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Home My WebLink About1546 BALBOA CIR; ; CB162442; Permitcoty of Carlsbad Commercial Permit Print Date: 12/26/2019 . . Permit No: CB162442 Job Address: 1546 Balboa Cr Permit Type: BLDG-Commercial Work Class: New Status: Closed - Finaled Parcel No: 2111310300 Lot#: Applied: 06/21/2016 Valuation: $317,758.00 Reference #: Issued: 05/31/2017 Occupancy Group: Construction Type: Permit Finaled: # Dwelling Units: Bathrooms: Inspector: PBurn Bedrooms: Orig. Plan Check #: Final Plan Check #: Inspection: 12/26/2019 4:36:OOPP Project Title: Description: GRAND PACIFIC RESORT: 6,631 SF MAINTENANCE BLDG. Owner: GRAND PACIFIC CARLSBAD HOTEL LP 5900 Pasteur Ct, 200 Carlsbad, CA 92008-7336 760-431-8500 BUILDING PERMIT FEE $2000+ $1,399.04 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 FIRE Expedited Plan Review Per Hour - Office Hours . • $520.00 GREEN BUILDING STANDARDS PLAN CHECK . $166.00 MECHANICALBLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $86.00 PUBLIC FACILITIES FEES - inside CFD $5,783120 5B1473 BUILDING STANDARDS FEE $13.00 SEWER CONNECTION FEE (General Capacity all areas) $899.00 SWPPP INSPECTION FEE TIER 1 - Medium • $232.00 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM $55.00 Total Fees: $9,297.24 Total Payments To Date: $9,297.24 Balance Due: $0.00 Please take NOTICE that approval of your. project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. . You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1760-602-2700 1 760-602-8560 f I www.carlsbadca.gov THE FOLLOWlNcAPPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: OPLANNING EJENGINEERING DBUILDING EJFIRE EJHEALTH EJHAZMAT!APCD cTCjY of Building Permit Application Plan Check No. (, 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value 3('7, 7 . Plan Ck. Deposit Ciar1sbiI Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov Date ( &4 / ' f., jswppp JOB ADDRESS 0-3 1546 Balboa Circle. Carlsbad, CA 92008 SU/S CE/U IAPN 211 - 131 - 1Z ft Grand Pacific Resort li-A I F-2! S-2 Group up type li-A Sprinklered 1-story maintenance & distribution building: CMU exterior walls, steel stud partition wails, cooler/ freezer unit, TPO low slope roof over metal deck. Site utilities, parking, building pad & access are existing (t75/ $r EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS Parking Dist. & Maint. bldg 0 0 0 YES . NO YESENO E] I YESNO APPLICANT NAME Dan Talant PROPERTY OWNER NAME Grand Pacific Resorts, Inc Primary Contact ADDRESS ADDRESS 4990 N. Harbor Dr. Suite 201 5900 Pasteur Court, Suite 200 CITY STATE ZIP CITY STATE ZIP San Diego CA 92106 Carlsbad CA 92008 PHONE FAX PHONE FAX 619-297-8066 760-431-8500 EMAIL EMAIL dant@noaainc.com harnold(gpresorts.com DESIGN PROFESSIONAL Dan Talant CONTRACTOR BUS. NAME Grand Pacific Resorts, Inc ADDRESS 4990 N. Harbor Dr. Suite 201 ADDRESS 5900 Pasteur Court, Suite 200 CITY STATE ZIP CITY STATE ZIP San Diego CA 92106 Carlsbad CA 92008 PHONE FAX PHONE FAX 619-297-8066 760-431-8500 EMAIL EMAIL dant@noaainc.com harnold@gpresorts.com STATE LIC. U STATE LIC.# CLASS CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I hereby affirm under penalty of perfuri one of the following declarations- E] I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. C] I have and will maintain workers' compensation, as reauired by Section 3700 of the Labor Code, (Or the performance of the work for which this permit is issued. My workers' compensation insurance carder and policy number are: Insurance Co. Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. []Certiflcate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100.000), In addition to the cost of compensation, damages as provided for In Section 3106 of the Labor code, Interest and attomey's fees. CONTRACTOR SIGNATURE 0 AGENT DATE I®Oe®Ol ®O 17U®J thereby affirm that lam exempt from Contractor's License Law for the following reason: [] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). U I am exempt under Section _____________Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement [jYes I:lNo 2.1 (have! have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address! phone !contractors' license number): 4. I plan to provide portions of the work, butt have hired the following person to coordinate, supervise and provide the major work (include name! address/phone/contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone/type of work): .PROPERTY OWNER SIG .3GENT DATE I ®t?& i7W03 0(97O®() (®( ®oG@O J?Oi OWO(dDOG!)@ P&()0173 0011V I Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration furm or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes I No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes / No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes / No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. (®?O®() (G()®O()@ 41@0039 I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lenders Name Lenders Address Wwaoisamv OOO(i7O®() IcertifythatI have mad the application and state thattheaboveinfumiation Isonnectand thatthe information onthe plans Isaccurate. I agree tocompIywIthall Cityordinancesand State laws relating te building censbiction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property forinspection purposes. IALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisions "is Code shag expire by Imitation and become null and void if the building or work authorized by such pond is not commenced within 180 days from the date of such permit or if the building ~oWby9jbh permit issuspended or abandoned at any time after the work is commenced for a period of 180 days (Section 1 06A Uniform Building Code). .'APPLICANT'S SIGNATURE DATE C -) 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 building©carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME WDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. UC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On pg. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On pg. 1) NO CHANGE IN USE / NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION .APPLICANT'S SIGNATURE DATE Permit Type: BLDG-CommeciaI . Application Date: 06/21/2016 Owner: GRAND PACIFIC. CARLSBAD I-IOTELLP Work Class: New Issue Date: 05/31/2017. Subdivision: Status: Closed- Finaled . Expiration Date: 10/22/2018 Address: 1546 Balboa Cr IVR Number: 715365 Carlsbad, CA Scheduled Actual Date Start-Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete - Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 . No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 . . No Rough-Ducts-Dampers 1211812017 1211812017 BLDG-84 Rough 043747-2017 Passed Andy Krogh Complete Combo(14,24,34,44) Checklist Item COMMENTS . Passed BLDG-14 . Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical . . Yes BLDG-44 . Yes Rough-Ducts-Dampers 12/2212017 1212212017 BLDG-17 Interior 044229-2017 Passed Paul Burnette Complete Lath/Drywall Checklist Item COMMENTS . .• Passed BLDG-Building Deficiency Yes 0310612018 0310612018 BLDG-Final 050814-2018 Partial Pass Paul Burnette Reinspection Incomplete Inspection 0412412018 0412412018 BLDG-Final Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency . No BLDG-Plumbing Final No BLDG-Mechanical Final . No BLDG-Structural Final . No ¼ BLDG-Electrical Final . . No 055865-2018 Partial Pass Paul Burnette Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency NO BLDG-Plumbing Final No BLDG-Mechanical Final No -BLDG-Structural Final . . . No BLDG-Electrical Final No December 26, 2019 . Page 3 of 3 Permit Type: BLDG-Commercial Application Date: 06/21/2016 Ownei: GRAND PACIFIC CARLSBAD HOTELLP Work Class: New Issue Date: 05/31/2017 Subdivision: Status: Closed -Finaled Expiration Date: 10/22/2018 Address: 1546 Balboa Cr Carlsbad, CA lVR Number: 715365 Scheduled Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 07112/2017 0711112017 BLDG-12 Steel/Bond 028471-2017 Passed Paul BUrnette Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07I18I2017 07118/2017 BLDG-66 Grout 029027-2017 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0712712017 0712712017 BLDG-12 Steel/Bond 029888-2017 Passed Paul Burnette Complete Beam Checklist Item COMMENTS 'Passed BLDG-Building Deficiency Yes BLDG-66 Grout 029803-2017 - Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 0811512017 6811512017 BLDG-66 Grout 031712-2017 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 1012412617 10/24I2017 BLDG-IS 038461-2017 Passed Paul Burnette Complete • • RooflReRoof (Patio) • Checklist Item COMMENTS Passed BLDG-Building Deficiency • Yes 1112912017 1112912017 BLDG-34 Rough 041714.2017 Failed Paul Burnette Reinspection Complete Electrical Checklist Item COMMENTS • • Passed BLDG-Building Deficiency • • No 12/0112017 12/0112017 BLDG-34 Rough 041790-2017 Partial Pass Paul Burnette - Reinspection Incomplete Electrical Checklist Item COMMENTS Passed ,BLDG-Building Deficiency No 12/15/2017 1211512017 BLDG-84 Rough • 043448-2017 Failed . Paul-Burnette Reinspection Complete Combo(14,24,34,44) • December 26, 2019 • • • Page 2 of 3 Permit Type: BLDG-Commercial Application Date: 06/21/2016 Owner: GRAND PACIFIC CARLSBAD HOTELLP Work class: New Issue Date: 05/31/2017 Subdivision: Status: Closed - Finaled Expiration Date: 10/22/2018 Address: 1546 Balboa Cr IVR Number: 715365 Carlsbad, CA Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 1212612019 BLDG-Final 114929.2019 Passed Paul Burnette Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 06112/2017 0611212017 BLDG-21 025967.2017 Failed Paul Burnette Reinspection Complete UndergroundlUnderf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-31 025968-2017 Failed Paul Burnette Reinspection Complete UndergroundlCondu it - Wiring - Checklist Item 'COMMENTS Passed BLDG-Building Deficiency No 0611312017 0611312017 BLDG-21 026030-2017 Passed Paul Burnette Complete Underground1Underf Ioor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-31 026031.2017 Passed Paul Burnette Complete UndergroundlCondu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency i Yes 06119/2017 06119/2017 BLDG-11 026428.2017 Passed Paul Burnette Complete FoundationlFtglPler s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/2912017 06129/2017 BLDG-66 Grout 027435-2017 Partial Pass Paul Burnette Reinspection Incomplete Checklist Item COMMENTS - - Passed BLDG-Building Deficiency No 07/10/2017 07/1012017 BLDG-12 Steel/Bond 028264-2017 • Failed Paul Burnette Reinspection Complete Beam • Checklist Item COMMENTS • • Passed BLDG-Building Deficiency No December 26, 2019 • Page 1 of 3 - - - .-."--- -- NO If "YES" r 760-602-8560, is checked below that Division's approval is required prior to requesting a Final Building Inspection. If you hav(~ a ny que email to bidginspections@carlsbadca.gov or bring in a COPY of this card to: 1635 Faraday Ave., Carlsb iiur. ii iirs-i . i •. YES Required Prior to Requesting Building Final If Checked YES Date Inspector Notes qd ! )'( Planning/Landscape 760-944-8463 Allow 48 hours - CM&l Engineenrig inspections) 760-438-3891 Call betore 2 p Fire Prevention 760-6024660 Allow 48 hours Type of Inspection Type of Inspection CODE BUILDING Date Inspector Date Inspector #11 FOUNDATION '-Q #31 DELECIRICUNDERGROUND DUFER #12 REINFORCED STEEL ( (' I A'W #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT ________ _ #33 0 ELECTRIC SERVICE 0 TEMPORARY kGROUT DWALLDRAINS - #35 PHOTOVOLTAIC 010 TILT PANELS #39 FINAL #11 POUR STRIPS #11 COLUMN FOOTINGS #41 UNDERGROUND DUCTS & PIPING #14 SUBFRAME 0 FLOOR 0 CEILING #44 0 DUCT & PLENUM 0 REF. PIPING #15 ROOFSHEATHING #43 HEAT-AIR CON D. SYSTEMS #13 OCT. SHEAR PANELS #49 FINAL #16 INSULATION t.....] l:[sJlF1 Jil I [.] #81 UNDERGROUND (11,12,21,31) #18 EXTERIORLATh #17 INTERIOR LATH & DRYWALL IZ-2t #82 DRYWALL,EXT LATH, GAS TES (1718,23) #51 POOL EXCA/STEEL/BOND/FENCE #83 ROOFSHEATING, WSHEAR (13,15) #55 PREPLASTER/FINAL #84 FRAME ROUGH COMBO (14,24,34,44) #19 FINAL #85 T-Bar(14,24,34,44) #22 0 SEWER & BL/CO 0 PL/CO Date Inspector #89 FINAL OCCUPANCY (19,29,39,49) Date Inspector i;i #21 UNDERGROUND DWASTEDWTR .41141 ' '47 #24 TOPOUT 0 WASTE DWTR A/S UNDERGROUND VISUAL #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #23 DGASTEST DGASPIPING A/S UNDERGROUND FLUSH #25 WATER HEATER A/S OVERHEAD VISUAL or #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC / , _/_/ #29 FINAL A/S FINAL /7/k ji! #600 PRE-CONSTRUCTION MEETING F/A ROUGH-IN F/A ANAL #603 FOLLOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH-IN / #605 NOTICE TO CLEAN FIXED EXTINGSYSTEM HYDROSTATIC TEST #607WRITTENWARNING FIXED EXTINGUISHING SYSTEM FINAL #609 NOTICE OF VIOLATION MEDICAL GAS PRESSURE TEST /_/ / #610VERBALWARNING MEDICALGAS FINAL I_ REV 1012012 SEE BACK FOR SPECIAL NOTES CB162442 1546 BALBOA CR CtTY O GRAND PACIFIC RESORT: 6,631 SF CARLSBAD INSPECTION RECORD MAINTENANCE, BLDG. Building Division COMM IND INDUST IZ INSPECTION RECORD CARD WITH APPROVED - Loft DAN TALANT - - PLANS MUST BE KEPT ON THE JOB El CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION El FOR BUILDING INSPECTION AU 760-602-2725 OR GO TO: wwwCarlsbadca.gov/Building AND CLICK ON RECORD COPY "Request lnspection'5131117 DATE: CITY OF CARLSBAD INSPECTION RECORD Building Division 0 INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB [1 CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION 0 FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.Carlsbadca.gov/Building AND CLICK ON 'Request Inspection I 7 CB162442 1546 BALBOA CR GRAND PACIFIC RESORT: 6,631 SF MAINTENANCE;BLDG. COMM IND INDUST Lot#: DAN TALANT RECORD COPY I-I wJKR1M If "YES" For please is Inspection 760-602-8560, call checked below that Division's approval is required prior to requesting a Final the applicable divisions at the phone numbers provided below. After all email to bldginspections@carlsbadca.gov or bring in a COPY of times or to iipealk to an Inspector call 760-602-2700 between 7:30am-8:00am Required Prior to Requesting Building T Final h1L? Checked IYES Building Inspection. If you have any questions required approvals are signed off - fax to this card to: 1635 Faraday Ave., Carlsbad. the day of your inspection. - Date Inspector -760-438-3891 1 Call before 2 pm Fire Prevention 760-602-4660 Allow 48 hours • ir Tvoe of Inspection Type of Inspection (11F :IuJI ']I Lc= _Date #11 FOUNDATION I Inspector ______ ;l Eu1 _Date #31DELECTRICUNDERGROUNDDUFER Inspector #12 REINFORCED STEEL I ' I ' #34ROUGHELECTRIC #66 MASONRY PRE GROUT __ _____________ #33 0 ELECTRIC SERVICE #3 kGROIJT0 WALL DRAINS Z'-i7-'f7 #35 PHOTOVOLTAIC #10 TILTPANELS #39 FINAL #11 POUR STRIPS 4141 UNDERGROUND DUCTS &PIPING #11COLUMNFOOTINGS #14SUBFRAME0FLOOR0CEILING #440DUCT & PLENUM0REF.PIPING #15ROOFSHEAThING . _7,(.f-) #43 HEAT-AIR COND. SYSTEMS #13EXT. SHEARPANELS #49 FINAL #16 INSULATION #18EXTERIOR LATH __ ________ #81 UNDERGROUND (11,12,21,31) #17 INTERIOR LATH& DRYWALL -J 7 #82 DRYWALL, EXT LATH,GAS TES (17,18,23) #51 POOL EXCA/STEEL/BOND/FENCE #55 PREPLASTER/ FINAL __________ #83 ROOF SHEATING, EXT SHEAR (13,15) #84FRAME ROUGH COMBO (14,24,34,44) #19 FINAL #85 T-Bar (14,24,34,44) .JIII;I I #220 SEWER & BL/CO 0PL/CO Date Inspector #89 FINAL OCCUPANCY (19,29,39,49) I/ ç( I;l Date Inspector #21 UNDERGROUND DWASTEDWTR (fI r Vj LAW #24 TOPOUT OWASTE OWTR - A/S UNDERGROUND VISUAL i//4cv/a #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #23OGASTESTOGASPIPING A/S UNDERGROUND FLUSH /25'//' OL~ZI XPI #25 WATER HEATER A/S OVERHEAD VISUAL #28SOLAR WATER A/S OVERHEAD HYDROSTATIC #29 FINAL A/S FINAL #600 PRE-CONSTRUCTION MEETING F/A ROUGH-IN F/A FINAL #603FOLLOW UPINSPECTION FIXED EXTINGUISHING SYSTEM ROUGH-IN #605NOTICE TO CLEAN FIXED EXTING SYSTEMHYDROSTATIC TEST #607WRITTEN WARNING FIXED EXTINGUISHING SYSTEMFINAL #609 NOTICE OF VIOLATION MEDICAL GAS PRESSURE TEST #610VERBALWARNING MEDICAL GAS FINAL REV 1012012 SEE BACK FOR SPECIAL NOTES San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkw., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Indio: 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 A Corporate: 2992 E. La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 www.mtglinc.com Dispatch: 800.491.2990 MTGL Project #:_/ ff/ 6 6 I I Permit#c.3 z - Z•9 'I Report#_____ PG / OF ___________ DSA/CITY File #:_________________________ DSNOSHPDAPPL DSA / LEA #: DAILY INSPECTION REPORT Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME DATE PJiA9L'T. al S A - AECT TIME ARRIVED 7:cc, 1M DEPARTED ENGINEER TRAVEL TIME LUNCH TIME CONTRACTOR SUB CONTRACTOR GtAJjD Pi'F,c S3 ii'..i7il INSPECTION ADDRESS ADDRESS OF PROJECT iSLI 84o C CsO TYPE OF INSPECTION 0 BATCH PLANT 0 MASONRY O ENGINEERED FILL 0 PT CONCRETE 0 HIGH STRENGTH BOLTING O FOUNDATION 0 SHOTCRETE 0 WELDING O BACK FILL 9r CONCRETE 0 SHOP WELD 0 FIREPROOFING 0 CEILING WIRE 0 ANCHOR/DOWEL $._1a8/ a 0-14 0 NDE FIELD 0 0 NDE SHOP 0 DSA/OSHPD/PROJECT: AVAILABLE: SOIL REPORT Y 0 NO APPROVED DOCUMENTS: APPROVED PLANS Y NO SPECS: V 0 ND APPROVED SHOP DRAWING YD NO MALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): '1 ASTr t,S Ga. 1(0 /MiiIoAI v4lI </o32Sc / yo'St eitT. 7tZic1( 4'trn'f VeThtt CONTRACTORS EQUIPMENT / MANPOWER USED: VLt/ZlF,LO (t!6A(Z r'%I(Jt/T ,oR S 'L) PIP L( L 10 A Q J NO OuCj AREA, GRID LINES, PIECES INSPECTED: I LoCD(fO OW 4!è47(_R. 6eLIO ta13p I FLAcL( I121M OLrTAS (is,, i/.S' ga). eiis'e (ujoapS iN P1-A t ficn.. Svti 2rAu-5 Sc- ,i LIQCc,PR (S a.,). - 083!rvic P (MiT/IT O F. 7 vQ3 9`00o P CoC'TL' /A/ STRUCTURAL NOTES DETAIL. OR RFIS USED: A S-rAc Loc'fl( 'eit'm' 10, L.4 (IJ/PL.ArlPi Cc'NSv.i (3 1L'C.,-1ANjt,aL. /i&i.rTbet. WU)C.o61V?.. 7GiN-O REMARKS, INCLUDING MEETINBS: I r' /SL..3 i-é oil zsi.! zr&,1 /'7?e9M. L.a_C ATI s, S rrr Is, //S3./ REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETE: THE WORK INSPECTED META DID NOT MEET 0 The requirements of the DSNOSHPD/PROJECT approve documents. Samples taken:I .cET oF S (v'1 )(g I) -Tr7 CyJIV1J Weather: CLaiO( Temp: _73 Signature of Special inspector DO t& 0'1c11JfI Print Name Certification #: i - 0 2 Y 7 8 Verified by THE WORK WASV WAS NOTD Inspected in accordance with the requirements of the DSNOSHPD/PROJECT approved documents. MATERIAL SAMPLING WAS IX WAS NOT 0 N/AD Performed in accordance with DSNOSHPD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Corporate 2992 E La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Ologcdlmperlal County 6295 Ferris Square Ste. C San Diego, CA 92121 Tel: 858.537.3999 Fax 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.853.4668 Dispatch: 800.491.2990 India 44917 Golf Center Pkwy., Ste.1 Indlo, CA 92201 Tel: 760.342.4677 Fax:760.342.4525 Dispatch: 800.491.2990 MTGL PROJECTS: 1916G11 DAILY INSPECTION DSNCITY File Permit S C8162442 REPORT DSAIOSHPD Appi. S Report S thus Page 1. of 1 DSM.EA#____________ Spade) Inspection Report, must be distributed to the parties listed below withIn 14 days 0111w inspectIon. Reports or non.ccmpllant conditions must be distributed Immediately. Separate reports shall be prepared for each type of special Inspection on a daily bash. Each report shall be completed and signed by t h e s p e c i a l I n s p e c t o r c o n d u c t i n g the Insoec1lo4t PROJECT NAME: Marbrisa Resort PH3 Distribution Date: 07-27-2017 ARCHITECT NOM TIME ARRIVED 7 A TIME DEPARTED 3pm ENGINEER BWE TRAVEL TIME LUNCH TIME none CONTRACTOR Grand Pacific Resorts SUB CONTRACTOR Elite INSPECTION ADDRESS 1594 Marbrilsa Court, Carlsbad, CA.. ADDRESS OF PROJECT same TYPE OF INSPECTION El ENGINEERED FILL o FOUNDATION 0 BACK FILL 1 0 BATCH PLANT 0 PT CONCRETE 0 SHOTCRETE 0 11 MASONRY 0 HIGH STRENGTH BOLTING 0 WELDING 1 0 SHOP WELD 0 FIREPROOFING 0 ANCHORIOOWEL 0 NDE FIELD 0 DE SHOP C CEILING WIRE 0 GROUT 0_ 0 DSNOSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS V 0 ND SOIL REPORT Y 0 N 0 1 SPECS: Y 0 ND 1 APPROVED SHOP DRAWING V 0 N 0 MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): Robertsons grout mlx#650E325OI2000 psi CONTRACTORS EQUIPMENT/MANPOWER USED: 10 man crew AREA, GRID LINES, PIECES INSPECTED: Bldg CMU walls LIII #2 STRUCTURAL NOTES, DETAIL OR RFIS USED: REMARKS, INCLUDING MEETINGS: OBsieved the placement of 20 cubic yards of grout and cast I set of 3 grout samples. REWORK AS PERCENT OF ALL WORK TODAY: 0 PERCENT PROJECT COMPLETE: THE WOKK WAS lI WAS NOT U THE WORK INSPECTED MET 09 DID NOT MEET U Inspected in accordance with the requirements of the DSAIOSPHD The requirements of the DSA/OSPHD Project approved documents. Project approved documents. Samples taken: 3 grout samples MATERIAL SAMPLING WAS 0 WAS NOT 0 N/A [3 Weather cloudy 74 Performed in accordance with DSAIOSPHD Project approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THOMAS IlGHT r'rint name Certification flocl Offfi9616 Verified A www.mtglinc.com ( Corporate: 2992 E. La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkw., Bldg. 2-A Riverside CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 India: 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 MTGLProject#: 1I196 G ii Permit# C3 i 6 - DAILY INSPECTION REPORT DSNCITI File #: DSNOSHPD APPL #: Report#_____ PG 1 OF DSA I LEA #: Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME • 1ARa(eIYA I..b43Lt Z7 • OISTa,(3(.rr)pA1 DATE Ci-a. 7- Al -i7 ARCHITECT TIM ARRIVED :3o TIME DEPARTED ENGINEER TRAVEL TIME LUNCH TItE CONTRACTOR Gvio (rSo,CrS sue CONTRACTOR 4-^4iTL INSPECTION ADDRESS ADDRESS OF PROJECT 1 g 3pL604 C. a. (',WIL-SG/O TYPE OF INSPECTION 0 BATCH PLANT O ENGINEERED FILL 0 PT CONCRETE O FOUNDATION 0 SHOTCRETE O BACK FILL X'CONCRETE 0 MASONRY 0 HIGH STRENGTH BOLTING 0 WELDING 0 SHOP WELD 0 FIREPROOFING 0 CEILING WIRE 0 ANCHOR/DOWEL N Rs-3p'... &t 0 NDE FIELD 0 0 NDE SHOP 0 DSNOSHPD/PROJECT: AVAILABLE: APPROVED DOCUMENTS: APPROVED PLANS Y 0 NO SOIL REPORT Y 0 NO SPECS: Y 0 ND APPROVED SHOP DRAWING Y 0 ND MAT RIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): a. k -iri , 3'C) pc' dA1pIjL' 7 .'cic5 i 'i cr iM & CONTRACTORS EOUIPMENT /MANPOWER USED: AREA, GRID LINES, P ECES NSPE T : (t(t LAtI(,VT Oi/ (t ,O( S0.c irt '..i—JrN t,- S!e'L /eaf,Ø a ox A('A,oAleL' ftl,Aa,iirA,.t/10 fflo 5Pi3e&r L-oCS1 STRUCTU NOTES. DETAIL. OR !êJSED: NOTLr SL,u3 40OL4JVLS 4's) Lo,i'O tJ(. LAJPLL A&o S1T( Inliai.0 i / Ljn'c i ,vor .SL'T /A/ &,zor otloa REMARKS, INCLUDING MEETINGS: cX,i?D. r,co ,n(T AIOLCS LoC,p,j SMT . S ) ,v€!AT 5I4frT REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETE: THE WORK INSPECTED METO DID NOT MEETX The requirements of the DSNOSHPD/PRCT a9proved cuments. Samples taken: /.y" r o :5 7 9 Cycpojz,i Weather: LN Temp: • Signature of Special Inspector c4vc /,?A#t1Sre'AM Print Name Certification #: 17 8 ' Verified by: THEWORK WASM WASNC Inspected in accordance with the requirements of the DSAJOSHPDIPROJECT approved documents. MATERIAL SAMPLING WASH. WAS NOT 0 N/AD Performed in accordance with DSAIOSHPD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District 2992 E. La Palma Ave. Ste. A San Diego/Imperial County 6295 Ferris Square, Ste. C Inland E ,...e: 14467 Meridian Pkwy., Bldg. 2-A Indio: 44917 Golf Center Pkwy, #1 Anaheim, CA 92806 A Corporate: San Diego, CA 92121 Riverside, CA 92518 India, CA 92201 Tel: 714.632.2999 Tel: 858.537.3999 Tel: 951.653.4999 Tel: 760.342.4677 Fax: 714.632.2974 Fax: 858.537.3990 Fax: 951.653.4666 Fax: 760.342.4525 Dispatch: 800.491.2990 Dispatch: 888.844.5060 Dispatch: 800.491.2990 Dispatch: 800.491.2990 DAILY INSPECTION REPORT CONTINUED n 07 REPORT NO: PAGE ---4- OF PROJECT NAME ADDRESS OF PRQJECT piE. : /V6 Gil L2Y iS MTG PRJ NO. JPERMIT NO. DSW ciiv FILE # DSA/OSHPD APPL # (cuMr.) oasE(vp P (WEA o /'3. 5o yao' 3o C91cT(r IA/ 3,411(O LOC1TaO,/S. CO,IC.tZLIT( Thi'-fl'D Thuc CoMcol-,OicrLro S14 o,'1r(.. /Cc'a-a 7it0 pqr sercI,;c,z-rOA/j eAL r/ GTh'(rL. ,/dT5 ovcrLr) ttc'r .s 71 c2 i/I / b.1.i780 Signature Date of RepOrt Certification Number QAvLr /-1AIL5.L(Lfflr/ Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Report of: COMPRESSIVE STRENGTH-Grout ASTM C1019 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRAND PACIFIC CARLSBAD, L.P. Set No.: 17-0452 A Date Printed 7/31/2017 File No,: Permit No.: CB 16-2442 Project No.: 1916G1 I Project Name: MARBRISA RESORT - PH III DISTRIBUTION BUlL MARBRISA COURT CARLSBAD, CA Age (Days) Date Tested Nominal Size Actual Diameter Actual Area (Sq. Inch) Load (lbs.) Strength (psi) Type of Fracture A 28 7/28/2017 3 X 3 X 5 3.05 9.58 29,855 3,120 N/A B 28 7/28/2017 3 X 3 X 6 3.07 9.64 26,970 2,800 N/A C 28 7/28/2017 3 X 3 X 5 3.06 9.70 23,752 2,450 N/A D 28H 7/28/2017 Specified Strength 2,000 PSI Sampled By DAVE HANSELMAN Location: DELIVERY RAMP CMU WALL, GRID LINE 2 / D.8 Concrete Supplier: HANSON AGGREGATE Mix No.: 3011601 Ticket No.: 702966 Water added at Site gal. By Cement Type: Mix Time: 54 mm. Admix: Remarks: Distribution: GRAND PACIFIC CARLSBAD, L.P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** ASTM C172 Date Sampled 6/30/2017 Date Received: 7/3/2017 Concrete Temp: 77 OF ASTM C1064 Ambient Temp: 64 OF ASTM C1064 Air Content: Unit Weight: pcf ASTM C138 Slump: 9.50 in. ASTM C14 Tested at: San Diego ASTM C617 Respectfully Submitted, MTGL, Inc. Sam Valdez RCE No. 56226 2790 PSI The Material WAS fl WAS NOT The Material Tested MET DID NOT MEET SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Report of: COMPRESSIVE STRENGTH-Grout ASTM C1019 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRAND PACIFIC CARLSBAD, L.P. Set No.: 17-0455 A Date Printed 8/2/2017 File No.: Permit No.: CB 16-2442. Project No.: 1916G11 Project Name: MARBRISA RESORT - PH III DISTRIBUTION BUlL MARBRISA COURT CARLSBAD, CA Age (Days) Date Tested Nominal Size Actual Diameter Actual Area (Sq. Inch) Load (lbs.) Strength (psi) Type of Fracture A 28 7/28/2017 3 X 3 X 6 3.00 9.09 29,127 3,200 N/A B 28 7/28/2017 3 X 3 X 6 3.00 9.03 32,112 3,560 N/A C 28 7/28/2017 3 X 3 X 6 J 3.00 9.09 28,559 3,140 N/A D 28H 7/28/2017 Specified Strength 2,000 PSI Sampled By DAVE HANSELMAN Location: 8" CMU BUILDING WALL, GRID LINE 4/ D Concrete Supplier: HANSON AGGREGATE Mix No.: 3011601 Ticket No.: 703075 Water added at Site gal. By Cement Type: Mix Time: 50 mm. Admix: Remarks: ASTM C172 Date Sampled 6/30/2017 Date Received: 7/3/2017 Concrete Temp: 81 OF ASTM C1064 Ambient Temp: 71 OF ASTM C1064 Air Content: Unit Weight: pcf ASTM C138 Slump: 9.50 in. ASTM C14 Tested at: San Diego ASTM C617 Distribution: GRAND PACIFIC CARLSBAD, L.P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** The Material W WAS D WAS NOT SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. Respectfully Submitted, MTGL, Inc. _1041 Sam Valdez RCE No. 56226 3300 PSI The Material Tested MET 0 DID NOT MEET THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Report of: COMPRESSIVE STRENGTH-Concrete ASTM C39 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRAND PACIFIC CARLSBAD, L.P. Set No.: 17-0576 A Date Printed: 8/30/2017 File No.: Permit No.: CB 16-2442 Project No.: 1916G11 Project Name: MARBRISA RESORT - PH III DISTRIBUTION BUlL MARBRISA COURT CARLSBAD, CA Age (Days) Date Tested Nominal Size Actual Diameter Actual Area (Sq. Inch) Load (lbs.) Strength (psi) Type of Fracture A 7 8/4/2017 4 X 8 4.00 12.57 43,020 3,420 Cone & Split B 28 8/25/2017 4 X 8 4.00 12.57 63,820 5,080 Cone & Split C 28 8/25/2017 4 X 8 4.00 12.57 61,890 4,930 Cone & Split D 28 8/25/2017 4 X 8 4.00 12.57 63,690 5,070 Cone E 28 H 8/25/2017 Specified Strength: 4,000 PSI Sampled By: DAVE HANSELMAN Location: UPPER LOADING DOCK -5" SLAB ON GRADE Concrete Supplier: HANSON AGGREGATE Mix No.: 4032500 Ticket No.: 707857 Water added at Site: gal. By Cement Type: Mix Time: 85 mm. Admix: Remarks: Distribution: GRAND PACIFIC CARLSBAD, L.P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** ASTM C172 Date Sampled: 7/28/2017 Date Received: 7/31/2017 Concrete Temp: 84 OF ASTM C1064 Ambient Temp: 69 OF ASTM C1064 Air Content: Unit Weight: pci ASTM C138 Slump: 4.00 in. ASTM C143 Tested at: San Diego ASTM C1231 Respectfully Submitted, MTGL, Inc. q Sam Valdez RCE No. 56226 5030 PSI The Material W WAS R WAS NOT The Material Tested R MET 0 DID NOT MEET SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Report of: COMPRESSIVE STRENGTH-Grout ASTM C1019 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRAND PACIFIC CARLSBAD, L.P. Set No.: 17-0554 A Date Printed: 8/28/2017 File No.: Permit No.: CB 16-2442 Project No.: 1916G11 Project Name: MARBRISA RESORT - PH III DISTRIBUTION BULL MARBRISA COURT CARLSBAD, CA Age (Days) Date Tested Nominal Size Actual Diameter Actual Area (Sq. Inch) Load (lbs.) Strength (psi) Type of Fracture A 28 8/24/2017 3 X 3 X 6 3.07 9.36 36,929 3,940 N/A B 28 8/24/2017 3X3X6 3.11 9.39 31,515 3,360 N/A C 28 1 8/24/2017 1 3 X 3 X 6 3.10 9.21 32,821 3,560 N/A Specified Strength: 2,000 PSI Sampled By: TOM KNIGHT Location: BUILDING CMU WALLS, LIFT #2 Concrete Supplier: ROBERTSONS Mix No.: 650E3250 Ticket No.: 2964333 Water added at Site: gal. By Cement Type: Il/V Mix Time: 60 mm. ASTM C172 Date Sampled: 7/27/2017 Date Received: 7/28/2017 - Concrete Temp: 84 OF ASTM C1064 Ambient Temp: 74 OF ASTM C1064 Air Content: Unit Weight: pcf ASTM C138 Slump: 9.00 in. ASTM C143 Tested at: San Diego ASTM C617 Admix: Remarks: Distribution: GRAND PACIFIC CARLSBAD, L.P. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez RCE No. 56226 3620 PSI The Material WAS WAS NOT The Material Tested MET 0 DID NOT MEET SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. Corporate 2992 E La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 6295 Ferris Square Ste. C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Indio 44917 Golf Center Pkwy., Ste.1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 MTGL PROJECT#:19161311 DAILY INSPECTION DSNClTY File #_ Permit # CB16-2442 REPORT DSA/OSHPDAppI.#. Report #lPage of 1 DSA/LEA # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-Compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME: Distribution Bldg . Date: 26 Aug 2017 ARCHITECT: Nogle Onufer TIME ARRIVED: 0600 TIME DEPARTED:1500 ENGINEER: Jeffery W Morgan TRAVEL TIME: LUNCH TIME: CONTRACTOR: Grand Pacific Resorts SUB CONTRACTOR: INSPECTION ADDRESS: 3552 Fowler Canyon Rd Jamul CA 91935 ADDRESS OF PROJECT: 1546 Balboa Cr. Carlsbad CA TYPE OF INSPECTION 0 BATCH PLANT 0 MASONRY 0 FIREPROOFING 0 CEILING WIRE ENGINEERED FILL 0 PT CONCRETE 0 HIGH STRENGTH BOLTING 0 ANCHOR/DOWEL 0_ FOUNDATION 0 SHOTCRETE 0 WELDING 0 NDE FIELD BACK FILL 0 CONCRETE Z SHOP WELD 0 NDE SHOP .0 DSAIOSHPD PROJECT AVAILABLE APPROVED SOIL REPORT Y 0 N 0 SPECS: Y 0 N 0 APPROVED DOCUMENTS PLANS YS N 0 I APPROVED SHOP DRAWING V Z N 0 MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): Normal Weight Concrete, Hi-Grade Mix EQUIPMENT USED BY CONTRACTOR: WORK AREA: Material ID and shop welding inspection for Distribution Bldg. Tube columns were cut and welded per approved details.. '4" Fillet welds were produced by certified welders using submitted welding procedures. Monitored voltage and current with a calibrated meter for compliance with welding procedures. All shop material ID, cutting, and welding is complete and accepted. This concludes the shop inspection for the distributiori building. REWORK AS PERCENT OF ALL WORK TODAY: 0% I PERCENT PROJECT COMPLETE: 100 THE WORK WAS Z WAS NOT 0 . THE WORK INSPECTED MET 0 DID NOT MEET 0 - Inspected in accordance with the requirements of the DSNOSPHD/ The requirements of the PROJECT documents PROJECT approved documents. . Samples taken: Weather: Sunny Temp: MATERIAL SAMPLING WAS 0 WAS NOT 0 N/A 19 Performed in accordance with DSA/OSPHD/PAOJECT approved documents. Signature of Special Inspector cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Print Name Erik Roed certilication CWI 14010561, Ad, ILL, NITC, SD - Verified by: r T& i'm%m Corporate 2992 E La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 6295 Ferris Square Ste. C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Indio 44917 Golf Center Pkwy., Ste.1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 MTGL PROJECT#:1916G11 DAILY INSPECTION DSNClTY File #_ Permit # CB1 6-2442 REPORT DSNOSHPDAppl. #. Report#lPage of 1 DSAILEA # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME: Distribution Bldg Date: 25 Aug 2017 ARCHITECT: Nogle Onufer TIME ARRIVED: 0600 TIME DEPARTED:1500 ENGINEER: Jeffery W Morgan TRAVEL TIME: LUNCH TIME: CONTRACTOR: Grand Pacific Resorts SUB CONTRACTOR: INSPECTION ADDRESS: 3552 Fowler Canyon Rd Jamul CA 91935 ADDRESS OF PROJECT: 1546 Balboa Cr. Carlsbad CA TYPE OF INSPECTION 0 BATCH PLANT 0 MASONRY 0 FIREPROOFING 0 CEILING WIRE ENGINEERED FILL 0 PT CONCRETE 0 HIGH STRENGTH BOLTING 0 ANCHOR/DOWEL 0_ FOUNDATION 0 SHOTCRETE I 0 WELDING 0 NDE FIELD 0_ BACK FILL 0 CONCRETE ED SHOP WELD 0 NDE SHOP 0 DSNOSHPD PROJECT AVAILABLE APPROVED SOIL REPORT Y 0 N 0 SPECS: V 0 N 0 APPROVED DOCUMENTS PLANS Y Z N 0 1 APPROVED SHOP DRAWING Y Z N 0 MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): Normal Weight Concrete, Hi-Grade Mix EQUIPMENT USED BY CONTRACTOR: WORK AREA: Material ID and shop welding inspection for Distribution Bldg. Tube columns were cut and welded per approved details.. /4' Fillet welds were produced by certified welders using submitted welding procedures. Monitored voltage and current with a calibrated meter for compliance with welding procedures. Work is in progress. REWORK AS PERCENT OF ALL WORK TODAY: 0% I PERCENT PROJECT COMPLETE: 90 THE WORK WAS 0 WAS NOT 0 THE WORK INSPECTED MET 10 DID NOT MEET 0 Inspected in accordance with the requirements of the DSNOSPHD/ The requirements of the PROJECT documents PROJECT approved documents. Samples taken: MATERIAL SAMPLING WAS 0 WAS NOT 0 N/A Weather: Sunny Temp: Performed in accordance with DSA/OSPHD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Signature of Special Inspector Print Name Erik Rood Certification CWI 14010561, Ad, icc, NI C, SD Verified by: i F MTGL MTGL Corporate 2992 E La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 6295 Ferris Square Ste. C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Indio 44917 Golf Center Pkwy., Ste.1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Disiatch: 800.491.2990 MTGL PROJECT#:1916G11 DAILY INSPECTION DSA/CITY File #_ Permit # CB16-2442 REPORT DSA/OSHPD Appl. #. Report #1 Page of 1 DSNLEA # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME: Distribution Bldg Date: 23 Aug 2017 ARCHITECT: Nogle Onufer TIME ARRIVED: 0600 TIME DEPARTED:1500 ENGINEER: Jeffery W Morgan TRAVEL TIME: LUNCH TIME: CONTRACTOR: Grand Pacific Resorts SUB CONTRACTOR: INSPECTION ADDRESS: 3552 Fowler Canyon Rd Jamul CA 91935 ADDRESS OF PROJECT: 1546 Balboa Cr. Carlsbad CA TYPE OF INSPECTION 0 BATCH PLANT 0 MASONRY 0 FIREPROOFING 0 CEILING WIRE ENGINEERED FILL 0 PT CONCRETE 0 HIGH STRENGTH BOLTING 0 ANCHOR/DOWEL 0_ FOUNDATION 0 SHOTCRETE 0 WELDING 0 NDE FIELD 1 0_ BACK FILL 0 CONCRETE Z SHOP WELD 0 NDE SHOP 0 DSNOSHPD PROJECT I AVAILABLE APPROVED SOIL REPORT Y 0 N 0 SPECS: V 0 N 0 APPROVED DOCUMENTS PLANS Y 0 N 0 APPROVED SHOP DRAWING V N 0 MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): Normal Weight Concrete, Hi-Grade Mix EQUIPMENT USED BY CONTRACTOR: WORK AREA: Material ID and shop welding inspection for Distribution Bldg. Beams were cut and welded per approved details.. Fillet welds were produced by certified welders using submitted welding procedures. Monitored voltage and current with a calibrated meter for compliance with welding procedures. With the exception of 4 exterior columns, all beams are complete and accepted. Final acceptance pending completion of 5" tube columns REWORK AS PERCENT OF ALL WORK TODAY: 0% I PERCENT PROJECT COMPLETE: 90 THE WORK WAS 0 WAS NOT El THE WORK INSPECTED MET 0 DID NOT MEET 0 Inspected in accordance with the requirements of the DSNOSPHD/ The requirements of the PROJECT documents PROJECT approved documents. Samples taken: MATERIAL SAMPLING WAS 0 WAS NOT 0 N/A 0 Weather: Sunny Temp: Performed in accordance with DSNOSPHD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Signature of Special Inspector Print Name Erik Roed uertitication CWl 14010561, Ad, ICC, NITC, SD Verified by: F 4__ MITGL Corporate 2992 E La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 6295 Ferris Square Ste. C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Indio 44917 Golf Center Pkwy., Ste.1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 MTGL PROJECT#:1916G11 DAILY. INSPECTION DSAIClTY File #_ Permit # CB16-2442 REPORT DSAIOSHPD Appl. # Report #iPage of 1 DSNLEA # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection on a daily basis. Each report shall be completed and signed by-the special inspector conducting the insoection. PROJECT NAME Distribution Bldg I Date: 22 Aug 2017 ARCHITECT: Nogle Onufer TIME ARRIVED: 0600 TIME DEPARTED:1500 ENGINEER: Jeffery W Morgan TRAVEL TIME: LUNCH TIME: CONTRACTOR: Grand Pacific Resorts SUB CONTRACTOR: INSPECTION ADDRESS: 3552 Fowler Canyon Rd Jamul CA 91935 ADDRESS OF PROJECT: 1546 Balboa Cr. Carlsbad CA TYPE OF INSPECTION 0 BATCH PLANT 0 MASONRY . 0 FIREPROOFING 0 CEILING WIRE ENGINEERED FILL 0 PT CONCRETE 0 HIGH STRENGTH BOLTING 0 ANCHOR/DOWEL 0 FOUNDATION 0 SHOTCRETE 0 WELDING 0 NDE FIELD 0_ BACK FILL 0 CONCRETE 0 SHOP WELD 0 NDE SHOP DSNOSHPD PROJECT AVAILABLE APPROVED SOIL REPORT Y 0 N 0 SPECS: Y 0 N 0 APPROVED DOCUMENTS PLANS Y 0 N 0 APPROVED SHOP DRAWING V EO N 0 MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT-NO. OR MATERIAL TEST REPORTS): Normal Weight Concrete, Hi-Grade Mix EQUIPMENT USED BY CONTRACTOR: WORK AREA: Material ID and shop welding inspection for Distribution Bldg. Beams are being cut and welded per approved details:. '4" Fillet welds are being produced by certified welders using submitted welding procedures. Monitored voltage and current with a calibrated meter for compliance with welding procedures. Work is in progress. REWORK AS PERCENT OF ALL WORK TODAY: 0% I PERCENT PROJECT COMPLETE: 50 THE WORK WAS I~~J WAS NOT Li THE WORK INSPECTED MET 0 DID NOT MEET 0 Inspected in accordance with the requirements of the DSNOSPHD/ The requirements of the PROJECT documents PROJECT approved documents. Samples taken: MATERIAL SAMPLING WAS 0 WAS NOT 0 N/A 0 Weather: Sunny Temp: Performed in accordance with DSAIOSPHD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Signature of Special Inspector Print Name Erik Roed Uertlticatlon CWI 14010561, Ad, ICC, NITC, SD Verified by:, Corporate 2992 E La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 6295 Ferns Square Ste. C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Indio 44917 Golf Center Pkwy., Ste.1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 MTGL PROJECT#:1916G11 DAILY INSPECTION DSNCfl File #_ Permit # CB16-2442 REPORT DSNOSHPDAppl. #. Report #1 Page of I DSAILEA # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection on a daily basis. Each report shall be completed and signed by the special inspector conducting the insoection. PROJECT NAME: Distribution Bldg Date: 19 Oct 2017 ARCHITECT: Nogle Onufer TIME ARRIVED: 1000 TIME DEPARTED:1400 ENGINEER: Jeffery W Morgan TRAVEL TIME: LUNCH TIME: CONTRACTOR: Grand Pacific Resorts SUB CONTRACTOR: INSPECTION ADDRESS: 3552 Fowler Canyon Rd Jamul CA 91935 ADDRESS OF PROJECT: 1546 Balboa Cr. Carlsbad CA TYPE OF INSPECTION 0 BATCH PLANT 0 MASONRY 0 FIREPROOFING 0 CEILING WIRE ENGINEERED FILL 0 PT CONCRETE 0 HIGH STRENGTH BOLTING 0 ANCHOR/DOWEL 0_ FOUNDATION 0 SHOTCRETE 0 WELDING 0 NDE FIELD 0— [I BACK FILL 0 CONCRETE 0 SHOP WELD 0 NDE SHOP 0 DSNOSHPD PROJECT AVAILABLE APPROVED SOIL REPORT V 0 N 0 SPECS: Y 0 N 0 APPROVED DOCUMENTS PLANS V 0 N 0 1 APPROVED SHOP DRAWING Y C9 N 0 MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): Normal Weight Concrete, Hi-Grade Mix EQUIPMENT USED BY CONTRACTOR: WORK AREA: Structural steel special inspection Exterior canopy was welded per approved details by a certified welder using .072" Lincoln 232 and an approved welding procedure. All structural welding is complete and accepted. Bolting of exterior canopy is complete and accepted All high strength bolting is complete and accepted. 