.P.N Project Applicant (Owner Name): Project Description: Buikiing Type Residential: Second Dwelling Unit: Residential Additions: BRESSI RANCH PAD BLD A Proiect ID: CT/MS: CT060024 CBI 33168 8623gATEWAYRP 21M91-Q9-QP REGENCY BRESSI. LLC NEW SHELL BUILPINg NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelllng/s Square Feet of Living Area in SDU Net Square Feet New Area Commercial/lndustrial: 5,000 Net Square Feet New Area Date 02/28/2014 ^ Carlsbad Unified School District 6225 El Camino Raal Carlsbad CA 92009 (760-331-5000) SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD I Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300x1166) • Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) • San Marcos Unified School Dtstrtct 25SPkx>Ave Ste. 100 San Marcos, CA 92069 (760-200-2649) Contact Narey Dotoe (By Appt. Only) LJ San Dieguito Union High School District-By Appointment Only 684 Requesta Dr. Encinitas, CA 62024 (760-763-6401x5514) Certification of Applicant/Owners. The person executing this declaration COwneO certifies under penal^ of penury that (1) the information pro>rided above is con«ct and true to the best of the Owner's knowledge, and ttiat the Owner will file an amended certificafion of payment and pay the additional fee if Owner requests an Increase in the number of dwelling units or square fiootage after ths buHding permit Is Issued or if the initial determination of units or square footage Is found to be Incorrect, and that (2) the Owrier Is the owner/developer of the above described project(s), or that the person executing this dedaration Is authorized to sign on behalf of this Owner. Signature: B-34 Date: R«v. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school dlstrict(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL NAME OF SCHOOL DISTRICT f^oc'-c^J^^^^^^ 6225 EL C/^INO REAL UAHL5BAD,CA 92009 ^^^^ O^/o^/l^ PHONENUMBER (j^^^ 531 ' 500 0 B-34 Page 2 of 2 Rev. 03/09 CB133168 2623 GATEWAY RD BRESSI RANCH-PAD BUILDING A 4 - JTW/'^ ^^^^ (M^ l|(^|i4 e^C^'^ i^^^^r-^ Final Impection requiretl by: r\ ^?lan •CM&L ^^JlFire •CV Approved Date By BUILDING PLANNING /7, /W/ /-? ENGINEERING 3'/3///9 FIRE Expedite? (7) N AFS Checked by- HazMat APCD Health Forms/Fees Sent Rec'd Due? By Encina Flre HazHealthAPCD CFD: _Y M PE&M School Off' Sewer Clkl Stormwater Special Inspection Y N Density: ImpArea; ( /J^n^ ^rinex:jj^g^ Factor: PFF: Comments Date Date Date Date Building Planning Engineering tl^i'i Fire Need? «