3/4" puddle welds were produced by certified welders Miguel Rodriguez and Philip Owens using SMAW electrode 7016 and an approved welding procedure. All decking is complete and accepted. Torqued (8) Simpson String-Bolt 2's to 55 ft-lbs. 100% were inspected to ER-240. All post installed wedge anchors for ledgers installed per RFI 8 are complete and accepted This concludes the welding, high strength bolting, and torque testing inspections for structural steel. REWORK AS PERCENT OF ALL WORK TODAY: 0% I PERCENT PROJECT COMPLETE: 100 THE WORK WAS 0 WAS NOT 0 THE WORK INSPECTED MET N DID NOT MEET 0 Inspected in accordance with the requirements of the DSA/OSPHD/ The requirements of the PROJECT documents PROJECT approved documents. - Samples taken: Weather: Sunny Temp: MATERIAL SAMPLING WAS 0 WAS NOT 0 N/A Performed in accordance with DSA/OSPHD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Signature of Special Inspector Print Name - Erik Roed uertitication CWI 14010561, Ad, ICC, NITC, SD Verified by: Corporate 2992 E La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 6295 Ferris Square Ste. C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Indio 44917 Golf Center Pkwy., Ste.1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 MTGL PROJECT#:1916G11 DAILY INSPECTION DSNCITY File #_ Permit # CB16-2442 REPORT DSNOSHPD Appl. #. Report #1. Page of 1 DSNLEA # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME: Distribution Bldg Date: 18 Oct 2017 ARCHITECT: Nogle Onufer TIME ARRIVED: 0800 TIME DEPARTED:1300 ENGINEER: Jeffery W Morgan TRAVEL TIME: LUNCH TIME: CONTRACTOR: Grand Pacific Resorts SUB CONTRACTOR: INSPECTION ADDRESS: 3552 Fowler Canyon Rd Jamul CA 91935 ADDRESS OF PROJECT: 1546 Balboa Cr. Carlsbad CA TYPE OF INSPECTION 0 BATCH PLANT 0 MASONRY 0 FIREPROOFING 0 CEILING WIRE ENGINEERED FILL 0 PT CONCRETE 0 HIGH STRENGTH BOLTING 0 ANCHOR/DOWEL 0_ FOUNDATION 0 SHOTCRETE 0 WELDING 0 NDE FIELD 0- 0 BACK FILL 0 CONCRETE Z SHOP WELD 0 NDE SHOP 0 DSNOSHPD PROJECT AVAILABLE APPROVED SOIL REPORT V 0 N 0 SPECS: V 0 N 0 APPROVED DOCUMENTS I PLANS V Z N 0 I I APPROVED SHOP DRAWING Y N 0 MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): Normal Weight Concrete, Hi-Grade Mix EQUIPMENT USED BY CONTRACTOR: WORK AREA: Special inspection for high strength bolting High strength bolted connection joint types not specified by EOR in contract documents as required by AISC 360 3.1 and RCSC 1.4 and 4.0. Per EOR's email all bolts are to be installed as snug tight. All bolting in building interior is complete and accepted, Bolting of exterior canopy is in progress. Welding inspection for decking 3/4" puddle welds are being produced by certified welders Miguel Rodriguez and Philip Owens using SMAW electrode 7016 and an approved welding procedure. Monitored current with a calibrated meter for compliance with the welding procedure. Work is in progress. REWORK AS PERCENT OF ALL WORK TODAY: 0% PERCENT PROJECT COMPLETE: 50 THE WORK WAS I WAS NOT 0 THE WORK INSPECTED MET 10 DID NOT MEET 0 Inspected in accordance with the requirements of the DSNOSPHD/ The requirements of the PROJECT documents PROJECT approved documents. Samples taken: Weather: Sunny Temp: MATERIAL SAMPLING WAS 0 WAS NOT 0 N/A Performed in accordance with DSNOSPHD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District L~~ Signature of Special Inspector Print Name Erik Roed ertuticatIon CWI 14010561, Act, icc, NiTc, so Verified by: C San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 800.491.2990 DAILY INSPECTION REPORT Inland Empire: 14467 Meridian Pkwy., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 DSNCITY File #:__________________________ DSNOSHPD APPL DSA / LEA #: Corporate: 2992 E. La Palma Ave. Ste.I Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 MTGLProject#: "I Permit _61'- ;oi,— 00t1' Report# PG OF Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME - DATE 0412- 12-0t:2 ARCHITECT TIME ARRIVED TIM 0 PARTED 7-00,40N .314 AM ENGINEER TRAVEL TIME LUNCHTIME Iokt - CONTRACTOR øcrO SUB CONTRACTOR VCC INSPECTION ADDRESS ADDRESS OF PROJECT .t\ 4 CcM 1S°) CMt.V"Ic TYPE OF INSPECTION 0 BATCH PLANT 0 ENGINEERED FILL 0 PT CONCRETE O FOUNDATION 0 Sljp.TCRETE o BACK FILL E1NCRETE 0 MASONRY 0 FIREPROOFING 0 PULL/TORQUE TEST 0 HIGH STRENGTH BOLTING 0 ANCHOR/DOWEL 0 0 WELDING 0 NDE FIELD 0 0 SHOP WELD 0 NDE SHOP 0 DSA/OSHPD/PROJECT: AVAILABLE: SOIL REPORT YL-1ID SPECS: Y-11111 APPROVED DOCUMENTS: APPROVED PLANS YEiIo APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): C32-Sb I'&y CONTRACTORS EOUIPMENT I MANPOWER USED: AREA, GRID LINES, PIECES INSPECTED: • STRUCTURAL NOTES, DETAIL, OR RFIS USED: REMARKS, INCLUDING MEETINGS. Mix Mglc-tl SWw /çti) - I 1C -reo Iar 4 a -c- u-i - REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETE: THE WORK WAS'WAS NOTO Inspected in accordance with the requirements of the DSAJOSHPD/PROJECT approved documents. MATERIAL SAMPLING WAS -1S NOT 0 N/AD Performed in accordance with DSAJOSH PD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED MET £—BtD NOT MEET 0 The requirements of the I . DSA,OSHPD/PRJECT appr I Samples taken: t . . '& \ Signatureof Specia Inspector Q12? or Print Name Certification #: CO I DG 410 Verified by: Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Report of: COMPRESSIVE STRENGTH-Grout ASTM C1019 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRAND PACIFIC CARLSBAD, L.P. Set No.: 17-1050 A Date Printed 11/30/2017 File No.: Permit No.: CB 16-2442 Project No.: 1916G11 Project Name: MARBRISA RESORT - PH III DISTRIBUTION BUlL MARBRISA COURT CARLSBAD, CA Age (Days) Date Tested Nominal Size Actual Diameter Actual Area (Sq. Inch) Load (lbs.) Strength (psi) Type of Fracture A 28 11/28/2017 2X2X2 2.00 4.12 34,252 8,310 N/A B 28 J 11/28/2017 2X2X2 2.01 4.10 35,231 8,590 N/A IC 28 J 11/28/2017 2X2X2 2.02 4.14 .36,521 8,820 N/A Specified Strength 6,000 PSI Sampled By PHALEN FARBER Location: UNDER BEAM SEAT - DISTRIBUTION BUILDING Concrete Supplier: QUICK CRETE (FIELD MIX) Mix No.: NON SHRINK GROU Ticket No.: Water added at Site gal. By eA Cement Type: Mix Time: 5 !nin. ASTM C172 Date Sampled 10/31/2017 Date Received: 11/2/2017 Concrete Temp: OF ASTM C1064 Ambient Temp: 64 OF ASTM C1064 Air Content: Unit Weight: pcf ASTM C138 Slump: 4.00 in. ASTM C14 Tested at: San Diego ASTM C617 Admix: Remarks: Distribution: GRAND PACIFIC CARLSBAD, L.P. 10 C1 OF CARLSBAD-BLDG INSPECTION DEPT. *LAB . COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez RCE No. 56226 8570 PSI The Material J WAS D WAS NOT The Material Tested Z MET 0 DID NOT MEET SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. Corporate 2992 E La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/imperial County 6295 Ferris Square Ste. C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Indio 44917 Golf Center Pkwy., Ste.1 Indio, CA 92201 Tel: 760.342.4677 Fax:760.342.4525 Dispatch: 800.491.2990 MTGL PROJECT#:1916G11 DAILY INSPECTION DSA/CITY File # _ Permit# CB162442 REPORT DSNOSHPD Appl. # Report #_ Page of DSNLEA # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME: Marbrisa Resort - PH.11l-Distribution Date: 10-31-17 ARCHITECT: TIME ARRIVED: 7:00am TIME DEPARTED: 11:00am ENGINEER: TRAVEL TIME: NA LUNCH TIME: NA CONTRACTOR: SUB CONTRACTOR: ADDRESS OF PROJECT: 1549 Grand Pacific Drive Carlsbad TYPE OF INSPECTION 0 BATCH PLANT 0 MASONRY 0 FIREPROOFING 0 CEILING WIRE ENGINEERED FILL 0 PT CONCRETE 0 HIGH STRENGTH BOLTING 0 ANCHOR/DOWEL 0 FOUNDATION 0 SHOTCRETE 0 WELDING 0 NDE FIELD 0_ BACK FILL Z CONCRETE 0 SHOP WELD 0 NDE SHOP 0 DSNOSHPD PROJECT AVAILABLE APPROVED SOIL REPORT Y 0 N 0 SPECS: V 0 N 0 APPROVED DOCUMENTS PLANS V 0 N 0 APPROVED SHOP DRAWING V 0 N 0 Inspection of Non Shrink grout placed under 4 beam seats and I column base plate for the Distribution Masonry Building. The area was cleaned and dampened. The grout was mixed to a flowable consistency with 1 gallon and 1 pint of water per I 501b bag of grout. The grout was placed under base plate from the back to the front as to not trap air pockets. The grout is QUIKRETE Non-Shrink Precision Grout. The grout reaches 12,500psi in 28 days. I took 1 set of 3 samples for compression testing. REWORK AS PERCENT OF ALL WORK TODAY: 0% I PERCENT PROJECT COMPLETE: THE WORK WAS F9 WAS NOT 0 THE WORK INSPECTED MET Z DID NOT MEET 0 Inspected in accordance with the requirements of the DSAIOSPHD/ The requirements of the PROJECT documents PROJECT approved documents. Samples taken: Weather: MATERIAL SAMPLING WAS 0 WAS NOT 0, N/A 0 Performed in accordance with DSA/OSPHD/PROJECT approved documents. Signature of Special Inspector cc Project Architect Contractor Structural Engineer Building Department Print Name Phalen Farber DSA Regional Office Owner School District Certification #: SD873 ICC 5098621 Corporate 2992 E La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 6295 Ferris Square Ste. C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Indio 44917 Golf Center Pkwy., Ste.1 Indio, CA 92201 Tel: 760.342.4677 Fax:760.342.4525 Dispatch: 800.491.2990 MTGL PROJECT#:1916G11 DAILY INSPECTION DSAICITY File #_ Permit # CB162442 REPORT DSNOSHPD Appl. # Report#_ Page of DSA/LEA # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection on a daily basis. Each report shall be completed and signed by the special inspector conducting the insoection. PROJECT NAME: Marbrisa Resort - 131-1.111-Distribution . Date: 10-30-17 ARCHITECT: TIME ARRIVED: 7:00am TIME DEPARTED:9:00am ENGINEER: TRAVEL TIME: NA LUNCH TIME: NA CONTRACTOR: SUB CONTRACTOR: INSPECTION ADDRESS: ADDRESS OF PROJECT: 1549 Grand Pacific Drive Carlsbad TYPE OF INSPECTION ENGINEERED FILL FOUNDATION BACK FILL 0 BATCH PLANT 0 PT CONCRETE 0 SHOTCRETE 0 CONCRETE 0 MASONRY 0 HIGH STRENGTH BOLTING 0 WELDING 0 SHOP WELD 0 FIREPROOFING 0 ANCHOR/DOWEL 0 NDE FIELD 0 NDE SHOP 0 CEILING WIRE 0 0 0 DSNOSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS V Z N 0 SOIL REPORT V 0 N 0 1 SPECS: V 0 N 0 APPROVED SHOP DRAWING V 0 N 0 MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): Normal Weight Concrete, Hi-Grade Mix EQEUIPMENT USED BY CONTRACTOR: WORK AREA: SHOW UP TIME: The subcontractor was not ready to perform work. Super said we would reschedule. REWORK AS PERCENT OF ALL WORK TODAY: 0% I PERCENT PROJECT COMPLETE: THE WORK WAS 0 WAS NOT 0 THE WORK INSPECTED MET 19 DID NOT MEET 0 Inspected in accordance with the requirements of the DSNOSPHD/ The requirements of the PROJECT documents PROJECT approved documents. Samples taken: Weather: MATERIAL SAMPLING WAS 0 WAS NOT 0 N/A 0 Performed in accordance with DSNOSPHD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Signature of Special Inspector Print Name Phalen Farber Certification #: 5D873 ICC 5098621 --' . :• - . - i__rw'-'--. ..,-,___,,,'.,-.,.. _____.t. .-. \-.-•__-.- . -...' .. '1. NPDES INSPECTION REPORT sp Construction Management and Inspection ftio i3'.'( Pursuant to CMC 15.12.100 Inspector AA( 41 Date j_j / i7 I Project # I (.7 Aaf Time 10 06) GR Permit# Inspection Type 08;e mpIiance 0 Follow Up Rainfall 0 Rain Expected at _% chance 1 High Priority LIJ*YES -Event 0 Complaint 0 Rainfall since last inspection = J Focus Area 13 NO BMP IMPLEMENTATION AND COMPLIANCE BMP COMPLIANCE ACTIVITY tu ° z z CORRECTIVE ACTION REQUIRED . >. Are inactive slopes properly stabilized? 0 Properly stabilize slopes and unprotected areas. 0 Provide additional erosion control. 524 524 Are areas flatter than 3:1 covered or protected? , - - Are gravel bags, waddles, silt fences, and other erosion control BMPs in place and funètioning properly? 00el, 0 Repair/replace erosion control BMPs. 0 Replace broken rock/sand bags. 524 524 Are landscaped and natural areas protected from erosion? 100 - = Do basins appear to be maintained as required? 0/ - - 0 Desiltation/retention basin(s) requires maintenance. 524 5231 Are perimeter control BMPs maintained? - - 0 Provide, repair, or replace perimeter controls. 0 Prevent sediment tracking on to street. 524 Is the entrance stabilized to prevent tracking? - - - Are storm drain inlets protected and BMPs maintained? / 0 Clean in and around storm drains. Provide additional protection at storm drain inlets. 524 525 Has sediment accumulated on impervious surfaces? ' = = =,M- pervious surfaces need to be swept. 523 Are dumpsters and trash receptacles covered? - ( Remove trash and debris from project site. 0 Provide cover for dumpster and trash receptacles. 530 531 532 Has trash and debris accumulated throughout the site? 0/ - Are stockpiles and spoils protected from runoff? / - - 0 Protect/Cover materials stored outdoors. 0 Discard unusable equipment and materials. 523 524 527 Are all material and equipment handling, / storage and repair areas clean and maintained? .._ - 0 Provide spill kit(s) in equipment storage areas. 0 Immediately clean up spills and leaks. 531 532 Are spill kits provided onsite? ' — - Are washout areas maintained and protected? / — — 0 Maintenance required for washout areas. 524 ' Were any discharges observed during the inspection? — — 0 Immediately discontinue washing or hosing. 523 Is the SWPPP wall map up to date and accurate? ,/ - - 0 Update the SWPPP and/or wall map. 0 Provide additional SWPPP documentation. 524 526 528 Was the SWPPP or Erosion Control Plan reviewed during this inspection? 0 Train staff on pollution prevention. Are portable restrooms located away from the storm drain and on level g und? ro 0/ — 0 Relocate portable restrooms away from storm drains. D Provide secondary containment for portable restrooms. 524 532 Do portable restrooms have secondary containment? , - Are BMPs stockpiled for emergency deployment? / 0 Provide additional emergency BMPs. 524 Change Priority 0 High 0 Med 0 Low Change Status 0 Inactive 0 Completed , ' QSP Present I During Inspection I Yes'Ni) Comments: (AJLe uh1/) 0,1ec 0 VIOLATIONS WERE NOTED DURING THE INSPECTION O 15.12.050 Prohibited Discharge (523) 0 15.16.130(A) Responsibilities of Permittee (524) 15.12.060 Discharge in Violation of Permit (523) 0 15.16.170(B) Unlawful Acts (528) 15.12.080(E) Reduction of Pollutants - Construction (524) 0 6.08.030 Receptacles Generally (529) 15.12.090 Storm Water Conveyance System Protection (525) 0 6.08.045 Cleanliness of Solid Waste Receptacles (530) O 15.12.110 Failure to Implement Corrective Actions (526) 0 6.08.050 Solid Waste Receptacles to be Kept Covered (531) II 15.12.120 Containment, cleanup, and notification of spills (527) 0 6.08.100 Unlawful Placement of Solid Waste (532) O 15.16.120 Storm Damage Precautions (524) 0 Other___________________________________ OTHIS SERVES AS A WARNING NOTICE. Implement corrective actions by . A City inspector will return on or after this date to verify that corrective action BMPs were implemented as required. If you have any questions or comments, please cpntact your inspector. Inspector Signathre 11 I Received By — Please Print I RecçedBy - Signature 0 Mailed Date Air 1)I Nor~tl+ I v' V t White: CMI • . . Yellow: Job Site I Carlsbad Municipal Code - Storm Water Violations I CMC 15.12.050 -,Prohibited Discharges. The discharge of non-storm water to the storm water conveyance system or to any other conveyance system which discharges into receiving water is prohibited. IJ CMC 15.12.060 - Discharge in Violation of Permit. Any discharge that would result in or contribute to a violation of municipal permit either separately considered or when combined with other discharges, is prohibited. Liability for any such discharge shall be the responsibility of the person(s) causing or responsible for the discharge. CMC 15.12.080(E) - Reduction of Pollutants. Any person engaged in development, grading or construction in the City of Carlsbad shall utilize BMPs to prevent pollutants from entering the storm water conveyance systems by complying with City Standards, all applicable local ordinances, including Chapter 15.16 of the CMC, the standard specifications for public works construction, when performing public work, and required provisions of all applicable NPDES Permits. D CMC 15.12.090 - Storm Water Conveyance System Protection. Every person owning property though which a storm water conveyance system passes, and such person's lessee or tenant, shall keep and maintain that part of the system within the property free of trash, debris, excessive vegetation, and other obstacles which would pollute, containment or significantly retard the flow of water through the system. O CMC 15.12.110 - Failure to Implement Correction Actions. If corrective action is required, then the occupant, facility owner, and/or facility operator shall implement corrective action plan based upon a written corrective action plan. The corrective action plan shall be submitted to the enforcement agency for review and approval and should state the corrective actions to be taken and the dates of completion. 0 CMC 15.12.120 - Containment, Cleanup, and Notification of Spills. Any person owning or occupying any premises who has knowledge of any release of significant quantities of materials, pollutants, or waste which may result in pollutants or non- storm water discharges entering the city's storm water conveyance system shall immediately take all reasonable action to contain, minimize, and clean up such release. Such person shall notify the City of the occurrence and any other appropriate agency of the occurrence as soon as possible, but no later than twenty-four hours from the time of the incident's occurrence O CMC 15.16.120 - Storm Damage Precautions. All grading operations shall install protective measures to prevent unnecessary erosion and sedimentation. 0 CMC 15.16.130(A) - Responsibilities of the Permittee. The permittee shall be responsible for the installation and maintenance of drainage and erosion control measures to protect downstream properties and habitats from flooding, sedimentation and other adverse impacts caused by the grading operation. O CMC 15.16.170 - Unlawful Acts. It is unlawful to grade without application of appropriate storm water best management practices in accordance with the provisions of Title 15, City Standards and Municipal Permit. 0 CMC 6.08.030 - Receptacles Generally. No person shall deposit, keep or accumulate any solid waste in or upon any public or private premises unless enclosed in watertight receptacles designed to contain solid waste, which shall be of a type and size approved by the Public Work's Director. 0 CMC 6.08.040 - Cleanliness of Solid Waste Receptacles. No person shall allow grease to accumulate in the interior or on the exterior of a solid waste receptacle. 0 CMC 6.08.045 - Cleanliness of Solid Waste Receptacle Areas or Enclosures. No person shall allow pollutants or liquids to accumulate around solid waste enclosures or around and/or under solid waste receptacles such that storm water will carry these pollutants or liquids to the storm water conveyance system. O CMC 6.08.050 - Solid Waste Receptacles to be Kept Covered. No person shall permit a solid waste receptacle to remain uncovered or open, or in such condition that flies or vermin may obtain access thereto, except when necessary to place solid waste therein or remove solid waste there from. 0 CMC 6.08.100 - Unlawful Placement of Solid Waste. No person shall deposit or place any solid waste anywhere other than in an approved solid waste receptacle under his or her control. Best management practices (BMP) are scheduled activities, procedures and practices that include prohibitions, general good housekeeping, pollution prevention and education, maintenance, and other management objectives that prevent or reduce the discharge of pollutants to storm water conveyance system and/or receiving waters. Any business or individual that violates any provision of the storm water/trash ordinance or fails to implement corrective actions as directed by the enforcement official shall be punished, upon conviction, by a fine not to exceed one thousand dollars for each day in which such violation occurs. White: CMI Yellow: Job Site EsGil Corporation In (Partners/lip with government for (Building Safety DATE: 7121/2016 P 6PPLICANT URIS. JURISDICTION:'City of Carlsbad D PLAN REVIEWER 0 FILE PLAN CHECK NO.: 16-2442 SET: II PROJECT ADDRESS: 1546 Balboa Circle PROJECT NAME: Marbrisa Resort The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. Lii The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacteth— Telephone #: Date contacted: (QI') Email: Mail Telephone Fax In Person LI REMARKS: By: David Yao Enclosures: EsGil Corporation Z GA D EJ D MB D PC 7/14 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partners/lip wit/I government for (Bui&fing Safety DATE: 7/1/2016 DJPPLICANT _, JURIS. JURISDICTION: City of Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 16-2442 SET: I PROJECT ADDRESS: 1546 Balboa Circle PROJECT NAME: Marbrisa Resort LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. E The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Dan Talant EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Dan Talant pate concted:+1 1(by: f4 Mail "ieIephone Fax In Person LII REMARKS: By: David Yao EsGil Corporation 0 G DEJMB DPC Telephone #: 619-297-8066 Email: dant@noaainc.com Enclosures: 6/23 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 16-2442 7/1/2016 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 16-2442 JURISDICTION: City of Carlsbad OCCUPANCY: F-2/S-2 USE: manufacture! storage TYPE OF CONSTRUCTION: II-A ACTUAL AREA: Total floor 6631 sf? ALLOWABLE FLOOR AREA: STORIES: 1 SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 6/21 DATE INITIAL PLAN REVIEW COMPLETED: 7/1/2016 HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/23 PLAN REVIEWER: David Yao 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 2013 CBC, which adopts the 2012 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 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 16-2442 7/1/2016 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: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO 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. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Classification(s) F-2/S-2 (non-combustible?) For Mixed Occupancy Buildings, state whether the "nonseparated" or "separated" option was chosen from Sections 508.3/508.4. Description of Use ? Floor Area 6631 sf total? Occupant Load Justification to exceed allowable area in Table 503 (if applicable) 2. The scope of work under this permit shall be clearly identified on the plan. Sec. 107.2. It appears to no new floor area was added (?). Why roof framing between grid line I to 5& A-D, between 4-6, C-E? If new floor area was added, provide area analysis on the plan. Otherwise note on the plan "no floor area was added". What is the construction detail of the interior wall? Steel stud wall? Sheet A-4 shows lots of notes P/I. Does these items already in place? Not part of this permit? Please clarify on the plan. . ACCESSIBILITY Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. City of Carlsbad 16-2442 7/1/2016 NON-RESIDENTIAL GREEN BUILDING STANDARDS (Additions and Alterations) Light pollution reduction. Note on the plans that exterior light pollution must comply with CGC section 5.106.8. Recycling. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. Waste reduction. Note on the plans that 100% of trees, stumps, rocks, and associated vegetation and soils primarily from the construction will be reused or recycled. CGC 5.408.3. Recycling. Note on the plans that an identified, readily accessible area shall be provided that serves the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc. CGC Section 5.410.1. Documentation. 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. Pollutant control. 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. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 5504.4 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. Pollutant control. Note on the plans that mechanically ventilated buildings shall provide regularly occupied areas with air filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of 8. MERV 8 filters shall be installed prior to occupancy. CGC Section 5.504.5.3. Water reduction. Show on the plans the following maximum fixture flow rates from Table 5.303.2.3 and Section 5.303.3, as shown below. Revise general notes, plumbing plans, etc. to match. CGC 5.303. For additions or alterations, this only applies to new fixtures. MAXIMUM FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Lavatory faucets- nonresidential 0.5 gpm @60 psi Water closets 1.28 gallons/flush City of Carlsbad 16-2442 7/1/2016 I Urinals I 0.5 gallons/flush Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. . FOUNDATION 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. (5000 psf allowable bearing pressure) In Seismic Design Categories D, E or F, the soils investigation must address liquefaction, and, if retaining walls are proposed, the soils investigation must address increased loading on the walls due to earthquake motions. Section 1803.5.12. 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 properly incorporated into the plans (when required by the soil report). Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Sections 107.2 and 1603.1.6. . STRUCTURAL Sheet S2.1 of the plan reference S7.1 for steel column, footing and grade beam size. No sheet S7.1 was provided. It should be S3.1 and S3.2. Please revise the note. The calculation shows lintel with 244 bottom. Where on the plan show it and how the lintel been referenced? Please clarify. Provide calculation to justify the grade beam. What is the construction detail of the walls around the recycle bin and golf cart charging station? Part of this permit? Calculation? . ADDITIONAL Please refer to the following corrections for electrical, energy, mechanical, and plumbing items. City of Carlsbad 16-2442 7/1/2016 To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, Please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: U Yes U No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. ELECTRICAL PLAN REVIEW 2011 NEC (2013 CEC) PLAN REVIEW NUMBER: 16-2442 PLAN REVIEWER: Morteza Beheshti The solar photovoltaic module placement clearances required by CBC 3111.4.3 on the roof layout is 6' clear perimeter around the edge of the roof, reducable to 4' if the roof axis is 250' or less and the pathway locations. "Detail compliance with CGC 5.106.5.3 for electrical vehicle charging capability: Conduit installation design, number of charging spaces required (CGC Table 5.106.3.3), and the electrical capacity availability." Please include a note to seal off the penetrations from the cold storage rooms. CEC. 300.7 Include statements on the Title Sheet of the plans to show compliance with the current Codes, The following are the current Codes: The 2013 edition of the California Building Code (CBC) adopts the 2012 International Building Code (IBC) and the 2013 California Amendments. The 2013 edition of the California Electrical Code (CEC) adopts the 2011 National Electrical Code (NEC) and the 2013 California Amendments. The 2008 edition of the California Energy Efficiency Standards. City of Carlsbad 16-2442 7/1/2016 If utilizing a series-rated system, note on plans: "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC(CEC) 110- 22(13) and "The overcurrent devices shall be AIC rated per manufacturers. labeling of the electrical equipment". Show exit signs on the lighting plan(s) at all required exits and specify power source as self-luminous or having a second source of power (battery or generator). This is required when two exits are required per CBC Section 1011 & 1011.5.3. Show on the lighting plans the required emergency illumination at the "Means of Egress" per CBC Section 1006. The emergency illumination for the means of egress shall provide a mm. of 1 foot-candle of emergency illumination at the floor level. Specify a second source of power for the emergency illumination (battery or generator). Emergency illumination is required at corridors, stair enclosures, exit passageways and at exit doors and exterior exit door landings where the building is required to have two or more exits. CBC Section 1006.3. ENERGY CONSERVATION (2013 CALIFORNIA BUILDING ENERGY STANDARDS) ENERGY (2013 CALIFORNIA BUILDING ENERGY STANDARDS) Include the electric water heater in the energy compliance package. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. Hot water piping is required to be insulated as follows: 1" pipe size or less: 1" thick insulation, larger pipe sizes require 1 ½" thick insulation. See Table 120.3- ES 120.3 Demising wall insulation: The insulation installed at demising walls of non- residential buildings shall have an R-13 value. ES 110.8(f) 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. The Certificate of Compliance forms must be signed on the plans. Note: New forms include "Design Review Kickoff Certificate" and "Construction Document Review Checklist Certificate forms." City of Carlsbad 16-2442 7/1/2016 Lighting Control: The electrical service metering capability must comply with Table 130.5-A in the Energy Standards. Describe on the electrical plans how these requirements will be satisfied. Multilevel lighting controls are required in areas exceeding 100 square feet in area and have a connected general lighting toad exceeding .5 watts per square foot (Classrooms are .7 watts). Review ES Table 130.1-A for design requirements. Include control placement and design on the floorplans. (AB switching no longer complies for most fixture types) Shut-Off Controls: Each floor, each space (not exceeding 5,000 square feet), and each type (general, display, and ornamental) of lighting shall be individually capable of being automatically shut-off when the building is unoccupied. Include the control design. (A percentage of egress lighting is now included in the shut- off requirement). ES 130.1(c) Automatic daylighting is required in rooms that have 120 watts or more of general lighting in the primarily sidelit daylit zone or rooms that the amount of glazing is 24 square feet or more. On the electrical floorplans, include the daylit locations and control design. Note: Daylite dedicated multilevel control is required if lighting power exceeds .3 watts/square foot. Include the daylighting zones on the floorplans complete with control design. ES 130.1(d) a) Note: PSDZ is defined as the area directly adjacent to each vertical glazing, one window head height deep extending into the room with an overall width of the window plus .5 of the window head height on each side. Occupancy controls are required to shut off all lighting in: Offices 250 square feet or smaller, multipurpose rooms of less than 1,000 square feet, conference rooms, and classrooms of any size. ES 130.1(c)5 Lighting installed in corridors and stairwells shall be controlled by occupant sensing controls that separately reduce the lighting power by at least 50% when the space is unoccupied. ES 130.lc(6)C. Lighting installed in corridors, stairwells, and common areas of hotels/motels and high rise dwellings shall be controlled by occupant sensing controls that separately reduce the lighting power by at least 50% when the space is unoccupied. ES 130.lc(7)A. Lighting in warehouse open areas and in individual aisles is required to be controlled by occupancy sensors that automatically reduce lighting power by at least 50% when the specific area is unoccupied. (Library stacks as well) ESI30.1c(6)A City of Carlsbad 16-2442 7/1/2016 Electrical Power Distribution: The disaggregation of electrical loads (separation of panelboards by branch circuit load types) per Table 130.5-B energy standards is required. Review and submit a revised electrical system design. Voltage drop is limited to 2% on feeders and 3% on branch circuits. Provide worst case voltage drop calculations (feeders<2% and branch circuits<3%) per ES 130.5(c). In all buildings, controlled receptacles are required in private offices, open office areas, reception lobby, conference room, kitchette in office spaces, and the copy room per Energy Manual 130.5(d). Please include the control design and receptacle locations on the electrical plans. All exterior lighting must be controlled by a photocell and an automatic scheduling control device. EM 130.2(c) Outdoor lighting mounted 24 feet or less above grade shall be controlled per 1,500 watt max grouping with automatic controls capable of turning off, reducing the lighting level when vacated, and turning on the fixture when the area becomes occupied. Detail the lighting control design. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti 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. PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEW NUMBER: 16-2442 SET: I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. PLUMBING (2013 CALIFORNIA PLUMBING CODE) Describe the method of compliance for temperature limitations for the public use lavatories (limited to 110 degrees). Note: The water heater thermostat may not City of Carlsbad 16-2442 7/1/2016 be used for compliance with this Code section. CPC 421.2. Energy Standards 11O(C)3. 56. Provide the following information concerning the water heater: Show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank. CPC 507.2 Show P & T valve on water heater and detail the drain routing to the exterior. It may not be installed upwards from the valve. CPC 608.5 An expansion tank or other approved device is required downstream of a water pressure regulator, check valve, or backflow preventer. CPC 608.3. MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) 57. Specify the make, model, type, and efficiency of the space heating and cooling systems in agreement with the energy design. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek 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. City of Carlsbad 16-2442 7/1/2016 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 REMODELS. ADDITIONS AND REPAIRS When alterations, structural repairs or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the following requirements, per Section 11 B-202.4: The area of specific alteration, repair or addition must comply as "new" construction. A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. The path of travel shall include the existing parking. Existing toilet and bathing facilities that serve the remodeled area must be shown to comply with all accessibility features. ACCESSIBLE PARKING 2. Show that the accessible parking spaces are located, per Section 11 B-208.3.1 as follows: (Where is the handicapped parking space for this building?) On the shortest possible route to an accessible entrance, when serving a particular building. On the shortest route of travel to an accessible entrance of a parking facility. Spaces are to be dispersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking. CURB RAMPS (IF APPLICABLE) 3. Curb ramps shall be constructed where a pedestrian way crosses a curb, per Section 202. 4. Plans shall show that curb ramps are ~!48" wide with a slope of :51:12 (8.33%), per Section 11 B-406.5.2. 5. Show that the landing at the top of the curb shall be level and ~48" depth for the entire width of the curb ramp. Section 11 B406.5.3. 6. The slope of the fanned or flared sides of curb ramps shall not exceed 1:10, per Section 11 B-406.2.2. 7. Show that detectable warnings, 36" deep and extending the full width of the curb ramp, are to be installed for all curb ramps (regardless of slope), per Section 1113- City of Carlsbad 16-2442 7/1/2016 705. Only approved DSNAC detectable warning products and directional surfaces shall be installed. Section 11 B-705.3. Locate curb ramps to prevent obstruction by parked cars, per Section 11 B-406.5. 1. WALKS AND SIDEWALKS If any proposed walks slope >1:20 (5%) they must comply with ramp requirements, per Section 11 B-402.2. Walks along an accessible route of travel are required to be ~48" minimum in width and have slip resistant surfaces, per Section 11 B-403.5. 1, Exception 3. The maximum permitted cross slope for walkways shall be 1:48, per Section 1113- 403.3. Show or note that any abrupt level changes will be :5%" along any accessible route of travel. When changes do occur, they shall be beveled with a slope of :51:2. Level changes of :5%" may be vertical. Section 11 B-303. NOTE: If level changes >%", they must comply with the requirements of ramps. Show that a 60" x 60" level area is provided at areas where a door (or gate) swings toward the walk in the accessible route of travel, per Section 11 B-404.2.4. Show that the walk extends ~:24" beyond the strike edge of the strike edge of any door (or gate) that swings toward the walk. Show that a 36" wide detectable warning material is provided at boundaries between walkways and vehicular ways. Sections 11 B-247.1.2.5 and 1113- 705.1.2.5. Plans indicate that more than one route of travel is to be provided. Revise plans to show that all routes are to be made accessible, per Section 11 B-206.2.1. SINGLE ACCOMMODATION FACILITIES Show that the water closet is located in a space which provides: A clear space at the water closet in compliance with Section 11 B-604.3.2 (this prohibits any fixtures from encroaching into the clear space at the rear wall). A clear space in front of the water closet measuring 60" wide by 48" in front. Section 11 B-604.3. 1. See the following figures. (The floor plan (A-4) appears to not show adequate dimension. Please check.) i) Please notice that the 28" clearance required in the previous code (between the water closet and the lavatory) has been changed to a 60" clearance as shown in the figure. City of Carlsbad 16-2442 7/1/2016 CENTERLINE OF FIXTURE CENTERLINE OF FIXTURE H8" Th Mi N. )YI.k TOEDCE FLUSH if \\O WATER ACTIVATOR CLOSET ON WIDE LO SIDE Lu co \/ / 18" 32" MIN MIN. \CLEAR END OF DOCUMENT I City of Carlsbad 16-2442 7/1/2016 (DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-2442 PREPARED BY: David Yao DATE: 7/1/2016 BUILDING ADDRESS: 1546 Balboa Circle BUILDING OCCUPANCY: F2/S2 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 1.1. 6631 per city 317,758 Air Conditioning Fire Sprinklers _ TOTAL VALUE 317,758 Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance jj I $1,399.961 Plan Check Fee by Ordinance I $909.971 Type of Review: 1 Complete Review D Structural Only E D Repetitive Fee Other Repeats Hourly EsGil Fee Hr. © * I $783.981 Comments: n addition to the above fee, an additional fee of $86 is due (1 hour $86/hr.)for the CalGreen review. Sheet I of I macvalue.doc + PLAN CHECK Community& Economic Air ity 0i. REVIEW Development Department Carlsbad 1635 Faraday Avenue TRANSMITTAL Carlsbad cA92oo8 www.carlsbadca.gov DATE: 07/0612016 PROJECT NAME: GRAND PACIFIC RESORT MAINT. BUILD. PROJECT ID:CB162442 PLAN CHECK NO: 1 SET#: 1 ADDRESS: 1546 BALBOA CIRC APN: 2111310700 VALUATION: $317,758 SCOPE OF WORK: 6631 SF MAIN. BUILDING This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inspection Division is required: Yes EZI No 0 FX_1 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: DANT@NOAAINC.COM To determine status by one of the divisions listed below, please contact 760-602-2719. LAND:DlELOPMENT I 760-602-2750 Chris SextOn F] . Chris Glassen Greg Ryan 760-602-4624 • 760-602-2784 760-602-4663 Chris.Sexton@carIsbadcagov . Christopher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz Linda Ontiveros El . Cindy Wong 760-602-4675 . 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov VaiRay Nelson Dominic Fieri • 760-602-2741 760-602-4664 ValRay.Marshall@carlsbadca.gov Dominic.Fieri@cansbadca.gov GRAND PACIFIC RESORT MAINT. BUILD. PLAN CHECK NO# 1 _Outstanding issues are marked with LZI . Items that conform to permit IflTifllNsulllLl requirements are marked with 123 or have intentionally been left blank. 1. SITE PLAN SLIP SHEET Provi CITY SIGNED E APPROVED CIVIL SET INTO BUILDING SET de a fully dimensioned site plan drawn to scale. Show: North arrow c: EJ Driveway widths EZJ Existing & proposed structures EJ i:: Existing or proposed sewer lateral EJ Existing street improvements EJ EJ Existing or proposed water service EZJ Property lines (show all dimensions) LJ Ei Submit on signed approved plans: El Easements DWG No. DWG 428-91-1 E1 Right-of-way width & adjacent streets Show on site plan: DWG 428-9H J Drainage patterns and proposed site elevations. Show all high points. c: Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: 'Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography =Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: LZJ Site address Assessor's parcel number J Legal description/lot number EJ 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. El EI Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: FM 15-08 Subdivision/Tract: Reference No(s): E-36 Page 2 of 6 REV 6/01/12 GRAND PACIFIC RESORT MAINT. BLUJ PLAN CHECK NO # 1 DISCRETIONARY APPROVAL COMPLIANCE N/A 1 Project does not comply with the following engineering conditions of approval for project no.: DEDICATION REQUIREMENTS Ij J Dedication for all street rights-of-way adjacent to the building site and any storm drain or N/A utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24.000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. EJ LJ Dedication required as follows: IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed N/A at time of building construction whenever the value of the construction exceeds $120.000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: -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, 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. L11 EJ Future public improvements required as follows: E-36 Page 3 of 6 REV 6101/12 GRAND PACIFIC RESORT MAINT. BUILD. PLAN CHECK NO# 1 GR 16-05 GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. J Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed. write: "NO GRADING" E L21 Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. EJ c:j Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. = J= No grading permit required. E11EJ Minor Grading Permit required. See additional comments for project- specific requirements. MISCELLANEOUS PERMITS RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work N/A 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. LI Right-of-way permit required for: *ANY WORK BEING DONE WITHIN THE PUBLIC RIGHT OF WAY* E-36 Page 4of6 REV 6/01/12 GRAND PACIFIC RESORT MAINT. BUILD. PLAN CHECK NO # 1 7. STORM WATER Construction Compliance SW15-368 El Project Threat Assessment Form complete. E1 Enclosed Project Threat Assessment Form incomplete. :i El Requires Tier I Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW ) EJ EJ Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. P )st-Development (SUSMP) Compliance SWMP 15-19 EJ Storm Water Standards Questionnaire. El EJ Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. El 1 Indicate areas of impervious surfaces (patios,walkway, etc. ) and pervious areas (landscaping). E1 Project needs to incorporate low impact development strategies throughout in one or more of the following ways: J Rainwater harvesting (rain barrels or cistern) J Vegetated Roof L1 Bio-retentions cell/rain garden E1 Pervious pavement/payers EJ Flow-through planter/vegetated or rock drip line J Vegetated swales or rock infiltration swales L1 Downspouts disconnect and discharge over landscape EJ Other: E-36 Page 50f6 REV 6/01/12 GRAND PACIFIC RESORT MAINT. BUILD. PLAN CHECK NO # 1 WATER METER REVIEW Domestic (potable) Use LJ I EJ What size meter is required? EJ jJ 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. JFF Y71 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 %". FEES EX--J I c: Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? U yes El no Permit No. Permit No. Project built after 1980 r-1 yes Eno Impervious surface >50% E] yes F-1 no Impact unconstructed facility El yes El no LJ EJ Fire sprinklers required Jyes E] no (is addition Upgrade El yes flno EJ No fees required over 150' from center line) EJ ADDITIONAL COMMENTS Attachments: [] Engineering Application [J Storm Water Form = Right-of-Way Application/info. = Reference Documents E-36 Page 6of6 REV 6/01/12 Fee Calculation Worksheet sss ENGINEERING DIVISION Prepared by: VALRAY NELSON Date: 0710612016 GEO DATA: LFMZ: I B&T: Address: 1546 BALBOA CIRCLE Bldg. Permit #: CB162442 Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: MAINTANENCE Sq.Ft./Units 6631 SF EDU's: I 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: MAINTANENCE Sq.Ft./Units 6631 SF ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use:• Sq.Ft./Units ADT's: FEES REQUIRED: Within CFD: DYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) IZINO 1. PARK-IN-LIEU FEE:DNW QUADRANT ONE QUADRANT DSE QUADRANT OW QUADRANT ADT'S/UNITS: X FEE/ADT: I = 23RAFFIC IMPACT FEE: ADT'S/UNITS: X FEE/ADT: I BRIDGE & THOROUGHFARE FEE: F-1 DIST. #1 EDIST.#2 DDIST.#3 (USE SANDAG)ADT'S/UNITS X FEE/ADT: I FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: I X FEE/SQ.FT./UNIT: I SEWER FEE EDU's I X FEE/EDU: 881 4 881 BENEFIT AREA: EDU's I X FEE/EDU: 1 4 N/A DRAINAGE FEES: PLDA: EHIGH FJMEDIUM GLOW ACRES: I X FEE/AC: I POTABLE WATER FEES: UNITS I CODE I CONN. FEE I METER FEE I SDCWA FEE I TOTAL ***This may not represent a comprehensive list of fees due for this project. Please contact the Building division at (760) 6022719 for a complete listing of fees PLANNING DIVISION BUILDING PLAN CHECK CITY OF APPROVAL CARLSBAD Develooment Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carIsbadca.ov DATE: July 7, 2016 PROJECT NAME: MarBrisa PROJECT ID: SDP 03-02 PLAN CHECK NO: CB 16-2442 SET#: I ADDRESS: 1546 Balboa Cr APN: 211-131-07 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 Z Yes iJ 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. 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 APPROVAL has been sent to: dant@noaainc.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Christer Westman 760-602-4614 Christer.westman@carlsbadca.gov [] Chris Glassen 760-602-2784 ChristoDher.Glassen@carlsbadca.gov Greg Ryan 760-602-4663 Gregory.Ryan@carIsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov ValRay Marshall 760-602-2741 ValRay.Marshall@carlsbadca.gov Cindy Wong 760-602-4662 Cvnthia.Wonp@carIsbadca.gov Veronica Morones 760-602-4619 Veronica.Morones@carIsbadca.gov F1 Linda Ontiveros 760-602-2773 Linda.0ntiveros@carIsbadca.ov LII Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: <<A . >> CITY OF CARLSBAD PLAN CHECK Community & Economic Development Department REVIEW Development Faraday Avenue TRANSMITTDG DEPT COPr1sbad CA 92008 www.carlsbadca.gov DATE: 08/25/16 PROJECT NAME: GRAND PACIFIC RESORT PROJECT ID PLAN CHECK NO: CB162442 SET#: FIRE ADDRESS: 1546 BLABOA CR This plan check review is complete and has been APPROVED by the Fire Division WITH SLIP SHEETS NEEDING TO BE INSERTED BY THE APPLICANT FOR PAGES A-I, A-4, AND A-7. By: DARYL K. JAMES & ASSOCIATES A Final Inspection by the Fire Division is required Z Yes 0 No LI 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: 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. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-6024610 760-602-2750 760-6024665 Chris Sexton Kathleen Lawrence DARYL K. JAMES 760-602-4624 760-602-2741 Christina.wilson@carlsbadca.gov Chris.Sexton@carlsbadca.Eov Kathleen.Lawrence@carlsbadca.gov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.0ntiveros2carIsbadca.ov Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Carlsbad Fire Department Plan Review Requirements Category: COMMIND , INDUST Date of Report: 08-25-2016 Reviewed by: Name: DAN TALANT Address: STE 201 4990 N HARBOR DR SAN DIEGO CA 92106-2371 Permit #: CB 162442 Job Name: GRAND PACIFIC RESORT: 6,631 SF Job Address: 1546 BALBOA CR CBAD JLL iw s .r.'v i i • rg i flSJ1J Jill 1liLIlIJi J,1LqTh IIiJU4LU,IJIU.l 7 ~ ------------ 1ldUflJU1i flUUIf Li ii L 1U IU i ftl - Conditions: Cond: C0N0009089 . . . . . [MET] APPROVED. . Entry: 08/25/2016 By: DGA Action: AP APPROVED Entry: 08/25/2016 By: DGA Action: AP SLIP SHEETS FOR PAGE A-i, A-4, A-7 NEED TO BE INSERTED . Page 1 of 1 BLD' C PLAN APPROVAL Daryl K. James & Associates, Inc. Checked by: Daryl Kit James 205 Colina Terrace Date: August 16, 2016 Vista, CA 92084 T. (760) 724-7001 Email: kiffire(ãsbcqlobal.net JURISDICTION: Carlsbad Fire Department APPLICANT: Dan Talent PROJECT NAME: Grand Pacific Resort PROJECT ADDRESS: 1546 Balboa Circle PROJECT DESCRIPTION: CB162442 6,631 m Dist. & Maint. Building Page 1 of 1 PLAN CHECK COMMENTSLDGI DEPT COPY Daryl K. James & Associates, Inc. Checked by: Daryl Kit James 205 Colina Terrace Date: July 16, 2016 Vista, CA 92084 T. (760) 724-7001 Email: kitfire(äsbcgIobal.net JURISDICTION: Carlsbad Fire Department APPLICANT: Dan Talent PROJECT NAME: Grand Pacific Resort PROJECT ADDRESS: 1546 Balboa Circle PROJECT DESCRIPTION: CB162442 6,631w Dist. & Maint. Building Corrections or modifications to the plans Imust be clouded and include numbered deltas and revision dates. Provide a written response following each plan check comment, on each of this document, explaining how and where each plan review comment has been addressed. Provide a copy of Building Department (EsGil) comments. Input fire revisions onto the Building Dept. plan check. Please direct any questions regarding this review to: Daryl K. James 760-724-7001 or kitfire@sbcglobal.net COMMENTS MUST BE SUBMITTED DIRECTLY TO THE FOLLOWING ADDRESS DARYL K. JAMES & ASSOCIATES, INC. 205 COLINA TERRACE VISTA, CA 92084 [PLEASE bONOT REQUIRE MY SIGNATURE TO ACCEPT DELIVERY OF REVISED PLANS REVIEWER'S NOTE: Fire & life safety water supply & site plans that address Fire Service Features set forth in CFC Chapter 5 and Carlsbad Municipal Code Chapter 17.04, of the Fire Prevention Code, are not within the scope of this plan review. A-I Deferred Submittals Add the following to the list: High-Piled Storage (HPS) plans along with a Fire Protection Technical Opinion & Report to address storage conditions for compliance with California Fire Code Chapter 32 and NFPA 13. Facility Maintenance Fire Protection Technical Opinion & Report A-4 Floor I Service Yard Plans Provide battery-charging notes onto plans and provide manufacture cut-sheets for the golf carts and the compatible charging system. A-7 Details 26. Clarify discrepancy between Gas Water Heater and 2/P-1. 1 (Electric Water Heater) END OF COMMENTS Page 1 of BLD( DEPT COPY PLAN CHECK COMMENTS Daryl K. James & Associates, Inc. Checked by: Daryl Kit James 205 Colina Terrace Date: July 5, 2016 Vista, CA 92084 T. (760) 724-7001 Email: kiffiresbcgIobaI.net JURISDICTION: Carlsbad Fire Department APPLICANT: Dan Talent PROJECT NAME: Grand Pacific Resort PROJECT ADDRESS: 1546 Balboa Circle PROJECT DESCRIPTION: CB162442 6,631 s Dist. & Maint. Building Corrections or modifications to the plans rmust be clouded and include numbered deltas and revision dates. Provide a written response following each plan check comment, on each of this document, explaining how and where each plan review comment has been addressed. Provide a copy of Building Department (EsGil) comments. Input fire revisions onto the Building Dept. plan check. Please direct any questions regarding this review to: Daryl K. James 760-724-7001 or kitfire@sbcglobal.net COMMENTS MUST BE SUBMITTED DIRECTLY TO THE FOLLOWING ADDRESS DARYL K. JAMES & ASSOCIATES, INC. 205 COLINA TERRACE VISTA, CA 92084 PLEASE DO NOT REQUIRE MY SIGNATURE TO ACCEPT DELIVERY OF REVISED PLANS REVIEWER'S NOTE: Fire & life safety water supply & site plans that address Fire Service Features set forth in CFC Chapter 5 and Carlsbad Municipal Code Chapter 17.04, of the Fire Prevention Code, are not within the scope of this plan review: A-I Scope of Work Clarify whether scope of work includes outdoor storage and golf cart charging stations. If storage is proposed under this permit, provide a Fire Protection Technical Opinion & Report along with a storage plan. Indicate whether the storage plans and report will be submitted under a separate permit and include in the list of Fire Department Deferred Submittals. General Note 23 - Please revise or delete reference. A-2 Site Plan Address compliance with CFC Chapter 49 - Requirements for Wildland-Urban Interface Fire Areas and Carlsbad "High Fire Hazard Severity Zone" as per Carlsbad Ordinance 17.04.160 Section 304.1.2. Denote approved fire apparatus access roads having an unobstructed width of not less than 24 feet Show approved security gates, if applicable. Page 2 of 2 A-4 Floor I Service Yard Plans Clarify match line references. Provide a legend. Revise I clarify references to details and match-lines. Locate or verify locations of Construction Keynotes 2, 4, 5, 9 & II. Revise reference to detail 1/A-7. Denote Key-box location. CFC 506.1 Show locations of fire extinguishers, and indicate whether the cabinet is surface mount or semi- recessed, and include notes that identify the type, size, and mounting height criteria, typical - all areas, Distribution Warehouse, Rack, Cooler, Guest Package Storage & Outdoor Pallet Storage Provide High-Piled Storage (HPS) plans along with a Fire Protection Technical Opinion & Report to address storage conditions for compliance with California Fire Code Chapter 32 and NFPA 13. Determine the product commodity classification taking into account mixed commodities in a package, carton, or on a pallet where plastics are involved. Refer to 2013 CFC, Figure 3203.7.4 (percent by volume/percent by weight). The information contained in the report is used to identify additional fire protection requirements and building design. Include exterior pallet storage Address CFC 606 mechanical refrigeration requriments. Facility Maintenance Fire Protection Technical Opinion & Report Provide a descriptive narrative of the storage, use and handling of materials and equipment proposed for the Facility Maintenance building. The report must include an analysis of the processes, products, materials and uses attending the design, operation or use of the building, for compliance with 2013 CFC, applicable to operations. CFC 104.7.2 A-5 Roof Plan Denote the roof classification. "No Roof Over Service Yard" - Does this include Golf Cart Charging Stations? Coordinate with Luminaire Schedule on Electrical Sheet EO.2, which describes - Mount to underside of structure. Coordinate with Electrical Sheets. A-6 Denote approved address numbers placement. at appropriate location as to be plainly visible and legible from the street or roadway fronting the property from either direction of approach. A-7 Details 18. Door Schedule - Add doors 6, 7 & 8. 28. Handrail - Denote the riser height. 26. Clarify discrepancy between Gas Water Heater and 2/P-1.1 (Electric Water Heater) EO.2 Describe mounting methods for EFI, & FIA. See Sheet A-5 comments. END OF COMMENTS F3\,1". CE03 STRUCTURAL • CIVIL • SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone (619) 299-5550 • Fax (619) 299-9934 www.bwesd.com ENGINEER: Jeff W. Morgan DATE: July 8, 2016 PROJECT NUMBER: 12215A SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR MARBRISA RESORT CARLSBAD, CA 92008 DISTRIBUTION BUILDING Prepared for NOAA GROUP 4990 N HARBOR DRIVE SAN DIEGO, CA 92106 BNVE TABLE OF CONTENTS DISTRIBUTION BUILDING ITEM SHEET FOUNDATIONS SPREAD FOOTING Cl GRADEBEAM DESIGN (GB-I) C2 RETAINING WALLS GB I 2 Project: Distribution Bldg. Date: 717/2016 Job 9: 12215A Engineer: J. Morgan I3\VE SPREAD FOOTING DESIGN (CBC 2013) Desion Parameters I Fl Soil Capacity * = 3000 psf Concrete, fc = 3000 psi Reinforcement, fy =1 60,000 psi * Increase psf for each It depth over 2 ft., and for each ft. width over 2 ft., with 6000 psf max. cumulative Increase depth fror= 2.0 ft. Increase = 500 psf _________ Increase width fron= 2.0 ft. Increase = 250 psf Maximum Increase= I 6000lpsf - Size, WxB Area, ftA2 Footing Thickness, in. Soil Bearing Capacity P. allowable. kips Pu, allowable, P*1.55 Column Size, in. Effective Fig, d, in. Soils Pressure, ksf 4.0 16.0 12 3500 44 68 6 8 4.2 Shear Punching shear, kips Vu, allowable, kips Beam shear, kips Vu, allowable, kips 62 - 83 KVu OK 4.6 8.9 - Vu OK Bending: Mu, ft-kips Ku, psi p As, inA2 Number of Rebars Reber size As, actual, in.A2 6.5 113 0.0019 0.98 4 #5 1.24 As OK=l Cl DATE SHEET___________ ENGR • JOB NO. PROJECT _ C. - ENGINEERED TO EXCEED EXPECTATIONS 13 I - I : + , ,. . + -- 1+- r 9.. .9.54- ()k, ,&) IT. ••. - . .•- 4 I i-- I ... - .. . : .'-or- I. Tbr : C ' }1.ff4. 4 t4,!4'+ S t ?.L (BTmis LiE, OCAJL ¼QBJ 46 c.. &-.. . 4 fr tc,r . , -?-Tor . . , ...... rr 4: $ ( C k) - L O.ftii- Ltsj I I q LLO.4I - tibreVL C2. I DATE ENGR_______________ PROJECT. BLO4 F 4- (2 _________________ SHEET JOB NO 13N. ENGINEERED TO EXCEED EXPECTATIONS - - = : '(.k. UZFO Low ti 62 c * M_1 + *I .1 .-. . +s-•-•- .. •i4 -*-?- .. Alt -4 - - .I..4.4..I.44.t1+tt.4f4- - - .. • - + •+-'- 4--s-.$ +t #-1.i 1(1 + . . 4..,-4*-• —+ .I- -- •+ 4, v +-t+.. -$ . . •- I --'*-.+i'-* •(.• . -.r -+ ••I•• - - - ..., .. I 1• 4- 4 . 4. • lit-i-,- -.-. . -•- . •4 -4 t+ I 4.4+1..-r44 - -. j4-4---f- r - 44-IlIF - :: kcf 4 Rvn-A, AJALY~MS 'Fovt 00:SMWL H - . .....* I • • . • I .........- + 4 ••,•.;• I • 4- ---I- -- - 4 - t • - 4t .••4. ..........I -t -t * , I I • . -.4 4-..- - ,••i 4.. 4- .4 - 4 -- - • 4 - - 4.• 4•. - 1 •• .4 - I-4 - 1_+ - . . . ............fl ..4. 4.44- I. - * C3 • • 4.. + + - - tt I . . • 4 • - , - -9k/ft Loads: BLC 1, Strength Level (LRFD) BWE J. Morgan July 7, 2016 at 1OO6 AM S 1 LEVEL LOADING (LRFD) untitled.r3d Bearn: GB-1 Shape: CRECTI8X24 Concrete Stress Block: Material: Conc3000NW Cracked Sections Used: Length: 25 ft Cracked 'I' Factor: I Joint: NI Effective 'I': J Joint: N2 Rectangular Yes .35 4082.4 inA4 Code Check: 0.948 (bending) Report Based On 97 Sections 73.538 at 17.708 ft A k RL Vz k Vy k -20.799 at 17.448 ft 203.105 at 17.448 ft T k-ft L;i&k-ft My k-ft Mz -.188 at .781 ft beam uesign aoes not consiaer any u My Moments, nor w & -vz t-orces. Warning: No design for spans less than 1 ft. AC! 318-11 Code Check Top Bending Check 0.948 Bot Bending Check 0.000 Location 17.448 ft Location 0 ft Gov Muz Top 192.564 k-ft Gov Muz Bot 0 k-ft phi*Mnz Top 203.105 k-ft phi*Mnz Bot 0 k-ft Tension Bar Fy 60 ksi Concrete Weight .145 k/ftA3 Shear Bar Fy 60 ksi X I F'c 3 ksi E_Concrete 3156 ksi Flex. Rebar Set ASTM A615 Min I Bar Dia Spac. No Shear Rebar Set ASTM A615 Threshold Torsion 7.606 k-ft Flex. Bars 5 #7 , 5 #7 Shear Bars #3@6in Shear Check 0.553 (y) Location 18.75 ft Gov Vuy 40.688 k phi*Vny 73.538 k Legs/Stirrup 3 Span Information Span Span Length (ft) I 0-I 2 1-17.5 3 17.5-25 I-Face Dist. (in) 0 0 0 J-Face Dist. (in) 0 0 0 RISA-31) Version 13.0.1 [MA ... ... \12215A Lot 9 Timeshare and WestinCALCSDistribution\untitIed.r3d] Page 1 C5 Rebar Detailing, center to center of each span(Units: in) #7 (12) #7 (12) #7 (12) #7 (12) -. U 12 To5ew 0 (12) 2 Elevation 24 In-?- - ... ml •.• Start Middle End Span 1 RISA-313 Version 13.0.1 [M:\ ... \ ... 12215A Lot 9 Timeshare and WestinCALCS\Distributionuntitled.r3d] Page 2 C6 098% #7 (198) #7 - -- (198) #7 (198) #7 (198) IIOfl - ----fl 210 Top View 'IIIIIIIIIIIIiIIIIIiiIIIIIIIIIi Elevation Elevation 24 in Start Middle End Span 2 RISA-3D Version 13.0.1 [MA ... ... \12215A Lot 9 Timeshare and Westin\CALCSDistributionuntitIed.r3d] Page 3 C7 0 #7 (90) #7 --1on - •- -. 210 '--, 300 Top View Elevation 24 co Start Middle . End Span 3 C8 t II t •4. t • Tr'' t --4--- DATE 3NV E -SHEET • +4 ENGR 1_Mr 4 - jO1BN :_:: PROJECT OLS1._ ENGINEERED TO EXCEED EXPECTATIONS - t4. 4 : .4 4.-n. - • - +44--+- 4'-+ -..-- - — 4 -1-4+ •-i - r- - Lo 0 k - + A L s - 4 .. 4 __•__ 4 M t, 4 - - + + r XL-• V_ --, -3, C) - 4 . • 4 -• + -- • - • . - .- ' I F.. - I Au 4 • - 4 * '1T.VLJ L :: I I .4 - DATE - -- ____ - - -- SHEET____________ ENGR ---- -. JOB NO - ( PROJECT ENGINEERED To EXCEED EXPECTATIONS -- - 4 '*.J OAo6-t- -' - : . - - ( V# - - 1.r i I 6. I f + I . _2_.. SF . . . 4 • -* + - r ,+ + • . - - 4 t I-, - i • - - .4 • + I +4+: - 4 - +4--- . . • . . * . I I Title Dlst. Building Job# 12215* Dsgnr: Jeff M. - - - - - - - - Description...._ - - - - - - - GL-A (North Fdn. Wall) This Wall in File: M:PROJECT\NOAA12215A Lot 9 Timeshare and WestinCALCSDistdbutiondist,ibution Page: 1 Date: 8JUL 2016 Retained Height = 3.00 ft Wall height above soil = 12.00 it Total Wall Height = 15.00 ft Top Support Height = 3.00 ft Slope Behind Wall- 0.00 Height of Soil over Toe = 30.00 in Restrained Retaining Wall Allow Soil Bearing = 4,000.0 ps"IE Equivalent Fluid Pressure Method At-rest Heel Pressure = 78.0 psflft Passive Pressure = 150.0 psfift Soil Density = 110.00 pd FootingSoil Fnctior = 0.330 Soil height to ignore for passive pressure = 0.00 in Code: CBC 2013,ACI 318-11,ACI 530-11 -Seismic I rease, 1.33 Thumbnail Criteria Soil Data I Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0 #Ift Adjacent Footing Load = 0.0 lbs -Used To Resist Sliding & Overturning ...Height to Top = 0.00 it Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem Load Type = Wind (W) Footing Type Line Load (Strength Level) Base Above/Below Soil = 0.0 ft Axial Dead Load 593.0 lbs at Back of Wall Axial Live Load = 375.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load • Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf F / W, Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load • I Design Summary I Masonry Stem Construction Total Bearing Load 3,274 lbs Thickness = 8.00 in fm = 1,500 psi ...resultant ecc. = 5.77 in Wall Weight = 78.0 psf Fs = 32,000 psi Equiv. Solid Thick. = 7.600 in Soil Pressure @ Toe = 2,844 psf OK Stem is FIXED to top of footing n Ratio (Es/Em) = 21.481 Soil Pressure @ Heel = 0 psf OK Block Type = Medium Weight Allowable = 4,000 psf Design Method = LRFD Mmax Between Soil Pressure Less Than Allowable Solid Grouted tSt Too Support TIIII & Base tt Base of Wall ACI Factored @ Toe = 3,543 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 4.8 psi OK Footing Shear @ Heel = 3.8 psi OK Allowable = 82.2 psi Reaction at lop = 149.0 lbs Reaction at Bottom = 906.6 lbs Sliding Stability Ratio = 2.20 OK Sliding Caics Lateral Sliding Force = 906.6 lbs less 100% Passive Force= - 918.8 lbs less 100% Friction Force - 1,080.3 lbs Added Force Reqd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2013,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 Stem OK Stem OK Stem OK Design Height Above Ftg = 3.00 it 1.76 it 0.00 it Reber Size = # 4 # 4 # 5 Reber Spacing = 24.00 in 24.00 in 16.00 in Reber Placed at = Center Center Center Reber Depth 'd' = 3.75 in 3.75 in 3.75 in flaelnn flata lb/FB+fa/Fa = 0.000 0.106 0.105 Moment .... Actua = 0.0 ft4 168.3 ft4 352.3 ft4 Moment.....Allowable = 1,583.3 ft4 1,583.3 114 3,360.4 ft4 Shear Force @ this height = 241.3 lbs 662.0 lbs Shear ..... Actual = 4.72 psi 13.48 psi Shear ..... Allowable = 69.71 psi 69.71 psi Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: None Spec'd -or- Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: Not req'd: Mu <phi -or- Not req'd: Mu < phi5lambdasqrt(f Cli Title 01st. Building Page: 2 Job # 12215* Dsgnr: Jeff M. Date: 8 JUL 2016 .Description ..... _ - -- - GL-A (North Fdn. Wall) This Wall in File: M:PROJECT\NOAA12215A Lot 9 Timeshare and WestinCALCSDistñbutiondistiibution fletainPro (C) 1987.2015, Build 11.15.12.03 License: KW-06056430 Restrained Retaining Wall Code: CBC 2013,ACI 318-h Ad 530-11 License To: BURKETT AND WONG ENGINEERS Footing Design Results 4eel Footing Strengths & Dimensions I Toe Width = 0.17 ft Toe Heel Width = 2.33 Factored Pressure = 3,543 0 psf Total Footing Widtl = 2.50 Mu': Upward = 188 1,122 ft4 Footing Thickness = 12.00 in Mu': Downward = 28 1,232 ft4 Key Width = 12.00 in Mu: Design = 159 111 ft-# Key Depth = 0.00 in - Actuali -WayShear = 4.75 - 3.82 psi - - - Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Mm. As % = 0.0018 Cover @ Top = 2.00 in © Btm. 3.00 in I Summary of Forces on Footing: Slab is NOT providing sliding, stem is FIXED at footing I Forces acting on footing for sliding & soil pressure.... Sliding Forces Load & Moment Summary For Footing: For Soil Pressure Calcs Stem Shear © Top of Footing = -562.7 lbs Moment © Top of Footing Applied from Stem = -220.2 ft4 Heel Active Pressure = -343.9 Surcharge Over Heel 166.3 1.67 277.0 Sliding Force = 906.6 lbs Adjacent Footing Load = lbs ft 1t4 Axial Dead Load on Stem = 968.0 lbs 0.50 ft 484.3ft4 Net Moment User For Soil Pressure Calculations Soil Over Toe = 45.9 lbs 0.08 ft 3.8114 1,574.6 ft4 Surcharge Over Toe = lbs ft ft4 Stem Weight = 1,170.0 lbs 0.50ft 585.4114 Soil Over Heel = 548.9 lbs 1.67 ft 914.1ft4 Footing Weight = 374.6 lbs 1.25 ft 468.1 ft4 Total Vertical Force 5 3,273.7 lbs Base Moment = 2,512.6ft-# Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. C12 Title Dist. Building Page: 3 Job # 12215* Dsgnr: Jeff M. Date: 8 JUL 2016 -- Description .... . --------- GL-A (North Fdn. Wall) This Wall in File: M:PROJECT\NOAA12215A Lot 9 Timeshare and WestinCALCSDistnbutiondistribution RetainPro (c) 1987-2015, Build 11.15.12.03 License: KW-06055430 Restrained Retaining Wall Code: CBC 2013,ACI 318-h Ad 530-11 License To: BURKETT AND WONG ENGINEERS Solid Grout - - - 8 'Masonry w/ 94 J24 - - &' Masonry wt #41 J 24" I15'-O' Lateral Restraint C13 Title Dist. Building Page: 4 Job # 12215A Dsgnr: Jeff M. Date: 8 JUL 2016 - -- .Description...._.__._. -- -. - -- GL-A (North Fdn. Wall) This Wail in File: M:PROJECTNOAA12215A Lot 9 Timeshare and WestinCALCSDistñbutiondistribution RetainPro (c) 1987.2015, Build 11.15.12.03 License: KW-06055430 Restrained Retaining Wall Code: CBC 2013,ACI 318-h Ad 530-I1 License To: BURKETT AND WONG ENGINEERS DL593 LLJ75. EccO Lateral RestrOint I • V V V - I •• • • I. r :7 II Pp 91875# 2843. 58psf C14 ......,---- I'm psi = 1,500 1.500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick, in= 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data tc psi= Fy psi Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2013,ACi Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Title Dist. Building Page: 1 Job# 12215A Dsgnr: Jeff M. Date: 8 JUL 2016 - - - - - - - Description....__ - - - - North Loading Dock Wall This Wall in File: M:PROJECTNOAA12215A Lot 9 Timeshare and WestinCALCSDistnbutiondistiibution KetalnPro(c)1987.z015. build 11.15.12.03 License: KW-06056430 Cantilevered Retaining Wall Code: CBC 2013,ACi 318-11,ACI 530-11 License To: BURKETT AND WONG ENGINEERS I Criteria Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft ISoil Data Allow Soil Bearing = 5,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 58.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 110.00 pd Soil Density, Toe = .0.00 pd FootinglSoii Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in [Surcharge Loads Lateral Load Applied to Stem • Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 It Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 it Used for Sliding & Overturning Load Type = Wind (W) FIAxial Load Applied to Stem I (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs (Strength Level) Axial Load Eccentricity = 0.0 in I Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 It Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 I Design Summary I I Stem Construction • 2nd Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.67 Overturning = 1.11 Ratio c 1.51 Wall Material Above "Ht" = Masonry Slab Resists All Sliding! Design Method = ASD Bottom Stem OK 0.00 Masonry ASD 12.00 #7 8.00 Edge Total Bearing Load = 3,315 lbs ...resultant ecc. = 35.99 in Soil Pressure @ Toe = 4,412 psf OK Soil Pressure @ Heel = 0 pet OK Allowable = 5,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 5,295 psf ACl Factored @ Heel = 0 psf Footing Shear @ Toe = 8.8 psi OK Footing Shear @ Heel = 4.3 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 3,835.3 lbs Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft4 = Strength Level ft4 = Moment.....Allowable ft-# = Shear ..... Actual Service Level psi = Strength Level psi = Shear.....Allowable psi = Wall Weight psf= Rebar Depth d' in= Macann. Data 8.00 #5 16.00 Edge 0.807 0.932 823.9 2,900.0 1,463.7 9,666.7 1,812.8 10,371.1 13.1 26.9 44.9 46.1 78.0 124.0 5.25 9.00 C15 Title 01st. Building Job# 12215A Dsgnr: Jeff M. --Description...._____ North Loading Dock Wall This Wall in File: M:PROJECTNOAA12215A Lot 9 Timeshare and Westin\CALCSDistributiondistiibution Page: 2 Date: 8JUL 2016 RetainPro (c) 1987-2015, Build 11.15.12.03 License: KW-06056430 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11ACi 530-11 License To: BURKETT AND WONG ENGINEERS I Footing Dimensions & Strengths I I Footing Design Results I Toe Width = 5.50 It Toe Heel Heel Width = 1.50 Factored Pressure = 5,295 0 psf Total Footing Width = 7.00 Mu': Upward = 19,888 0 ft4 Footing Thickness = 18.00 in Mu': Downward = 6,633 398 1114 Mu: Design = 13,255 398 114Key Width = 12.00 in Actual 1-Way Shear 8.77 4.27 psi Key Depth = 0.00 in Allow1-WayShear = 82.16 psi _82.16_ - - Key Distance from Toe - 5.17 1t - Toe Reinforcing = #5@8.00!n ft = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pd Key Reinforcing = #5 @ 18.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm 3.00 in Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30. Heel: Not req'd: Mu <phi*5*lambda*sqrt(tc)Sm Key: Slab Resists Sliding - No Force on Key I Summary of Overturnina & Resistina Forces & Moments I Total 3,835.3 O.T.M. 14,701.8 Resisting/Overturning Ratio = 1.11 Vertical Loads used for Soil Pressure = 3,315.3 lbs RESISTING..... Force Distance Moment lbs It ft4 Soil Over Heel = 550.0 6.75 3,712.5 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 2.75 Surcharge Over Toe = Stem Weight(s) = 994.8 5.93 5,899.6 Earth @ Stem Transitions= 195.4 6.33 1,237.7 Footing Weight = 1,575.0 3.50 5,512.5 Key Weight = 5.67 Vert. Component = Total = 3,315.3 lbs R.M. 16,362.4 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Item - Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Force Distance Moment lbs It ft4 3,835.3 3.83 14,701.8 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wail (appro)dmate only) 0.175 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. C16 - L1'-6' - 35m 8 C I- I C I Title Dist. Building Page: 3 Job # 12215* Dsgnr: Jeff M. Date: 8 JUL 2016 Description.... - North Loading Dock Wall This Wall in File: M:PROJECTNOAA12215A Lot 9 Timeshare and WestinCALCSDistnbutiondistribution RetainPro (c) 1987.2015, Build 11.15.12.03 License: KW-06056430 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-h Ad 530-11 License To: BURKETT AND WONG ENGINEERS C17 Rest 3835.25# Title Dist. Building Page: 4 Job# 12215A Dsgnr: Jeff M. Date: 8 JUL 2016 Description.... North Loading Dock Wail This Wail in File: M:PROJECTNOAA12215A Lot 9 Timeshare and WestinCALCSDistributiondistribution ;_.'____._._____ Cantilevered Retaining Wall Code: CBC 2013,ACI 318-h Ad 530-11 C18 ICriteria Retained Height = 10.00 ft Wall height above soil = 0.00 It Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 it Soil Data Allow Soil Bearing = 4,250.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 110.00 pd Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.330 Soil height to ignore for passive pressure = 0.00 in Moment.....Allowable Shear ..... Actual Service Level Strength Level Shear.....Allowable Wall Weight Rebar Depth 'd' Masonry Data I'm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data tc Fy ft-#= 1,812.8 8,587.7 psi= 11.4 18.5 psi = psi = 45.1 46.0 psf = 78.0 124.0 in= 5.25 9.00 psi= 1,500 1,500 psi = 20,000 20,000 = Yes Yes = 21.48 21.48 = 1.000 1.000 in= 7.60 11.60 = Medium Weight = ASD psi = psi = Title Dist. Building Page: 1 Job # 12215A Dsgnr: Jeff M. Date: 8 JUL 2016 - Descnption.... North Loading Dock Wall This Wall in File: M:PROJECTNOAA12215A Lot 9 Timeshare and WestincALCSDistributiondistiibution Ketampro(cliva-r-zoiti, Build 111.15.12.113 Cantilevered Retaining Wall Code: CBC 2013,ACl 318-h Ad 530-11 [Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 100.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary Wall Stability Ratios Overturning = 1.76 OK Slab Resists All Sliding! Total Bearing Load = 3.859 lbs ...resuitant ccc. = 18.06 in Load Factors Building Code CBC 2013,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 I Lateral Load Applied to Stem • Lateral Load = 0.0#/ft ...Height to Top = 0.00 it ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) I Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fill CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 Soil Pressure @ Toe = 1,290 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 4,250 psf Soil Pressure Less Than Allowable ACi Factored © Toe = 1,548 psf ACI Factored © Heel = 0 psf Footing Shear © Toe = 7.3 psi OK Footing Shear © Heel = 4.3 psi OK Allowable = 82.2 psi Sliding Caics Lateral Sliding Force = 2,645.0 lbs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. I Stem Construction 2nd Bottom Design Height Above Ftg ft = Stem OK 4.00 Stem OK 0.00 Wall Material Above "Ht" = Masonry Masonry Design Method = ASD ASO Thickness = 8.00 12.00 Rebar Size = # 5 # 6 Rebar Spacing = 16.00 8.00 Rebar Placed at = Edge Edge Design Data tb/FB + fa/Fa = 0.794 0.776 Total Force @ Section Service Level lbs = 720.0 2,000.0 Strength Level lbs = Moment ,... Actual Service Level ft4 = 1,440.0 6,666.7 Strength Level ft-# = Cig Title Dist. Puilding Page: 2 Job # 12215* Dsgnr: Jeff M. Date: 8 JUL 2016 Description.... - North Loading Dock Wail This Wall in File: M:PROJECT\NOAA12215A Lot 9 Timeshare and WestinCALCSDistributiondistribution fletalnPro(c)1987-2015, Build 111.15.12.03 License: KW.06056430 Cantilevered Retaining Wall Code: CBC 2013,ACl 318-h Ad 530-11 License To: BURKET1' AND WONG ENGINEERS I Footing Dimensions & Strengths • Toe Width = 5.50 ft Heel Width = 1.50 Total Footing Width = 7.00 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 5.17 ft - tc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pct Mm. As % = 0.0018 Cover @ Top 2.00 © Btm 3.00 in I Footing Design Results I Toe Heel Factored Pressure = 1,548 0 psf Mu': Upward = 30,580 0 ft4 Mu': Downward = 9,273 398 ft4 Mu: Design = 21,307 398 111:4 Actual 1-Way Shear = 7.28 4.27 psi Allows-Way Shear - _82.16 82.16 psi____ - - - - Toe Reinforcing = # 5 @ 8.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 5 @ 18.00 in Other Acceptable Sizes & Spacings Toe: #4@ 5.39 in, #5@ 8.36 in, #6© 11.86 in, #7@ 16.17 in, #8@ 21.29 in, #9© 26. Heel: Not req'd: Mu < phi*51ambda*sqrt(fc)*Sm Key: Slab Resists Sliding - No Force on Key Total 2,645.0 O.T.M. 10,139.2 Resisting/Overturning Ratio = 1.76 Vertical Loads used for Soil Pressure = 3,859.0 lbs Force Distance Moment lbs It ft4 Soil Over Heel = 550.0 b.(O 3,712.5 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 2.75 Surcharge Over Toe = 550.0 2.75 1,512.5 Stem Weight(s) = 964.0 5.92 5,706.0 Earth @ Stem Transitions= 220.0 6.33 1,393.3 Footing Weight = 1,575.0 3.50 5,512.5 Key Weight = 5.67 Vert. Component = Total = 3,859.0 lbs R.M. 17,836.8 Axial live load NOT included in total displayed or used for resistance, but is included for soil pressure calculation. overturning Summary of Item - Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = ng & Resisting Forces & I OVERTURNING..... Force Distance Moment lbs ft ff4 2,645.0 3.83 10,139.2 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell © Top of Wall (appro)dmate only) 0.051 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C20 Title Dist. Puilding Job# 12215* Dsgnr: Jeff M. - - - - - - - - - -- - - -- - - - Description.... North Loading Dock Wall This Wall in File: M:PROJECTNOAA12215A Lot 9 Timeshare and WestinCALCSDistributiondistiibution Page : 3 Date: 8JUL 2016 Retainpro (C) 1987-2015, Build 11.15.12.03 License: KW48055430 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11 License To: BURKETI AND WONG ENGINEERS 3fl 1,— T-O Icc T-01, C21 Res] I Title Dist. Building Page: 4 Job# 12215A Dsgnr Jeff M. Date: 8 JUL 2016 - -- -- ._..___Description....____ -- ------- North Loading Dock Wall This Wall in File: M:PROJECTNOAA12215A Lot 9 Timeshare and WestinCALCSDistributiondistribution netainPro (C) 1987-2015, Build 11.15.12.03 License: KW.06056430 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-h Ad 530-11 License To: BURKET1 AND WONG ENGINEERS C22 Title Dist. Building Page: 1 Job# 12215A Dsgnr Jeff M. Date: 8JUL 2016 __Desciiption....-- North Loading Dock Wall This Wail in File: M:PROJECflNOAA12215A Lot 9 Timeshare and WestinCALCSDistributiondistzibution fletainPro (c) 1987.2015, Build 11.15.12.03 License: KW.06056430 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11 liene TA! RURKETT ANfl WflNG ENGINEERS I Criteria I Retained Height = 8.00 It Wall height above soil = 0.00 It Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel 0.0 ft ISoil Data I Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 58.0 psf/ft Passive Pressure = 400.0 psf/ft Soil Density, Heel = 110.00 pd Soil Density, Toe - - -= - 0.00 pd- - FootingSoil Friction = 0.330 Soil height to ignore for passive pressure = 0.00 in (Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #m Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 It I Axial Load Applied to Stem I (Service Level) Footing Type Line Load Base Above/Below Soil - 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall Axial Live Load = 0.0 lbs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in I Design Summary I I Stem Construction 2nd Bottom Stem 01< Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.67 0.00 Overturning = 1.23 Ratio < 1.51 Wall Material Above "Ht" = Masonry Masonry Slab Resists All Sliding! Design Method = ASD ASD Thickness = 8.00 12.00 Total Bearing Load = 2,414 lbs Rebar Size = # 5 # 5 ...resultant ccc. = 24.39 in Rebar Spacing = 16.00 8.00 Soil Pressure @ Toe = 2,243 psf OK Rebar Placed at Design Data = Edge Edge Soil Pressure @ Heel = 0 psf OK fb/FB + fa/Fa = 0.807 0.803 Allowable = 5,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs = 823.9 1,856.0 ACI Factored © Toe = 2,692 psf ACI Factored @ Heel = 0 psf Strength Level lbs = Footing Shear @ Toe = 9.4 psi OK Moment .... Actual Service Level ft4 = 1,463.7 4,949.3 Footing Shear @ Heel = 4.3 psi OK Strength Level ft-# = Allowable = 82.2 psi Sliding Calcs Moment.....Allowable ft-#= 1,812.8 6,167.2 Lateral Sliding Force = 2,481.3 lbs Shear ....Actual . Service Level psi= 13.1 17.2 Strength Level psi = Shear ..... Allowable psi = 44.9 45.4 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in = 5.25 9.00 Masonry Data I'm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 21.48 21.48 NOT considered in the calculation of soil bearing Short Term Factor = 1.000 1.000 Load Factors ______________________________ Equiv. Solid Thick, In= 7.60 11.60 Building Code CBC 2013,ACl Masonry Block Type = Medium Weight Dead Load 1.200 Masonry Design Method ASD Live Load 1.600 Concrete Data Earth, H 1.600 fc psi Wind, W 1.000 Fy psi Seismic, E 1.000 C23 Title 01st. Building Page: 2 Job # 12215A Dsgnr: Jeff M. Date: 8 JUL 2016 Description .... ____ -- -- - -- North Loading Dock Wall This Wall in File: M:PROJECT\NOAA12215A Lot 9 Timeshare and WestinCALCSDistributiondistribution Ketalnprotcl1957-2015, bulldll.15.1Z.03 License: KW.08056430 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-h Ad 530-11 License To: BURKETT AND WONG ENGINEERS D I Footing Dimensions & Strengths I Toe Width = 4.00 it Heel Width = 1.50 Total Footing Width = 5.50 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 5.17 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btrn 3.00 in I Footing Design Results Toe Heel Factored Pressure = 2,692 0 psf Mu': Upward = 9,507 0 ft4 Mu': Downward = 3,213 320 ft4 Mu: Design = 6,294 320 ft4 Actual 1.Way Shear = 9.36 4.27 psi Allow 1Way Shear 82.16 - 82.16 psi Toe Reinforcing = # 5 @ 11.48 in Heel Reinforcing = None Spec'd Key Reinforcing = # 5 @ 18.00 in Other Acceptable Sizes & Spacings Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: Slab Resists Sliding - No Force on Key Force Distant Item lbs it Heel Active Pressure = 2,481.3 3.08 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = ft-# 7,650.7 Total 2,481.3 O.T.M. 7,650.7 Resisting/Overturning Ratio = 1.23 Vertical Loads used for Soil Pressure = 2,413.5 lbs Force Distance Moment lbs it ft4 Soil Over Heel = 440.0 5.25 2,310.0 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 2.00 Surcharge Over Toe = Stem Weight(s) = 746.8 4.41 3,291.4 Earth @ Stem Transitions= 195.4 4.83 944.6 Footing Weight = 1,031.3 2.75 2,835.9 Key Weight = 5.67 Vert. Component = Total = 2,413.5 lbs R.M.= 9,381.9 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure cafculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (appro)dmate only) 0.091 in The above calculation is not valid if the heel soil bearina pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. C24 Page: 3 Date: 8 JUL 2016 Title Dlst. Building Job# 12215A Dsgnr: Jeff M. ___.Descption .... _ North Loading Dock Wall This Wail in File: M:PROJECT\NOAA12215A Lot 9 Timeshare and WestinCALCSDistributiondistribution RetainPro (c) 1987-2015, Build 11.15.12.03 . License: KW-06056430 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-h Ad 530-11 License To: BURKETT AND WONG ENGINEERS C25 Re 2481.31#7 Title Dist. Building Page: 4 Job # 12215A Dsgnr: Jeff M. Date: 8 JUL 2016 -Description .... __ North Loading Dock Wall This Wall in File: M:PROJECTNOAA12215A Lot 9 Timeshare and WestinCALCSDistributiondistiibution Cantilevered Retaininq Wall Code: CBC 2013ACI 318-h Ad 530-11 C26 Adjacent Footing LOad = U.0 lb: Footing Width = 0.00 ft Eccentricity = 0.00 in Wail to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wail - 0.0 ft Poisson's Ratio = 0.300 Bottom Stem OK 0.00 Masonry ASD 12.00 #5 8.00 Edge Total Bearing Load = 2,814 lbs ...resuftant ccc. = 12.08 in Soil Pressure @ Toe = 1,076 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,291 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.8 psi OK Footing Shear @ Heel = 4.2 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 1,711.3 lbs Thickness = Reber Size = Reber Spacing = Reber Placed at = Design Data fb/FB+fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft4 = Strength Level ft4 = Moment ..... Allowable ft4 = Shear ..... Actual Service Level psi = Strength Level psi = Shear ..... Allowable psi = Wall Weight psf Reber Depth 'd' in = Macann. flat. ...---...,---- I'm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick, - In= 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2013,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 U Title 01st. Building Job# 12215* Dsgnr Jeff M. - -- - Description....._ North Loading Dock Wail This Wall in File: M:PROJECTNOAA12215A Lot 9 Timeshare and WestinCALCSDistnbutiondistiibution Page: 1 Date: 8JUL 2016 RetalnPro IC) 1987-2015, ulld11.15.12.o License: KW-0605600 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-h Ad 530-11 I Ip.nc. Ta, RIIRKFTT ANfl wnmr. FMIIMFR I Criteria Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft I Soil Data Allow Soil Bearing = 3,750.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density. Toe - = 0.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in [Surcharge Loads Lateral Load Applied to Stem [ Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #Ift Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 100.0 psf ... Height to Bottom = 0.00 ft Used for Sliding & Overturning Load Type = Wind (W) I Axial Load Applied to Stem I (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs (Strength Level) Axial Load Eccentricity = 0.0 in I Design Summary I I Stem Construction • 2nd Stem OK Wall Stability Ratios Design Height Above Ftg ft = 2.67 Overturning = 1.93 OK Wall Material Above "Ht" = Masonry Slab Resists All Sliding! Design Method = ASD 8.00 #5 16.00 Edge 0.557 0.553 568.2 1,280.0 1,009.5 3,413.3 1,812.8 6,167.2 9.0 11.9 44.9 45.4 78.0 124.0 5.25 9.00 C27 OVERTURNING..... Force Distance Moment ltm lbs ft ft-* Heel Active Pressure = 1,711.3 3.08 5,276.4 Soil Over Heel = Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 1,711.3 O.T.M. 5,276.4 Stem Weight(s) = Earth @ Stem Transitions= = = Footing Weight = Resisting/Overturning Ratio = 1.93 Key Weight = Vertical Loads used for Soil Pressure = 2,813.5 lbs Veil. Component Force Distance Moment lbs It ft-* 440.0 5.25 2,310.0 2.00 400.0 2.00 800.0 746.8 4.41 3,291.4 195,4 4.83 944.6 1,031.3 2.75 2,835.9 5.67 Title Dist. Building Page: 2 Job# 12215* Dsgnr: Jeff M. Date: 8 JUL 2016 Description..... -. - - - - - - - - North Loading Dock Wail This Wail in File: M:PROJECTNOAA12215A Lot 9 Timeshare and WestinCALCSDistnbutiondistribution netalnpro(c) 1987-2015, build 11.15.12.03 License: KW-06066430 Cantilevered Retaining Wall Code: CBC 2013,ACl 318-11,ACi 530-11 I Orono& Tii • RI IRICTT AWfl WflPJI IldP I Footing Dimensions & Strengths • Toe Width = 4.00 ft Heel Width = 1.50 Total Footing Width = 5.50 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 5.17 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Mm. As % = 0.0018 Cover © Top 2.00 @ Btm 3.00 in I Footing Design Results • TO Heel Factored Pressure = 1,291 0 psf Mu': Upward = 7,695 1 ft-* Mu': Downward = 4,653 320 ft4 Mu: Design = 3,042 320 ft-# Actual 1-Way Shear = 6.85 4.23 psi Allow 1-Way Shear 82.16_82.16 psi_ Toe Reinforcing = # 5 © 11.48 in Heel Reinforcing = None Spec'd Key Reinforcing = # 5 @ 18.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi5*lambdaasqrt(fc)*Sm Heel: Not reqd: Mu < phi*5*lambda*sqrt(tc)Sm Key: Slab Resists Sliding - No Force on Key Total = 2,813.5 lbs R.M.= 10,181.9 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (appro)imate only) 0.043 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C28 3" Page: 3 Date: 8JUL 2016 Title Dist. Building Job# 12215A Dsgnr: Jeff M. - - _...Description .... ___ North Loading Dock Wall This Wall in File: M:PROJECTMOAA12215A Lot 9 Timeshare and WestinCALCSDistnbutiondistribution RetalnPro (c) 1987.2015, Build 11.15.12.03 License: KW.06056430 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-h Ad 530-11 License To: BURKETT AND WONG ENGINEERS C29 Re Title Dlst. Building Job# 12215A Dsgnr: Jeff M. -- - - Description.... -- ----- North Loading Dock Wall This Wall in File: M:PROJECTNOAA12215A Lot 9 Timeshare and Westin\CALCSDistnbutiondistnbution RetainPro (c) 1987-2015, Build 11.15.12.03 License: KW.06056430 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-1 1 ACI 530-11 License To: BURKETT AND WONG ENGINEERS Page: 4 Date: 8 JUL 2016 liii 25# C30 BNVE STRUCTURAL • CIVIL • SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 u San Diego, CA 92123 Phone (619) 299-5550 • Fax (619) 299-9934 www.bwesd.com ENGINEER: Jeff W. Morgan DATE: June 17, 2016 PROJECT NUMBER: 12215A STRUCTURAL CALCULATIONS FOR MARBRISA RESORT CARLSBAD, CA 92008 DISTRIBUTION BUILDING Prepared for NOAA GROUP 499ONHARB1 SAN DIEGO,( 1546 BALBOACR 2111310300 COMMIND 06-21-2016 CB1 62442 BNVE TABLE OF CONTENTS DISTRIBUTION BUILDING ITEM SHEET VERTICAL ANALYSIS LOADING Al BEAM DESIGN A2-A22 STEEL DECKING A23 LINTEL DESIGN A24 CONCENTRATED LOAD AT WALL A25 LATERAL ANALYSIS SEISMIC BASE SHEAR BI SEISMIC LOAD DISTRIBUTION B2 WIND DESIGN B3 MASONRY SHEARWALL LOADING B4 MASONRY SHEARWALL DESIGN B5 DRAG DESIGN B7 DIAPHRAGM DESIGN B8 WALL ANCHORAGE B9 FOUNDATIONS SPREAD FOOTING DESIGN Cl RETAINING WALL DESIGN C2-Cl I Project Distribution Bldg by: sheet no: ___________________________________ JM 13NVE location: Carlsbad, CA date: job no: 09/11/15 12215A REFERENCE: 2013 California Building Code Typical Roof Loads: 3-ply Built Up Roofing 4.0 psf Solar Panel 5.0 psf 1.5" Steel Decking 2.3 psf Steel Framing 4.0 psf Insulation 1.0 psf Dropped Ceiling 6.0 psf Misc 7.7 psf 30.0 psf DL: 30.0 psf Flat LL: 20.0 psf 41 4 p Al oads.xls, Floor and Wall Weights Burkett & I J.M. Ridge Beam June 17, 2016 at 10:55 AM 12215A FRAMING LAYOUT 01 Ridge Beam.r3d A Burkett & Wong Engineers J.M. Ridge Beam June 17, 2016 at 10:56 AM 12215A MEMBER SIZES 01 Ridge Beam.r3d -.66k/ft Loads: BLC 1, Dead Burkett & Wong Engi 2 J.M. Ridge Beam June 17, 2016 at 10:55 AM 12215A DEAD LOADING 01 Ridge Beam.r3d A~ I z -.44k/ft Loads: BLC 2, Roof Live Burkett & Wong Engineers 3 J.M. Ridge Beam June 17, 2016 at 10:55 AM 12215A ROOF LOADING 01 Ridge Beam.r3d AS Company : Burkett & Wong Engineers Designer : J.M. IIIRISA Job Number : 12215A Model Name : Ridge Beam June 17, 2016 Checked By: Joint Boundary Conditions Ini.,f I hI V fl,Iin1 V Fbf.nl 7 rI.ii.,i V D,I rI,_fti.,1i V on# ri,_ai..ii 7 Dn* I,_ftfr.1l n+inn 1 - - NI - - Reaction Reaction Reaction Reaction 2 N2 3 N3 Reaction 4 N4 Reaction Reaction Reaction 5 N5 Reaction Reaction Reaction Reaction .1.... N6 I Reaction I Reaction I Reaction I 7 N7 Reaction Reaction Reaction Reaction 8 N8 Reaction Reaction Reaction 9 N9 Reaction Reaction Reaction - Member Distributed Loads (BLC 1: Dead) I hI fl,,,4inn Qforf RAnnih,,l1frIft M n,l Mnni*,,,l1kKt fl Rfart I nr*innFfi 041 cnil I ni.t,nn1fi 041 Ml V :66 -.66 - 0 0 2 M2 V -.66 -.66 0 0 3 M3 V -.225 -.225 0 0 M4 V -.225 -.225 0 0 Member Distributed Loads (BLC 2: Roof Live) I .,k.,I ,4.,.., C+ RA.,,....I. .Aj1,Ift Cl C.1 RA,rnI ,1rI,If Cl CI,4 I ,Ii.nrft 0L1 Cn1 I 0L1 iii1 _11_ V -.44 -.44 0 0 M2 V -.44 -.44 0 0 M3 V -.15 -.15 0 1 0 M4 V -.15 -.15 0 1 0 Joint Reactions it' i v n,i v rl,l 7 rw RAY rI,_ai iiV ri,_fti 117 r,_cn I _1 - Ni -.025 7.763 _..._1_ N3 0 0 0 0 0 0 3 _i_ N4 -.014 18.733 0 0 0 0 ...L. _1_ N5 0 3.712 0 0 0 0 ....•_ _i_ N6 0 3.712 0 0 0 0 6 _1_ N7 0 4.049 0 0 0 0 7 _i_ N8 0 4.049 0 0 0 0 8 _1 - N9 .039 37.876 0 0 0 0 9 _1_ Totals: 0 79.894 0 JQ _1 - COG (ft): X: 28.39 Y: -.027 Z: 2.956 ii 2 NI -.027 8.386 0 0 0 0 12 2 N3 0 0 0 0 0 0 13 2 N4 -.015 20.237 0 0 0 0 14 2 N5 0 4.007 0 0 0 0 jj. 2 N6 0 4.007 0 0 0 0 j. 2 N7 0 4.371 0 0 0 0 17 2 N8 0 4.371 0 0 0 0 18 2 N9 .043 40.853 0 0 0 0 19 2 Totals: 0 86.231 0 20 2 COG (ft): X: 28.397 Y: -.021 Z: 2.957 21 3 Ni -.022 6.654 0 0 0 0 22 3 N3 0 0 0 0 0 0 23 3 N4 -.012 16.057 0 0 0 0 14... 3 N5 0 3.182 0 0 0 0 25 3 N6 0 3.182 0 0 0 0 26 3 N7 0 3.471 0 0 0 0 RISA-3D Version 13.0.1 [MA ... \...\... CALCSDistributjan0i Ridge Beam.r3d] Page 1 Company : Burkett & Wong Engineers Designer : J.M. IIIRISA Job Number : 12215A Model Name : Ridge Beam June 17, 2016 Checked By: Joint Reactions (Continued) LC Joint Label X Fk1 Y Fk1 Z rkl MX Fk-ftl MY 1k-fl MZ 1k-fl 17. 3 N8 3.471 0 - 0 0 0 ia... 3 N9 .034 32.465 0 0 0 0 29 3 Totals: 0 68.481 0 30 3 COG (ft): X: 28.39 Y: -.027 Z: 2.956 31 4 NI -.04 12.197 0 0 0 0 32 4 N3 0 0 0 0 0 0 33 4 N4 -.022 29.433 0 0 0 0 34 4 N5 0 5.822 0 0 0 0 35 4 N6 0 5.822 0 0 0 0 ... 4 N7 0 6.351 0 0 0 0 37 4 N8 0 6.351 0 0 0 0 38 4 N9 .062 59.306 0 0 0 0 iL 4 Totals: 0 125.281 0 40 4 COG (ft): X: 28.405 Y: -.015 Z: 2.957 41 5 NI -.018 5.545 0 0 0 0 42 5 N3 0 0 0 0 0 43 5 N4 -.01 13.38 0 0 0 0 44 5 N5 0 2.651 0 0 0 0 45 5 N6 0 2.651 0 0 0 0 ..4. 5 N7 0 2.892 0 0 0 0 47 5 N8 0 2.892 0 0 0 0 48 5 N9 .028 27.054 0 0 0 0 49 5 Totals: 0 57.067 0 ... 5 COG (ft): X: 28.39 Y: -.027 Z: 2.956 jj 6 NI -.03 9.01 0 0 0 0 ...Z.. 6 N3 0 0 0 0 0 0 53 6 N4 -.016 21.74 0 0 0 0 ...4... 6 N5 0 4.301. 0 0 0 0 ...j 6 N6 0 4.301 0 0 0 0 .... 6 N7 0 4.692 0 0 0 0 57 6 N8 0 4.692 0 0 0 0 ... 6 N9 .046 43.83 0 0 0 0 59 6 Totals: 0 92.567 0 60 6 COG (It): X: 28.403 Y: -.017 Z: 2.957 ..L 7 Nl -.011 3.464 0 0 0 0 62 7 N3 0 0 0 0 0 0 63 7 N4 -.006 8.36 0 0 0 0 64 7 N5 0 1.65 0 0 0 0 j 7 N6 0 1.65 0 0 0 0 .... 7 N7 0 1.8 0 0 0 0 67 7 N8 0 1.8 0 0 0 0 68 7 N9 .018 16.776 0 0 0 0 69 7 Totals: 0 35.5 0 .Z.. 7 COG (It): X: 28.423 Y: 0 Z: 2.958 11 8 Nl 0 0 0 0 0 0 72 8 N3 0 0 0 0 0 0 .i.. 8 N4 0 0 0 0 0 0 14.. 8 N5 0 0 0 0 0 0 75 8 N6 0 0 0 0 0 0 .Z.. 8 N7 0 0 0 0 0 0 77 8 N8 0 0 0 0 0 0 j.. 8 N9 0 0 0 0 0 0 79 8 Totals: 0 0 0 80 8 COG (It): NC NC NC 81 9 NI -.018 5.545 0 0 0 0 82 9 N3 0 0 0 0 0 0 83 1 9 N4 1 -.01 13.38 0 0 0 1 0 RISA-30 Version 13.0.1 [MA ... ...... \CALCS\DistributJQ,n\Ol Ridge Beam.r3d] Page 2 Company : Burkett & Wang Engineers June 17, 2016 Designer : J.M. Job Number : 12215A Checked By: IIIRISA Model Name : Ridge Beam Joint Reactions (Continued) i I kI V fill V rl,1 7 Fill ray n, fn lAy fl, 41 p.A7 Fl, Al 84 9 N5 0 2.651 0 0 0 0 85 9 N6 0 2.651 0 0 0 0 & 9 N7 0 2.892 0 0 0 0 87 9 N8 0 2.892 0 0 0 0 M.. 9 N9 .028 27.054 0 0 0 0 89 9 Totals: 0 57.067 0 .90_.1 9 1 COG (ft: I X: 28.39 1 Y: -.027 1 Z: 2.956 1 Load Combination Design ..6.... Acla ('n AQI D.,II.I ('.J.1 C, tAh,.,l lA,sn... In., I ASCE Strength I Yes Yes Yes Yes - Yes I Yes 2 ASCE Strength 2.. - Yes Yes Yes Yes Yes Yes 3 ASCE Strength 2.. Yes Yes Yes Yes Yes Yes .4 ASCE Strength 3.. Yes Yes Yes Yes Yes Yes 5 Service (D+L) U... Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 Service (D+RL) L.. - 1.25 - Yes Yes I Yes Yes Yes I Yes Yes Yes Yes 7 Service (RL) U2401 1 1.15 - Yes I Yes I Yes I Yes I Yes I Yes I Yes Yes Yes 8 Service (L) L/360 1 1 1.25 - Yes I Yes I Yes I Yes I Yes I Yes I Yes I Yes Yes 9 Service (D) 1 1 1.251 1 Yes I Yes I Yes I Yes I Yes I Yes I Yes I Yes Yes - Joint Deflections I I.,;.,, I .,kI v r-..51 - V G.l 7 r;..,1 V o,.,,..,.. r.,11 V D,5s•;,., r,.Al 7 Dn+b,,,, r.,11 I I -- Ni 0 0 0 0 - 0 -1.345e-3 2 _1_ N2 0 -.151 0 0 0 -1.972e-3 3- _1_ N3 0 -.058 0 0 0 -1.027e-3 4 _1_ N4 0 0 0 0 0 1.367e-2 5 _1_ N5 0 0 0 0 0 -7.217e-3 6 _1_ N6 0 0 0 0 0 7.217e-3 7 _1_ N7 0 0 0 0 0 -9.37e-3 8 _1_ N8 0 0 0 0 0 9.37e-3 9 - - _1 - N9 0 0 0 0 0 5.108e-4 0 - 2 NI 0 0 0 0 0 -1.453e-3 1 - 2 N2 0 -.163 0 0 0 -2.I3e-3 2 - 2 N3 0 -.063 0 0 0 -I.109e-3 3 - 2 N4 0 . 0 0 0 0 1.477e-2 4 - 2 N5 0 0 0 0 0 -7.79e-3 5 - 2 N6 0 0 0 0 0 7.79e-3 16 2 N7 0 0 0 0 0 -1.01 le-2 7 - 2 N8 0 0 0 0 0 1.011 e-2 18 2 N9 0 0 0 0 0 5.517e-4 9 - 3 NI 0 0 0 0 0 -I.153e-3 zP _L N2. - 0 -.129 0 0 0 -1.69e-3 21 3 N3 0 -.05 0 0 0 -8.802e-4 22 3 N4 0 0 0 0 0 1.172e-2 23 3 N5 0 0 0 0 0 -6.186e-3 24 3 N6 0 0 0 0 0 6.186e-3 25 3 N7 0 0 0 0 0 -8.032e-3 26 3 N8 . 0 0 0 0 0 8.032e-3 27 3 N9 0 0 0 0 0 4.378e-4 28 4 NI 0 0 0 0 0 -2.113e-3 29 4 N2 0 -.237 0 0 0 -3.097e-3 30 4 N3 0 -.092 0 0 . 0 - -I.613e-3 31 4 N4 0 0 0 0 0 2.148e-2 32 4 N5 0 1 0 1 0 1 . 0 0 -I.132e-2 - RISA-30 Version 13.0.1 [MA ... \ ... \ ... CALCS\Distributjn0I Ridge Beam.r3d] Page 3 Company : Burkett & Wong Engineers Designer : J.M. IIIRISA Job Number : I2215A Model Name Ridge Beam Joint Deflections (Continued) It, Int I ohal I rini V ri 7 r.,i I Pnttinn 1rd1 V Pnttinn rr2dl 7 Pnttinn 33 4 N6 0 0 0 1.132e-2 34 4 N7 0 0 0 0 0 -1.47e-2 35 4 N8 0 0 0 0 0 1.47e-2 36 4 N9 0 0 0 0 0 8.023e-4 37 5 NI 0 0 0 0 0 -9.608e-4 38 5 N2 0 -.108 0 0 0 -1.408e-3 39 5 N3 0 -.042. 0 0 0 -7.335e-4 40 5 N4 0 0 0 0 0 9.764e-3 41 5 N5 0 0 0 0 0 -5.I55e-3 42 5 N6 0 0 0 0 0 5.155e-3 43 5 N7 0 0 0 0 0 -6.693e-3 44 5 N8 0 0 0 0 0 6.693e-3 45 5 N9 0 0 0 0 0 3.648e-4 46 6 Ni 0 0 0 0 0 -1.561e-3 47 6 N2 0 -.175 0 0 0 -2.288e-3 48 6 N3 0 -.068 0 0 0 -1.191e-3 49 .1... N4 0 0 0 0 0 1.586e-2 50 6 N5 0 0 0 0 0 -8.364e-3 51 6 N6 0 0 0 0 0 8.364e-3 52 6 N7 0 0 0 0 0 -1.086e-2 53 6 N8 0 0 0 0 0 1.086e-2 54 6 N9 0 0 0 0 0 5.926e-4 55 7 Ni 0 0 0 0 0 -5.999e-4 56 7 N2 0 -.067 0 0 0 -8.795e-4 57 7 N3 0 -.026 0 0 0 -4.579e-4 587 N4 0 0 0 0 0 6.1 e-3 59 7 N5 0 0 0 0 0 -3.208e-3 60 7 N6 0 0 0 0 0 3.208e-3 61 7 N7 0 0 0 0 0 -4.165e-3 62 .L N8 0 0 0 0 0 4.165e-3 63 7 N9 0 0 0 0 0 2.278e-4 64 8 Ni 0 0 0 0 0 0 65 8 N2 0 0 0 0 0 0 66 8 N3 0 0 0 0 0 0 L..L. N4 0 0 0 0 0 0 688 N5 0 0 0 0 0 0 698 N6 0 0 0 0 0 0 70 8 N7 0 0 0 0 0 0 718 N8 0 0 0 0 0 0 72 8 N9 0 0 0 0 0 0 73 9 Ni 0 0 0 0 0 -9.608e-4 74 9 N2 0 -.108 0 0 0 -1.408e-3 75 9 N3 0 -.042 0 0 0 -7.335e-4- 76 9 N4 0 0 0 0 0 9.764e-3 77 9 N5 0 0 0 0 0 -5.155e-3 78 9 N6 0 0 0 0 0 5.155e-3 79 9 N7 0 0 0 0 0 -6.693e-3 80 9 N8 0 0 0 0 0 6.693e-3 81 9 N9 0 0 0 1 0 0 1 3.648e-4 - Member Section Deflections i ,- i c,. , r;..1 r;., , I A, D;n ImN I I, O.N. 1 I 1 - MI I 1 1 0 101 0 1 0 1 NC NC .1... 1 2 1 0 1 -.029 1 0 1 0 1 NC NC 3 1 0 1 -.056 1 0 1 0 1 9544.663 NC RISA-3D Version 13.0.1 [MA ... ...\... \CALCS\Distributjn\0i Ridge Beam.r3d] Page 4 4. June 17, 2016 Checked By:_ Company Burkett & Wong Engineers Designer J.M. IIIRISA Job Number 12215A Model Name Ridge Beam Member Section Deflections (Continued) LC Member Label See v rj1 v lini 2 Fini y Rntatelrarf I (n) LII, Ratin (n) 117 Ratin A... 4 1 0 -.076 0 0 7470.292 NC 5 - 5 0 -.089 0 0 7134.06 NC .A_. - 6 0 -.093 0 0 8201.434 NC _L._ 7 0 -.091 0 0 NC NC 8 8 0 -.082 0 0 NC NC _L._ 9 0 -.069 0 0 NC NC IQ. - 10 0 -.056 0 0 7874.158 NC _i_i_. - 11 0 -.046 0 0 5268.919 NC IL - 12 0 -.046 0 0 4444.063 NC 13 - 13 0 -.061 0 0 4714.972 NC 14 - 14 0 -.101 0 0 8225.663 NC 15 15 0 -.151 0 0 NC NC IL _L M2 1 0 -.151 0 0 NC NC 17 - 2 0 -.568 0 0 1064.878 NC Ii. - 3 0 -.962 0 0 547.968 NC Ii. - 4 0 -1.31 0 0 382.86 NC IL - 5 0 -1.596 0 0 306.491 NC 21_. - 6 0 -1.806 0 0 266.784 NC - 7 0 -1.932 0 0 247.035 NC - 8 0 -1.968 0 0 241.006 NC - 9 0 -1.911 0 0 247.035 NC - 10 0 -1.763 0 0 266.784 NC - 11 0 -1.531 0 0 306.491 NC 27 - 12 0 -1.223 0 0 382.86 NC 21. - 13 0 -.854 0 0 547.968 NC 29 - 14 0 -.439 0 0 1064.878 NC 15 0 0 0 0 NC NC 311 M3 1 0 0 0 0 NC NC 32 - 2 0 -.135 0 0 1959.046 NC 33 - 3 0 -.262 0 0 1008.092 NC - 4 0 -.375 0 0 704.344 NC - 5 0 -.468 0 0 563.848 NC --- - 6 0 -.538 0 0 490.8 NC -- - 7 0 -.581 0 0 454.468 NC - 8 0 -.595 0 0 443.376 NC - 9 0 -.581 0 0 454.468 NC ..40 - 10 0 -.538 0 0 490.8 NC - 11 0 -.468 0 0 563.848 NC 42 - 12 0 -.375 0 0 704.344 NC 43 - 13 0 -.262 0 0 1008.092 NC 44 - 14 0 -.135 0 0 1959.046 NC 45 15 0 0 0 0 NC NC 46 1 M4 1 0 0 0 0 NC NC ..47. 2 0 -.191 0 0 1508.964 NC 48 - 3 0 -.371 0 0 776.488 NC AL - 4 0 -.531 0 0 542.524 NC - 5 0 -.663 0 0 434.307 NC .iL 6 0 -.762 0 0 378.041 NC - 7 0 -.823 0 0 350.056 NC 53 - 8 0 -.843 0 0 341.512 NC - 9 0 -.823 0 0 350.056 NC 55 - 10 0 -.762 0 0 378.041 NC 56 11 0 -.663 0 0 434.307 NC 57 - 12 0 -.531 0 0 542.524 NC - 13 0 -.371 0 0 776.488 NC 59 - 14 0 -.191 0 0 1508.964 NC 60 1 1 15 0 0 0 0 NC NC RISA-3D Version 13.0.1 Ridge Beam.r3d] Page 5 June 17, 2016 Checked By:............... Company : Burkett & Wong Engineers Designer : J.M. IIIRISA Job Number : 12215A Model Name : Ridge Beam Member Section Deflections (Continued) I ( Mmhr IheI Sar x Fini v Fini i Fini x RotateFradi (n) LJv Ratio (n) Uz Ratio 61 1 M5 1 0 0 NC NC 62 - 2 -.004 .007 0 0 NC NC - 3 -.008 .013 0 0 NC NC 64 - 4 -.013 .019 0 0 9543.117 NC - 5 -.017 .024 0 0 7435.679 NC -- - 6 1 -.021 .029 0 0 1 6261.624 NC - 7 -.025 .032 0 0 5576.759 NC 68 - 8 -.029 .035 0 0 5202.807 NC - 9 -.033 .035 0 0 5069.781 NC _z_ - 10 -.038 .035 0 0 5172.646 NC 71 - 11 -.042 .032 0 0 5576.759 NC 12 -.046 .028 0 0 6489.32 NC 73 - 13 -.05 .021 0 0 8579.629 NC 74 - 14 -.054 .012 0 0 NC NC 75 15 -.058 0 0 0 NC NC 76 2 Ml 1 0 0 0 0 NC NC 77 2 0 -.032 0 0 NC NC - 3 0 -.06 0 0 8835.377 NC - 4 0 -.082 0 0 6915.161 NC 80 - 5 0 -.096 0 0 6603.922 NC 11.. - 6 0 1 -.101 0 0 7591.994 NC 7 0 -.098 0 0 NC NC 83 8 0 -.088 0 0 NC NC 84 9 0 -.075 0 0 NC NC 85 10 0 -.06 0 0 7288.918 NC 11 0 -.05 0 0 4877.328 NC 87 12 0 -.049 0 0 4113.783 NC 88 13 0 -.066 0 0 4364.562 NC 89 - 14 0 -.109 0 0 7614.346 NC 90 15 0 -.163 0 0 NC NC 91 2 M2 1 0 -.163 0 0 NC NC 92 2 0 -.614 0 0 985.74 NC 93 3 0 -1.039 0 0 507.245 NC 94 - 4 0 -1.415 0 0 354.407 NC 95 - 5 0 -1.724 0 0 283.714 NC - 6 0 -1.951 0 0 246.958 NC 97 7 0 -2.087 0 0 228.676 NC 98 8 0 -2.125 0 0 223.095 NC qq 9 0 -2.064 0 0 228.676 NC 00 10 0 -1.905 0 0 246.958 NC 01 11 0 -1.654 0 0 283.714 NC 02 12 0 -1.322 0 0 354.407 NC 03 - 13 0 -.922 0 0 507.245 NC 104 - 14 0 -.474 0 0 985.74 NC 105 15 0 0 0 0 NC NC 1062 M3 1 0 0 0 0 NC NC 107 - 2 0 -.145 0 0 1814.929 NC 108 - 3 0 -.283 0 0 933.932 NC 109 4 0 -.405 0 0 652.529 NC 110 5 0 -.505 0 0 522.369 NC 111 - 6 0 -.581 0 0 454.695 NC 112. - 7 0 -.627 0 0 421.035 NC 113 - 8 0 -.643 0 0 410.759 NC 114 - 9 0 -.627 0 0 421.035 NC 115 10 0 -.581 0 0 454.695 NC 1161 1 11 0 1 -.505 0 0 522.369 NC 1171 1 12 0 1 -.405 0 0 652.529 NC RISA-3D Version 13.0.1 [MA ... \...\... CALCS\Distribui01 Ridge Beam.r3d] Page 6 June 17, 2016 Checked By:............... Company Burkett & Wong Engineers Designer J.M. IIIRISA- Job Number : 12215A Model Name : Ridge Beam Member Section Deflections (Continued) I f Mmhr LahI See w Fini v Fini z Fini x Rotateiradi (n) LIv Ratio (nl Uz Ratio 118 13 0 -.283 0 0 933.932 NC - 14 0 -.145 0 0 1814.929 NC 12_ 15 0 0 0 0 NC NC 1212 M4 1 0 0 0 0 NC NC 122 - 2 0 -.206 0 0 1397.958 NC 123 - 3 0 -.4 0 0 1 719.366 NC 14. - 4 0 -.573 0 0 502.614 NC - 5 0 -.716 0 0 402.357 NC 126 - 6 0 -.822 0 0 350.231 NC 17. - 7 0 -.888 0 0 324.304 NC 12. - 8 0 -.91 0 0 316.389 NC 121 - 9 0 -.888 0 0 324.304 NC j.. - 10 0 -.822 0 0 350.231 NC 131 - 11 0 -.716 0 0 402.357 NC 132 - 12 0 -.573 0 0 502.614 NC 133 - 13 0 -.4 0 0 719.366 NC 134 - 14 0 -.206 0 0 1397.958 NC 135 15 0 0 0 0 NC NC 136 2 M5 1 0 0 0 0 NC NC 137 - 2 -.005 .007 0 0 NC NC - 3 -.009 .014 0 0 NC NC j.. - 4 -.014 1 .02 0 0 8835.298 NC 140 - 5 -.018 .026 0 0 6884.169 NC 141.. - 6 -.023 .031 0 0 5797.195 NC 142 - 7 -.027 .035 0 0 5163.127 NC 1.4.. - 8 -.032 .037 0 0 4816.912 NC 1•44. - 9 -.036 .038 0 0 4693.752 NC 145 - 10 -.041 .038 0 0 4788.987 NC 146 - 11 -.045 .035 0 0 5163.127 NC 147 - 12 -.05 .03 0 0 6008.002 NC 148 - 13 -.054 .023 0 0 7943.272 NC 149 - 14 -.059 .013 0 0 NC NC 15 -.063 0 0 0 NC NC 1513 Ml 1 0 0 0 0 NC NC j•_ 2 0 -.025 0 0 NC NC 153 3 0 -.048 0 0 NC NC - 4 0 -.065 0 0 8715.333 NC 155 - 5 0 -.076 0 0 8323.062 NC 156 - 6 0 -.08 0 0 9568.326 NC 157 7 0 -.078 0 0 NC NC 158 1 8 0 -.07 0 0 NC NC 159 9 0 -.059 0 0 NC NC - 10 0 -.048 0 0 9186.532 NC .1 1 - 11 0 -.04 0 0 6147.078 NC 162 - 12 0 -.039 0 0 5184.744 NC 1.. - 13 0 . -.052 0 0 5500.803 NC - 14 0 -.086 0 0 9596.612 NC 165 15 0 -.129 0 0 NC NC 166 3 M2 1 0 -.129 0 0 NC NC 167 - 2 0 -.487 0 0 1242.357 NC .i. - 3 0 -.824 0 0 639.296 NC 169 - 4 0 -1.123 0 0 446.67 NC 170 - 5 0 -1.368 0 0 357.573 NC iii_ - 6 0 -1.548 0 0 311.248 NC 172 7 0 -1.656 0 0 288.207 NC 173 1 1 8 0 -1.686 0 0 281.173 NC 1741 1 9 0 1 -1.638 1 0 1 0 1 288.207 NC - RISA-30 Version 13.0.1 [MA ... L. ... \CALCS\Distribui01 Ridge Beam.r3d] Page 7 June 17, 2016 Checked By:.............. Company : Burkett & Wong Engineers Designer : J.M. IIIRISA Job Number : 12215A Model Name : Ridge Beam June 17, 2016 Checked Member Section Deflections (Continued) LC Member Label Sec x Fini v lini z Fini x Rotatelradi (n) Liv Ratio (n) Liz Ratio iZ. 10 0 -1.511 0 0 311.248 NC 176 - 11 0 -1.312 0 0 357.573 NC 177 12 0 -1.049 0 0 446.67 NC 178 - 13 0 -.732 0 0 639.296 NC 179 - 14 0 -.376 0 0 1242.357 NC 180 15 0 0 0 0 NC NC 181 M3 1 0 0 0 0 NC NC .112. - 2 0 -.116 0 0 2285.553 NC 183 - 3 0 -.224 0 0 1176.108 NC .114 - 4 0 -.321 0 0 821.735 NC 185 5 0 -.401 0 0 657.823 NC - 6 0 -.461 0 0 572.6 NC .iZ - 7 0 -.498 0 0 530.212 NC - 8 0 -.51 0 0 517.272 NC 189 - 9 0 -.498 0 0 530.212 NC .iQ. _10._ 0 -.461 0 0 572.6 NC ill - _1L......... 0 -.401 0 0 657.823 NC 1.92. - 12............. 0 -.321 0 0 821.735 NC 1.9. 1............. 0 -.224 0 0 1176.108 NC .194: - 14 0 -.116 0 0 2285.553 NC 195 15 0 0 0 0 NC NC 1963 M4 1 0 0 0 0 NC NC 197 2 0 -.164 0 0 1760.458 NC 198 - 3 0 -.318 0 0 905.902 NC .19. - 4 0 -.455 0 0 632.945 NC 20. 5 0 -.568 0 0 506.691 NC 2.1 - 6 0 -.653 0 0 441.048 NC - 7 0 -.705 0 0 408.399 NC - 8 0 -.723 0 0 398.431 NC - 9 0 -.705 0 0 408.399 NC 205 - 10 0 -.653 0 0 441.048 NC 2. - 11 0 -.568 0 0 506.691 NC 207 - 12 0 -.455 0 0 632.945 NC 20I. - 13 0 -.318 0 0 905.902 NC 209 - 14 0 -.164 0 0 1760.458 NC 210 15 0 0 0 0 NC NC 2113 M5 1 0 0 0 0 NC NC 212 - 2 -.004 .006 0 0 NC NC 213 - 3 -.007 .011 0 0 NC NC 214 - 4 -.011 .016 0 0 NC NC 215 - 5 -.014 .021 0 0 8674.965 NC 21.. - 6 -.018 .025 0 0 7305.234 NC 217 7 -.021 .028 0 0 6506.224 NC 211. - 8 -.025 .03 0 0 6069.946 NC .2.19. - 9 -.029 .03 0 0 5914.749 NC 220 - 10 -.032 .03 0 0 6034.758 NC 221 - 11 -.036 .028 0 0 6506.224 NC 222 - 12 -.039 .024 0 0 7570.879 NC 223 - 13 -.043 .018 0 0 NC NC 224: - 14 -.046 .01 0 0 NC NC 225 15 -.05 0 0 0 NC NC 221.A. Ml 1 0 0 0 0 NC NC 227 2 0 -.046 0 0 NC NC 22. - 3 0 -.087 0 0 6074.869 NC 229. 4 0 -.119 0 0 4754.606 NC - 5 0 -.139 0 0 4540.618 NC 21 1 6 0 -.147 0 0 5219.998 NC RISA-3D Version 13.0.1 Ridge Beam.r3d] Page 8 Company Burkett & Wang Engineers Designer : J.M. IIIRISA- Job Number : 12215A Model Name : Ridge Beam Member Section Deflections (Continued) LC Member Label Sec x lini v lini z Fini x Rotatelradi (n L!v Ratio (n) Uz Ratio 232 7 0 -.142 0 0 7919.966 NC 8 0 -.129 0 0 NC NC 9 0 -.109 0 0 NC NC 2. - 10 0 -.088 0 0 5011.474 NC - 11 0 -.073 0 0 3353.411 NC 237 - 12 0 -.072 0 0 2828.443 NC 238 - 13 0 -.095 0 0 3000.871 NC 239 - 14 0 -.158 0 0 5235.275 NC 24_ 15 0 -.237 0 0 NC NC 241 4 M2 1 0 -.237 0 0 NC NC 242 - 2 0 -.893 0 0 677.753 NC 243 - 3 0 -1.511 0 0 348.76 NC 244 - 4 0 -2.058 0 0 243.675 NC - 5 0 -2.507 0 0 195.069 NC - 6 0 -2.838 0 0 169.798 NC 247 7 0 -3.036 0 0 157.228 NC 248 8 0 -3.091 0 0 153.391 NC 249 - 9 0 -3.002 0 0 157.228 NC 250 - 10 0 -2.77 0 0 169.798 NC 251 - 11 0 -2.405 0 0 195.069 NC 22. - 12 0 -1.922 0 0 243.675 NC 253 - 13 0 -1.341 0 0 348.76 NC 254 - 14 0 -.69 0 0 677.753 NC 255 15 0 0 0 0 NC NC 256 4 M3 1 0 0 0 0 NC NC 27 - 2 0 -.211 0 0 1249.085 NC 258 - 3 0 -.411 0 0 642.758 NC 259 - 4 0 -.588 0 0 449.089 NC - 5 0 -.734 0 0 359.509 NC 261 1 - 6 0 -.844 0 0 312.933 NC 262 - 7 0 -.911 0 0 289.768 NC 263 8 0 -.934 0 0 282.696 NC - 9 0 -.911 0 0 289.768 NC 265 - 10 0 -.844 0 0 312.933 NC - 11 0 -.734 0 0 359.509 NC 267 - 12 0 -.588 0 0 449.089 NC - 13 0 -.411 0 0 642.758 NC 14 0 -.211 0 0 1249.085 NC 270 15 0 0 0 0 NC NC 2714 M4 1 0 0 0 0 NC NC - 2 0 -.299 0 0 962.113 NC 273 - 3 0 -.582 0 0 495.087 NC 274 - 4 0 -.833 0 0 345.913 NC 275 - 5 0 -1.04 0 0 276.913 NC .27 - 6 0 -1.195 0 0 241.038 NC 277 - 7 0 -1.29 0 0 223.195 NC - 8 0 -1.323 0 0 217.748 NC 279 - 9 0 1 -1.29 0 0 223.195 NC - 10 0 -1.195 0 0 241.038 NC 281 - 11 0 -1.04 0 0 276.913 NC - 12 0 -.833 0 0 345.913 NC 283 - 13 0 -.582 0 0 495.087 NC - 14 0 -.299 0 0 962.113 NC 15 0 0 0 0 NC NC 2864 M5 1 0 0 0 0 NC NC 2871 1 2 -.007 .01 0 0 NC NC 2881 1 3 -.013 .02 1 0 1 0 1 8876.516 NC RISA-31) Version 13.0.1 [MA ... ... ... \CALCS\Distribu?2O1 Ridge Beam.r3d] Page 9 June 17, 2016 Checked By__ Company : Burkett & Wong Engineers Designer : J.M. IIIRISA Job Number : 12215A Model Name : Ridge Beam June 17, 2016 Checked Member Section Deflections (Continued) LC Member Label Sec x Fini v lini z Fini x RotateFradi (n) Uv Ratio (n) Uz Ratio 2891 1 4 -.02 1 .03 0 0 - 6075.904 NC 5 -.026 .038 0 0 4734.142 NC Zi - 6 -.033 .045 0 0 3986.646 NC - 7 -.039 .051 0 0 3550.607 NC - 8 -.046 .054 0 0 3312.519 NC 24. - 9 -.052 .056 0 0 3227.824 NC 295 10 -.059 .055 0 0 3293.316 NC - 11 -.065 .051 0 0 3550.607 NC 297 - 12 -.072 .044 0 0 4131.615 NC 29. - 13 -.079 .033 0 0 5462.472 NC 299 - 14 -.085 .019 0 0 9711.061 NC 300 15 -.092 0 0 0 NC NC 3015 Ml 1 0 0 0 0 NC NC 302 2 0 -.021 0 0 NC NC 303 3 0 -.04 0 0 NC NC 4 0 -.054 0 0 NC NC 305 - 5 0 -.063 0 0 9987.664 NC 6 0 -.067 0 0 NC NC 307 7 0 -.065 0 0 NC NC 308 8 0 -.058 0 0 NC NC 309_..._ 9 0 -.049 0 0 NC NC 10 0 -.04 0 0 NC NC j•j - 11 0 -.033 0 0 7376.501 NC 312 - 12 0 -.033 0 0 6221.697 NC 313 - 13 0 -.043 0 0 6600.968 NC 314 14 0 -.072 0 0 NC NC 315 15 0 -.108 0 0 NC NC 316 5 M2 1 0 -.108 0 0 NC NC 317 - 2 0 -.406 0 0 1490.829 NC 318 - 3 0 -.687 0 0 767.156 NC - 4 0 -.935 0 0 536.004 NC 320 - 5 0 -1.14 0 0 429.087 NC - 6 0 -1.29 0 0 373.498 NC 322 - 7 0 -1.38 0 0 345.849 NC 323 - 8 0 -1.405 0 0 337.408 NC 324 - 9 0 -1.365 0 0 345.849 NC 325 - 10 0 -1.259 0 0 373.498 NC - 11 0 -1.094 0 0 429.087 NC 327 - ...12_ 0 -.874 0 0 536.004 NC 328 - 13 0 -.61 0 0 767.156 NC 329 - 14 0 -.314 0 0 1490.829 NC 15 0 0 0 0 NC NC 3315 M3 1 0 0 0 0 NC NC 332 - 2 0 -.096 0 0 2742.664 NC - 3 0 -.187 0 0 1411.329 NC 334 - 4 0 -.268 0 0 986.081 NC 335 - 5 0 -.334 0 0 789.387 NC - 6 0 -.384 0 0 687.12 NC 337 - 7 0 -.415 0 0 636.255 NC - 8 0 -.425 0 0 620.726 NC 339 - 9 0 -.415 0 0 636.255 NC - 10 -.384 0 0 687.12 NC .41 - 11 -.334 0 0 789.387 NC .42. - 12 -.268 0 0 986.081 NC 343 - 13 -.187 wo 0 0 1411.329 NC F34:4 14 -.096 0 0 2742.664 NC 45 15 0 1 0 1 0 NC NC RISA-3D Version 13.0.1 [MA ... \...\... CALCS\Distribu g\01 Ridge Beam.r3d] Page 10 Company Burkett & Wong Engineers Designer J.M. IIIRISA- Job Number : 12215A Model Name Ridge Beam Member Section Deflections (Continued) 1C Mmhr LhI Sec v rj1 v rini 2 Fini y RntteFrr11 1n U'., Rtin (n'I Liz Ratin 346 5 M4 1 0 0 0 0 NC NC .47 - 2 0 -.136 0 0 2112.55 NC 348 - 3 0 -.265 0 0 1087.083 NC 4 0 -.379 0 0 759.534 NC 350 - 5 0 -.474 0 0 608.029 NC - 6 0 -.544 0 0 529.257 NC - 7 0 -.588 0 0 490.078 NC 353 - 8 0 -.602 0 0 478.117 NC - 9 0 -.588 0 0 490.078 NC - 10 0 -.544 0 0 529.257 NC - 11 0 -.474 0 0 608.029 NC 357 - 12 0 -.379 0 0 759.534 NC 13 0 -.265 0 0 1087.083 NC 359 - 14 0 -.136 0 0 2112.55 NC 360 15 0 0 0 0 NC NC 361 5 MS 1 0 0 0 0 NC NC 362 - 2 -.003 .005 0 0 NC NC 363 - 3 -.006 .009 0 0 NC NC 364 - 4 -.009 .013 0 0 NC NC 365 - 5 -.012 .017 0 0 NC NC 366 - 6 -.015 .021 0 0 8766.287 NC 367 - 7 -.018 .023 0 0 7807.475 NC - 8 -.021 .025 0 0 7283.941 NC 369 - 9 -.024 .025 0 0 7097.704 NC lip. - 10 -.027 .025 0 0 7241.716 NC 371 - 11 -.03 .023 0 0 7807.475 NC .72. - 12 -.033 .02 0 0 9085.062 NC 373 - 13 -.036 .015 0 0 NC NC 374 - 14 -.039 .008 0 0 NC NC 375 15 -.042 0 0 0 NC NC 3766 Ml 1 0 0 0 0 NC NC 377...._. 2 0 -.034 0 0 NC NC 378 - 3 0 -.064 0 0 8224.217 NC 379 - 4 0 -.088 0 0 6436.829 NC 380 - 5 0 -.103 0 0 6147.125 NC - 6 0 -.108 0 0 7066.864 NC 382 7 0 -.105 0 0 NC NC 383 8 0 -.095 0 0 NC NC 384 9 0 -.08 0 0 NC NC 385 - 10 0 -.065 0 0 6784.654 NC - 11 0 -.054 0 0 4539.917 NC 387 - 12 0 -.053 0 0 3829.199 NC 388 - 13 0 -.07 0 0 4062.632 NC 389 - 14 0 -.117 0 0 7087.607 NC 15 0 -.175 0 0 NC NC 391 6 M2 1 0 -.175 0 0 NC NC 392 - 2 0 -.66 0 0 917.551 NC 393 - 3 0 -1.116 0 0 472.157 NC - 4 0 -1.52 0 0 329.891 NC - 5 0 -1.852 0 0 264.088 NC - 6 0 -2.096 0 0 229.874 NC 397 - 7 0 -2.242 0 0 212.858 NC 398 - 8 0 -2.283 0 0 207.662 NC 399 - 9 0 -2.217 0 0 212.858 NC 400 - 10 0 -2.046 0 0 229.874 NC 401 1 - 11 0 -1.777 0 0 264.088 NC 14021 1 12 0 1 -1.42 1 0 1 0 1 329.891 NC RISA-30 Version 13.0.1 Ridge Beam.r3d] Page 11 June 17, 2016 Checked By:_ Company Burkett & Wang Engineers Designer : J.M. IIIRISA Job Number : 12215A Model Name : Ridge Beam Member Section Deflections (Continued) LC Member Label Sec x Fini v rini z Fini x Rotateiradi (n) Uv Ratio (n) Uz Ratio 13 0 -.991 0 - 0 - 472.157 NC 404 - 14 0 -.509 0 0 917.551 NC 405 15 0 0 0 0 NC NC 4066 M3 1 0 0 0 0 NC NC 407 - 2 0 -.156 0 0 1690.564 NC 4. - 3 0 -.303 0 0 869.936 NC 409 - 4 0 -.434 0 0 607.816 NC 5 0 -.543 0 0 486.574 NC 411. - 6 0 -.623 0 0 423.537 NC 412. - 7 0 -.673 0 0 392.184 NC 413 8 0 -.69 0 0 382.612 NC 4.14 - 9 0 -.673 0 0 392.184 NC 41. - 10 0 -.623 0 0 423.537 NC 41. - 11 0 -.543 0 0 486.574 NC 417 - 12 0 -.434 0 0 607.816 NC 411 - 13 0 -.303 0 0 869.936 NC 419 - 14 0 -.156 0 0 1690.564 NC 420 15 0 0 0 0 NC NC 4216 M4 1 0 0 0 0 NC NC 422 - 2 0 -.221 0 0 1302.165 NC 4. - 3 0 -.43 0 0 670.072 NC 44. - 4 0 -.615 0 0 468.173 NC 425 - 5 0 -.768 0 0 374.786 NC 426 - 6 0 -.883 0 0 326.232 NC 427 - 7 0 -.953 0 0 302.082 NC 42. - 8 0 -.977 0 0 294.709 NC 429 - 9 0 -.953 0 0 302.082 NC 430 - 10 0 -.883 0 0 326.232 NC 431 - 11 0 -.768 0 0 374.786 NC 432 - 12 0 -.615 0 0 468.173 NC - 13 0 -.43 0 0 670.072 NC 434 - 14 0 -.221 0 0 1302.165 NC 435 15 0 0 0 0 NC NC 436 6 M5 1 0 0 0 0 NC NC 437 - 2 -.005 .008 0 0 NC NC - 3 -.01 .015 0 0 NC NC 49. - 4 -.015 .022 0 0 8225.227 NC 44.0. - 5 -.019 .028 0 0 6408.822 NC 44.1 - 6 -.024 .033 0 0 5396.903 NC 442. - 7 -.029 .037 0 0 4806.617 NC 44. - 8 -.034 .04 0 0 4484.307 NC 444 - 9 -.039 .041 0 0 4369.652 NC 445 - 10 -.044 .04 0 0 4458.311 NC 441 - 11 -.048 .037 0 0 4806.617 NC 447 - 12 -.053 .032 0 0 5593.154 NC 441 - 13 -.058 .024 0 0 7394.795 NC 441 - 14 -.063 .014 0 0 NC NC 15 -.068 0 0 0 NC NC 41L Ml 1 0 0 0 0 NC NC 452 2 0 -.013 0 0 NC NC 453 3 0 -.025 0 0 NC NC 454 4 0 -.034 0 0 NC NC 5 0 -.039 0 0 NC NC 456 6 0 -.042 0 0 NC NC 47. 7 0 -.04 0 0 NC NC 4581 1 8 0 -.036 0 1 0 NC NC 4591 1 9 1 0 -.031 0 1 0 1 NC NC RISA-31D Version 13.0.1 [MA ... \ ... \ ... \CALCSDistribup01 Ridge Beam.r3d] Page 12 June 17, 2016 Checked By:............... Company : Burkett & Wong Engineers Designer : J.M. IIIRISA- Job Number : 12215A Model Name : Ridge Beam Member Section Deflections (Continued) LC Member Label Sec x Fini v lini 2 Fini x Rotateiradi (n) L/v Ratio (n) Liz Ratio 4601 1 10 0 1 -.025 0 0 NC NC 461 11 0 -.021 0 0 NC NC 42 - 12 0 -.02 0 0 9957.909 NC - 13 0 -.027 0 0 NC NC 464 14 0 -.045 0 0 NC NC 465 15 0 -.067 0 0 NC NC 466, 7 M2 1 0 -.067 0 0 NC NC 47 - 2 0 -.254 0 0 2386.126. 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CALCS\DistribuR\01 Ridge Beam.r3d] Page 13 June 17, 2016 Checked By:_ Company : Burkett & Wong Engineers Designer : J.M. IIIRISA Job Number : 12215A Model Name : Ridge Beam Member Section Deflections (Continued) LC Member Label Sec x Fini v rini z Fini x RotateFradi (n) LIv Ratio fnl Uz Ratio .Ji 7 -.011 .014 0 NC NC - 8 -.013 .015 0 0 NC NC - 9 -.015 .016 0 0 NC NC 520 - 10 -.017 .016 0 0 NC NC 521 - 11 -.019 .014 0 0 NC NC 522 - 12 -.02 .012 0 0 NC NC 523 - 13 -.022 .009 0 0 NC NC 524 - 14 -.024 .005 0 0 NC NC 525 15 -.026 0 0 0 NC NC 526 8 Ml 1 0 0 0 0 NC NC 527 2 0 0 0 0 NC NC 528 3 0 1 0 0 0 NC NC 4 0 0 0 0 NC NC 5 0 0 0 0 NC NC 6 0 0 0 0 NC NC 532_ 7 0 0 0 0 NC NC 8 0 0 0 0 NC NC 534 9 0 0 0 0 NC NC 535 10 0 0 0 0 NC NC 11 0 0 0 0 NC NC 537 12 0 0 0 0 NC NC 538 13 0 0 0 0 NC NC 539 14 0 0 0 0 NC NC 540 15 0 0 0 0 NC NC .41&. M2 1 0 0 0 0 NC NC 542 2 0 0 0 0 NC NC 3 0 0 0 0 NC NC 544 4 0 0 0 0 NC NC 5 0 0 0 0 NC NC 6 0 0 0 0 NC NC 547 7 0 0 0 0 NC NC 8 0 0 0 0 NC NC 549 9 0 0 0 0 NC NC 10 0 0 0 0 NC NC 551 11 0 0 0 0 NC NC 552 12 0 0 0 0 NC NC 553 13 0 0 0 0 NC NC 554 14 0 0 0 0 NC NC 555 15 0 0 0 0 NC NC 556 8 M3 1 0 0 0 0 NC NC 2 0 0 0 0 NC NC 558 3 0 0 0 0 NC NC 4 0 0 0 0 NC NC 5 0 0 0 0 NC NC 561 6 0 0 0 0 NC NC 562 7 0 0 0 0 NC NC 563 8 0 0 0 0 NC NC 564 9 0 0 0 0 NC NC 565 10 0 0 0 0 NC NC 566 11 0 0 0 0 NC NC 567 12 0 0 0 0 NC NC 568 13 0 0 0 0 NC NC 569 14 0 0 0 0 NC NC 570 15 0 0 0 0 NC NC 571 8 M4 1 0 0 0 0 NC NC 572 2 0 0 0 0 NC NC 573 1 3 0 0 0 0 NC NC RISA-3D Version 13.0.1 [MA ... \ ... ... \CALCS\DistribuS101 Ridge Beam.r3d] Page 14 June 17, 2016 Checked By:............... Company : Burkett & Wong Engineers Designer : J.M. IIIRISA Job Number : 12215A Model Name : Ridge Beam Member Section Deflections (Continued) LC Member Label Sec x Fini v lini z rini x RotateFradi (n) LIv Ratio fnl Uz Ratio 574 4 0 0 0 0 NC NC 575 5 0 0 0 0 NC NC 576 6 0 0 0 0 NC NC ZL_ 7 0 0 0 0 NC NC 8 0 0 0 0 NC NC 579 9 0 0 0 0 NC NC 10 0 0 0 0 NC NC .fl_ 11 0 0 0 0 NC NC 12 0 0 0 0 NC NC 583 13 0 0 0 0 NC NC 14 0 0 0 0 NC NC 585 15 0 0 0 0 NC NC 586. MS 1 0 0 0 0 NC NC 587 2 0 0 0 0 NC NC 3 0 0 0 0 NC NC 4 0 0 0 0 NC NC 5 0 0 0 0 NC NC 591 6 0 0 0 0 NC NC 7 0 0 0 0 NC NC 593 8 0 0 0 0 NC NC 594 9 0 0 0 0 NC NC 595 10 0 0 0 0 NC NC 11 0 0 0 0 NC NC 597 12 0 0 0 0 NC NC 13 0 0 0 0 NC NC 599 14 0 0 0 0 NC NC 15 0 0 0 0 1 NC NC 6019 Ml 1 0 0 0 0 NC NC 2 0 -.021 0 0 NC NC 3 0 -.04 0 0 NC NC 4 0 -.054 0 0 NC NC - 5 0 -.063 0 0 9987.664 NC 6 0 -.067 0 0 NC NC 607 7 0 -.065 0 0 NC NC 608 8 0 -.058 0 0 NC NC 9 0 -.049 0 0 NC NC 10 0 -.04 0 0 NC NC 11 - 11 0 -.033 0 0 7376.501 NC 612 - 12 0 -.033 0 0 6221.697 NC 613 - 13 0 -.043 0 0 6600.968 NC 614 14 0 -.072 0 0 NC NC 615 15 0 -.108 0 0 NC NC Ji L M2 1 0 -.108 0 0 NC NC 617 - 2 0 -.406 0 0 1490.829 NC - 3 0 -.687 0 0 767.156 NC - 4 0 -.935 0 0 536.004 NC . 5 0 -1.14 0 0 429.087 NC - - 6 0 -1.29 0 0 373.498 NC 622 - 7 0 -1.38 0 0 345.849 NC - 8 0 -1.405 0 0 337.408 NC 4. - 9 0 -1.365 0 0 345.849 NC 625 - 10 0 -1.259 0 0 373.498 NC 626 - 11 0 -1.094 0 0 429.087 NC 627 - 12 0 -.874 0 0 536.004 NC 628 - 13 0 -.61 0 0 767.156 NC 629 14 1 0 -.314 0 0 1490.829 NC 6301 1 15 1 0 1 0 0 0 NC NC RISA-3D Version 13.0.1 [MA ... \ ... \ ... \CALCS\Distribui01 Ridge Beam.r3d] Page 15 June 17, 2016 Checked By:............... Company : Burkett & Wong Engineers June 17, 2016 Designer : J.M. Job Number : 12215A Checked By: IIIRISA Model Name Ridge Beam Member Section Deflections (Continued) I (' I kI c,. w rh,1 . r;..1 w i,. i ,., i. i,, 6319 M3 1 0 0 0 NC NC 632 - 2 0 -.096 0 0 2742.664 NC - 3 0 -.187 0 0 1411.329 NC - 4 0 -.268 0 0 986.081 NC - 5 0 -.334 0 0 789.387 NC 636 - 6 0 -.384 0 0 687.12 NC 637 - 7 0 -.415 0 0 636.255 NC 638 - 8 0 -.425 0 0 620.726 NC 639 - 9 0 -.415 0 0 636.255 NC 10 0 -.384 0 0 687.12 NC 11 0 -.334 0 0 789.387 NC 642 - 12 0 -.268 0 0 986.081 NC 643 - 13 0 -.187 0 0 1411.329 NC 644 - 14 0 -.096 0 0 2742.664 NC 645 15 0 0 0 0 NC NC 646 9 M4 1 0 0 0 0 NC NC 47 - 2 0 -.136 0 0 2112.55 NC 648 - 3 0 -.265 0 0 1087.083 NC - 4 0 -.379 0 0 759.534 NC - 5 0 -.474 0 0 608.029 NC 651 - 6 0 -.544 0 0 529.257 NC 652 - 7 0 -.588 0 0 490.078 NC 653 - 8 0 -.602 0 0 478.117 NC 654 9 0 -.588 0 0 490.078 NC 655 - 10 0 -.544 0 0 529.257 NC 656 - 11 0 -.474 0 0 608.029 NC 657 - 12 0 -.379 0 0 759.534 NC - 13 0 -.265 0 0 1087.083 NC - 14 0 -.136 0 0 2112.55 NC 660 15 0 0 0 0 NC NC 6619 M5 1 0 0 0 0 NC NC 662 - 2 -.003 .005 0 0 NC NC 663 - 3 -.006 .009 0 0 NC NC - 4 -.009 .013 0 0 NC NC 665 - 5 -.012 .017 0 0 NC NC 666 6 -.015 1 .021 0 0 8766.287 NC 667 - 7 -.018 .023 0 0 7807.475 NC - 8 -.021 .025 0 0 7283.941 NC 669 - 9 -.024 . .025 0 0 7097.704 NC 670 10 .027 .025 0 0 7241.716 NC - 11 -.03 -.03 .023 0 0 7807.475 NC 672 - 1.......... -.033 .02 0 0 9085.062 NC 673 - I_ -.036 .015 0 0 NC NC 674 - 14_. -.039 1 .008 0 0 NC NC 675 15 -.042 1 0 0 0 NC NC - Member AISC 14th(360-10): LRFD Steel Code Checks I " I I( P.A., I .....rfel Ck.. I Ir' I F. .k*Dn..fl,1 ,k*Onlrl,1 .shi*RA.,s ., h*RA, r'k 1 1 Mi W2Ix44 .262 22.867 .104 23.143 v 44.547 585 138.215 306.545 - - H1-1b 2 1 M2 W21 x44 .581 19 .086 38 y. 22.49 585 38.215 306.545 _1 - H1-1b 3 1 M3 W12x16 .271 ii .047 22 .y 9.141 211.95 8.475 75.375 - - Hl-lb ..4.....1 M4 W12x16 .322 12 .051 24 .y.. 7.681 211.95 8.475 75.375 - - Hi-lb 5 1 M5 PIPE 5.0 .503 15 .001 0 - 79.341 126.315 17.929 17.929 1.673 H1-1a .1 Mi W21 x44 1 .283 22.867 .112 .23.143,.y. 44.547 585 38.215 306.545 L. HI-lb 7 2 M2 W2lx44 .627 19 .093 38 22.49 585 38.215 306.545 ...j...... HI-lb RISA-30 Version 13.0.1 [MA ... \ ... \ ... \CALCS\Distribui\0l Ridge Beam.r3d] Page 16 Company : Burkett & Wong Engineers Designer : J.M. 111RISA Job Number : 12215A Model Name : Ridge Beam June 17, 2016 Checked By: Member AISC 14th(360-10): LRFD Steel Code Checks (Continued) (C Member Shane UC Max LncFftl Shear UC LocFftl 'Dir ,hi*Pncfk1 ohi*PntFkl nhiMnw ... I,hi*Mnzz. Cb Eon Z. M3 W12x16 .292 11 .051 22 v 9.141 211.95 8.475 75.375 .j.... HI-lb 9 2 M4 W1206 .348 12 .055 24 j 7.681 211.95 8.475 75.375 j_ I-I1-1b ..10 Z. M5 PIPE 5.0 .543 15 .001 0 - 79.341 126.315 17.929 17.929 1..673 H1.1, 11 3 MI W21 A4 .224 22.867 .089 23.143 44.547 585 38.215 306.545 11k 12 3 M2 W21x44 .498 19 .074 38 v 22.49 585 38.215 306.545 _... _I_ 1..1 ii .. M3 W1206 .232 11 .040 22 v 9.141 211.95 8.475 75.375 _l Eih 14 3 M4 W1206 .276 12 .044 24 7.681 211.95 8.475 75.375 _1_ 1.1 15 3 M5 PIPE 5.0 .431 15 .001 0 - 79.341 126.315 17.929 17.929 1.67H1 -1a .1.. 4..,. Ml W21x44 .411 22.867 .163 23.143 44.547 585 38.215 306.545 _1_ 1.1 17 4 M2 W21x44 .913 19 .135 38 v 22.49 585 38.215 306.545 _1_ ij 18 4 M3 W12x16 .425 11 .074 22 y 9.141 211.95 8.475 75.375 _1_ E1 19 4 M4 W12x16 .506 12 .080 24 7.681 211.95 8.475 75.375 1_ Hjj ifl. .4. M5 PIPE 5.0 .790 15 .002 0 - 79.341 126.315 17.929 17.929 1.673 Hi.ji 21 5 Ml W21x44 .187 22.867 .074 23.143 v 44.547 585 38.215 306.545 ..1..... H1-1b 22 5 M2 W21x44 .415 19 .062 38 v 22.49 585 38.215 306.545 .j_.. 1-11.1. 23 5 M3 W1206 .193 11 .033 22 1 v. 9.141 211.95 8.475 75.375 1 H1.1. 24.. .& M4 WI2x16 .230 12 .037 24 y 7.681 211.95 8.475 75.375 ....j... 1-11-1b. 25 5 M5 PIPE 5.0 .359 15 .001 0 - 79.341 126.315 17.929 17.929 1,673 H1.j. 26 6 Ml W21x44 .304 122.867 .120 23.143 v 44.547 585 38.215 306.545 _1... Hj.j 27 6 M2 W21x44 .674 _19_ .100 38 22.49 585 38.215 306.545 _1_ H1.1 28 6 M3 W12x16 .314 _IL.. .054 22 9.141 211.95 8.475 75.375 _l_ H1.1k 29 6 M4 W1206 .374 _12.. .059 24 Iv. 7.681 211.95 8.475 75.375 _1_ 11H11. 30 6 M5 PIPE 5.0 .584 _1_ .001 0 - 79.341 126.315 17.929 17.929 t,.6L' Hj.j.a .31. L Ml W21x44 .117 22.867 .046 23.143 v 44.547 585 38.215 306.545 _1_ H1-1b 32 7 M2 W21x44 .259 19 .038 38 v 22.49 585 38.215 306.545 _1_ H1-1b 33 7 M3 W12x16 .120 11 .021 22 9.141 211.95 8.475 75.375 _1_ H1.1. 34 1. M4 W1206 .143 12 .023 24 v 7.681 211.95 8.475 75.375 _1_ ...i. 1. MS PIPE 5.0 .224 15 .000 0 - 79.341 126.315 17.929 17.929 1.673 Hjj. 36 A. Ml W21x44 .000 0 .000 0 44.547 585 38.215 306.545 _1_ 1H -1b. 37 8 M2 W21x44 .000 0 .000 0 22.49 585 38.215 306.545 _1_ Hjj 38 8 M3 W12x16 .000 0 .000 0 9.141 211.95 8.475 75.375 _1_ H.1..1 39 8 M4 W1206 .000 0 .000 0 7.681 211.95 8.475 75.375 _1_ H..1.1 AL A. M5 PIPE 5.0 .000 0 .000 0 - 79.341 126.315 17.929 17.929 _l_ Hj.j.P 41 9 Ml W21 x44 .187 2287 .074 23.143 44.547 585 38.215 306.545 _1_ H1-1b 42 9 M2 W21x44 .415 _19.... .062 38 y 22.49 585 38.215 306.545 _1_ 1-11-1b 1 43 9 M3 W1206 .193 _11. .033 22 v 9.141 211.95 8.475 75.375 1_1_ H1-1b .44. 1. M4 W12x16 .230 _12..... .037 24 7.681 211.95 8.475 175.375 1....l_ Hj.j 45 9 M5 PIPE 5.0 .359 _1.... .001 0 - 79.341 126.315 17.929 17.929 Hjj RISA-31) Version 13.0.1 Ridge Beam.r3d] Page 17 Allowable Uniform Loads (psf) DECK SPAN (ft-in.) SPAN GAGE CRITERIA 2.0" 3.0" 4.0" 5-0" 5.6" 6.0" 66 70" T6" 80" 8.6" 9'-0" 94 10'.0" 11-0" 12'-O" Stress 300 300 220 141 116 98 83 72 63 55 49 43 39 35 29 24 22 L/360 .. 287 121 62 47 36 28 23 18 15 13 11 9 8 6 4 1/240 .. .. 182 93 70 54 42 34 28 23 19 16 14 12 9 7 1/180 ... .. .. 124 93 72 56 45 37 30 25 21 18 15 12 9 Stress 300 300 288 184 152 128 109 94 82 72 64 57 51 46 38 32 UJ , U360 .. .. 150 77 58 44 35 28 23 19 16 13 11 10 7 6 U 1/240 ••• .. 225 115 86 67 52 42 34 28 23 20 17 14 11 8 O 1/180 .. .. .. 153 115 89 70 56 45 37 31 26 22 19 14 11 z - Stress 300 300 300 251 208 174 149 128 112 98 87 78 70 63 52 44 - 1/360 .. .. 207 106 79 61 48 39 31 26 22 18 15 13 10 8 Cl) 18 U240 ••• .• .. 159 119 92 72 58 47 39 32 27 23 20 15 11 1/180 0.4 .. .. 212 159 122 96 77 63 52 43 36 31 26 20 15 Stress 300 300 300 300 264 222 189 163 142 125 110 99 88 80 66 55 '6 I 1/360 .. .. 261 133 100 77 61 49 40 33 27 23 19 17 13 10 11240 .. .. .. 200 150 116 91 73 59 49 41 34 29 25 19 14 1/180 .. 0.. ••• 267 200 154 121 97 79 65 54 46 39 33 25 19 Stress 300 300 235 150 124 104 89 77 67 59 52 46 42 38 31 26 22 1/360 ••• 4.. .4 4.. 122 94 74 59 48 40 33 28 24 20 15 12 1/240 ... ... .. ... .•• .• .•. .• .. .. 49 42 35 30 23 18 1/180 .. .. ••• .•• ..• ..• ••• ••• .. ••• ••• ••, .. ••• 30 23 Stress - 300300 296 190 157 132 112 97 84 74 66 59 53 47 39 33 Lii , 11360 .. .. .. .. 146 113 89 71 58 48 40 33 28 24 18 14 J U 1/240 ... .. .•. ..• ••. .•• ... ... ... 71 59 50 43 37 27 21 1/180 ... .. ••• ... ... .. ••• ... ••+ ••• 444 ... ••• ... 37 28 Stress 300 300 300 265219 184 157 135 118 103 92 82 73 66 55 46 O 1/360 .. ••• .. 258 194 149 117 94 76 63 53 44 38 32 24 19 O 18 1/240 .. .. ••• ... ••. ••• .. ••• 115 94 79 66 56 48 36 28 U180 ... ... .•. ... .. ••. .•• ••• ••, ... .• ... .. 64 48 37 Stress 300 300 300 300 271 228 194 167 146 128 113 101 91 82 68 57 4 6 I 1/360 .. .. .4 ••• 241 186 146 117 95 78 65 55 47 40 30 23 1/240 .. .. ... ... ..• ,, ,, .. 143 118 98 83 70 60 45 35 11180 s• ••• ••• 444 #44 ••• ••• ••• ••• ••4 444 444 80 60 46 Stress 300 300 294 188 155 131 111 96 84 73 65 58 52 47 39 33 22 1/360•.. .. 247 127 95 73 58 46 38 31 26 22 18 16 12 9 1/240 ... .4 .. ••• 143 110 86 69 56 46 ° IR 14 1/180 .. ... .•. ••• 444 444 '. 92 75 62 Total Superimposed 18 Stress 300 300 300 237 196 165 140 121 1 Load is 29spf < 45psf 41 1/360 " '.. 298 152 115 88 69 56 45 [ r7(THEREFORE OK) 11 "' 2" U 11240 ..s .. ... 229 172 132 104 83 68 56 47 39 33 29 21 17 a. U180 ..,.......•.,,..139 111 90 74 62 52 44 38 29 22 - Stress 300 300 300 300 274 230 196 169 147 129 115 102 92 83 68 57 1/360 400 ,, .,. 202 152 117 92 74 60 49 41 35 29 25 19 15 F 18 1/240 .44 .. 4.. so# 228 175 138 110 90 74 62 52 44 38 28 22 1/180 ,,. ... ... ,, 004 .. 184 147 120 99 82 69 59 50 38 29 Stress 300 300300 300 300 285 243 209 182 160 142 127 114 103 85 71 16 1/360 0#0 044 ... 251 189 145 114 92 74 61 51 43 37 31 24 18 11240 ... •• ,, 283 218 172 137 112 92 77 65 55 47 35 27 11180 ... ,,. .•. ••. ,. .. 229 183 149 123 102 86 73 63 47 36 See footnotes on page 27. A23 www.vercodeck.com VERCO DECKING INC. VR4 c 29 di :ijj IEE A 1I 1 I 1 i4 EJ: = 1± s:Lz tA :h JøJl it7rrpe :1 II t: i 11 It t I LL Ti -IIII__III_ liii 111111111111111,I Ij cz + +-b 4 -74 L l iTj[ m T EEE iJi! ift4k:1 ±HitEr iiLI jpc )(Z)J.L i •i - _ I 1 ' - *E - -' -- -- - =i - 1 i4J: T 1:t I fL -=± L ' IL -4--- ±±±i Id LT T IJ ttc ti : i I 4 ±d LL I 4 LL LLIL fl 1i A25 T91:1 E4J BNVE Job: 12215A -Distribution Building - NOAA SEISMIC DESIGN BASE SHEAR (STATIC) ASD Lateral Force Analysis 2013 CBC Risk Category: II (CBC Table 1604.5) 1e = 1.00 (ASCE Table 11.5-1) R= 1.25 (ASCE Table 12.2-1) Cd = 3.5 (ASCE Table 12.2-1) SEISMIC GROUND MOTION VALUES 0= 2.5 Latitude: 33.1078 Longitude: -117.31205 Site Classification = D Short Period Si1.147 F0 = 1.041 SMS = 1.194 Long Period S1 = 0.442 (CBC Table 1613.5.3(1)) F = 1.558 (CBC Table 1613.5.3(2)) (CBC Eq. 16-37) SM1 = 0.689 (CBC Eq. 16-38) SIDS = 0.796 (CBC Eq. 16-39) APPROXIMATE FUNDAMENTAL PERIOD Building Type: All Other Structural Systems Maximum Height = 15.0 ft T0 = 0.15 sec (ASCE Eq. 12.8-7) T0 = 0.12 sec Ts= 0.58 sec SEISMIC DESIGN CATEGORY I SDC=D I (ASCE 11.6) SEISMIC BASE SHEAR Sp1 = 0.459 (CBC Eq. 16-40) T1 = 8 sec (ASCE Figure 22-16) Cs = 0.6369 Govs (ASCE Eq. 12.8-2) C5 MAX= 2.4093 (ASCE Eq. 12.8-3 & Eq. 12.8-4) CS MIN= 0.0100 (ASCE Eq. 12.8-5 & Eq. 12.8-6) Cs = 0.6369 V I0.6369*W I 131 BNVE Job: 12215A - Distribution Building - NOAA ASD Lateral Force Analysis 2013 CBC Cs: 0.637 k = 1.00 (ASCE Eq. 12.8-12) DIAPHRAGM LOADS (ASCE 12.10) NORTH-SOUTH DIRECTION EAST-WEST DIRECTION Level - DL (psf) PL (psf) (12.10-1) (psf) Max (psf) Min (psf) Gov (psf) PL (psf) (12.10-1) (psf) Max (psf) Min (psf) Gov (psf) L2 30 57.1 55.5 27.8 13.9 27.8 57.1 55.5 27.8 13.9 27.8 B2 Ps = A*Kzt*p530 (ASCE Eq. 28.6-1) Main Wind Force: V 110 mph Vasd = 85 mph A= 1.21 K= 1.00 lw = 1.00 (Figure 1609C) (ASCE Figure 28.6-1) (ASCE 26.8 & Fig. 28.6-1) (ASCE 7 Table 1.5-2) Zone Ps30 Ps (psf) (psf) A 17.20 20.8 B -10.76 8.0 C 11.31 16.0 0 -6.53 8.0 BNVE ASD Lateral Force Analysis 2013 CBC Job: 12215A -Distribution Building - NOAA ASCE Ch. 28 Part 2: SIMPLIFIED ENVELOPE PROCEDURE DESIGN WIND PRESSURE Exposure Category = C (CBC 1609.4.2) Roof Pitch = 0.312 ------->ngle = 1 Eave Height = 15.0 ft Maximum Height = 15.0 ft Mean Roof Height = 15.0 ft N-S Dimension 45.3 ft E-W Dimension 66.0 ft Enclosure: Enclosed a= 4.5ft WIND DISTRIBUTION ON NORTH-SOUTH WALLS Level Zone A Zone B Zone C Zone D 0.6 x Total Height Width Force Height Width Force Height Width Force Height Width Force Wind (ft) (ft) (Ibs) (ft) (ft) (Ibs) (ft) (ft) (Ibs) (ft) (ft) (Ibs) (Ibs) (plf) L2 9.0 9.1 1698 0.0 9.1 0 9.0 36.3 5222 0.0 36.3 0 4152 91.6 WIND DISTRIBUTION ON EAST-WEST WALLS Level Zone A Zone B Zone C Zone D 0.6 x Total Height Width Force Height Width Force Height Width Force Height Width Force Wind (ft) (ft) (Ibs) (ft) (ft) (Ibs) (ft) (ft) (Ibs) (ft) (ft) (Ibs) (Ibs) (plf) L2 9.0 9.1 1698 0.0 9.1 0 9.0 56.9 8198 0.0 56.9 0 5938 90.0 63 BNVE Job: 12215A - Distribution Building - NOAA Building Forces Simple Level Seis. Wind (psf) (pIt) L2 38.9 91.6 ASD Lateral Force Analysis 2013 CBC Totals: 38.9 91.6 Total Force = Trib Shear + AddI Shear Total Shear = Total Force I Wall Length *per CBC 2013 Section 2306.3, sheaiwall capacities have been increased by 40% when walls are governed by wind lo Wall Wall Wall % of Seismic Wind Shear Add'l Gov. Wall ID Len Ht. Line Trib Area Trib Seis Wind Seis Wind Force Shear Gov p (ft) (ft) Load (ft) (ft) (Ibs) (Ibs) (Ibs) (Ibs) (Ibs) (pit) Case Roof (L2) NS A.1 45.00 14.00 100% 1496 33.0 11178 3023 0 0 11178 248 Seis 1.0 C.1 15.00 14.00 100% 2326 33.0 17380 3023 0 0 17380 1159 Seis 1.0 D.1 8.00 14.00 200% 570 34.0 4259 3114 0 0 8518 1065 Seis 1.0 EW 1.1 66.00 14.00 100% 1496 22.5 11178 2061 0 0 11178 169 Seis 1.0 3.1 66.00 14.00 100% 565 22.5 4222 2061 0 0 8443 128 Seis 2.0 5.1 28.00 14.00 47% 1496 22.5 11178 2061 0 0 5305 189 Seis 1.0 5.2 19.00 14.00 32% 1496 22.5 11178 2061 0 0 3600 189 Seis 1.0 5.3 12.00 14.00 20% 1496 22.5 11178 2061 0 0 2273 189 Seis 1.0 6.1 40.00 14.00 100% 565 22.5 4222 2061 0 0 4222 106 Seis 1.0 B4 BNVE Job: 12215A - Distribution Building - NOAA ASD Lateral Force Analysis 2013 CBC Check #1: Does Flexural Cracking Occur? Check #2: Shear strength of CMU adequate? Check #3: Flexural strength of CMU adequate? ?m = 1500 Wall d b H P V M M CK f F CX Shear SHonz Flex svert Jamb Stee CX ID (ft) (in) (ft) (kips)(kips) (k-ft) Vd #1? (psi) (psi) #2? Reinf (in) Reinf (in) (in2) #3? Roof (L2) NS A.1 44.67 8 14.0 52.1 11.2 156 0.31 N 4 58 OK #4 48 #4 48 #4 OK C.1 14.67 8 14.0 17.1 17.4 243 0.95 V 13 59 OK #4 32 #4 48 #4 OK D.1 7.67 9 14.0 10.1 8.5 119 1.83 V 11 58 OK #4 32 #4 32 #4 OK EW 1.1 65.67 8 14.0 76.6 11.2 156 0.21. N 3 58 OK #4 48 #4 48 #4 OK 3.1 65.67 9 14.0 86.2 8.4 118 0.21 N 2 58 OK #4 48 #4 48 #4 OK 5.1 27.67 8 14.0 32.3 5.3 74 0.51 Y 2 68 OK #4 48 #4 48 #4 OK 5.2 18.67 8 14.0 21.8 3.6 50 0.75 Y 2 63 OK #4 48 #4 48 #4 OK 5.3 11.67 -9 14.0 13.6 2.3 32 1.20 V 2 58 OK #4 48 #4 48 #4 OK 6.1 39.67 9 14.0 52.1 4.2 59 0.35 N 2 58 OK #4 48 #4 48 #4 OK 0 B5 • siui•uIuIaui•rnusuuauT iiu*ua*a*as. O'S rn*ui IN... 1IUNI•P*N - •• lll a MANARK ONE Ron ___ UMMS.. ME rn1IN.UT ME 4i1 a u N .1:: I • - MEN Kim M- *0*. Il - Um U.. - . RIUIU[II w . - - i• Ua ... aI' U. U. •• U 1 -- a..uu. • uik NIIU,: .mi 1!:- I . - JUil ' .npi ILNIhU oil ii. I*UIUWUUUUU. H 1. • . U UU L___ iii' iggp .• - i:IIhb: IN NO Mil oil no TgF*u... ll::llhIr!.1J::*EI. 1*I • - - 0 - uuU.N.nfl so I! • !I!!Ai!UJ i • -. 1%' INUaUI UU*U II I Ems, ME NINE : =TF ; 7 2 TL1441 4 ft o 1 + - J JJJ ±.LLLL. I IIIII I IIIiIIIIUIII!111111 -- T_ FIT ___ L:L 1 1 ± t t-r L A_ ijfiii - IIII •r i I I;1 kft i iLLt 7 7-11 711. T FT F: r:: I :: ifi :: lTf1D& 141 1 'br+i PE It : : fl EF[:TRFRT: EL TjffHflPEf H4ti414:: EN :1: - ENGINEERED E PROJECT L04 LLL,LLLL. ____ LLLLL11J)LLL TO EXCEED EXPECTATION' C J TTi. _I.uII_ 1_IlIllulIll 111111111 7t t4 J t 4i *m rI±1 111Tft1 EVF r Tk4 C;9)thO 4j ntft+ rtt 4'j J1T1 1iL ]+ T1 II iA 4IL4 JE-1 I i 1ftt jf t1 h TI M ±: UT J4LL jUT 44.rfJ -H - 'ht I r TTftFT Tt I:i:i:jj: 3:i:r::L nr±::hïf:i:i n1i11 flfl 4 t1T ___Lrrfl -1-T ifth -t IVft1H tr r 1 FT t4 Ti TTTI 1JI— iTL if __ Project: Distribution Bldg. Date: 9/1612015 Job #: 12215A Engineer J. Morgan BWE SPREAD FOOTING DESIGN (CBC 2013) Design Parameters Fl Soil Capacity * = 5000 psf Concrete, fc = 4000 psi Reinforcement, fy = 60,000 psi Increase psf for each ft depth over 2 ft., and for each ft. width over 2 ft., with 0 psf max. cumulative increase __ FIncrease depth frol = 2.0 ft. Increase = 0 psf Increase width fror 2.0 ft. Increase = 0 psf Maximum IncreasE I olpsf Size, WxB Area, fV'2 Footing Thickness, in. Soil Bearing Capacity P. allowable, kips Pu, allowable, P9.55 Column Size, in. Effective Ftg, d, in. Soils Pressure, ksf 3. 12. 1 500 51 7 8 6.5 Shear: Punching shear, kips Vu, allowable, kips Beam shear, kips Vu, allowable, kips 70 96 Vu OK 5.4 10.3 Vu OK Bending: Mu, ft-kips Ku, psi P As, inA2 Number of Rebars Rebar size As, actual, in .A2 7.3 126 0.0021 0.96 4 #5 _______ 1.24 _______ As OK I Cl Title Dist. Building Page: ______ Job# 12215A Dsgnr: Jeff M. Date: 25 SEP 2015 Description.... North Loading Dock Wall This Wall in File: m:\project\noaa12215a lot 9 timeshare and westin\caIcsdistributiondistnbution Cantilevered Retaining Wall Design ode: CBC 2013,ACI 318-11 ,ACI 530-11 Criteria Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft 'S. Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 33.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf (Strength Level) Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 100.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem ----6 Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary I Wall Stability Ratios Overturning = 2.16 OK Sliding = 1.53 OK Total Bearing Load = 3,597 lbs ...resuttant ccc. = 11.68 in Soil Pressure @ Toe = 942 psf OK Soil Pressure @ Heel = 85 psf OK Allowable = 5,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,131 psf ACI Factored @ Heel = 102 psf Footing Shear @ Toe = 6.6 psi OK Footing Shear @ Heel = 4.7 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,088.3 lbs less 100% Passive Force= - 1,746.5 lbs less 100% Friction Force = - 1,438.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Load Factors - Building Code CBC 2013,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 I Stem Construction • 2nd Bottom Stem OK Stem OK Design Height Above Ftg ft= 4.00 0.00 Wall Material Above "Ht" = Masonry Masonry Design Method = ASD ASD Thickness = 8.00 12.00 Rebar Size = # 4 # 5 Rebar Spacing = 16.00 8.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.996 0.892 Total Force @ Section Service Level lbs= 594.0 1,650.0 Strength Level lbs = Moment ,... Actual Service Level ft-#= 1,188.0 5,500.0 Strength Level ft4 = Moment ..... Allowable ft-#= 1,193.2 6167.2 Shear ..... Actual Service Level psi= 9.4 15.3 Strength Level psi = Shear ..... Allowable psi= 45.1 46.0 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in= 5.25 9.00 Masonry Data I'm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 21.48 21.48 - Short Term Factor = 1.000 1.000 Equiv. Solid Thick, in= 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD ioncrece uaia fc psi= Fy psi C2 Title Dist. Building Page: ______ Job# 12215A Dsgnr: Jeff M. Date: 25 SEP 2015 Description.... North Loading Dock Wall _••,__Cantilevered Retaining Wall Design ode: CBC 2013,ACI 318-11,ACI 530-11 Footing Dimensions & Strengths • Toe Width = 5.50 It Heel Width = 1.50 Total Footing Width = 7.00 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 5.17 It fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm 3.00 in I -Footing Design Results Toe Heel Factored Pressure = 1,131 102 psf Mu': Upward = 13,030 16 ft4 Mu': Downward = 5,687 386 ft-# Mu: Design = 7,343 370 ft4 Actual 1-Way Shear = 6.61 4.69 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = # 5 @ 18.00 in Other Acceptable Sizes & Spacings Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: Not req'd: Mu < phi*5*lambda*sqrt(tc)*Sm Key: Not req'd: Mu <phi*5*iambda*sqrt(fc)*Sm I Summary of Overturning & Resisting Forces & Moments OVERTURNING...M RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs It ft-# 550.0 6.75 3,712.5 Heel Active Pressure = 2,088.3 3.75 7,831.1 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 2,088.3 O.T.M. 7,831.1 Resistlng!Overtumlng Ratio = 2.16 Vertical Loads used for Soil Pressure = 3,596.5 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = 2.75 550.0 2.75 1,512.5 964.0 5.92 5,706.0 220.0 6.33 1,393.3 1,312.5 3.50 4,593.8 5.67 Total= 3,596.5 lbs R.M. 16,918.1 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure cafculation. ITilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (appro)imate only) 0.037 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C3 Title Dist. Building Page: ______ Job # 12215A Dsgnr: Jeff M. Date: 25 SEP 2015 Description.... North Loading Dock Wall This Wail in File: m:project\noaa\12215a lot 9 timeshare and westincalcs\distnbutiondistribution RetainPro (c) 1987-2015, Build 11.15.3.1 License: KW.06056430 Cantilevered Retaining Wall Design ode: CBC 2013,ACi 318-11,ACI 530-11 License To: BURKETT AND WONG ENGINEERS Criteria Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft FS-oil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 33.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 110.00 pd Soil Density, Toe = 0.00 pd FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stem • Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 100.0 psf ...Height to Bottom = 0.00 It Used for Sliding & Overturning The above lateral load I Axial Load Applied to Ste m has been increased L by a factor of 1.00 Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs (Strength Level) Axial Load Eccentricity = 0.0 in I Design Summary I I Stem Construction I 2nd I Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 It Footing Type Line Load Base Above/Below Soil - 0.0 It - at Back of Wall Poisson's Ratio = 0.300 Bottom - - Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.00 Overturning = 1.72 01< Wall Material Above "Ht' = Masonry Sliding = 1.95 OK Design Method = ASD Total Bearing Load = 2,520 lbs ...resultant ccc. = 12.06 in Soil Pressure @ Toe = 1,349 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 5,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,619 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 8.9 psi OK Footing Shear @ Heel = 4.3 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,411.8 lbs less 100% Passive Force = - 1,746.5 lbs less 100% Friction Force = - 1,007.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Thickness Rebar Size = Rebar Spacing = Rebar Placed at = Design Data th/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft4 = Strength Level ff4 = Moment.....Allowable ft4 = Shear ..... Actual Service Level psi = Strength Level psi = Shear ..... Allowable psi = Wall Weight psf Rebar Depth 'd' in= Mason- Data Stem OK 0.00 Masonry ASD 8.00 12.00 #4 #5 16.00 8.00 Edge Edge 0.996 0.457 594.0 1,056.0 1,188.0 2,816.0 1,193.2 6,167.2 9.4 9.8 45.1 45.3 78.0 124.0 5.25 9.00 fm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 21.48 21.48 Load Factors Short Term Factor = 1.000 1.000 Building Code CBC 2013,ACI Equiv. Solid Thick, in= 7.60 11.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 fc psi= Seismic, E 1.000 Fy psi= C4 Title Dist. Building Page: ______ Job# 12215A Dsgnr: Jeff M. Date: 25 SEP 2015 Description.... North Loading Dock Wall This Wall in File: 5a lot 9 timeshare and westincalcsdisthbutiondistnbution netainFro jc) 1987-2015, build 11.15.3.1 License: KW.06056430 Cantilevered Retaining Wall Design ode: CBC 2013,ACI 318-1 1 ACI 530-11 License To: BURKETT AND WONG ENGINEERS I Footing Dimensions & Strengths • Toe Width = 3.00 It Heel Width = 1.50 Total Footing Width = 4.50 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 5.17 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm 3.00 in I Footing Design Results • Toe Heel Factored Pressure = 1,619 0 psf Mu': Upward = 5,336 0 ft4 Mu': Downward = 1,163 320 ft4 Mu: Design = 4,172 320 ft4 Actual 1-Way Shear = 8.87 4.27 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = # 5 @ 18.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: Not req'd: Mu <phi*5*Iambda*sqrt(fc)*Sm Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft-# lbs It ft4 Heel Active Pressure = 1,411.8 3.08 4,353.0 Soil Over Heel = 440.0 4.25 1870.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 1.50 Surcharge Over Toe = 300.0 1.50 450.0 Total 1,411.8 01 M 43530 Stem Weight(s) = 716.0 3.39 2,428.0 Earth @ Stem Transitions= 220.0 3.83 843.3 = = Footing Weight = 843.8 2.25 1,898.4 Resisting/Overturning Ratio = 1.72 Key Weight = 5.67 Vertical Loads used for Soil Pressure = 2,519.8 lbs Vert. Component = Total= 2519.8 lbs R.M. 7,489.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure cafculation. ITilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.067 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C5 - me. Title 01st. Building Page: ______ Job# 12215A Dsgnr: Jeff M. Date: 25 SEP 2015 Description.... North Loading Dock Wall This Wall in File: m:projectnoaa12215a lot 9 timeshare and westin\calcs\distiibutiontdistribution Cantilevered Retaining Wall Design ode: CBC 2013,ACI 318-1 1 Ad 530-11 Criteria Retained Height = 6.00 ft Wall height above soil = 0.00 It Slope Behind Wall = 0.00:1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 100.0 Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning = 1.79 OK Sliding 2.91 OK Total Bearing Load = 1,951 lbs ...resultant ecc. = 7.83 in Load Factors - Building Code CBC 2013,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 ISoil Data I Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 33.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 110.00 pd Soil Density, Toe = 0.00 pd FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem • Lateral Load = 0.0 #Ift ...Height to Top = 0.00 It ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf (Strength Level) Moment.....Allowable Shear ..... Actual Service Level Strength Level Shear.....Allowable Wall Weight Reber Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy [-Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 It Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 It Footing Type Line Load Base Above/Below Soil - 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 Soil Pressure @ Toe = 1,535 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 5,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1.842 psf ACl Factored © Heel = 0 psf Footing Shear © Toe = 8.0 psi OK Footing Shear © Heel = 5.3 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 867.3 lbs less 100% Passive Force = - 1,746.5 lbs less 100% Friction Force = - 780.2 lbs Added Force Reqd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK 1,193.2 psi= 9.4 psi = psi = 45.1 psf= 78.0 in= 5.25 psi= 1,500 psi = 20,000 = Yes = 21.48 = 1.000 in= 7.60 = Medium Weight = ASD psi = psi = I Stem Construction • Bottom Stem OK Design Height Above Ftg it= 0.00 Wall Material Above "Ht" = Masonry Design Method = ASD ASD Thickness = 8.00 Reber Size = # 4 Reber Spacing = 16.00 Reber Placed at = Edge Design Data fb/FB + fa/Fa = 0.996 Total Force @ Section Service Level lbs = 594.0 Strength Level lbs = Moment .... Actual Service Level ft4= 1,188.0 Strength Level ft4 = C6 Title Dist Building Page: ______ Job # 12215* Dsgnr: Jeff M. Date: 25 SEP 2015 Description.... North Loading Dock Wall This Wall in File: m:projectnoaa12215a lot 9 timeshare and westintcalcsdistnbutiondistnbution License: KW-06056430 _._..__.Cantilevered Retaining Wall Design ode: CBC 2013,ACI 318-11,ACI 530-11 I Footing Dimensions & Strengths • Toe Width = 1.50 ft Heel Width = 1.50 Total Footing Width = 3.00 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 5.17 It ft = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover © Top 2.00 © Btm = 3.00 in I Footing Design Results • Toe Heel Factored Pressure = 1,842 0 psf Mu: Upward = 1,664 6 1t4 Mu': Downward = 194 494 ft4 Mu: Design = 1,471 488 ft4 Actual 1-Way Shear = 8.01 5.31 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = #5 @ 18.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs It ft4 Heel Active Pressure = 867.3 2.42 2,095.9 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 867.3 O.T.M. 2,095.9 ResistinglOvertumlng Ratio = 1.79 Vertical Loads used for Soil Pressure = 1,950.5 lbs Soil Over Heel = 550.0 2.58 1,420.8 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 0.75 Surcharge Over Toe = 150.0 0.75 112.5 Stem Weight(s) = 468.0 1.83 858.0 Earth © Stem Transitions= 220.0 2.33 513.3 Footing Weight = 562.5 1.50 843.8 Key Weight = 5.67 Vert. Component = Total = 1,950.5 lbs R.M. 3,748.4 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. ITilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell © Top of Wall (appro)dmate only) 0.085 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C7 UI Surcharge Loads J niform Lateral Load Applied to Stem Surcharge Over Heel = 100.0 P! Lateral Load = 0.04 -Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 100.0 psf ...Height to Bottom = 0.00 It Used for Sliding & Overturning The above lateral load Axial Load Applied to Stem has been increased 1.00 by a factor of Axial Dead Load 0.0 lbs Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 It Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 0.0 psf 0.0 psf Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = Stem Weight Seismic Load F / W Weight Multiplier = 0.000 g Added seismic per unit area = Title Dist. Building Page: ______ Job# 12215A Dsgnr: Jeff M. Date: 25 SEP 2015 Description.... Loading Dock Wall This Wail in File: 5a lot 9 timeshare and westincalcsdistnbutiondistnbution RetainPro (C) 1987-2015, Build 11.15.3.1 License: KW-0605"30 Restrained Retaining Wall Design ode: CBC 2013,ACI 318-11 ,ACI 530-11 License To: BURKETT AND WONG ENGINEERS Criteria Soil Data I Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psflft Passive Pressure = 350.0 psflft Soil Density = 110.00 pd FootingISoil Fnctior = 0.330 Soil height to ignore for passive pressure = 0.00 in Retained Height = 6.00 it Wall height above soil = 0.00 ft Total Wall Height = 6.00 ft Top Support Height = 5.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 12.00 in P.. u.N.. Thumbnail I Design Summary ----f -masonry Stem Construction Total Bearing Load = 2,046 lbs Thickness = 8.00 in fm = 1,500 psi Short Term Factor = 1.000 ...resultant ccc. = 0.57 in Wall Weight = 78.0 psf Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Soil Pressure @ Toe = 632 psf OK Stem is FIXED to top of footing n Ratio (Es/Em) = 21.481 Soil Pressure @ Heel = 537 psf OK Block Type = Medium Weight Allowable = 5,000 psf Design Method = ASD Mmax Between Soil Pressure Less Than Allowable Solid Grouted @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 758 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 645 psf Design Height Above Ftg = 5.50 ft 3.20 ft 0.00 ft Footing Shear @ Toe = 5.0 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 3.5 psi OK Rebar Spacing = 16.00 in 16.00 in 16.00 in Allowable = 82.2 P' Rebar Placed at = Center Center Center Reaction at Top = 358.5 lbs Rebar Depth 'd' = 3.75 in 3.75 in 3.75 in Reaction at Bottom = 1,337.4 lbs Design Data Sliding Stability Ratio = 1.61 OK fbIFB + fa/Fa = 0.007 0.424 0.893 Sliding Calcs (Vertical Component NOT Used) Force Moment .... Actua = 7.4 ft4 427.6 ft4 899.4 ft4 Lateral Sliding = less 100% Passive Forc - 1,337.4 lbs 1,481.0 lbs Moment ..... Allowable = 1,007.4 ft4 1,007.4 ft4 1,007.4 ft-# less 100% Friction Force= - 675.3 lbs Shear Force @ this height = 329.3 lbs 929.9 lbs Added Force Req'd = 0.0 lbs OK Shear ..... Actual = 6.56 psi 18.52 psi ....for 1.5: 1 Stability = 0.0 lbs OK Shear ..... Allowable = 48.49 psi 43.82 psi Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013,ACi 1.200 Other Acceptable Sizes & Spacings: 1.600 Toe: #7 @ 18.00 in -or- 1.600 Heel:# 6 @ 16.00 in -or- 1.000 Key: Not req'd: Mu < phi* -or- 1.000 C8 Not req'd: Mu < phi*5*lambda*sqrt(f c)*Sm Not req'd: Mu < phi*5*iambda*sqrt(fc)*Sm Not req'd: Mu < phi51ambda5qrt(f Title Dist. Building Page: ______ Job # 12215A Dsgnr: Jeff M. Date: 25 SEP 2015 Description.... Loading Dock Wall This Wall in File: 2215a lot 9 timeshare and westincaIcsdistributiondistnbution ned Retaining Wall Design ode: CBC 2013,ACI 318-11,ACI 530-11 Footing Strengths & Dimensions Toe Width = 2.00 ft Heel Width = 1.50 Total Footing Wudt = 3.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 3,000 psi Fy = 60.000 psi Footing Concrete Density = 150.00 pd Mm. As % = 0.0018 Cover @ Top = 2.00 in @ Btm. 3.00 in I Footing Design Results Toe eel Factored Pressure = 758 645 psf Mu': Upward = 1,725 328 ft4 Mu': Downward = 1,108 566 ft4 Mu: Design = 617 238 ft4 Actual 1-Way Shear = 4.98 3.46 psi Allow 1-Way Shear = 82.16 82.16 psi I Summary of Forces on Footing: Slab is NOT providing sliding, stem is FIXED at footing I lorces acting on Tooting Tor sirnung & soul pressure.... Sliding Forces Load & Moment Summary For Footing: For Soil Pressure Cates Stem Shear @ Top of Footing = -929.9 lbs Moment @ Top of Footing Applied from Stem = -899.4ft4 Heel Active Pressure = -407.5 Surcharge Over Heel 83.3 3.08 256.9 Sliding Force = 1,337.4 lbs Adjacent Footing Load = lbs ft ft4 Axial Dead Load on Stem = lbs 0.00 ft ft4 Net Moment User For Soil Pressure Calculations Soil Over Toe = 220.0 lbs 1.00 ft 220.0ft4 96.5 ft4 Surcharge Over Toe = 200.0 lbs 1.00 ft 200.0ft4 Stem Weight = 468.0 lbs 2.33 ft 1,092.0ft4 Soil Over Heel = 550.0 lbs 3.08 ft 1,695.8ft4 Footing Weight = 525.0 lbs 1.75 ft 919.3ft4 Total Vertical Force 5 2,046.3 lbs Base Moment = 3,484.6ft4 C9 V V. Title Dist. Building Page: Job # 12215A Dsgnr: Jeff M. Date: 25 SEP 2015 Description.... East Fdn. Wall This Wall in File: m:projectnoaa12215a lot 9 timeshare and westin\calcsdistnbutiondistribution. Net IflPO(CJ11-U15. 01.111111111.15.3.1 License: KW-06056430 Restrained Retaining Wall Design ode: CBC 2013,ACI 318-11,ACI 530-11 License To: BURKETT AND WONG ENGINEERS Criteria Soil Data Retained Height = 9.00 ft Allow Soil Bearing = 5,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Wall Height = 9.00 ft Heel Active Pressure = 55.0 psf!ft Top Support Height = 5.00 ft Passive Pressure = 350.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wall = 0.00:1 FootingISoil Frictior = 0.330 Height of Soil over Toe = 60.00 in Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Uniform Lateral Load Applied to Stemj Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 50.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft LAxial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil = 0.0 ft Axial Dead Load = 844.0 lbs at Back of Wall Axial Live Load = 563.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load • Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf F / W, Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load I Design Summary II Masonry Stem Construction Total Bearing Load = 3,649 lbs Thickness = 8.00 in fm = 1,500 psi Short Term Factor = 1.000 ...resultant ccc. = 1.66 in Wall Weight = 78.0 psf Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Soil Pressure @ Toe = 974 psf OK Stem is FIXED to top of footing n Ratio (Es/Em) = 21.481 Soil Pressure @ Heel = 1,945 psf OK Block Type = Medium Weight Allowable = 5,000 psf Design Method = ASD Mmax Between Soil Pressure Less Than Allowable Solid Grouted @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 1,229 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 2,454 psf Design Height Above Ftg = 5.00 ft 2.51 ft 0.00 ft Footing Shear @ Toe = 11.7 psi OK Rebar Size = # 4 # 4 # 5 Footing Shear @ Heel = 1.5 psi OK Reber Spacing = 24.00 in 24.00 in 16.00 in Allowable = 82.2 psi Reber Placed at = Center Center Center Reaction at Top = 1,160.6 lbs. Reber Depth 'd' = 3.75 in 3.75 in 3.75 in Reaction at Bottom = 1,584.0 lbs Design Data Sliding Stability Ratio = 5.25 OK tb/FB + fa/Fa = 0.858 0.582 0.558 Sliding Calcs (Vertical Component NOT Used) lbs Momeni...Actua = 586.7 ff4 397.6 ft4 852.5 ff4 Lateral Sliding Force = less 100% Passive Force:-- - 1,584.0 7,115.7 lbs Moment ..... Allowable = 683.8 11:4 683.8 ft4 1,526.9 ff4 less 100% Friction Force - 1,204.1 lbs Shear Force © this height = 726.0 lbs 1,061.5 lbs Added Force Reqd = 0.0 lbs OK Shear.....Actual = 14.21 psi 21.62 psi ....for 1.5:1 Stability = 0.0 lbs OK Shear.....Allowable = 43.82 psi 43.82 psi Load Factors - Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2013,ACI 1.200 Other Acceptable Sizes & Spacings: 1.600 Toe: None Spec'd -or- Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm 1.600 Heel: None Spec'd -or- Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm 1.000 Key: Not req'd: Mu <phi* -or- Not req'd: Mu <phi*5*lambda*sqrt(f 1.000 CIO Title Dist. Building Page: ______ Job # 12215A Dsgnr: Jeff M. Date: 25 SEP 2015 Description. East Fdn. Wall This Wall in File: m:projectnoaa12215a lot 9 timeshare and westin\calcsdistributiondistnbution RetainPro (c) 1987-2015, Build 11.15.3.1 LIcense: W 954_ _-_---Restrained Retaining Wall Design ode: CBC 2013,ACI 316-11,ACI 530-11 S Footing Strengths & Dimensions Toe Width = 1.67 ft Heel Width = 0.83 Total Footing Widtl, 2.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft ft = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in I Footing Design Results 12! eel Factored Pressure = 1,229 2,454 psf Mu': Upward = 2,569 160 ft4 Mu': Downward = 1,547 76 ft-0 Mu: Design = 1,023 -84 ft-0 Actual 1-Way Shear = 11.72 1.53 psi Allow 1-Way Shear = 82.16 82.16 psi I Summary of Forces on Footing: Slab is NOT providing sliding, stem is FIXED at footing I Forces acting on footing for sliding & SOIl pressure.... Sliding Forces Load & Moment Summary For Footing : For Soil Pressure Caics Stem Shear @ Top of Footing = -1,061.5 lbs Moment @ Top of Footing Applied from Stem = -852.5ft4 Heel Active Pressure = -522.5 Surcharge Over Heel Sliding Force = 1,584.0 lbs Adjacent Footing Load = lbs ft ft4 Axial Dead Load on Stem = 1,407.0 lbs 2.00 ft 2,814.5ft-# Net Moment User For Soil Pressure Calculations Soil Over Toe = 916.9 lbs 0.83 ft 764.2 ft4 -506.0 ft4 Surcharge Over Toe = 83.4 lbs 0.83 ft 69.5ft4 Stem Weight = 702.0 lbs 2.00 ft 1,404.2ft-# Soil Over Heel = 164.7 lbs 2.42 ft 398.0ft4 Footing Weight = 375.0 lbs 1.25 ft 469.3ft4 Total Vertical Force 3,648.9 lbs Base Moment = 5,067.1 ft4 Cli On ici Loc. I I0 014 ILW4 COL i ('OttroR 112 OR \( It 2992 E La Patina Avenue Suite A Anaheim, C-\ 92806 Tel 714632 2999 V.i. 714 612 2974 St". Oil (.0 liri.iu u i 6295 ltrn. Squ.ii Suite C San Diego. CA 92121 'ret. 858i,71444 rarx 858 537 3991) Ii %\I) F. t ii to 14467 \.kiidijn P,irkw.x Buikhng 2A I(iercide. CA 92I8 Id 951 4991 Fav ')I 65466O I\010 44417 GiiIFC'nwi Pk Suite I Indio, CA 92211 'let 7611.342 467' rux 76111424526 Geotechnical Engineering Construction Inspection Materials Testing Environmental GEOTECHNICAL INVESTIGATION Marbrisa Resorts - Phase III Grand Pacific Resorts Carlsbad, California Prepared For: Grand Pacific Resorts 5900 Pasteur Court, Suite 200 Carlsbad, California 92008 0 Prepared By: MTGL, Inc. 6295 Ferris Square, Suite C San Diego, California 92121 OUt. /li ',\I) ktPIK) l)i'i' ILlI 8th 1 491,21I'*) S\\ Dl (;o Disi'u U, 888 844 6(160 w.intgItnc euiii April 24, 2015 MTGL Project No. 1916A1 1 MTGL Log No. 15-1063 O'( E LEOGIST ). ks, CEG 1323 logist Geotechnical Engineering Construction inspection Materials Testing Environmental April 24, 2015 011 ic Loc. I ION.S Grand Pacific Resorts MTGL Project No. 1916A11 Cot 5900 Pasteur Court, Suite 200 MTGL Log No. 15-1063 CoKIoI%II BR%\cII Carlsbad, California 92008 2992 F La Palma AnLW Suite Anaheim. CA 920h Attention: Mr, Houston Arnold Tel 714.632 2999 rim 7146322914 Subject: GEOTECHNICAL INVESTIGATION Marbrisa Resorts — Phase III Grand Pacific Resorts S Dli (.0 Carlsbad, California liri ni ti Cot 629 Feni,. Squ.uc Dear Mr. Arnold: StiitcC San Deco. CA 42121 lei 31 ) In accordance with your request and authorization we have completed a I . s.537 3')90 Geotechnical Investigation for the subject site. We are pleased to present the following report which addresses both engineering geologic and geotechnical conditions including a description of the site conditions, results of our field l\I v'n EiirlKi exploration and laboratory testing, and our conclusions and recommendations for 14467 \leridpan Pa,k%a grading and foundations design. Huildir 2A Rueride. CA 97jl -, Based on our investigation, the site will be suitable for construction, provided the lei lax : recommendations presented herein are incorporated into the plans and specifications for the proposed construction. Details related to geologic conditions, seismicity, site preparation, foundation design, and construction considerations are also included in the subsequent sections of this report. 4491 7 Gull Ceiikr I'k% Swic I We appreciate this opportunity to be of continued service and look forward to mdiii. c 92201 providing additional consulting services during the planning and construction of the Id 7603424677 project. Should you have any questions regarding this report, please do not hesitate l.i 7(4) 142025 to contact us at your convenience. Respectfully submitted, OCII. 'Ii %\I) F.ipiiu l)isricuI I MTGL, Inc. KIM 491 211'li) I 'i\Diic.oflisrti(iu am E. Valdez, RCE 56226, GE 2813 '" Vice President I Engineering nughine ciiiu Page i of iii Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A 1 1 Carlsbad, California MTGL Log No. 15-1063 TABLE OF CONTENTS 1.00 INTRODUCTION ......................................................................................................................... 1 1.01 PLANNED CONSTRUCTION ............................................................................................................1 1.02 SCOPE OF WORK ...........................................................................................................................1 1.03 SITE DESCRIPTION.........................................................................................................................1 1.04 FIELD INVESTIGATION...................................................................................................................2 1.05 LABORATORY TESTING.................................................................................................................3 2.00 FINDINGS ...................................................................................................................................... 4 2.01 REGIONAL GEOLOGIC CONDITIONS..............................................................................................4 2.02 SITE GEOLOGIC CONDITIONS........................................................................................................4 2.03 GROUNDWATER CONDITIONS........................................................................................................5 2.04 FAULTING AND SEISMICITY...........................................................................................................5 2.05 LIQUEFACTION POTENTIAL ....... . .................................................................................................... 6 2.06 LANDSLIDES...................................................................................................................................6 2.07 TSUNAMI AND SEICHE HAzAIW ....................................................................................................6 3.00 CONCLUSIONS ........................................................................................................................... 7 3.01 GENERAL CONCLUSIONS...............................................................................................................7 3.02 EARTHQUAKE ACCELERATIONS \ CBC SEISMIC PARAMETERS....................................................7 3.03 EXPANSION POTENTIAL ................................................................................................................8 4.00 1.1FCO1/I1VIE1bIDATIONS 9 4.01 EXCAVATION CHARACTERISTICS/SHRINKAGE.............................................................................9 4.02 SETTLEMENT CONSIDERATIONS ...................................................................................................9 4.03 SITE CLEARING RECOMMENDATIONS.........................................................................................10 4.04 SITE GRADING RECOMMENDATIONS - STRUCTURES..................................................................10 4.05 SITE GRADING RECOMMENDATIONS - CUT/FILL TRANSITION..................................................11 4.06 SITE GRADING RECOMMENDATIONS - HARDSCAPE AND PAVEMENTS......................................11 4.07 COMPACTION REQUIREMENTS....................................................................................................11 4.08 FILL MATERIALS.........................................................................................................................11 4.09 SWIMMING POOLS.......................................................................................................................12 4.10 SLOPES ........................................................................................................................................12 4.11 FOUNDATIONS.............................................................................................................................13 4.12 CONCRETE SLABS ON GRADE AND MISCELLANEOUS FLAT WORK.............................................13 4.13 PREWETFING RECOMMENDATION ..............................................................................................15 4.14 CORROSWITY .............................................................................................................................. 15 4.15 RETAINING WALLS .....................................................................................................................15 4.16 FOUNDATION SETBACKS.............................................................................................................17 4.17 PAVEMENT DESIGN ..................................................................................................................... 17 4.17.1 ASPHALT CONCRETE ............................................................................................................... 17 4.17.2 PORTLAND CEMENT CONCRETE.............................................................................................18 4.18 CONSTRUCTION CONSIDERATIONS .............................................................................................18 4.18.1 MOISTURE SENSITIVE SOILS/WEATHER RELATED CONCERJSIS ................................................. 18 6295 Fenis Square, Suite C Page ii of ffl San Diego, CA 92121 IiI t (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 4.18.2 DRAINAGEAND GROUNDWATER CONSIDERATIONS ................................................................ 19 4.18.4 UTILITY TRENCHES ................................................................... . ............................................. 21 4.18.5 SITEDRAINAGE ...................................................................................................................... 22 4.19 GEOTECHNICAL OBSERVATION/TESTING OF EARTHWORK OPERATIONS ..................................22 5.00 LIMITATIONS ........................................................................................................................... 23 ATTACHMENTS: Figure 1 - Proposed Development Plan Figure 2— Rough Topo Map Figure 3 - Geologic Cross Section (A-A') Figure 4— Geologic Cross Section (B-B') Figure 5— Geologic Cross Section (C-C') Figure 6— Geologic Cross Section (D-D') Figure 7— Geologic Cross Section (E-E') Figure 8— Retaining Wall Drainage Detail Appendix A - References Appendix B - Field Exploration Program Appendix C - Laboratory Test Procedures Appendix D - Standard Earthwork and Grading Specifications A 6295 Fcnis Square, Suite C Page iii of lii San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 1.00 INTRODUCTION In accordance with your request and authorization, MTGL, Inc. has completed a Geotechnical Investigation for the subject site. The following report presents a summary of our findings, conclusions and recommendations based on our investigation, laboratory testing, and engineering analysis. 1.01 Planned Construction It is our understanding that the Phase III Project will include construction of a total of six villa buildings that range from two to four stories, two four-story hotel buildings, a one-story restaurant/lobby/meeting building, two one-story maintenance/back of hotel buildings, and a potential two-story parking garage. Other improvements at the site are to include automobile parking, concrete hardscape, swimming pool, and associated underground utilities. The proposed development is shown on the Proposed Development Plan, Figure 1. 1.02 ScoDeofWork The scope of our geotechnical services included the following: Review of geologic, seismic, ground water and geotechnical literature. Logging, sampling and backfilling of 13 exploratory borings drilled with an 8-inch diameter hollow stem auger drill rig to a maximum depth of 51 Y2 feet below existing grades and 19 exploratory test pits with a mini-excavator to a maximum depth of 10 feet below existing grade. Appendix B presents a summary of the field exploration program. Laboratory testing of representative samples (See Appendix Q. Geotechnical engineering review of data and engineering recommendations. Preparation of this report summarizing our findings and presenting our conclusions and recommendations for the proposed construction. 1.03 Site DescriDtion The project is located along Grand Pacific Drive, south of Cannon Road, in Carlsbad, California. The Proposed Development Plan, Figure 1, shows the site and proposed development layout. The site is bordered on the north by Cannon Road, on the west by undeveloped land, on the south by previous development within the Grand Pacific Resorts, and on the east descending slopes. Grand Pacific Drive runs through the site in a north-south direction. A 6295 Fenis Square, Suite C Page 1 of 23 r San Diego, CA 92121 ____________ (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A1 1 Carlsbad, California MTGL Log No. 15-1063 Portions of the site were part of previous grading activities which created relatively level pads graded so that sheet flow would take rainwater to a detention basin. Portions of the site are being used as agricultural fields growing flowers while the remainder of the site is barren. There is a large stockpile of soil on the northeastern portion of the development. The stockpile of materials is from previous grading activities within the entire Marbrisa Grand Resorts development. Figure 2, Rough Topo Map, was generated using the 'As-Built' conditions following the previous grading activities. Figure 2 does not accurately represent the topography of the entire site since it does not show the stockpile of the soil that was generated from previous grading activities. 1.04 Field Investigation Prior to the field investigation, a site reconnaissance was performed by an engineer from our office to mark the boring and test pit locations, as shown on the Proposed Development Plan, and to evaluate the borings and test pits exploration locations with respect to obvious subsurface structures and access for the drilling rig. Underground Service Alert was then notified of the marked location for utility clearance. Our subsurface investigation consisted of drilling test borings utilizing a truck mounted drill rig equipped with an 8-inch diameter hollow stem auger and excavating test pits with a track mounted mini-excavator. See Appendix B for further discussion of the field exploration including logs of test borings and test pits. Borings were logged and sampled using Modified California Ring (Ring) and Standard Penetration Test (SPT) samplers at selected depth intervals. Samplers were driven into the bottom of the boring with successive drops of a 140-pound weight falling 30 inches. Blows required driving the last 12 inches of the 18-inch Ring and SPT samplers are shown on the boring logs in the "blows/foot" column (Appendix B). SPT was performed in the borings in general accordance with the American Standard Testing Method (ASTM) D1586 Standard Test Method. Representative bulk soil samples were also obtained from our borings and test pits. Each soil sample collected was inspected and described in general conformance with the Unified Soil Classification System (USCS). The soil descriptions were entered on the boring logs. All samples were sealed and packaged for transportation to our laboratory. A 6295 Penis Square, Suite C Page 2 of 23 San Diego, CA 92121 (858) 537.3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 1.05 Laboratory Testing Laboratory tests were performed on representative samples to verify the field classification of the recovered samples and to determine the geotechnical properties of the subsurface materials. All laboratory tests were performed in general conformance with ASTM or State of California Standard Methods. The results of our laboratory tests are presented in Appendix C of this report. 6295 Fenis Square, Suite C _____ San Diego, CA 92121 Page 3 of 23 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 2.00 FINDINGS 2.01 REGIONAL GEOLOGIC CONDITIONS The site is located in the coastal portion of the Peninsular Range Province of California. This area of the Peninsular Range Province has undergone several episodes of marine inundation and subsequent marine regression throughout the last 54 million years, which has resulted in the deposition of a thick sequence of marine and nonmarine sedimentary rocks on the basement rock of the Southern California Batholith. Gradual emergence of the region from the sea occurred in Pleistocene time, and numerous wave-cut platforms, most of which were covered by relatively 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 Quaternary times, resulted in the rolling hills, mesas, and deeply incised canyons which characterize the landforms in the general site vicinity today. 2.02 SITE GEOLOGIC CONDITIONS As observed during this investigation, and our review of geotechnical maps, the site is underlain at depth by Quaternary-aged Old Paralic Deposits, Unit 2-4 Undivided (Qop) and Tertiary-aged Santiago Formation (Tsa). Previously placed engineered fill materials were encountered above the formational materials. Logs of the subsurface conditions encountered in our borings are provided in Appendix B. Generalized descriptions of the materials encountered during this investigation are presented below. Geologic Cross Sections are shown on Figures 3 thru 7. The Geologic Cross Sections were prepared using the information obtained from the Rough Topo Map, Figure 2. Previously placed fill soils were encountered in all borings and test pits, except for Test Pit numbers 1 and 13, and extended up to 15V2 feet below existing grade. As observed in our borings and test pits, the fill materials consisted of Silty Sand (SM), Clayey Sand (SC), Sandy Clay (CL), and Sandy Fat Clay (CH). The fills ranged in color from brown, reddish brown, and yellowish brown. In general, the sands were fine to coarse grained, loose to medium dense and the clays were medium plasticity and were firm to hard. Some organics and gravels were encountered in the fills. Quaternary-aged Old Paralic Deposits, Unit 2-4 Undivided (QoP24) [formerly Terrace Deposits] was encountered in all the borings and test pits at depths that ranged from existing ground surface to 35 feet below existing grade. As observed in our explorations, the Old Paralic Deposits consisted of, Silty Sandstone 'SM', Poorly Graded Sandstone with Silt 'SP-SM', Sandy Claystone 'CL', and Claystone 'CL'. Colors ranged from reddish brown, dark brown, light brown, orangish brown, 6295 Fcnis Square, Suite C Page 4 of 23 ______ San Diego, CA 92121 _____________ (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A 1 1 Carlsbad, California MTGL Log No. 15-1063 yellowish brown, reddish brown with black, and gray. The sandy materials were fine to coarse grained, moist, and moderately cemented. The clayey materials encountered were medium plasticity, moist, and moderately indurated. In general, the Old Paralic Deposits are considered suitable for support of structural loading in their current condition. Tertiary-aged Santiago Formation was encountered throughout the site below the Old Paralic Deposits. The Santiago Formation material encountered consisted of Silty Sandstone 'SM', Poorly Graded Sandstone 'SP', Poorly Graded Sandstone with Silt 'SP-SM', Siltstone 'ML', Claystone 'CL', and Fat Claystone 'CH'. The sandy materials were light reddish brown, light gray, light brown, yellowish brown, fine to medium grained, moist, and moderately cemented. The siltstone materials encountered were observed to be light organish brown and gray, non-plastic, moist, and moderately cemented. The claystones encountered were gray, medium to high plasticity, moist, and moderately to strongly indurated. The Santiago Formation material is expected to underlie Old Paralic Deposits. In general, the sandy materials of the Santiago Formation are considered suitable for support of structural loading in their current condition; however, there are highly expansive clayey portions of the formation that require special handling during construction. 2.03 Groundwater Conditions Groundwater was encountered in one boring, Boring B-i, at a depth of 41 feet below existing grade. It should be recognized that excessive irrigation, or changes in rainfall or site drainage could produce seepage or locally perched groundwater conditions within the soil underlying the site. 2.04 Faulting and Seismicity Active earthquake faults are very significant geologic hazards to development in California. Active faults are those which have undergone displacement within the last approximately 11,000 years. Potentially active faults show evidence of displacement within the last approximately 1.6 million years. The site is not located within an Alquist-Priolo Earthquake Fault Zone and there are no known active faults mapped through the site, therefore, surface rupture of an active fault is not considered to be a significant geologic hazard at the site. Potential seismic hazards at the site are anticipated to be the result of ground shaking from seismic events on distant active faults. The nearest known active fault is the Rose Canyon fault zone, which is located about 5.0 miles west of the site. A number of other significant faults also occur in the San Diego metropolitan area suggesting that the regional faulting pattern is very complex. Faults such as those offshore are known to be active and any could cause a damaging earthquake. Other active 6295 Fenis Square, Suite C Page 5of23 San Diego, CA 92121 I 'jjft (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A 1 1 Carlsbad, California MTGL Log No. 15-1063 faults within the region include the Coronado Banks fault zone, approximately 21.0 miles southwest of the site, and the Elsinore fault zone, approximately 22.6 miles northeast of the site. The San Diego metropolitan area has experienced some major earthquakes in the past, and will likely experience future major earthquakes. 2.05 LIQUEFACTION POTENTIAL Liquefaction is a phenomenon where earthquake induced ground vibrations increase the pore pressure in saturated, granular soils until it is equal to the confining, overburden pressure. When this occurs, the soil can completely lose its shear strength and become liquefied. The possibility of liquefaction is dependent upon grain size, relative density, confining pressure, saturation of the soils, and strength of the ground motion and duration of ground shaking. In order for liquefaction to occur three criteria must be met: underlying loose, coarse-grained (sandy) soils, a groundwater depth of less than about 50 feet and a nearby large magnitude earthquake. Given the relatively dense nature of the subsurface soils, and the absence of a groundwater table, the potential for liquefaction at the site is considered to be negligible. 2.06 LANDSLIDES Evidence of ancient landslides was not found at the subject site. Recommendations are provided in the following sections of the report which will help to reduce the potential for future slope instabilities. 2.07 TsUNAMI AND SEICHE HAZARD The site is not located within an area mapped by the California Geological Survey as subject to inundation by tsunami. Given the location of the site at an elevation of over 200 feet MSL, within a densely developed area, the inundation hazard posed by tsunami is considered to be low. Seiches are not considered to be a hazard due the absence of above-ground tanks or reservoirs located immediately up gradient from the site. Arrrm 6295 Fcrtis Square, Suite C Page 6 of 23 San Diego, CA 92121 AMEMILIP (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 3.00 CONCLUSIONS 3.01 GENERAL CONCLUSIONS Given the findings of the investigation, it appears that the site geology is suitable for the proposed construction. Based on the investigation, it is our opinion that the proposed development is safe against landslides and settlement provided the recommendations presented in our report are incorporated into the design and construction of the project. Grading and construction of the proposed project will not adversely affect the geologic stability of adjacent properties. The nature and extent of the investigation conducted for the purposes of this declaration are, in our opinion, in conformance with generally accepted practice in this area. Therefore, the proposed project appears to be feasible from a geologic standpoint. There appears to be no significant geologic constraint onsite that cannot be mitigated by proper planning, design, and sound construction practices. Specific conclusions pertaining to geologic conditions are summarized below: Due to proximity of the site to regional active and potentially active faults, the site could experience moderate to high levels of ground shaking from regional seismic events within the projected life of the building. A design performed in accordance with the current California Building Code and the seismic design parameters of the Structural Engineers Association of California is expected to satisfactorily mitigate the effects of future ground shaking. The potential for active (on-site) faulting is considered low. The potential for liquefaction during strong ground motion is considered low. / The potential for landslides to occur is considered low if the remedial recommendations presented herein are incorporated. The on-site fill materials are considered not suitable for structural support in their present condition. Recommendations are presented in the following sections for remedial grading at the site. The proposed structures may be supported by a conventional shallow foundation system if the undocumented fill materials are mitigated as recommended. 3.02 EARTHqUAKE ACCELERATIONS \ CBC SEISMIC PARAMETERS The 2013 California Building Code seismic design parameters were obtained from the USGS website using a project location of latitude 33.13° North and a longitude of 117.31° West. Based upon the anticipated grading requirements at the site a Site Class D was used for the project. The 2013 Seismic Design Parameters are presented below: A 6295 Fcnis Square, Suite C Page 7 of 23 AI San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 Ground Motion Parameter Value S5 1.119g Si 0.431g Site Class - D SMS 1.178g SMI 0.676g SDS 0.785g SDI 0.450g 3.03 EXPANSION POTENTiAL Highly expansive claystone materials were encountered within the Santiago Formation. The claystone observed had an Expansion Index of 233. These materials are not considered suitable for support of any new loads. Recommendations are provided in this report for mitigation of these highly expansive clayey materials. Other clayey materials were encountered within the fill and Old Paralic Deposits and are considered to have a very low to medium expansion potential (Expansion Index of 0 to 71). The on-site fill soil could be used for structural support but structural design criteria should be taken into consideration for the on-site soil's medium expansion potential. - - A 6295 Ferris Square, Suite C Page 8of23 - ____ San Diego, CA92I2I (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 4.00 RECOMMENDATIONS Our recommendations are considered minimum and may be superseded by more conservative requirements of the architect, structural engineer, building code, or governing agencies. The foundation recommendations are based on the expansion index and shear strength of the onsite soils. Import soils, if necessary should have a very low expansion potential (Expansion Index less than 20) and should be approved by the Geotechnical Engineer prior to importing to the site. In addition to the recommendations in this section, additional general earthwork and grading specifications are included in Appendix D. 4.01 EXCAVATION CHARACTERISTICS/SHRINKAGE Our exploratory borings were advanced with little difficulty within the fill soils and no oversize materials were encountered in our subsurface investigation. Our exploratory borings were advanced with some effort within the moderately cemented formational materials. Accordingly we expect that all earth materials will be rippable with conventional heavy duty grading equipment with experienced operations and that oversized materials are not expected. Shrinkage is the decrease in volume of soil upon removal and recompaction expressed as a percentage of the original in-place volume, which will account for changes in earth volumes that will occur during grading. Bulking is the increase in volume of soil upon removal recompaction expressed as a percentage of the original in-place volume. Our estimate for shrinkage of the onsite fill soils are expected to range from 5 to 10 percent. Our estimate for bulking of the formational materials is estimated to range from 5 to 10 percent. It should be noted that bulking and shrinkage potential can vary considerably based on the variability of the in-situ densities of the materials in question. 4.02 SEULEMENT CONSIDERATIONS Based on the proposed grading recommendations, we anticipate that properly designed and constructed foundations that are supported on compacted fill materials will experience a total static settlement of up to 1.0 inch with differential settlements of /2 an inch. As a minimum, structures supported by shallow conventional foundations should be designed to accommodate a total settlement of at least 1.0 inch with differential settlements of '/2 an inch over a horizontal distance of 40 feet. A 6295 Fenis Square, Suite C Page 9 of 23 _____ San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A1 1 Carlsbad, California MTGL Log No. 15-1063 4.03 SITE CLEARING RECOMMENDATIONS All surface vegetation, trash, debris, asphalt concrete, portland cement concrete and underground pipes should be cleared and removed from the proposed construction site. Underground facilities such as utilities may exist at the site. Depressions resulting from the removal of foundations of existing buildings, buried obstructions and/or tree roots should be backfilled with properly compacted material. All organics, debris, trash and topsoil should be removed from the grading area and hauled offsite. 4.04 SITE GRADING RECOMMENDATIONS - STRUCTURES Remedial grading for new buildings at the site should include removal of all previously placed fills to expose undisturbed formational materials (Old Paralic Deposits, Unit 2-4, Undivided or Santiago Formation). Based on information from the borings and test pits, removals may extend to about 15Y2 feet below existing grade. The bottom of the removals should then be evaluated by the geotechnical engineer or geologist to see if further remedial grading is warranted. Once formational materials have been exposed and approved, the undocumented fill materials (with an expansion index of less than 50 and with no deleterious materials) may be placed as compacted fill. Prior to fill placement, the exposed excavation bottom should be scarified to a depth of 8 to 12 inches, moisture conditioned and re-compacted. The materials should be compacted to at least 90 percent of the maximum dry density as determined by ASTM Test Method D1557 at a moisture content that is slightly above optimum moisture content. Fill materials placed at a depth greater than 30 feet below finished grade should be compacted to a minimum of 95 percent of the maximum dry density. The highly expansive claystone materials of the Santiago Formation should not underlie new structures. Based on the information from the field investigation, the expansive clayey materials appear to underlie the main 4-story hotel building. Remedial grading should include complete removal of all expansive claystone materials beneath the structure. The claystone materials should be properly disposed of off-site. The lateral extent of the removals should extend from the building footprint a distance equal to the distance measured from finish grade elevation to the bottom of the removals, but should not be less than 10 feet. 6295 Fenis Square, Suite C Page 10 of 23 _____ San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A1 1 Carlsbad, California MTGL Log No. 15-1063 4.05 SITE GRADING RECOMMENDATIONS - CUT/FILL TRANSITION After remedial grading to remove all previously placed fill materials and highly expansive clayey materials have been performed, there is a potential within the individual building footprints to have a transition where footings rest both on undisturbed formational materials and compacted fill. This 'cut/fill' transition could result in adverse differential settlement. To mitigate the cut/fill transition we recommend that the formational deposits within the cut portion of the building pad be over- excavated to a depth equal to one-half of the maximum fill depth (but not less than 3 feet) of the fill portion of the building pad. The depths are those measured from the bottom of the proposed footings. The over-excavated cut soils may then be placed as compacted fill. The purpose of the cut/fill mitigation is to provide a uniform fill of at least 3 feet mat beneath all of the footings. 4.06 SITE GRADING RECOMMENDATIONS - HARDSCAPE AND PAVEMENTS Remedial grading for new hardscape and pavement areas should include removal of all previously placed fills to expose undisturbed formational materials (Old Paralic Deposits, Unit 2-4, Undivided or Santiago Formation). Prior to re-compaction of soils, the exposed excavation bottom should be scarified to at least 8 to 12 inches, moisture conditioned, and compacted. The materials should be compacted to a minimum of 90 percent of the maximum density at a moisture content that is slightly above optimum. 4.07 COMPACTIoN REOUIREMENTS All fill materials should be compacted to at least 90 percent of maximum dry density as determined by ASTM Test Method D1557. Deep fill materials, those placed at a depth that is greater than 30 feet below finished grade, should be compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557. Fill materials should be placed in loose lifts, no greater than 8 inches prior to applying compactive effort. All engineered fill materials should be moisture-conditioned and processed as necessary to achieve a uniform moisture content that is slightly above optimum moisture content and within moisture limits required to achieve adequate bonding between lifts. 4.08 FILL MATERIALS Removed and/or over-excavated soils may be reused as engineered fill except for expansive soils (expansion index greater than 50) and soils containing detrimental amounts of organic material, trash and other debris. A 6295 Ferris Square, Suite C Page 11of23 San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A1 1 Carlsbad, California MTGL Log No. 15-1063 Imported materials shall be free from vegetable matter and other deleterious substances, shall not contain rocks or lumps of a greater dimension than 4 inches, shall have an expansion index of less than 20, and shall be approved by the geotechnical consultant. Soils of poor gradation, expansion, or strength properties shall be placed in areas designated by the geotechnical consultant or shall be removed off-site. 4.09 SWIMMING POOLS Remedial grading for swimming pools should include removal off all previously placed fills to expose undisturbed formational materials (Old Paralic Deposits, Unit 2-4, Undivided or Santiago Formation). The over-excavation should extend a minimum of five feet laterally from the swimming pool footprint. The exposed excavation bottom should be scarified to at least 8 to 12 inches, moisture conditioned, and compacted to a minimum of 90 percent of the maximum dry density at a moisture content that is slightly above optimum. The excavated soils may then be placed as compacted fill. Soils to be placed within five feet of planned swimming pool bottoms should have a low expansion potential, expansion index less than 20. The low expansion potential should extend a minimum of five feet beyond pool footprint. 4.10 SLOPES Grading at the site will include construction of a variety of minor fill slopes. We recommend that slopes be inclined no steeper than 2:1 (horizontal to vertical). Fills over sloping ground should be constructed entirely on prepared bedrock. In areas where the existing ground surface slopes at more than a 5:1 gradient, it should be benched to produce a level area to receive the fill. Benches should be wide enough to provide complete coverage by the compaction equipment during fill placement. Slopes constructed at 2:1 or flatter should be stable with regard to deep seated failure with a factor of safety greater than 1.5, which is the generally accepted safety factor. However, all slopes are susceptible to surficial slope failure and erosion, given substantial wetting of the slope face. Surficial slope stability may be enhanced by providing proper site drainage. The site should be graded so that water from the surrounding areas is not able to flow over the top of the slopes. Diversion structures should be provided where necessary. Surface runoff should be confined to gunite-lined swales or other appropriate devises to reduce the potential for erosion. It is recommended that slopes be planted with vegetation that will increase their stability. Ice plant is generally not recommended. A 6295 Fenis Square, Suite C Page 12 of 23 ____ San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A 1 1 Carlsbad, California MTGL Log No. 15-1063 4.11 FOUNDATIONS The recommendations and design criteria are "minimum" in keeping with the current standard-of- practice. They do not preclude more restrictive criteria by the governing agency or structural considerations. The project structural engineer should evaluate the foundation configurations and reinforcement requirements for actual structural loadings. The foundation design parameters assumes that remedial grading is conducted as recommended in this report, and that all the buildings are underlain by a relatively uniform depth of compacted fill with a low to medium expansion potential. Note that expansion index testing should be conducted on the individual building pads during finish grading in order to confirm this assumption. Conventional shallow foundations are considered suitable for support of the proposed structures provided that remedial grading to remove undocumented fill materials and mitigation of cut/fill transitions are performed. Allowable Soil Bearing: 3,000 lbs/& (allow a one-third increase for short-term wind or seismic loads). The allowable soil bearing may be increase 500 lbs/& for every 12-inch increase in depth above the minimum footing depth and 250 lbs/ft2 for every 12-inch increase in width above the minimum footing width. The bearing value may not exceed 6,000 lbs/ft2 Minimum Footing Width: 24 inches Minimum Footing Depth: 24 inches below lowest adjacent soil grade Coefficient of Friction: 0.33 Passive Pressure: 350 psf per foot of depth. Passive pressure and the friction of resistance could be combined without reduction 4.12 CONCRETE SLABS ON GRADE AND MISCELLANEOUS FLATWORK Interior slab-on-grade should be designed for the actual applied loading conditions expected. The structural engineer should size and reinforce slabs to support the expected loads utilizing accepted methods of concrete design, such as those provided by the Portland Cement Association or the American Concrete Institute. A modulus of subgrade reaction of 150 pounds per cubic inch (pci) could be utilized in design. Based on geotechnical consideration, interior slab for conventional slab- on-grade design should be a minimum of 5 inches and should be reinforced with at least No. 4 bars on 18 centers, each way. Actual reinforcement should be designed by the project structural engineer A 6295 Ferris Square, Suite C Page 13 of 23 _____ San Diego, CA 92121 (858) 537.3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 based upon medium expansion potential. Structural slabs should be designed by the structural engineer and should span from foundation supports. Concrete slabs constructed on soil ultimately cause the moisture content to rise in the underlying soil. This results from continued capillary rise and the termination of normal evapotranspiration. Because normal concrete is permeable, the moisture will eventually penetrate the slab. Excessive moisture may cause mildewed carpets, lifting or discoloration of floor tiles, or similar problems. To decrease the likelihood of problems related to damp slabs, suitable moisture protection measures should be used where moisture sensitive floor coverings, moisture sensitive equipment, or other factors warrant. A commonly used moisture protection in southern California consists of about 2 inches of clean sand covered by at least 10 mil plastic sheeting. In addition, 2 inches of clean sand are placed over the plastic to decrease concrete curing problems associated with placing concrete directly on an impermeable membrane. However, it has been our experience that such systems will transmit from approximately 6 to 12 pounds of moisture per 1,000 square feet per day. This may be excessive for some applications, particularly for sheet vinyl, wood flooring, vinyl tiles, or carpeting with impermeable backing that use water soluble adhesives. If additional moisture protection is needed, then a Stego Wrap moisture barrier, or equivalent, may be used in lieu of 10 mil plastic sheeting. The Stego Wrap should be installed per the manufacturers' recommendations. Concrete is a rigid brittle material that can withstand very little strain before cracking. Concrete, particularly exterior hardscape is subject to dimensional changes due to variations in moisture of the concrete, variations in temperature and applied loads. It is not possible to eliminate the potential for cracking in concrete; however, cracking can be controlled by use of joints and reinforcing. Joints provide a pre-selected location for concrete to crack along and release strain and reinforcement provides for closely spaced numerous cracks in lieu of few larger visible cracks. Crack control joints should have a maximum spacing of 5 feet for sidewalks and 10 feet each way for slabs. Differential movement between buildings and exterior slabs, or between sidewalks and curbs may be decreased by doweling the slab into the foundation or curb. Exterior concrete slabs on the expansive site soils may experience some movement and cracking. Exterior slabs should be at least 4 inches thick and should be reinforce with at least 6x6, W2.9/W2.9 welded wire fabric or No. 4 bars spaced at 18 inches on center, each way, supported firmly at mid- height of the slab. 6295 Fen-is Square, Suite C Page 14 of 23 _____ San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A1 1 Carlsbad, California MTGL Log No. 15-1063 4.13 PREWETFING RECOMMENDATION The soils underlying the slab-on-grade should be brought to a minimum of 2% and a maximum of 4% above their optimum moisture content for a depth of 12 inches prior to the placement of concrete. The geotechnical consultant should perform insitu moisture tests to verify that the appropriate moisture content has been achieved a maximum of 24 hours prior to the placement of concrete or moisture barriers. 4.14 Corrosivity Corrosion series tests consisting of pH, soluble sulfates, soluble chlorides, and minimum resistivity were performed on selected samples of the on-site soils. Soluble sulfate levels for the on-site fill soils indicate a negligible sulfate exposure for concrete structure. As such, no special considerations are required for concrete placed in contact with the on-site soils. However, it is recommended that Type II cement to be used for all concrete. Based on the soluble chloride levels the on-site soils have a degree of corrosivity to metals that is negligible. Based on the pH and Resistivity, the on-site soils have a degree of corrosivity to ferrous metals that is moderately corrosive. The actual corrosive potential is determined by many factors in addition to those presented herein. MTGL, Inc. does not practice corrosion engineering. Underground metal conduits in contact with the soil need to be protected. We recommend that a corrosion engineer be consulted. 4.15 RETAINING WALLS Embedded structural walls should be designed for lateral earth pressures exerted on the walls. The magnitude of these earth pressures will depend on the amount of deformation that the wall can yield under the load. If the wall can yield sufficiently to mobilize the full shear strength of the soils, it may be designed for the active condition. If the wall cannot yield under the applied load, then the shear strength of the soil cannot be mobilized and the earth pressures will be higher. These walls such as basement walls and swimming pools should be designed for the at rest condition. If a structure moves towards the retained soils, the resulting resistance developed by the soil will be the passive resistance. For design purposes, the recommended equivalent fluid pressure for each case for walls constructed above the static groundwater table, backfilled with low expansive soils, and where remedial grading has been performed is provided below. Retaining wall backfill should be compacted to at least 90% A 6295 Ferris Square, Suite C Page 15 of 23 A San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A1 1 Carlsbad, California MTGL Log No. 15-1063 relative compaction based on the maximum density defined by ASTM D1557. Retaining structures may be designed to resist the following lateral earth pressures. Allowable Bearing Pressure - 3,000 psf Coefficient of Friction (Soil to Footing) - 0.33 Passive Earth Pressure - equivalent fluid weight of 300 pcf (Maximum of 2,000 pcf) At rest lateral earth pressure - 60 pcf Active Earth Pressures - equivalent fluid weights: Slope of Retained Material Equivalent Fluid Weight (pcD Level 40 - 2:1 (H:V) 55 It is recommended that all retaining wall footings be embedded at least 24 inches below the lowest adjacent finish grade. In addition, the wall footings should be designed and reinforced as required for structural considerations. Lateral resistance parameters provided above are ultimate values. Therefore, a suitable factor of safety should be applied to these values for design purposes. The appropriate factor of safety will depend on the design condition and should be determined by the project Structural Engineer. If any super-imposed loads are anticipated, this office should be notified so that appropriate recommendations for earth pressures may be provided. Retaining structures should be drained to prevent the accumulation of subsurface water behind the walls. Back drains should be installed behind all retaining walls exceeding 3.0 feet in height. A typical detail for retaining wall back drains is presented as Figure 8. All back drains should be outlet to suitable drainage devices. Walls and portions thereof that retain soil and enclose interior spaces and floors below grade should be waterproofed and damp-proofed in accordance with the 2013 CBC. - For retaining walls exceeding 6 feet in height we recommend that a seismic retaining wall design be conducted by the structural engineer. For seismic design we used a peak site acceleration of 0.45g calculated from the modified seismic design parameters (Ss/2.5). For a retained wall condition, such , as the planned basement levels, we recommend a seismic load of 18H be used for design. The A 6295 Fenis Square, Suite C Page 16 of 23 A San Diego, CA 92121 (858) 537-3999 4 Marbrisa Resorts - Phase Ill - Geotechnical Investigation MTGL Project No. 1916A1 1 Carlsbad, California MTGL Log No. 15-1063 seismic load is dependent of the retained wall height where H is the height of the wall, in feet, and the calculated triangular loads result in pounds per square foot exerted at the base of the wall and zero at the top of the wall. 4.16 FOUNDATION SETBACKS As a minimum, structural foundations should be setback from any descending slope at least 8 feet. Screen-wall foundations should have a minimum setback of 5 feet. The setback should be measured horizontally from the bottom outside edge of the footing to the slope face. The horizontal setback can be reduced by deepening the foundation to achieve the recommended setback distance projected from the footing bottom to the slope face. It should be recognized that the outer few feet of all slopes are susceptible to gradual down-slope movements due to slope creep. This will affect hardscape such as concrete slabs. We recommend that settlement sensitive structures, including concrete slabs, not be constructed within 5 feet of the slope top without a specific review by the geotechnical consultant. Utility trenches, swimming pools, and biorentention basins that are adjacent to foundations should not extend into the footing influence zone defined as the area within a line projected at a 1:1 (horizontal to vertical) drawn from the bottom edge of the footing. 4.17 PAVEMENT DESIGN Alternatives for asphalt or Portland cement concrete pavements are given below. Immediately prior to constructing pavement sections, the upper 12 inches of pavement subgrade should be scarified, brought to about optimum moisture content, and compacted to at least 95 percent of the maximum dry density as determined by ASTM D 1557. Aggregate base should also be compacted to at least 95 percent relative compaction. Aggregate base should conform to Caltrans Class II or Standard Specifications for Public Works Constructions (SSPWC), Section 200 for crushed aggregate base. Asphalt concrete should be compacted to at least 95 percent of the Hveem unit weight. Asphalt concrete should conform to SSPWC Section 400-4. 4.17.1 ASPHALT CONCRETE Asphalt concrete pavement design was conducted in general accordance with Caltrans Design Method (Topic 608.4). Two traffic types are anticipated at the site. These include areas of light traffic and passenger car parking (Traffic Index of 4.5), and access and truck routes (Traffic Index of 6.0). The project civil engineer should review these anticipated traffic levels to A 6295 Fenis Square, Suite C Page 17 of 23 _____ San Diego, CA92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A1 1 Carlsbad, California MTGL Log No. 15-1063 determine if they are appropriate. Laboratory R-Value tests on the site soils indicate an R-Value range of 20 to 64. For preliminary pavement design, an R-value of 20 was used. R-Value confirmation and final pavement design should be performed on the finished soils within the pavement areas. The following pavement sections would apply based on the Caltrans Design Method. Traffic Index Asphalt Thickness Base Thickness 4.5 3 inches 6 inches 6.0 4 inches 9 inches 4.17.2 PORTLAND CEMENT CONCRETE Concrete pavement design was conducted in accordance with the simplified design procedure of the Portland Cement Association. This methodology is based on a 20 year design lift. For design, it was assumed that aggregate interlock would be used for load transfer across control joints. Laboratory R-Value tests indicate that the subgrade materials will provide a 'low' subgrade support. Based on these assumptions, we recommend that the pavement section consist of 6 inches of Portland cement concrete over native subgrade. This PCC section is applicable for both truck traffic areas and passenger car parking areas. Crack control joints should be constructed for all PCC pavements on a maximum of 10 foot centers, each way. Concentrated truck traffic areas, such as trash truck aprons, should be reinforced with at least No.4 bars on 18-inch centers, each way. 4.18 CONSTRUCTION CONSIDERATIONS 4.18.1 MOISTURE SENSITIVE SOILS/WEATHER RELATED CONCERNS The upper soils encountered at this site may be sensitive to disturbances caused by construction traffic and to changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and its support capabilities. In addition, soils that become excessively wet may be slow to dry and thus significantly delay the progress of the grading operations. Therefore, it will be advantageous to perform earthwork and foundation construction activities during the dry season. Much of the on-site soils may be susceptible to erosion during periods of inclement weather. As a result, the project Civil Engineer/Architect and Grading Contractor should take appropriate precautions to reduce the potential for erosion during and after construction. A 6295 Ferris Square, Suite C Page 18 of 23 ____ San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 4.18.2 DRAINAGE AND GROUNDWATER CONSIDERATIONS Groundwater was encountered in Boring B-i at a depth of approximately 41 feet below existing grade. It should be noted, however, that variations in the ground water table may result from fluctuation in the ground surface topography, subsurface stratification, precipitation, irrigation, and other factors that may not have been evident at the time of our exploration. Seepage sometimes occurs where relatively impermeable and/or cemented formational materials are overlain by fill soils. We should be consulted to evaluate areas of seepage during construction. Water should not be allowed to collect in the foundation excavation, on floor slab areas, or on prepared subgrades of the construction area either during or after construction. Undercut or excavated areas should be sloped to facilitate removal of any collected rainwater, groundwater, or surface runoff. Positive site drainage should be provided to reduce infiltration of surface water around the perimeter of the building and beneath the floor slabs. The grades should be sloped away from the building and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the building. 4.18.3 TEMPORARY EXCAVATIONS AND SHORING Short term temporary excavations in existing soils may be safely made at an inclination of 1:1 (horizontal to vertical) or flatter. If vertical sidewalls are required in excavations greater than 3 feet in depth, the use of cantilevered or braced shoring is recommended. Excavations less than 3 feet in depth may be constructed with vertical sidewalls without shoring or shielding. Our recommendations for lateral earth pressures to be used in the design of cantilevered and/or braced shoring are presented below. These values incorporate a uniform lateral pressure of 72 psf to provide for the normal construction loads imposed by vehicles, equipment, materials, and workmen on the surface adjacent to the trench excavation. However, if vehicles, equipment, materials, etc. are kept a minimum distance equal to the height of the excavation away from the edge of the excavation, this surcharge load need not be applied. 6295 Penis Square, Suite C Page 19of23 A San Diego, CA92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 O.2H OH P- = 25 H psf 72 DO— P. Total = 72 psf+ 25 H psf P3OHpsf P. Total = 72 psI, 30 H psf SHORING DESIGN: LATERAL SHORING PRESSURES Design of the shield struts should be based on a value of 0.65 times the indicated pressure, Pa, for the approximate trench depth. The wales and sheeting can be designed for a value of 2/3 the design strut value. H1 TRUTS D (typ.) SHIELD 1sh (typ.) UNDISTURBED SOIL — Pa = 30 H5, psf HEIGHT OF SHIELD, HSh =DEPTH OF TRENCH, D , MINUS DEPTH OF SLOPE, H1 TYPICAL SHORING DETAIL Placement of the shield may be made after the excavation is completed or driven down as the material is excavated from inside of the shield. If placed after the excavation, some over- excavation may be required to allow for the shield width and advancement of the shield. The shield may be placed at either the top or the bottom of the pipe zone. Due to the anticipated thinness of the shield walls, removal of the shield after construction should have negligible effects on the load factor of pipes. Shields may be successively placed with conventional trenching equipment. A 6295 Ferris Square, Suite C Page 20 of 23 A San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 Vehicles, equipment, materials, etc. should be set back away from the edge of temporary excavations a minimum distance of 15 feet from the top edge of the excavation. Surface waters should be diverted away from temporary excavations and prevented from draining over the top of the excavation and down the slope face. During periods of heavy rain, the slope face should be protected with sandbags to prevent drainage over the edge of the slope, and a visqueen liner placed on the slope face to prevent erosion of the slope face. Periodic observations of the excavations should be made by the geotechnical consultant to verify that the soil conditions have not varied from those anticipated and to monitor the overall condition of the temporary excavations over time. If at any time during construction conditions are encountered which differ from those anticipated, the geotechnical consultant should be contacted and allowed to analyze the field conditions prior to commencing work within the excavation. All Cal/OSHA construction safety orders should be observed during all underground work. 4.18.4 UTILITY TRENCHES All Cal/OSHA construction safety orders should be observed during all underground work. All utility trench backfill within street right of way, utility easements, under or adjacent to sidewalks, driveways, or building pads should be observed and tested by the geotechnical consultant to verify proper compaction. Trenches excavated adjacent to foundations should not extend within the footing influence zone defined as the area within a line projected at a 1:1 (horizontal to vertical) drawn from the bottom edge of the footing. Trenches crossing perpendicular to foundations should be excavated and backfilled prior to the construction of the foundations. The excavations should be backfilled in the presence of the geotechnical engineer and tested to verify adequate compaction beneath the proposed footing. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least 1-foot over the pipe. The bedding materials shall consist of sand, gravel, crushed aggregate, or native, free draining soils with a sand equivalence of not less than 30. The bedding should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill shall be typical on-site soil or imported soil which should be placed in lifts not exceeding 8 inches in thickness, watered or aerated to near optimum moisture content, and mechanically compacted to at least 90% of maximum dry density (ASTM D1557). A 6295 Fenis Square, Suite C Page 21 of 23 _____ San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A1 1 Carlsbad, California MTGL Log No. 15-1063 4.18.5 SITE DRAINAGE The site should be drained to provide for positive drainage away from structures in accordance with the building code and applicable local requirements. Unpaved areas should slope no less than 2% away from structure. Paved areas should slope no less than 1% away from structures. Concentrated roof and surface drainage from the site should be collected in engineered, non- erosive drainage devices and conducted to a safe point of discharge. The site drainage should be designed by a civil engineer. 4.19 GEOTECHNICAL OBSERVATION/TESTING OF EARTHWORK OPERATIONS The recommendations provided in this report are based on preliminary design information and subsurface conditions as interpreted from the investigation. Our preliminary conclusion and recommendations should be reviewed and verified during site grading, and revised accordingly if exposed Geotechnical conditions vary from our preliminary findings and interpretations. The Geotechnical consultant should perform Geotechnical observation and testing during the following phases of grading and construction: During site grading and over-excavation. During foundation excavations and placement. Upon completion of retaining wall footing excavation prior to placing concrete. During excavation and backfilling of all utility trenches During processing and compaction of the subgrade for the access and parking areas and prior to construction of pavement sections. When any unusual or unexpected Geotechnical conditions are encountered during any phase of construction. A 6295 Fenis Square, Suite C Page 22 of 23 _____ San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 5.00 LIMITATIONS The findings, conclusions, and recommendations contained in this report are based on the site conditions as they existed at the time of our investigation, and further assume that the subsurface conditions encountered during our investigation are representative of conditions throughout the site. Should subsurface conditions be encountered during construction that are different from those described in this report, this office should be notified immediately so that our recommendations may be re-evaluated. This report was prepared for the exclusive use and benefit of the owner, architect, and engineer for evaluating the design of the project as it relates to geotechnical aspects. It should be made available to prospective contractors for information on factual data only, and not as a warranty of subsurface conditions included in this report. Our investigation was performed using the standard of care and level of skill ordinarily exercised under similar circumstances by reputable soil engineers and geologists currently practicing in this or similar localities. No warranty, express or implied, is made as to the conclusions and professional advice included in this report. This firm does not practice or consult in the field of safety engineering. We do not direct the Contractor's operations, and we are not responsible for their actions. The contractor will be solely and completely responsible for working conditions on the job site, including the safety of all persons and property during performance of the work. This responsibility will apply continuously and will not be limited to our normal hours of operation. The findings of this report are considered valid as of the present date. However, changes in the conditions of a site can occur with the passage of time, whether they are due to natural events or to human activities on this or adjacent sites. In addition, changes in applicable or appropriate codes and standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, this report may become invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and revision as changed conditions are identified. A 6295 Ferris Square, Suite C Page 23 of 23 _____ San Diego, CA 92121 (858) 537-3999 FIGURES '<B-2 t%B-1 \ CB-2\ *B-1 TP-1 _4B-1 TP-7 T-2 - . B3\ \ TP-6 S B-7T \ TP-4 1' B_6_ic TP-8 w-ie - - - B-9 TP-11 - B __B-lO CB 3' N 4 14 - H // _TP-lo TP-16 TP-14 CB-7 - -- TP-15 TP-13 - + TP- TO-19 A B-13 4 _B-12 - - LB-1-03 TP-17 KEY: + B-13 Boring Number and Approximate Location 1p19 Test Pit Number and Approximate Location 4.. Borings From Previous Investigations E E' I I Geologic Cross Section B' A' 6295 Ferris Square, Suite C San Diego, CA 92121 (858) 537-3999 PROPOSED DEVELOPMENT PLAN SCALE: 1" = 100' PROJECT NO. 1916A11 MTGL, INC LOG NO. 15-1063 REFERENCE: Prelim PH-4.pdf provided by Grand Pacific Resorts. FIGURE 1 X= V K ~rlrt~ lzw~ 1\01 SCALE: 1=100' REFERENCE: Grading Plans for: 'As-Built' Carlsbad Ranch Planning Area No. 5, Sheets 11, 12, 13, 15, 17, and 18(2006). 6295 Ferris Square, Suite C I San Diego, CA 92121 I (858) 5373999 I ROUGH TOPO MAP PROJECT NO. 1916A11 MTGL, INC LOG NO. 15-1063 FIGURE 2 1 S 5F Boring Number and ~ZE B-13 Approximate Location C1 Test Pit Number and TP-19 Approximate Location JR Borings From Previous Investigations E El foe Geologic Cross Section E5.8°N A 270' 260' 250' 240' 230' Cl) E C .- U) £.0 z 0 P 210' > W —J W 200' 190' 180' 170' 160' A' -270' -260' -250' -240' -230' M I— m -220' 0 z -210' . T\N :: -180' -170' -160' SCALE: 1"30' 2:1 VERTICAL EXAGGERATION GEOLOGIC CROSS-SECTIONS PROJECT NO. 1916A11 MTGL, INC LOG NO. 15-1063 FIGURE 3 KEY: Approximate location of geologic contact FILL Previously placed Fill ? (queried where uncertain) Qop24 Old Paralic Deposits, Unit 2-4, Undivided - Proposed Building Location Tsa Santiago Formation L_. CH High Expansive Fat Clay AA 6295 Ferris SquLre, Suite C San Diego, CA 92121 (858) 537-3999 Wei 240' 230' Cl) E U) U z 0 1 210' > W —J W 200' 170' 160' 170' 160' 260' 190' 180' E2.3°N SCALE: 1" = 30' 2:1 VERTICAL EXAGGERATION 250' 240' 230' M I— m 220' 0 z 210' R- 3 Cl, 200' A 6295 Ferris Square, Suite C San Diego, CA 92121 - (858) 537-3999 KEY: Approximate location of geologic contact - (queried where uncertain) Proposed Building Location FILL Previously placed Fill Qop24 Old Paralic Deposits, Unit 2-4, Undivided Tsa Santiago Formation CH High Expansive Fat Clay GEOLOGIC CROSS-SECTIONS PROJECT NO. 1916A11 MTGL, INC LOG NO. 15-1063 FIGURE 4 260' 250' 240' - 230' Cl) E C . - w ) u, 42) z 0 p: 210' > W —J U] 200' 190' 180' 170' 160' 260' 250' 240' 230' M I- 220' 210' R. 3 U) 200' 190' 180' 170' 160' S 28.3° E SCALE: 1" = 30' 2:1 VERTICAL EXAGGERATION 6295 Ferris Square, Suite C San Diego, CA 92121 (858) 537-3999 KEY: Approximate location of geologic contact (queried where uncertain) Proposed Building Location FILL Previously placed Fill Qop2.4 Old Paralic Deposits, Unit 2-4, Undivided Tsa Santiago Formation CH High Expansive Fat Clay GEOLOGIC CROSS-SECTIONS - PROJECT NO. 1916A11 MTGL, INC LOG NO. 15-1063 FIGURE 5 D' 240' D 240' 230' 230' 220' 220' 210' 210' 200' M I— m 190' .0 z 180' 9D. 3 Cl) 170' 200' W. E C - 190' ID z 0 R 180' —J W 170' 160' 160' 150' 150' 140' 140' 130' 130' KEY: Approximate location of geologic contact (queried where uncertain) Proposed Building Location 6295 Ferris Square, Suite C San Diego, CA 92121 (858) 537-3999 SCALE: 1=30' 2:1 VERTICAL EXAGGERATION GEOLOGIC CROSS-SECTIONS PROJECT NO. 1916A11 MTGL, INC LOG NO. 15-1063 FIGURE 6 FILL Previously placed Fill Qop24 Old Paralic Deposits, Unit 2-4, Undivided Tsa Santiago Formation CH High Expansive Fat Clay S24.4°E FILL Previously placed Fill Qop24 Old Paralic Deposits, Unit 2-4, Undivided Tsa Santiago Formation 47a, San Diego, CA 92121 6295 Ferris Square, Suite C CH High Expansive Fat Clay (858) 537-3999 240' 230' 220' 210' 200' Cl) E C - a) z 0 180' > w —J w. 170' 11 160' 150' 140' 130' KEY: , Approximate location of geologic contact (queried where uncertain) Proposed Building Location ..----- J -240' -230' -220' -210' -200' M 190' -180' . 2 U) - 170' -160' -150' -140' -130' SCALE: 1" = 30' 2:1 VERTICAL EXAGGERATION GEOLOGIC CROSS-SECTIONS PROJECT NO. 1916A11 MTGL, INC LOG NO. 15-1063 FIGURE 7 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 Soil backfill, compacted to Retaining wall 90% relative compaction* Wall waterproofing Filter fabric envelope per architect's (Mirafi 140N or approved specifications equivalent) ** Minimum of I cubic foot Provide open cell head per linear foot of 3/4" joints or outlet drain at 0 crushed rock 50 feet on center to a 0 suitable drainage device 0 3" diameter perforated 0 PVC pipe (schedule 40 or . equivalent) with perforations L 0 . oriented down as depicted Finished Grade 0 .00 3" min. minimum 1% gradient to Compacted fill r suitable outlet. . . I # Wall footing SPECIFICATIONS FOR CLASS 2 PERMEABLE MATERIAL (CAL TRANS SPECIFICATIONS) Sieve Size % Passing 1" 100 3/4" 90-100 3/8" 40-100 No.4 25-40 No.8 18-33 No.30 5-15 No.50 0-7 No.200 0-3 * Based on ASTM D1 557 ** If class 2 permeable material (See gradation to left) is used in place of 3/4" - 1 1/2" gravel. Filter fabric may be deleted. Class 2 permeable material compacted to 90% relative compaction. * RETAINING WALL DRAINAGE DETAIL A 6295 Ferris Square, Suite C Figure 8 ______ San Diego, CA 92121 (858) 537-3999 V n:c' REFERENCES Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A1 1 Carlsbad, California MTGL Log No. 15-1063 APPENDIX A REFERENCES Anderson, J.G., Rockwell, T.K., Agnew, D.0 (1989). Past and Possible Future Earthquakes of Significance to the San Diego Region, Earthquake Spectra, Vol. 4, No. 2, pp 299-335. California Building Standards Commission (2013). 2013 California Building Code, July 2013. California Division of Mines and Geology, 1997, Fault-Rupture Hazard Zones in California, Special Publication 42. California Geological Survey, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117. Excel Engineering (2006). 'As-Built' Grading Plans for: Carlsbad Ranch, Planning Area No. 5, Resort Site - Phase 1, Project No. CT 03-02, Drawing No. 428-9A, Sheets 11, 12, 13, 15, and 17. Kennedy, Michael P. and Siang Tan (2005). Geologic Map of the Oceanside 30' x 60' Quadrangle, California, USGS Digitally Prepared. Leighton and Associates (2005). Geotechnical Investigation, Proposed 53-Acre Resort Development - Phase 1, Carlsbad Ranch, Planning Area No. 5, Carlsbad, California, Project No. 040575-003, April 11. Seed, H.B. and Whitman, R.V., 1970, Design of Earth Structures for Dynamic Loads in ASCE Specialty Conference, Lateral Stresses in the Ground and Design of Earth-Retaining Structures. U.S. Geologic Survey (2010). Design Maps, http://geohazards.usgs.gov/designmpas/us. Page Al A 6295 Fenis Square, Suite C San Diego, CA 92121 (858) 537-3999 APPENDIX B FIELD EXPLORATION PROGRAM. Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 APPENDIX II FIELD EXPLORATION PROGRAM The subsurface conditions for this Geotechnical Investigation were explored by excavating 13 exploratory borings and 19 exploratory trenches. The exploratory borings were excavated using an 8-inch diameter hollow-stem-auger to a maximum depth of 511/2 feet below existing grade. The exploratory trenches were excavated using a track-mounted mini-excavator to a maximum depth of 10 below existing grade. The approximate locations of the borings and test pits are shown on the Proposed Development Plan (Figure 1). The field exploration was performed under the supervision of our engineer who maintained a continuous log of the subsurface soils encountered and obtained samples for laboratory testing. All drive samples were obtained by SPT or California Tube Sampler. Subsurface conditions are summarized on the accompanying Logs of Borings and Logs of Test Pits. The logs contain factual information and interpretation of subsurface conditions between samples. The stratum indicated on these logs represents the approximate boundary between earth units and the transition may be gradual. The logs show subsurface conditions at the dates and locations indicated, and may not be representative of subsurface conditions at other locations and times. Identification of the soils encountered during the subsurface exploration was made using the field identification procedure of the Unified Soils Classification System (ASTM D2488). A legend indicating the symbols and definitions used in this classification system and a legend defining the terms used in describing the relative compaction, consistency or firmness of the soil are attached in this appendix. Bag samples of the major earth units were obtained for laboratory inspection and testing, and the in-place density of the various strata encountered in the exploration was determined The exploratory borings were located in the field by using cultural features depicted on a preliminary site plan provided by the client. Each location should be considered accurate only to the scale and detail of the plan utilized. The exploratory borings were backfilled in accordance with State of California regulations which incorporated compacting soil cuttings and bentonite chips. We are also presenting select borings from the 2005 Geotechnical Investigation by Leighton and Associates, Inc. The information from these borings were used for geologic interpretation and engineering analysis. Page Bi A 6295 Fenis Square, Suite C San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A 1 1 Carlsbad, California MTGL Log No. 15-1063 UNIFIED SOIL CLASSIFICATION SYSTEM GRAVELS Clean Gravels (less GW Well-graded gravels, gravel-sand mixtures, . ; are more than half of than 5% fines) little or no fines Gravels with fines GP Poorly-graded gravels, gravel-sand mixtures, CD coarse fraction larger 2 than #4 sieve little or no fines - SANDS Clean Sands (less GM Silty Gravels, poorly-graded gravel- '- are more than half of than 5% fines) sand-silt mixtures : >U A ta coarse fraction larger Sands with fines GC Clayey Gravels, poorly-graded gravel- - than #4 sieve sand-clay mixtures SW Well-graded sands, gravelly sands, rA little or no fines SP Poorly-graded sands, gravelly sands, E little or no fines SILTS AND CLAYS Silty Sands, poorly-graded sands- Liquid Limit SM gravel-clay mixtures 2 E. Less than 50 SC Clayey Sands, poorly-graded sand- 0 CD gravel-silt mixtures ML Inorganic clays of low to med plasticity, - A gravelly, sandy, silty, or lean clays CL Inorganic clays of low to med plasticity, r/ . ._. UC gravelly, sandy, silty, or lean clays OL Organic silts and clays CD 40 0 E d SILTS AND CLAYS of low plasticity MH Inorganic silts, micaceous or diatomaceous Liquid Limit Greater than 50 fine sands or silts CH Inorganic clays of high plasticity, fat clays OH Organic silts and clays of medium to high plasticity Highly Organic Soils PT Peat, humus swamp soils with high organic content GRAIN SIZE SIZE PROPORTION Description Sieve Size Grain Size Approximate Size Trace - Less than 5% Boulders >12" >12" Larger than basketball-sized Few - 5% to 10% Cobbles 3"- 12" 3"- 12" Fist-sized to basketball-sized Little - 15% to 20% Coarse 3A"- 3" Y4"- 3" Thumb-sized Some - 30% to 45% Gravel Fine 19 - Y4" 0.19"- 0.75" Peat-sized to thumb-sized Mostly - 50% to 100% Coarse #10 - #4 0.079" -0.19" Rock salt-sized to pea-sized MOISTURE CONTENT Sand Medium #40 410 #10 0.017" - 0.079" Sugar-sized to rock salt-sized Dry - Absence of moisture Fine #200 - #40 0.0029" -0.017" Flour-sized to sugar-sized Moist - Damp but not visible Fines Passing #200 <0.0029" Flour-sized or smaller Wet - Visible free water CONSISTENCY FINE GRAINED SOILS RELATIVE DENSITY COARSE GRAINED SOILS Apparent Density SPT (Blows/Foot) Mod CA Sampler (Blows/Foot) Apparent Density SPT (Blows/Foot) Mod CA Sampler (Blows/Foot) Very Soft <2 <3 Very Loose <4 <5 Soft 24 3-6 Loose 4-10 5-12 Finn 5-8 7-12 Medium Dense 11-30 13-35 Stiff 9-15 13-25 Dense 31-50 36-60 Very Stiff 16-30 26-50 Very Dense <50 <60 Hard >30 >50 Page B-2 6295 Fenis Square, Suite C San Diego, CA 92121 (858)537-3999 BORING NO. B-I Logged by: SEV - Date Drilled: 3/9/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 185' msl - I—rx a. I— U. W w . - C.) - - W :. W DESCRIPTION LAB TESTS 0 —I LU D w 0 co 0 - - 0 - - FILL: Silty Sand (SM), reddish brown, fine to coarse grained, moist, medium dense, trace clay. 2 MCARL 36 128 8.4 .4 .5 6 ASPT~ 20 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (002 ): Silty Sandstone 'SM', 8 reddish brown, fine to coarse grained, moist, moderately cemented. .9 10 - 11 78-8° MAL 112 8.4 12 13 14 15 16 - 'SPT, 61 17 18 19 '20 '21 - 71 22 '23 '24 '25 26 Some gravel. IT * - 59 SANTIAGO FORMATION (Tsa): Silty Sandstone 'SM', light reddish brown, 27 28 fine grained, moist, moderately cemented. 29 30 6295 Ferris Square, Suite C PROJECT NO. 1916A11 Diego, 2l LOG OF BORING FIGURE B-la jit San BORING NO. B-I (continued) Logged by: SEV Date Drilled: 3/9/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 185' msl - I- U. W j uj _ - U. - wa.LU DESCRIPTION LAB TESTS 0 a - 0 tu - -J Z - 0 -J 0 w 0 [Continued] 31 11P.T'(Non-Plastic) Silty Sandstone 'SM', light gray, fine grained, moist, moderately cemented. Atterberg Limits 59 32 .33 .34 • Grayish brown, moist to wet - 36 50 37 38 .39 - 40 41 v - 11PT, 68 - 42 43 .44 .45 (Non-Plastic) Atterberg Limits - - 46 58 IFPT~ 47 48 .49 50 51 ::::::: :::: :::::: :::::: ~PSPT' 41 52 Total Depth: 51Y2 feet 53 Groundwater encountered at 41 feet Backflhled: 3/9/2015 54 .55 56 57 - 58 59 60 6295 Ferris Square, Suite C PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF BORING FIGURE B-lb BORING NO. B-2 Logged by: SEV Date Drilled: 3113/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 193' msl — I- U. W _j w _ - U. Ui :. Ui DESCRIPTION LAB TESTS 0. Ui 0 >-J z - 0 -J Ui a • FILL: Silty Sand (SM), reddish brown, fine to medium grained, moist, medium dense. 2 Maximum Density/ - 3 - Optimum Moisture 4 CAL 39 114 6.8 OLD PARALIC DEPOSITS. Unit 2-4. Undivided (Q,,24): Silty Sandstone 'SM', 5 - reddish brown, fine to medium grained, moist, moderately cemented. 6 31 SPT -7 -8 -9 -10 - -11 74 $p•• Dark brown and reddish brown. - 12 - 13 Trace clay. -14 -15 - -16 43 5PT - 17 - 18 j--- ------------ '---- --- - 19 Poorly graded sandstone with silt 'SP-SM', reddish brown and brown, fine to coarse grained, moist, moderately cemented. -20 - -21 50 SPT - 22 - 23 -24 -25 - -26 48 SPT 27 28 29 30 6295 Ferris Square, Suite C PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF BORING FIGURE B-2a BORING NO. B-2 (continued) Logged by: SEV Date Drilled: 3113/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 193' msl I- L. W _J uj j - U. - 'Li W DESCRIPTION LAB TESTS w 0 -J -J D z w - 0 0 0 [Continued] - 31 62 IRT,Poorly graded sandstone with silt 'SP-SM', reddish brown and brown, fine to - 32 coarse grained, moist, moderately cemented, rounded gravel. 33 34 .35 36 Pur SANTIAGO FORMATION (Tsa): Silty Sandstone'SM', light brown with orangish 70 brown, fine grained, moist, moderately cemented. -37 -38 -39 - -40 -41 INT, 53 - 42 Total Depth; 41Y2 feet - 43 Groundwater not encountered Backfilled: 3/13/2015 - 44 -46 -47 - 48 - 49 50 - 51 - 52 -53 -54 - 55 - 56 57 -58 - 59 - 60 6295 Ferris Square, Suite C PROJECT NO. 1916A11 San Diego, CA LOG OF BORING FIGURE B-2b BORING NO. B-3 Logged by: SEV Date Drilled: 3/10/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 186' msl I- I- U. Ui .J 0. iu j . - U. Ui a. . Ui DESCRIPTION LAB TESTS 0. Ui 0 Ui > -J z - 0 -j 0 w 0 1 FILL: Silty Sand (SM), reddish brown, fine to coarse grained, moist, medium dense to dense, some gravel, trace clay. 2 MAL 58 127 9.6 Brown, dense. .5 6 - 32 .7 8 9 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q02.4): Silty Sandstone 'SM', reddish brown, fine to coarse grained, moist, moderately cemented, trace clay. - 10 11 - 40 12 - 13 14 15 16 - IRPT. 70 17 18 Reddish brown and dark brown, fine to medium grained. 19 20 21 - IT 55 22 - 23 - 24 - 25 26 OPT, 51 27 Total depth: 26% feet 28 Groundwater not encountered Backfilled: 3/10/2015 29 30 6295 Ferris Square, Suite C PROJECT NO. 1916A11 Diego, CA LOG OF BORING FIGURE B-3 (858) 537-3999 21 IiItSan BORING NO. B-4 Logged by: SEV Date Drilled: 3/13/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 195h/2 msl - DESCRIPTION LAB TESTS a- LU 0 -o ~ -j z w - 0 0 0 fjU: Silty Sand (SM), reddish brown, fine to medium grained, moist, medium 1 - _dense. - - 2 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q002.4): Silty Sandstone 'SM', light brown, fine grained, moist, moderately cemented. .3 MAL 4 75-9" 118 10.4 Light brown with orangish brown. NSPT 87 10 11 42 NSPT,Fine to medium grained, trace clay. 12 13 14 15 - 16 71 IRPT. Orangish brown with dark brown. 17 18 19 20 2188 - llp'T' 11'/2 22 23 24 - 25 - 26 55 11PT,Rounded gravel. 27 28 29 30 6295 Ferris Square, Suite C PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF BORING FIGURE B-4a BORING NO. B-4 (continued) Logged by: SEV Date Drilled: 3/13/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 1951/21 msl - - U. w _I w _j . - U. U x IL' Ui Ix DESCRIPTION LAB TESTS a. Ui -j z - 0 0 D Ui 0 0 31 88- Poorly graded sandstone with silt 'SP-SM', orangish brown and dark brown, 11%" SPT fine to medium grained, moist, moderately cemented. - 32 33 34 .35 - 36 50-3" SPT Gravel. .37 - 38 39 40 - - - - SANTIAGO FORMATION (Tsa): Silty Sandstone 'SM', light brown, fine grained, 41 moist, moderately cemented. 54 SPT 42 Total depth: 41%feet 43 Groundwater not encountered Backfilled: 3/13/2015 .44 45 46 47 48 49 50 - 51 52 .53 54 55 - 56 57 - 58 59 - 60 6295 Ferris Square, Suite C PROJECT NO. 1916A11 LOG OF BORING FIGURE B-4b ii San ?121 BORING NO. B-5 Logged by: SEV Date Drilled: 3/1212015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: -- I- I- U. W _I a. uj _ . U - - w :. LU DESCRIPTION LAB TESTS LU a. m > -J Z - 0 -J 2 0 w 0 FILL: Silty Sand (SM), brown, fine to coarse grained, moist, loose to R-Value medium dense, trace clay. 2 - .3 .4 .5 6 -8 -9 -10 - -11 23 IT Some gravel. -12 - 13 ----•--- - - 14 Sandy Clay (CL), brown, medium plasticity, moist, hard. - 15 50-6" CAL! - 107 5.8 - 16 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q02.4: Silty Sandstone SM, brown to reddish brown, fine to medium grained, moist, moderately cemented. -17 - 18 - 19 -20 -21 - 11PT 57 22 23 24 25 - - 26 50 11p.T d .- Atterberg Limits - 27 (LL=37.3, P1=12.9, P1=24.4) -28 - 29 - 30 Ferris Square, Suite C PROJECT NO. 1916A11 a9g9g2g12l LOG OF BORING FIGURE B-5a AS BORING NO. B-5 (continued) Logged by: SEV Date Drilled: 3/12/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: -- - I-. U. W .j w ..j - IL. DESCRIPTION LAB TESTS 0 -J o m w o 0 31 Silty Sandstone 'SM, reddish brown, fine to medium grained, moist, moderately 54 SPT cemented. 32 .33 34 .35 - 36 39 SPT Trace clay. 37 38 39 - 40 - 41 66 SPT 42 Gravels. 43 44 50-3" SPT 46 47 - (BORING REFUSAL ON GRAVEL LAYER AT 47 FEET) - - - 48 Total depth: 47 feet Groundwater not encountered 49 Backfihled: 3/12/2015 50 51 52 53 .54 55 56 57 - 58 .59 60 6295 Ferris Square, Suite C PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF BORING FIGURE B-5b BORING NO. B-6 Logged by: SEV Date Drilled: 3/9/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 189h/2 msl - I- I- U_ Ui 5.5• _J w - - X Ui :. W a.DESCRIPTION LAB TESTS 0 0 -J 0 DW 0 FILL: Silty Sand (SM), reddish brown, fine to coarse grained, moist, medium Expansion Index dense. 2 (Expansion Index = 0) .3 - 37 CAL 125 12.1 Dense. .5 - 6 11P.T, Brown and dark gray, fine to medium grained, abundant organics. 31 .7 8 -9 -10 - 70 CAl. OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q024): Silty Sandstone 'SM', reddish brown, fine to medium grained, moist, moderately cemented. -12 - 13 - 14 -15 -16 - 75 - 17 -18 - 19 -20 - 21 59 IMPT, Reddish brown and dark brown. 22 23 24 - 25 - 26 - 66 27 28 29 30 6295 Ferris Square, Suite C PROJECT NO. 1916A11 an Diego, CA 92121 LOG OF BORING FIGURE B-6a BORING NO. B-6 (continued) Logged by: SEV Date Drilled: 3/912015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 189h/2 msl — - U. Ui _I w _j e. — U. — x Ui a.ly :. W DESCRIPTION LAB TESTS 5. Ui 0 -I - z Ui - 0 0Co 0 [Continued) - 31 54 NSPT- Silty Sandstone 'SM', light brown and orange, fine to coarse grained, moist, - 32 moderately cemented, some gravels. -33 -34 -35 - - 36 50-6" -37 -38 - 39 SANTIAGO FORMATION (Tsa): Silty Sandstone 'SM', light brown, fine grained, moist to wet, moderately cemented. -40 IF-41 - 67 - 42 Total depth: 41% feet - 43 Groundwater not encountered Backfilled: 3/9/2015 44 - 45 - 46 .47 - 48 - 49 -50 - 51 -52 - 53 -54 - 55 -56 - 57 58 - 59 - 60 6295 Ferris Square, Suite C PROJECT NO. 1916A11 LOG OF BORING FIGURE B-6b BORING NO. B-7 Logged by: SEV Date Drilled: 3/12/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 202' msl - I— U. W uj - - x w a.le . w DESCRIPTION LAB TESTS a. W _1 Z - aIX 0 lu 0 0 • E!U: Sandy Fat Clay (CH), brown, medium plasticity, moist, firm to hard. 2 - pH, Resistivity, 50-6" CAL - 114 13.4 4 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (QOD2.4): Silty Sandstone 'SM'. Sulfate, Chloride brown and reddish brown, fine to medium grained, moist, moderately cemented. .5 -- - 6 50-6" SPT Reddish and yellowish brown, fine grained. -7 -8 .9 -10 - -11 50-5W SPT - 12 - 13 ---- - 14 Sandy Claystone 'CL', reddish brown with black, low plasticity, moist, moderately indurated. - 15 (55.9% Passing No. 200 Sieve; LL=27.0, PL=15.3, P1=11.7) No. 200 Wash, - - 16 Atterberg Limits 19 SPT - 17 -. - 18 Claystone 'CL', reddish brown, medium plasticity, moist, moderately indurated. - 19 -20 ------------ - 21 Silty Sandstone 'SM', reddish brown, fine to coarse grained, moist, moderately 42 SPT cemented, trace clay. - 22 - 23 ------------------ -----• - 24 Poorly Graded Sandstone with Silt 'SP-SM', yellowish brown and brown, fine to medium grained, moist, moderately cemented. - 25 (Non-Plastic) Atterberg Limits - -26 47 !I - 27 -----•- - 28 - 29 -30 6295 Ferris Square, Suite C PROJECT NO. 1916A11 y San Diego, CA LOG OF BORING FIGURE B-7a I(99221 Ir=Llk BORING NO. B-7 (continued) Logged by: SEV Date Drilled: 3/12/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 202' msl - I- IL W J iii _j - U. - W . 'U DESCRIPTION LAB TESTS 0 0 ui - -J Z - 0 0 D Ui 0 [Continued) 31 IT, Poorly Graded Sandstone with Silt SP-SM', yellowish brown and brown, fine to 42 medium grained, moist, moderately cemented. 32 .33 34 .35 - IT, 36 50-51/2 Dark brown and black, abundant gravels. .37 38 .39 40 50-5W' Yellowish brown. SPT 41 42 43 .44 .45 46 SANTIAGO FORMATION (Tsa): Silty Sandstone 'SM', yellowish brown, fine 86 SPT. - - - grained, moist, moderately cemented. • Total depth: 46% feet 48 Groundwater not encountered Backfilled: 3/12/2015 .49 50 51 52 53 54 55 56 .57 58 59 60 6295 Ferris Square, Suite C PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF BORING FIGURE B-7b BORING NO. B-8 Logged by: SEV Date Drilled: 3/1212015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 213' msl — I- I- LL _J LU a. j j . — U. 0 — — w 22 . Ui DESCRIPTION LAB TESTS a. LU 0 r -J Ui > .-J Z LU - 0 o 2 fjJ: Silty Sand (SM), yellowish brown, fine to medium grained, moist, medium dense, trace clay. 2 .3 .4 .5 6 .7 8 9 Some gravels. -10 11 - 14 12 13 14 15 - 75-11" 105 9.4 16 SANTIAGO FORMATION (Tsa): Silty Sandstone 'SM', tight brown and reddish 17 brown, fine grained, moist, moderately cemented. -18 19 20 (16.0% Passing No. 200 Sieve) No. 200 Wash - 21 72 IT Orangish brown. 22 23 24 Total depth: 29'/2 feet 25 Groundwater not encountered - IT, Backfilled: 3/12/2015 26 70 27 28 Poorly Graded Sandstone with Silt 'SP-SM', light brown and reddish brown, fine to - 29 IT, medium grained, moist, moderately cemented. 76 30 6295 Ferris Square, Suite C PROJECT NO. 1916A11 LOG OF BORING FIGURE B-8 BORING NO. B-9 Logged by: SEV Date Drilled: 3/11/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 212' msl - I— I— IL j LL W J a. w . - U. U - - X w a.it :. W DESCRIPTION LAB TESTS LU 0 0 w 0 1 Ei.U: Poorly gradedSand (SP), light orangish brown, medium grained, moist, medium dense. 2 .3 RAL 4 47 125 8.0 Orangish brown. 6 Coarse grained. - 11P.T, 28 .7 .9 U - 50-5" OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q024): Poorly Graded Sandstone 'SP, orangish brown, medium to coarse grained, moist, moderately 12 cemented. 13 14 - 15 - 16 85 IT Coarse grained, iron oxide staining. 17 18 - 19 20 - 21 60 11PT,Medium to coarse grained. 22 23 24 - 25 - 26 55 IT, Coarse grained, trace clay. - 27 28 29 30 6295 Ferris Square, Suite C Arrr& PROJECT NO. 1916A11 LOG OF BORING FIGURE B-9a V II1 9 dia BORING NO. B-9 (continued) Logged by: SEV Date Drilled: 3111/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 212' msl -. I— W U. W a. uj a. - - 40 wa.w DESCRIPTION LAB TESTS a. 0 wa -J w -J z w 0 0 0 - - 31 SANTIAGO FORMATION (Tsa): Sandy Siltstone 'ML'. light orangish brown, 51 SPT non-plastic, moist, moderately cemented. - 32 -33 - 34 .35 - - 36 38 SPT - 37 Abundant gravels. - 38 - 39 -40 Light gray to orangish brown. - -41 50 SPT - 42 Total depth: 41Y2 feet - 43 Groundwater not encountered Backfihled: 3/11/2015 .44 - 45 -46 - 47 - 48 - 49 -50 - 51 -52 - 53 - 54 - 55 -56 - 57 - 58 -59 - 60 6295 Ferris Square, Suite C PROJECT NO. 1916A11 an Diego, CA 92121 LOG OF BORING FIGURE B-9b BORING NO. B-10 Logged by: SEV Date Drilled: 3/11/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 225' msl - I- U- u W j a. w . - IL C.) x W . w a.DESCRIPTION LAB TESTS 1 C W C 0 • fliJ: Poorly Graded Sand 'SP', orangish brown, medium to coarse grained, moist, medium dense. 2 50-5' 126 3.1 Very dense. CAL .4 .5 6 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (002.4): Poorly Graded 52 SPT Siltstone 'SP', orangish and reddish brown, medium to coarse grained, moist, 7 moderately cemented. 8 .9 10 Orangish brown, coarse grained. - - 11 29 CAL 87324 1 12 - SANTIAGO FORMATION (Tsa): Fat Claystone 'CM', gray, high plasticity, moist, moderately indurated. 13 14 15 ---- ------ 16 Sandy Siltstone ML', gray, non-plastic, moist, moderately indurated. 49 SPT 17 18 19 20 - 21 56 SPT 22 Total depth: 21Y2 feet 23 - Groundwater not encountered Backfilled: 3/11/2015 24 25 26 27 28 29 30 6295 Ferris Square, Suite C PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF BORING FIGURE B-b BORING NO. B-I I Logged by: SEV Date Drilled: 3/11/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 224' msl - I- I- u. LU _j a. w -. IL - LU :. W DESCRIPTION LAB TESTS a. LU 0 ~ w -j z - 0 -J 0 D LU 0 1 EL: Poorly Graded Sand (SP), light yellowish brown, medium to coarse grained, moist, medium dense. 2 3 50-5' CAL - 120 7.8 4 OLD PARALIC DEPOSITS. Unit 2-4. Undivided (Q112.4): Poorly Graded Sandstone 'SP', orangish brown, coarse grained, moist, moderately cemented. .5 6 26 SPT .7 8 .9 10 Orangish brown and reddish brown, trace clay. 11 SPT 11 12 - SANTIAGO FORMATION (Tsa): Fat Claystone 'CH', gray, high plasticity, moist, moderately indurated. Direct Shear 13 82 CAL 14 15 -•--••------ 16 Silty Sandstone 'SM', light orangish brown, medium grained, moist, moderately 60 SPT cemented. 17 18 19 20 - 21 63 SPT - 22 23 24 25 - - 26 48 SPT Light gray. - 27 - 28 - 29 -30 Ferris Square, Suite C PROJECT NO. 1916A11 anD9oCA92l2l LOG OF BORING FIGURE B-ha AS BORING NO. B-11 (continued) Logged by: SEV Date Drilled: 3/11/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 224' msl - I- IL _J j U. LU DESCRIPTION LAB TESTS 0 -I Ui C [Continued] - 31 11PT Silty Sandstone 'SM', light gray, fine grained, moist, moderately cemented, iron 77 oxide. - 32 - 33 - 34 Poorly Graded Sandstone 'SP', light orangish brown, medium grained, moist, moderately cemented. -35 - 36 - 11PIT 90-11" - 37 - 38 -39 -40 - - 41 50-6" Reddish brown, iron oxide. -42 43 -44 .45 - - 46 88 Light gray. - 47 - 48 - 49 -50 51 50-6 - - - Oranqish brown. - 52 Total depth: 51 feet Groundwater not encountered - 53 Backfilled: 3/11/2015 -54 - 55 -56 - 57 - 58 59 - 60 6295 Ferris Square, Suite C PROJECT NO. 1916A11 SanOgCA92l2l LOG OF BORING FIGURE B-llb BORING NO. B-12 Logged by: SEV Date Drilled: 3/10/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 226' msl — I- I- U. W a. w a. - - W 2 :. W DESCRIPTION LAB TESTS a- 0 0 -J Z - 0 0 D w 0 • EL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. Maximum Density! Optimum Moisture, 2 - Direct Shear 32 CAL 11413.1 5 - OLD PARALIC DEPOSITS, Unit 2-4. Undivided (00024): Silty Sandstone 'SM', orangish brown, fine to coarse grained, moist, moderately cemented, trace clay. 6 32 SPT .7 -8 .9 -10 Direct Shear - - 45 CAL 116 15.3 - 12 -13 - 14 -15 - -16 32 SPT - 17 -18 - 19 -20 - 21 SANTIAGO FORMATION (Tsa): Silty Sandstone 'SM', light brown and reddish 18 SPT brown, fine grained, moist, moderately cemented. -22 - 23 - 24 -25 - - 26 72 SPT Orangish brown. - 27 -28 -29 30 6295 Ferris Square, Suite C PROJECT NO. 1916A11 Diego, CA 21 LOG OF BORING FIGURE B-12a ItTjIt an BORING NO. B-12 (continued) Logged by: SEV Date Drilled: 3/10/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 226 msl — I- I- LL LU J w _j LL — w 25 . LU DESCRIPTION LAB TESTS LU a uj- o -j z - 0 m o LU 0 31 Poorly Graded Sandstone 'SP', light brown, fine grained, moist, moderately 78 SPT cemented. 32 33 34 .35 36 I-PT - Total depth; 361,4 feet 38 Groundwater not encountered Backfilled: 3/10/2015 39 -40 -41 -42 -43 -44 - 45 46 - 47 -48 - 49 - 50 - 51 - 52 - 53 - 54 -55 - 56 - 57 - 58 -59 -60 6295 Ferns Square, Suite C PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF BORING FIGURE B-12b BORING NO. B-13 Logged by: SEV Date Drilled: 3110/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 230' msl - I- u. Ui _j w - IL - Ui :. Ui DESCRIPTION LAB TESTS a. Ui ,-• w > -J z - 0 .. 0 iii 0' 0 1 FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense, pH, Resistivity, trace clay. Sulfate, Chloride 2 - - Dark brown with black, fine to medium grained, some gravel, some organics. - - 33 CAL 123 10.5 - OLD PARALIC DEPOSITS. Unit 2-4. Undivided (Q02.4): Silty Sandstone 'SM', - 6 • reddish brown and brown, fine to coarse grained, moist, moderately cemented, 22 SPT trace clay. .7 50-5" Gravel. CAL 10 11 12 - 13 50-6' SPT Reddish brown, fine grained. 14 15 - SANTIAGO FORMATION (Tsa): Fat Claystone 'CH', gray, high plasticity, moist, SPT 50-6" moderately indurated. 16 17 18 Direct Shear - 19 28 CAL 92 26.2 (78.6% Passing No. 200 Sieve; LL=76.2, PL20.5, P1=55.7; No. 200 Wash, 20 - Expansion Index = 233) Atterberg Limits, - Expansion Index 21 ---i ------ - 22 Sandy Claystone 'CL', gray, medium plasticity, moist, moderately indurated. 23 24 - 25 26 Poorly Graded Sandstone with Silt 'SP-SM', light brown, fine grained, moist, 53 SPT moderately cemented. 27 28 --.--..------ 29 Silty Sandstone 'SM', yellow and light brown, fine grained, moist, moderately -.. .------ cemented. 30 6295 Ferris Square, Suite C PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF BORING FIGURE B-13a BORING NO. B-13 (continued) Logged by: SEV Date Drilled: 3/10/2015 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 230' msl - - IL uJ w - DESCRIPTION LAB TESTS w 0 2 [Continued] - 31 57 SPT Silty Sandstone 'SM'. yellow and light brown, fine grained, moist, moderately - 32 . cemented. - 33 . - 34 Poorly Graded Sandstone 'SP', yellow and light brown, fine grained, moist, moderately cemented. -35 - - 36 506 37 - 38 39 -40 - - 41 50-6" SPT 42 - 43 -. - 44 -45 - - 46 50-6" SPT - 47 -48 : 49 -50 - 51 50-5" SPT - - 52 Total depth: 51 feet Groundwater not encountered - 53 Backfilled: 3/10/2015 54 - 55 -56 - 57 - 58 59 -60 6295 Ferris Square, Suite C PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF BORING FIGURE B-13b LOG OF EXPLORATION TEST PIT NO. I Logged by: SEV Date Excavated: 3/1012015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 181' msl w DESCRIPTION LAB TESTS 0. w In j D - OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q024): Silty Sandstone 'SM', reddish brown, - fine to coarse grained, moist, moderately cemented, trace clay. —2 —3 —4 —5 - - 6 Total depth: 54 feet - 7 Groundwater not encountered - Backfilled: 3/10/2015 —8 —9 - 10 LOG OF EXPLORATION TEST PIT NO. 2 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 185' msl LU -J DESCRIPTION LAB TESTS 0. w _ D - Fill: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense, trace clay. —2 —3 - OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q024): Silty Sandstone SM, reddish brown. - fine to coarse grained, moist, moderately cemented, trace clay. —5 Total depth: 4Y2 feet - 6 Groundwater not encountered Backfihled: 3/10/2015 —7 —8 —9 - 10 - _______ 6295 Ferris Square, Suite C I PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF TEST PITS FIGURE B.14 I ______________ (858) 5373999 I LOG OF EXPLORATION TEST PIT NO. 3 Logged by: SEV Date Excavated: 3110/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 187' msl w - I- • DESCRIPTION LAB TESTS IL W o FILL: Silty Sand (SM), brown, fine to medium grained, moist, medium dense. R-Value —2 —3 —4 —5 - 6 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q02.4): Silty Sandstone 'SM', reddish brown. - fine to coarse grained, moist, moderately cemented, trace clay. Total depth; 6 feet - 8 Groundwater not encountered - Backfihled: 3/10/2015 —9 - 10 LOG OF EXPLORATION TEST PIT NO. 4 Logged by: SEV Date Excavated: 3/9/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 191' msl w - _J I- • DESCRIPTION LAB TESTS a. Ui j o - fjj: Clayey Sand (SC), reddish brown and brown, fine to coarse grained, moist, medium dense. —2 —3 —4 —5 - 6 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q02.4): Clayey Sandstone 'SC', reddish - 7 brown, fine to coarse grained, moist, moderately cemented, trace clay. 8 Total depth: 6',4 feet - Groundwater not encountered Backfilled: 3/9/2015 1 1 1 E 10 - _______ 6295 Ferris Square, Suite C PROJECT NO. 1916A11 San Diego, cA92121 LOG OF TEST PITS FIGURE B15 _______________ (858) 537-3999 LOG OF EXPLORATION TEST PIT NO. 5 Logged by: 5EV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 194' msl LU I- • DESCRIPTION LAB TESTS IL Ui j 4 o - 1 FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. —2 —3 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q024): Silty Sandstone 'SM', light brown, - '..,fine _to_ coarse grained, _moist, _moderately cemented. 6 Total depth: 4% feet Groundwater not encountered - 7 Backfilled: 3/10/2015 —8 —9 - 10 LOG OF EXPLORATION TEST PIT NO. 6 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 197' msl LU -J I- DESCRIPTION LAB TESTS 0. LU .j o - fjJ: Silty Sand (SM), brown, fine to coarse, moist, medium dense. - 2 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q092.4): Silty Sandstone 'SM', light brown and orangish brown, fine to coarse grained, moist, moderately cemented. Maximum Density! - 3 - Optimum Moisture Total depth: 3 feet Groundwater not encountered - 5 Backfifled: 3/10/2015 —6 —7 —8 —9 - 10 Ferris Square, PROJECT NO. 1916A11 62 San Diego, CA 92121 Suite C LOG OF TEST PITS FIGURE B-16 :_I LIIttt (858) 537-3999 LOG OF EXPLORATION TEST PIT NO. 7 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 214' msl Ui I- - _j n. DESCRIPTION LAB TESTS 0. Ui _ - FILL: Silty Sand (SM), brown, fine to medium grained, loose to medium dense. —2 —3 —4 ___________________ - 6 - ' OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q02.4): Silty Sandstone 'SM', reddish - 7 \brown, fine to coarse grained, moist, moderately cemented. 8 Total depth: 6 feet Groundwater not encountered - 9 Backfilled: 3/10/2015 - 10 LOG OF EXPLORATION TEST PIT NO. 8 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 205' msl Ui I-. • DESCRIPTION LAB TESTS 0. Ui j o D - EllJ: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. —2 —3 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q602.4): Silty Sandstone 'SM', reddish .. brown, _fine _to_coarse_grained,_ moist, _moderately _cemented. Total depth: 4 feet - Groundwater not encountered Backfilled: 3/10/2015 —7 —8 —9 - 10 - _______ 6295 Ferris Square, Suite C PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF TEST PITS FIGURE B17 ______________ (858) 537-3999 LOG OF EXPLORATION TEST PIT NO. 9 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 213' msl Ui - _I I— . DESCRIPTION LAB TESTS a. UI j o - 1 FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. - 2 Trace clay. —3 —4 -5 Total depth: 10 feet - 6 Groundwater not encountered Backfihled: 3/10/2015 —7 8 Gravels. SANTIAGO FORMATION Mal: Fat Claystone 'CH', olive gray, high plasticity, moist, - 10 - moderately indurated. LOG OF EXPLORATION TEST PIT NO. 10 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 211' msl Ui a. DESCRIPTION LAB TESTS a. Ui j o - FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. - 2 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q02.4): Silty Sandstone 'SM', reddish brown to brown, fine to coarse grained, moist, moderately cemented. —3— Total depth: 3 feet Groundwater not encountered - 5 Backfilled: 3/10/2015 —6 —7 —8 —9 - 10 /\ 6295 Ferris Square, Suite C I PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF TEST PITS FIGURE B18 I _______________ (858) 537.3999 I LOG OF EXPLORATION TEST PIT NO. 11 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 222' msl w - I— • DESCRIPTION LAB TESTS a. Ui j o - FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. —2 —3 —4 - OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Qop2-4): Silty Sandstone 'SM', reddish \ brown to brown, fine to coarse grained, moist, moderately cemented. —6 Total depth: 4'/2 feet - 7 Groundwater not encountered Backfilled: 3/10/2015 —8 —9 LOG OF EXPLORATION TEST PIT NO. 12 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 226' msl Ui a. - DESCRIPTION LAB TESTS a. Ui o - Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. - 2 ----------------------------------------------------------------------------------------------------- Silty Sand (SM), brown reddish brown, fine to coarse grained, moist, medium dense, - so me calcium carbonate. pH, Resistivity, Sulfate, Chloride OLD PARALIC DEPOSITS. Unit 2-4. Undivided (Qop2-4): Silty Sandstone 'SM', reddish brown to brown, fine to coarse grained, moist, moderately cemented. - 6 Total depth; 5 feet - 7 Groundwater not encountered Backfilled: 3/10/15 —8 —9 - 10 - _______ 6295 Ferris Square, Suite C I PROJECT NO. 1916A11 San Diego, CA92121 LOG OF TEST PITS FIGURE B19 I _______________ (858) 537-3999 I LOG OF EXPLORATION TEST PIT NO. 13 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 215' msl iii - I— • DESCRIPTION LAB TESTS 0. W -J D - OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Qop2-4): Silty Sandstone 'SM', reddish brown to brown, fine to coarse grained, moist, moderately cemented. —2 —3 —4 —5 6 Clayey Sandstone U,- reddish brown, fine to coarse grained, moist, moderately cern ented —7 - 8 Total depth: 7 feet Groundwater not encountered - 9 Backfilled: 3/10/2015 - 10 - LOG OF EXPLORATION TEST PIT NO. 14 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 219' msl Lii - I— DESCRIPTION LAB TESTS 0. W j o D - - Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. Expansion Index (Expansion Index = 0) —2 —3 —4 —5 - 6 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Qop2-4): Silty Sandstone 'SM', reddish - 7 . brown to brown, fine to coarse grained, moist, moderately cemented. - 8 Total depth: 6Y2 feet Groundwater not encountered - 9 Backfilled: 3/10/2015 - 10 1 _______ 6295 Ferris Square, Suite C I PROJECT NO. 1916A11 San Diego, CA92121 LOG OF TEST PITS FIGURE B20 I _______________ (858) I LOG OF EXPLORATION TEST PIT NO. 15 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 221' msl w - I— . DESCRIPTION LAB TESTS Q. w , - 1 FILL: Silty Sand (SM), brown, fine to medium grained, moist, medium dense. —2 —3 —4 —5 - Total depth: 8 feet - 6 Groundwater not encountered - Backfihled: 3/10/2015 —7 - 8 - OLD PARALIC DEPOSITS. Unit 2-4. Undivided (Qop2-4): Silty Sandstone 'SM, orangish - brown, fine to coarse grained, moist, moderately cemented. - 10 LOG OF EXPLORATION TEST PIT NO. 16 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 232' msl w I- - DESCRIPTION LAB TESTS IL W j o co D - 1 - FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. - 2 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Qop2-4): Silty Sandstone 'SM', reddish brown - and brown, fine to coarse grained, moist, moderately cemented. —3 —4— Total depth: 4 feet - Groundwater not encountered - 6 Backfilled: 3/10/2015 —7 —8 —9 —10- 6295 Ferils Square, Suite C PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF TEST PITS FIGURE B21 (858) 537-3999 LOG OF EXPLORATION TEST PIT NO. 17 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 223' msl Ui I— • 2 DESCRIPTION LAB TESTS a. Ui _ D FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. R-Value —2 —3 —4 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Qop2-4): Silty Sandstone 'SM'. reddish brown - 6 _..ar$ brown, fine to coarse grained, moist, moderately cemented. 7 Total depth: 5Y2 feet Groundwater not encountered - 8 Backfilled: 3/10/2015 —9 LOG OF EXPLORATION TEST PIT NO. 18 Logged by: SEV Date Excavated: 3/10/2015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 227½' msl Ui I-. 2 DESCRIPTION LAB TESTS a. Ui o D - Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. —2 OLD PARALIC DEPOSITS. Unit 2-4. Undivided (Qop2-4): Silty Sandstone 'SM', reddish brown - fine to_ coarse _grained, _moist, _moderately cemented. Total depth: 3'A feet Groundwater not encountered - 6 Backfilled: 3/10/2015 —7 —8 —9 - 10 _______ 6295 Ferns Square, Suite C I PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF TEST PITS FIGURE B-22 I _______________ (858) 537-3999 I LOG OF EXPLORATION TEST PIT NO. 19 Logged by: SEV Date Excavated: 3/1012015 Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 233' msl w -. a. DESCRIPTION LAB TESTS a. UI D - FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. —2 —3 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Qop2-4): Silty Sandstone 'SM', reddish brown s fine _to_ coarse _grained, _moist, _moderately _cemented. Total depth: 4 feet - 6 Groundwater not encountered Backfllled: 3/10/2015 —7 —8 —9 - 10 /. 6295 Ferris Square, Suite C 1 PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF TEST PITS FIGURE B-23 I (858) 537-3999 GEOTECHNICAL BORING LOG B-i Date 2-16-05 Sheet 1 of I - Project Grand Pacific Resorts Project No. 040575-003 Drilling Co. West Hazmat Type of Rig Hollow-Stem Auger Hole Diameter 8" Drive Weight 140 pound hammer Drop 30" Elevation Top of Elevation 186' Location See Map I I I I 1 1' I I I DESCRIPTION IU) I — I I Z I lu)OU) l-4.rI (I) i I U) I U. I OIL f_uii E I oI lJ>. k I ° I 0 o Logged By GJM __________________ U) I L J I ° Sampled By GJM I I 89[ I6.39.6 @4.8' !flP IQ WQ15LJQQ — dense damp to moist, very @5': Silty fine to medium SAND: Orange-brown, damp to moist, very dense 175 1 R-2 1 78 123.4 10.4 R-3 60 107.8 11.9 10': Silty fine to medium SAND: Dark orange-brown, damp to moist, dense to very dense IS': Silty fine to medium SAND: Dark orange-brown, damp to moist, dense to very dense Total Depth = 16.5 Feet No ground water encountered at time of drilling Backfilled with bentonite grout on 2/16/05 25 I SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON G GRAB SAMPLE OS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY AT ATTERBURG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX I TUBE SAMPLE CR CORROSION RV R-VALUE LEIGHTON AND ASSOCIATES, INC. 4 GEOTECHNICAL BORING LOG CB-1 )ate 2-19-03 Sheet 1 of 4 'rojeët Grand Pacific Resort Project No. 040575-002 I Drilling Co. Tr-County Drilling Type of Rig HS Core Rig CME95 ole Diameter 10 in. Drive Weight 140 pounds Drop j.in. 2levation Top of Hole 188 ft. Ref. or Datum Mean Sea Level o w - - - GEOTECHNICAL DESCRIPTION '° ' , j Logged By MDJIBJO U) - ci (fl" Sampled By SM QUkTERNARY TERRACE DEPOSITS (Qt) @ 0': Silty fine SANDSTONE: Red-brown, thy, medium dense SM @ 3.5': Silty fine SANDSTONE: Orange-brown, damp, very dense 1 86 10 E : : 2 54 © 10': Becomes dense - 3 98 © 15': Becomes very dense © 15'-20': Run #1, RecoverylRQD=80172 © 15'-16': No recovery © 16'-17.8': Silty fine SANDSTONE, Orange-brown, damp, dense - : : :• @ 17.8'-20': Well cemented SANDSTONE: Orange-brown, damp, very dense 20 : .: @ 20'-25': Run #2, Recoveiy/RQD= 100/95 @20-23.7': Silty medium SANDSTONE: Orange-brown to red-brown , d a m p , very dense - b:generally © 23'-23.5': Well indurated blocky SANDSTONE: Interbedded 1/8" thick horizontal light brown beds, generally horizontal SP-SM © 23.5'-25': Very fine SANDSTONE with silt: Orange-brown, damp, very : : : dense; micaceous 25 : @ 25'-30': Run 113, RecoverylRQD=96/90 © 25'-25.5': Very fine SANDSTONE with silt Orange-brown, damp, de n s e ; .: : SP massive © 25.5'-26.4': Fine SANDSTONE: Orange-brown, dry to damp, dense; SM friable @26.4': Silty fine SANDSTONE: Orange-brown, damp, very dense 505A(11/77) LEIGHTON & ASSOCIATES U L U L L r GEOTECHNICAL BORING LOG CB-1 Date 2-19-03 Sheet 2 of 4 Project Grand Pacific Resort Project No. 040575-002 Drilling Co. Tr-County Drilling Type of Rig HS Core Rig CME9 Hole Diameter 10 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole 188 ft. Ref. or Datum Mean Sea Level 2 . t -, GEOTECHNICAL DESCRIPTION Logged By MDJ/BJO - U) - C.) U) %Sampled By MDJ/BJO 30— - SM QUATERNARY TERRACE DEPOSITS (Qt) - . :• . @ 30'-35': Run #4, Recovery/RQD= 100/70 @ 30'-32.2': Silty medium SANDSTONE: Orange-brown, moist, dense; micaceous b:horizontal SP @ 32.2'-33.L': Fine SANDSTONE: Light gray/orange-brown, damp to dry, - . :. dense; mottled, cross-bedded, iron-oxide stained bedding SM 33.I'-35': Silty fine SANDSTONE: Orange-brown, damp, dense; possible cross-bedding; micaceous : @ 35'40': Run #5, Recoveiy/RQD= 100/80 @ 35'-36.7': Silty fine SANDSTONE: Orange-brown, dense p TERTIARY SANTIAGO FORMATION . :. @ 36.7'40': Fine SANDSTONE: Yellow-brown, damp, dense; micaceous; friable 40— : @ 40-45': Run #6, Recoveiy/RQD= 100/100 - : Fine SANDSTONE: Yellow-brown, damp to dry, dense; micaceous; friable - : •: :- Bag-4 5 72 SP @45'-50: Run #7. Recovery/RQD=95/90 @ 45'-50': Fine to very fine SANDSTONE: Pale gray, dry to damp, very dense; micaceous, friable - 50 ....:..:. 6 degrees north dip © 50'-55': Run #8, Recovery/RQD= 100/100 @50'-52.2': Very fine SANDSTONE: Light gray, damp, very dczse; friable, - : : :•.. iron-oxide blebs © 52.2'-55': Fine to very fine SANDSTONE: Orange-brown, moist, very : : dense; faint bedding @ 52.5': Perched ground water SP-SM @ 55'-60': Run #9, RecoverylRQD=90/80 - ...• • @ 53'-60': Fine SANDSTONE with silt: Orange-brown, light gray, moist to wet, very dense 505A(11/77) LEIGHTON & ASSOCIATES U L r GEOTECILNICAL BORING L O G C B - 1 late 2-19-03 Sheet 3 of 4 )ject Grand Pacific Resort Project No. 040575-002 illing Co. Tn-County Drilling Type of Rig US Core Rig CME9 iole Diameter 10 in. Drive Weight 140 pounds Drop 30Jn. evation Top of Hole 188 ft. Ref. or Datum Mean Sea Leve l - GEOTECILNICAL DE S C R I P T I O N co W %' O 9 Logged By MDJ/BJO a: U) O- E0 Ci in Sampled By MDJ/BJO 60-7. -- SP TERTIARY SANTIAGO FORMATION (Tsa) - -. :•., @60'-65': Run hO. Recoveiy/RQD=90 / 5 5 Fine SANDSTONE: Orange-brown, mois t t o w e t , d e n s e ; i r o n - o x i d e s t a i n i n g 65— yyy SC @ 65'-70': Run #11, Recoveiy/RQD' 100/40 - @ 65'-66.7'. clayey silty very fine SANDSTONE; Gray with oran g e - b r o w n staining, wet, dense - CL 66.7'-68': Gray and brown, light brown C L A Y S T O N E : M o i s t , s t i f f ; laminated with clayey SILT to SAND l a y e r s 1 / 8 ' - I / 2 ' t h i c k ; 6 t o t O degree dip; orange (iron-oxide) stained f r i a b l e f i n e g r a i n e d s a n d I I I ML laminations - 6-10 degree dip CL @ 68'-69': Clayey sandy SILTSTONE: Gray, moist, medium stiff @ 69'-70': Same as above 67'-68': So l i d g r a y C L A Y a t 69.5'. Cone sample 70— 7/7 tested in lab from 69.5'-70' @ 70'-75: Run #12, Recoveiy/RQD= 10 0 / 4 0 - @ 70'-71.5'- CLAYSTONE: Gray, moist, stiff CL © 71.5'-73.4': CLAYSTONE: Gray-brow n w i t h l e n t i c u l a r S A N D / S I L T - blebs/laminations; mottled with iron-oxide s t a i n i n g SC © 73.4'-75': Clayey fine SANDSTONE: O r a n g e - b r o w n t o y e l l o w - b r o w n . moist, dense, friable SM @ 75'-80': Run #13, Recoveiy/RQD=8 6 / 8 6 - @ 75'-77': Clay to silty SANDSTONE: O r a n g e - b r o w n , m o i s t , d e n s e ; f r i a b l e ; increasing or decreasing coarsens wit h d e p t h :• • @ 77'-80': SANDSTONE with silt and c l a y : G r a y , m o i s t , d e n s e ; v e r y f i n e t o medium grained, friable, massive; rare p e b b l e s SC @80'-85'.- Run #14, Recovery/RQD= 100/100 - @ 80'-85': Silty clayey SANDSTONE: G r a y , m o i s t , d e n s e ; f r i a b l e , g e n e r a l l y fine to medium grained, massive, iron-sta i n e d w i t h d e p t h 85—.. SM @ 85'-90': Run #15, Recoveiy/RQD=90/8 6 @ 85'-86.6': Silty clayey SANDSTONE: Gray, mo i s t , d e n s e CH @ 86.6'86.8' CLAYSTONE Blue-gray, moist, stiff; wavy, irregular contact bentonitic, subhorizontal @ 868'-90': Clayey silty SANDSTONE: Gr a y w i t h i r o n o x i d e i n d i f f u s e - layers, moist, dense, fine to medium g r a i n e d w i t h s c a t t e r e d c o a r s e grains 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG CB-1 Date 2-19-03 Sheet 4 of 4 -Project Grand Pacific Resort Project No. 040575-002 Drilling Co. Tr-County Drilling Type of Rig HS Core Rig CME 95 Hole Diameter 10 in. Drive Weight 140 pounds Drop jQ. in. Elevation Top of Hole 188 ft. Ref. or Datum Mean Sea Level , 0.O0 U .CO) rd —1 t.. In 0 4- .- +- 4- cc 0 z W U 4- o 3.9 0 —, IL 4- ;p. UI) (30. 31 (3 C4-'f- p.. " tA X: C CJ W Logged l" ci ._ In GEOTECHNICAL DESCRIPTION By IB.10 Sampled By MDJ/BJO SANTIAGO FORMATION fTsa (Continued) @ 90'-95': Run #16, RecoverylRQD= 100190 @ 90'-95': Gray silty to clayey SANDSTONE: Moist, dense, very fine to fine grained with scattered medium to coarse grains; sandy CLAY ii TERTIARY laminations, 1/4"-1 /2" thick, gray, horizontal @ 92' and 92.6', otherwise massive @ 95'-I00': Run #17, Recovery/RQD=95/88 @ 95'-100': Gray silty to clayey SANDSTONE: Moist, dense,; very fine to fine grained with scattered medium to coarse grains; evidence of gray rip-ups clasts between 96'-97' disturbed sample 100 @ 100'-105': Run #18, Recovery/RQD=92/92 @ 100'-105': Gray silty to clayey SANDSTONE: Moist, dense, very fine to fine grained with scattered medium to coarse grains @ 102'-103': Gray clay rip-up clasts. rare rounded gravel 4 80 :05— Total Depth = 105 Feet Perched ground water encountered at 56 feet to 66 feet Backfdled with 59.3 cubic feet of benronie grout on 2119/03 110- 115— :20- 505A(11/77) I LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG CB-2 Date 5-7-03 Sheet 1 of 2 Project Grand Pacific Resorts Project No. 040575-002 Drilling Co. Tr-County Drilling Type of Rig ifS Core Rig CME 95 Hole Diameter 8 in. Drive Weight N/A Drop !Ain. Elevation lop of Hole 195 ft. Ref. or Datum Mean Sea Level 0 ° C') Q h U j U)" GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ 0 - Sc ARTIFICIAL FILL - Undocumented (Mu) - . @0-5': Run #1, RecoverylRQD=70155 © 0-2.5': Clayey SAND: Brown, moist, loose: flowers and roots SM © 2.5'-5': Silty fine SAND with clay: Orange-brown, damp to moist, loose SM QUATERNARY TERRACE DEPOSITS (Ot) :. @ 5'-10': Run #2, Recovery/RQD=70/62 © 5': Silty fine SANDSTONE: Orange-brown, damp, dense; recovered 3.5' © 6'-6.5': Laminated bedding © I0'-I5': Run #3, RecoverylRQD= 100/65 - © 10': Silty fine SANDSTONE: Orange/red-brown, damp, dense; gray sand - . . . infilled, near vertical joint II '-12.8', two parallel 4045 degree dipping - : . joints, possibly mechanical breaks, massive @ I5'-20': Run #4, Recovery!RQD=80/80 • © IS': Silty SANDSTONE with clay: Red-brown, damp to moist, dense; - : -. massive, recovered 4' out 5' > i' SC @ I6.5'-17.2': Clayey SANDSTONE: Red-brown, moist, dense - SM 20— © 20'-25': Run #5. Recovery/RQD=78165 :• : @ 20'-203': Silty medium SANDSTONE with clay: Red-brown, moist, dense slightly friable . : : © 20.7': Silty fine SANDSTONE with clay: Orange/red-brown, damp to - : : '. : moist, dense 25 : @ 25'-30': Run M. Recoyeiy/RQD 40/30 • © 25'-29': Silty fine to medium SANDSTONE: Red-brown, moist, dense; ••. .. : massive, recovered 1 sample using sand catcher, possible water seepage • at 22' @29.5': Silty very fine SANDSTONE: Brown, damp to moist, dense 505A(11/77) LEIGHTON & ASSOCIATES j I,. I GEOTECHNICAL BORING LOG CB-2 Date 5-7-03 Sheet 2 of 2 Project Grand Pacific Resorts Project No. 040575-002 Drilling Co. Tn-County Drilling Type of Rig HS Core Rig CME95 Hole Diameter 8 in. Drive Weight N/A Drop N/A in. Elevation Top of Hole 195 ft. Ref. or Datum Mean Sea Level - - - - GEOTECHNICAL DESCRIPTION 0 j Logged By MDJ Sampled By MDJ (I) 0 U U) 30— - - SM QUATERNARY TERRACE oiime — - ... @ 30'-35': Run #7, Recovery/RQD=75/70 @30': Silty fine to medium SANDSTONE: Red-brown, damp, dense @ 32.5': Gravelly silty SANDSTONE: Red-brown, damp, dense SM/GM - - - - TERTIARY SANTIAGO FORMATION (Tsai - @ 33': Silty fine SANDSTONE with gravel and cobble: Orange-brown, damp, dense; micaceous 35 @ 35'40': Run #8, RecoveiylRQD=62162 @ 35': Fine SANDSTONE with silt, and gravel and cobble: Light brown, - : moist, dense; friable; massive; recovered 1.2' of this sample, logged cuftings, possible seepage SM - : @ 38': Silty very fine SANDSTONE: Orange-brown, damp, dense; black - : blebs (1/16°); micaceous; moderately bedded 40— @ 40'-45': Run #9. RecoverylRQD= 100/92 @ 40'43.2': Silty very fine to fine SANDSTONE: Light orange-brown, damp to moist, dense; micaceous; cross-bedding dipping 4 to 10 degrees @ 43.2'-44.7': Silty very fine to fine SANDSTONE: Light orange-brown, wet micaceous, cross-bedding (4-10), seepage at siisrone contact 45 7• . b enerall ML @ 44.7'-45.3': Very fine sandy S!LTSTONE: Brown, damp to moist, stiff horizontal SM @ 45'-50': Run #10, Recovery/RQD= 100/95 @ 45.3': Silty fine SANDSTONE: Gray to light brown, moist to wet, dense; - : micaceous - : SZ Ground water at 48; measured with tape so Total Depth = 50 Feet - Seepage at 22 Feet, 35 Feet, and 43.2 Feet Ground water encountered at 48 Feet - Backfilled with bentoiütelcement grout on 5/7/03 55— t5fl- 505A(11/77) LEIGHTON & ASSOCIATES I Ii GEOTECHNICAL BORING LOG CB-3 Date 5-7-03 Sheet 1 of 2 Project Grand Pacific Resorts Project No. _40575-002 Drilling Co. Tr-County Drilling Type of Rig RS Core Rig CME Hole Diameter 8 in. Drive Weight N/A Drop in Elevation Top of Hole 240 ft. Ref. or Datum Mean Sea Level GEOTECIJMCAL DESCRIPTION C.0 M SS o Logged By MDJ - 0 0 Cfl Sampled By MDJ - SM QUATERNARY TERRACE DEPOSITS (Ofl •. .• . • @O'-3': Run /11, Recovery/RQD=I0O/IOO @ 0': Silty fine to medium SANDSTONE: Red-brown, moist, medium dense; rootlets top 3.5', 0-3' undisturbed © 3.5'-5': Did not core sample, logged cuttings -: •. : :. : - © 5'-10': Run #2, Recovecy/RQD=78/70 © 5': Silty medium SANDSTONE with clay: Red-brown, damp, dense; moderately mottled 10— : @ lO'-lS': Run #3, Recoveiy/RQD=30/25 @ 10': Silty fine to medium SANDSTONE: Red-brown, damp, dense; - : :• : recovered 1.5' of sample, logged cuttings 15— @ 15': No recovery •. : @ 15': Silty gravelly SANDSTONE: Red-brown, damp, dense; hit cobble at I7'-19', logged cutting - öff,tiTffoR 1ria-------------- LU @ 19': Fine sandy CLAYSTONE to CLAYSTONE, gray-green, moist, stiff; at 19'-25' logged cuttings - Drilled out claystone plugging auger at 24'-25' 25 @ 25'-30': Run #6, RecoveiylRQD= 100/90 - @ 25'-275': CLAYSTONE: Gray-green, moist, stiff to very stiff; fat clay; I highly plastic, discontinuous randomly-oriented parting surfaces @ 27.5': Sandy CLAYSTONE: Olive-gray, damp to moist, very stiff - SC @ 28.5': Clayey SANDSTONE: Gray-brown, damp, dense 71 b:horizontal - - SM @29.5': Silty SANDSTONE: Light brown, damp, very dense 505A(11/77) LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG CB-3 Date 5-7-03 Sheet 2 of 2 Project Grand Pacific Resorts Project No 04O575-oOz Drilling Co. Tr-County Drilling Type of Rig HCorejgç1k 9 Hole Diameter 8 in. Drive Weight N/A Drop N/A in. p Elevation Top of Hole 240 ft. Ref. or Datum Mean Sea Level - CD C,) - - 31 31 0 _ '•; C C) U)" GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ 30—..- - SP-SM TERTIARY SANTIAGO FORMATION (Tsa) (Continued) @ 30'-35': Run #7, RecoverylRQD=20120 @ 35': Fine SANDSTONE with silt: Pale gray-brown, damp, dense; logged cuttings - @ 35'-40': Run #8, RecoveiylRQD=40135 @ 40': Very tine to fine SANDSTONE with sill: Off-white, dry to damp, dense; extremely friable, logged cuttings 40— @ 40'-45': Run #9, Recovery/RQD=90/74 @40': Very fine to fine SANDSTONE with silt: Ott-white to pale brown, - .... dry to damp, dense • @ 45'-50': Run #10, Recovery/RQD=72/58 @ 45': Very fine SANDSTONE with silt: Off-white, dry to damp, dense; - : •: several generally horizontal iron-oxide stained beds 50- Total Depth =50 Feet - No ground water encountered at time of drilling - Backfilled with bcntonitelcement slurs) on 5/7/03 55— £fl, 505A(11/77) - LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG C B - 7 Date 5-9-03 Sheet 1 of - 1 Project Grand Pacific Resorts Project No. 040575-002 Drilling Co. Tr-County Drilling Type of Rig HS,Core Rig CMi'5 Hole Diameter 8 in. Drive Weight N/A 'Drop N/A ill. Elevation Top of Hole 225 ft. Ref. or Datum Mean Sea Level in at 31 WX to 06 GEOTECHNICAL DESCRIPTION W IT h j Logged By MW 1) U)'' Sampled By 0— -. - - - SM QUATERNARY TERRACE DEPOSIT S - '. :• . @ 0': Silty medium SANDSTONE: Red-brow n , m o i s t , m e d i u m d e n s e ; logged cuttings to 5' SM/GM @ 4.5'-9': Silty medium SANDSTONE: Orange-brown, moist , d e n s e ; gravelly, hit cobble, no core sample, l o g g e d c u t t i n g s r CM - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TERTIARY SANTIAGO FORMATION ass) @ 9': CLAYSTONE: Olive-green, moi s t , s t i ff @ 10'-I5': Run fit, Recovecy/RQD= 100178 @ 10'-I2.8': CLAYSTONE: Olive-gr e e n , m o i s t , s t i f f ; f a t c l a y ; d i s c o n t i n u o u s randomly-oriented parting surfaces - 6 sc @ 12.8': Clayey SANDSTONE: Gray-g r e e n , d a m p , d e n s e si @ 14.3': Fine SANDSTONE: Light gray , d a m p , d e n s e ; f r i a b l e , m i c a c e o u s @ 15'-20': Run #2, Recovery/RQD= 9 2 / 5 4 @ 15': Fine SANDSTONE: Light gray, damp, d e n s e ; f r i a b l e , m i c a c e o u s 20—:A.' SP-SM @ 20'-25': Run #3, Recovery/RQDl00 / 8 6 @ 20'-22.7': Fine SANDSTONE with s i l t : O r a n g e - b r o w n , m o i s t , d e n s e ; slightly friable, possible slight seepage, i r o n - o x i d e s t a i n e d © 22.7': Fine SANDSTONE with si l t : P a l e g r a y , m o i s t , d e n s e ; s l i g h t l y friable, possible slight seepage, iron-o x i d e s t a i n e d 25----- Total Depth 25 Feet - - Seepage at 23 Feet Backfilled with bentomte/cement slu r r y o n 5 / 9 / 0 3 505A(11/77) LEIGHTON & ASSOCIATES GEOTECIINECAL BORING LOG LB1-03 Date 2-17-03 Sét i of 2 Project Grand Pacific Resort Project No. 040575-002 -------- Drilling Co. Morrison Drilling (San Diego Drilling) Type of Rig Bucket Auger Hole Diameter 30 in. Drive Weight Drop 12 in. Elevation Top of Hole 241 ft. Ref. or Datum Mean Sea Level - a In w 0 Z 4- t OJ) 114 ILCAL DESCRIPTION 11 .CO) oo .i- w o C4- wu 34- 0J 4.. .- - L .,c _U) -, ( 4- 4- Logged By MDJ Sampled By MM U)cc ° 0 °" Cl) 0- = = SM QUATERNARY TERRACE DEPOSITS (Ot - : @ 0': Silty fine to medium SANDSTONE: Orange-brown, damp, dense to very dense; iron-oxide staining, massive - : . - 1 9 115.2 7.4 ii— .: @ 17.2'-17.8': Two light gray SAND infilled joints, sand is slightly less - ". - 1:Nl0W, 44NE . cemented than orange-brown sandstone surrounding feature @ 18': Three 1.5 to 3' thick beds of dark brown moderately cemented sandstone that are offset by light gray sand infilled fracture; beds are • - interbedded with orange-brown sandstone; gravel and cobble rare; - 20 .'' - fr:N20W, 60NE fracture vct, slightly open at 19' ,á- gc:N30-N45W, 3SW Sp-SM_ @ 20'-20.5': Fine SANDSTONE: Orange-brown, wet, dense; cobble at the - * base of sandstone; moderate to heavy seepage within the layer, general contacI,wayernsoi1aicontact - - - TERTIARY SANTIAGO FORMATION (Tsa) 2 push 82.0 39.3 @ 20.5': CLAYSTONE: Olive, moist to wet, stiff; discontinuous - randomly-oriented patting surfaces, moderately plastic layers that - / intesbed with highly plastic CLAYSTONE layers @ 21': Discontinuous wavy randomly-oriented fractures throughout - CLAYSTONE Plastic (fat) layers interbedded between blocky CLAYSTONE; closely spaced 25 tight fractures; randomly oriented plastic parting surfaces Bag-3 CH - dt @25' cs:N44E, 25-45SE @ 26': 1I4 thick plastic clayseam along striated polished surface; continuous @ 26.2': Fracture below it connects with clayseam on north side of boring - fr:N55E, 5 lSE @ 29': Discontinuous plastic clay-lined fracture fr:N45W, 40NE SM @ 29.6': Silty fine SANDSTONE: Light gray, damp, dense; slightly friable; 31L— c:N20-60W 5-6NE gradational upper contact • 505A(11/77) LEIGHTON & ASSOCIATES GEOTECIINICAL BORING LOG LB1-03 2-17-03 Sheet 2 of 2 ject. Grand Pacific Resort Project No. 040515002 rifling Co. Morrison Drilling (San Diego Drilling) Type of Rig Buckét.Augj 'le Diameter 30 in. Drive Weight Drop j:in. vation lop of Hole 241 ft. Ref. or Datum Mean Sea Level .- .,., kA GEOTECHNICAL DESCRIPTION Ci oo o- wu 4 c c 0 M Logged By MDL Sampled By MDJ 0 U)" SM TERTIARY SANTIAGO FORMATION tTsa) (Continued) -. '.'. 4 4 112.6 8.5 @30': Significant caving •:. SP @ 35': Fine SANDSTONE: Pale gray to off-white, damp, dense , v e r y f r i a b l e Bag-S @36' b:generally SM-SP @ 38-40': Silty fine SANDSTONE to fine SANDSTONE: Pale' ray, damp, horizontal very dense, iron-oxidized stained bed at 38', iron-oxide stained krotovina; less friable than above 0..' SF - Geologically Logged to 42 feet Ground water encountered at 20 feet at time of drilling Total Depth = 46 feet - Boring caved to 20 feet on 2/18/03 — Backftlled with 41 cubic feet of benconite grout and native sa i l o n 2 / 1 8 / 0 3 0- 5— -------------- - - - _ - 505A(11/77) - LEIGHTON & ASSOCIATES U C 1 4 j GEOTECHNECAL BORING LOG LB-6 Date 9-27-95 Sheet 1 of 2 Project Legoland/Carlsbad Ranch Project No. 4950294-001 Drilling Co. Daves Drilling Type of Rig Bucket Auger Hole Diameter 24 in. Drive Weight 0-274,500#; 27-52=3,70011 Drop 12 in, Elevation Top of Hole +1- 228 ft. Ref. or Datum Mean Sea Level !-' O J 6 31 h Ci j C')" GEOTECHNICAL DESCRIPTION Logged By MLF Sampled By MLF 0— Bag-I - - SP TERRACE DEPOSITS Yellowish red, moist, line to medium SAND; trace of SILT; micaceous; upper 1 to 2 feet disturbed by fanning 225 5- 220 - I° 2 push CH - '.,@IO': Slight amount of seepage just above the clay layer SANTIAGO FORMATION - @ 10': Light olive-gray, moist, CLAY; laminations; randomly oriented - 9 shears(parting surfaces l5 210 - 0 @ 18': Driller indicated drilling became hard 20— 3 4 SP @ 20': Light gray, micaceous, damp, medium dense, fine to medium SAND; - : slightly 205 - :' : : '•: © 26': Becomes damp, driller having trouble keeping sand in bucket, friable SAND 200 — - An ;p— ' '•••'• = = 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 Date 9-27-95 Sheet 2 of 2 Project Legoland/Carisbad Ranch Project No. 49029401 Drilling Co. Daves Drilling Type of Rig Bucket Mgn— Hole Diameter 24 in. Drive Weight 0-27 = 4.500#; 27-52 = 3700# Drop J nin Elevation Top of Hole 228 ft. Ref. or Datum - - Mean Sea Level - . . . E Cl) - 41 - ' c.. - o o C.) Al :. o ca GEOTECHNICAL DESCRIPTION Logged By ML? Sampled By ML? 10 - Total Depth = 30 Feet Due to No Recovery Seepage at 10 Feet Backfilled on September 27 1995 35- - 40- 45- 50- 55- 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LcGb Date 9.11-95 Shtt i of •, Project Legoland/Carisbad Ranch Projet No 49501944J1 Drilling Co. Barge's Drilling Company Type ôT.Thg Hole Diameter 8 In. Drive Weight 1401)ouuds iop 30 bL Elevation Top of Hole +/-_.L82 ft. Ref. or Datum Mean Sea Level -- i;• t. D € . Z .! M 0 IL j ' ox Vo t L) 1A 6i J u," GEOTECHNICAL DESCRIPTION • Logged By SCB Sampled By SCB - - SM TERRACE DEPOSrI'S/PTLL'? @0-2': Light reddish brown, dry, loose silty SAND 10 SM ijXëñpbrrs 1 31 124.8 10.7 @2': Orange-brown, moist, medium dense to dense, (Inc silty SAND with i r o n oxdc staining and manganese staining 2 46 124.0 11.2 @ 6: Same as above Total Depth = 63 Feet 175 - No Ground Water Encountered at Time of Drilling - Hole Backfilled on September ii, 1995 10- 170- 20- 160 - 25- 155. 505AC11/77) LEIGHTON & ASSOCIATES APPENDIX C LABORATORY TEST PROCEDURES -.' APPENDIX C LABORATORY TESTING PROCEDURES Classification Soils were classified visually, generally according to the Unified Soil Classification System. Classification tests were also completed on representative samples in accordance. with ASTM D422 for Grain Size. The test resultant soil classifications are shown on the Boring Logs and Test Pit Logs in Appendix B. In-Situ Moisture/Density The in-place moisture content and dry unit weight of selected soil samples were determined using relatively undisturbed samples from the Cal Tube Sampler. The dry unit weights and moisture contents are shown on the Boring Logs in Appendix B. Percent Passing No. 200 Sieve Particle size determinations for the percentage of sample passing the No. 200 sieve were performed in general accordance with the laboratory procedures outlined in ASTM test Method Dl 140. The results are shown on the Boring Logs in Appendix B. Atterberg Limits The liquid limit, plastic limit, and plasticity index of selected soil samples were estimated in general accordance with the laboratory procedures outlined in ASTM D 4318. The results are shown on the Boring Logs in Appendix B. Maximum Density Maximum density tests were performed on a representative bag sample of the near surface soils in accordance with ASTM D1557. Test results are presented on the table below. AM& 6295 Fcris Square, Suite C Page C-i San Diego, CA 92121 A ____________ (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A 1 1 Carlsbad, California MTGL Log No. 15-1063 Sample Location .[ I . . Description Maximum Dry Density (pcf) Optimum Moisture Content (%) B-2 at 2' to 4' Silty Sand (SM) - Reddish brown 132.5 7.5 B-12 at 0 to 2' Silty Sand (SM) — Brown 129.9 9.9 TP-6 at 2' to 3' Silty Sandstone 'SM' — Light brown 128.8 7.7 Direct Shear Direct Shear Tests were performed on in-place samples of site soils in accordance with ASTM D3080. The test results are presented in Figures C-i thru C-4. Expansion Index Expansion Index testing was completed in accordance with the standard test method ASTM D4829. Test results are presented below. Sample Location Description Expansion Index (El) Expansion Index B-6 at 0 to 2' Silty Sand (SM) — Reddish brown 0 Very Low B-13 at 19' to 20' Fat Claystone 'CH' - Gray 233 Very High TP-14 at 0 to 1' Silty Sand (SM) — Brown 0 Very Low Corrosion Chemical testing was performed on representative samples to determine the corrosion potential of the onsite soils. Testing consisted of pH, chlorides (CTM 422), soluble sulfates (CTM 417), and resistivity (CTM 643). Test results are as follows: Sample Location p H Chlorides (ppm) Sulfates (ppm) Resistivity (ohm-cm B-7at3'to5' 8.3 77 128 3280 B-13at0to2' 7.2 74 181 2300 TP-12 at 2' to 4' 8.5 40 111 2400 A 6295 Fenis Square, Suite C Page C-2 San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 9. R-Value R-value test was performed on samples of the upper soils in general accordance with the laboratory procedures outlined in ASTM D 2844. Test results are presented below. Sample 1 Location Description R-Value B-5 at 0 to 2' Silty Sand (SM) - Brown 20 TP-3 at 0 to 1' Silty Sand (SM) - Brown 26 TP-17 at 0 to 1' Silty Sand (MS) - Brown 64 A 6295 Fertis Square, Suite C Page C-3 AF San Diego, CA 92121 (858) 537-3999 MTG MTG MTG Marbrisa Resorts - Phase ifi - Oeotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 APPENDIX D STANDARD GRADING SPECIFICATIONS A 6295 Fenis Square, Suite C Page C-4 San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A1 1 Carlsbad, California MTGL Log No. 15-1063 APPENDIX D GENERAL EARTHWORK AND GRADING SPECIFICATIONS GENERAL These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of subdrains, and excavations. The recommendations contained in the attached geotechnical report are a part of the earthwork and grading specifications and shall supersede the provisions contained herein in the case of conflict. Evaluations performed by the Consultant during the course of grading may result in new recommendations, which could supersede these specifications, or the recommendations of the geotechnical report. EARTHWORK OBSERVATION AND TESTING Prior to the start of grading, a qualified Geotechnical Consultant (Geotechnical Engineer) shall be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the Consultant provide adequate testing and observation so that he may determine that the work was accomplished as specified. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that he may schedule his personnel accordingly. It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. Maximum dry density tests used to determine the degree of compaction will be performed in accordance with the American Society for Testing and Materials Test Method (ASTM) D1557. PREPARATION OF AREAS TO BE FILLED Clearing and Grubbing: All brush, vegetation and debris shall be removed or piled and otherwise disposed of. A 6295 Fenis Square, Suite C Page Dl ______ San Diego, CA 92121 (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A 1 1 Carlsbad, California MTGL Log No. 15-1063 Processing: The existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 12 inches. Existing ground, which is not satisfactory, shall be overexcavated as specified in the following section. Overexcavation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, shall be overexcavated down to firm ground, approved by the Consultant. Moisture conditioning: Overexcavated and processed soils shall be watered, dried-back, blended, and mixed as required to have a relatively uniform moisture content near the optimum moisture content as determined by ASTM D1557. Recompaction: Overexcavated and processed soils, which have been mixed, and moisture conditioned uniformly shall be recompacted to a minimum relative compaction of 90 percent of ASTM D1557. Benching: Where soils are placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground shall be stepped or benched. Benches shall be excavated in firm material for a minimum width of 4 feet. FILL MATERIAL General: Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the Consultant. Oversize: Oversized material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried or placed in fill, unless the location, material, and disposal methods are specifically approved by the Consultant. Oversize disposal operations shall be such that nesting of oversized material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the Consultant. Import: If importing of fill material is required for grading, the import material shall meet the general requirements. Arrrm 6295 Fenis Square, Suite C Page D2 San Diego, CA 92121 ____________ (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A1 1 Carlsbad, California MTGL Log No. 15-1063 FILL PLACEMENT AND COMPACTION Fill Lifts: Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. The Consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. Fill Moisture: Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture conditioning and mixing of fill layers shall continue until the fill material is at uniform moisture content at or near optimum. Compaction of Fill: After each layer has been evenly spread, moisture conditioned, and mixed, it shall be uniformly compacted to not less that 90 percent of maximum dry density in accordance with ASTM D1557. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction. Fill Slopes: Compacting on slopes shall be accomplished, in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet as the fill is placed, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent in accordance with ASTM D1557. Compaction Testing: Field tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general, these tests will be taking at an interval not exceeding 2 feet in vertical rise, and/or 1,000 cubic yards of fill placed. In addition, on slope faces, at least one test shall be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. SUBDRAIN INSTALLATION Subdrain systems, if required, shall be installed in approved ground to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials shall not be changed or modified without the approval of the Consultant. The Consultant, however, may recommend and, upon approval, direct changes in subdrain line, grade or materials. All subdrains A 6295 Ferris Square, Suite C Page D3 ______ San Diego, CA 92121 ____________ (858) 537-3999 Marbrisa Resorts - Phase ifi - Geotechnical Investigation MTGL Project No. 1916A11 Carlsbad, California MTGL Log No. 15-1063 should be surveyed for line and grade after installation and sufficient time shall be allowed for the surveys, prior to commencement of fill over the subdrain. EXCAVATION Excavations and cut slopes will be examined during grading. If directed by the Consultant, further excavation or overexcavation and refilling of cut areas, and/or remedial grading of cut slopes shall be performed. Where fill over cut slopes are to be graded, unless otherwise approved, the cut portion of the slope shall be made and approved by the Consultant prior to placement of materials for construction of the fill portion of the slope. A 6295 Fenis Square, Suite C Page D4 ______ San Diego, CA 92121 _________ (85) 537-3999 (City of Carlsbad C17- Community & Economic Developmen t op COMMUNITY FACILITIES DISTRICT c,,kS NON-RESIDENTIAL b/frj NON-RESIDENTIAL CERTIFICATE: Non-residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The option you choose will affect your payment of the developed Special Tax assessed no your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before permit issuance. Your signature confirms the accuracy GRAND PACIFIC CARLSBADIN LP (6±9)7I-ub6 70. 4t. czs Name of Owner Telephone 5900 PASTEUR CT, STE 200 1546 Balboa Cr Address Project Address CARLSBAD, CA 92008 Carlsbad, CA City, State Zip City, State Zip 2111310300 Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor 2 2017 6,631.00 Improvement Area Fiscal Year Square Feet 12/21/1993 $0.28 Annexation Date Factor As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, 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. Please 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: $1,842.75 Owner's Initials OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum annual Special Tax: $254.48 Owner's Initials ______ I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UIRSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. Signare of Property owhV - Title Print Name Date The City of Carlsbad has not independently verified the Information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. B-32 Page 1 of 1 Buloltling Permit Number:CB162442 IW4y f_I I n_ C(City of cdlsbad Community & Economic Development IEcEivE.b CERTIFICATION OF SCHOOL FEES PAID MAy31 201? CiTy This form must be completed by the City, the applicant, and the appropriate City prior to issuing a building permit. The City will not issue any building permit withoQt9II)9)? form. I ied to the school fee Project No. & Name: Plan Check No.: CB162442 Project Address: 1546 BALBOA CR Assessor's Parcel No.: 2111310300 Project Applicant: GRAND PACIFIC CARLSBADt., LP (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: Commercial Square Feet: New/Additions: 6,631 City Certification: City of Carlsbad Building Division Date: 03/09/2017 Certification of Applicant/Owners. The person executing this declaration ('Owner") certifies under penalty of peijury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an Increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. 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 Sign Title: Name of School District: CARLSBAD UNIFIED SCHOOL PI51HI1 8225 EL CAMINO REP.1. CARLSBAD. CA 92009 Phone: Building Division 1635 Faraday Avenue I Carlsbad, CA 760-602-8558 fax I building@carlsbadca.gov SAN DIEGO REGIONAL I OFFICE USE ONLY 'RECORD ID#________________________________ HAZARDOUS MATERIALS 'PLAN CHECK #__________________ occc" QUESTIONNAIRE BPDATE I I I Business Name Business Contact Telephone # 4?iir 1c-ic Pe Wi2~z8O:. I Project Add r'ess City State Zip Code TAPN# Project Telephone questions represent project Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazard applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives Compressed Gases 6. Oxidizers 10. Cryogenics Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials Flammable Solids 8. Unstable Reactives 12. Radioactives any are Corrosives Other Health Hazards None of These. If the answer to any of the Diego, CA 92123. Call (858) 505.6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 09 Is your business listed on the reverse side of this form? (check all that apply). 0 IM Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 II Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 IN Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 N Will your business use an existing or install an underground storage tank? 0 J Will your business store or handle Regulated Substances (CalARP)? 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 tA Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). CalARP Exempt Date Initials CalARP Required Date Initials CalARP Complete Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcompsdcounty.ca.qov (858) 586-2650). [*No stamp required if Qi Yes and Q3 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate burns; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES NO 0 IJ Will the project disturb 160 square feet or more of existing building materials? 0 Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdacd.orp/info/facts/permits.pdf) for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary Briefly describe business activities: I Briefly describe proposed project: I declare under penalty of perjury that to the best of my knowledge and belief tHe 51iMal tei (iôcKj1 Jjr Lxnavj Name of Owner or Authorized Agent iiture Owner or A FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: true O(/ti /K4 BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTYHMD* APCD COUNTY-HMD APCD COUNTY-1-1101D APCD A stamp in this box oniv exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division ELISE ROTHSCHILD Qtountp of ,an JDIeo AMY HARBERT Director Assistant Director DEPARTMENT OF ENVIRONMENTAL HEALTH FOOD AND HOUSING DIVISION P.O. BOX 129261, SAN DIEGO, CA 92112-9261 Phone: (858) 5054659 FAX: (858) 505-6824 1(800) 253.9933 www.sdcdeh.ora PLAN APPROVAL SHEET DBA: Marbrissa Resort Distribution Center DATE: 4/20/2018 SITE: 1546 Balboa Circle, Carlsbad, CA 92008 Pc #: DEH20I8-FFPN-00 1431 BUSINESS OWNER: Mabrissa Resort Distribution Center Plans are approved contingent upon the following: 2) Changes to equipment layout, menu, or application must be submitted for approval. Changes made without approval will make the nlan anoroval null and void. 4) All food and utensil-related equipment shall be certified to applicable sanitation standards by an ANSI accredited testing agency. 5) Upon completion of 500/6-80% of construction, call (858) 505-6660 to schedule a mid-inspection. In lieu of a plumbing inspection by DEH, ensure that the plumbing is constructed to these standards: Floor sinks shall be installed V2 exposed and equipped with an appropriate grill cover if no access is provided for cleaning. Drain lines shall slope '4" per foot, shall not exceed 15' in length and shall terminate a minimum of 1" above the floor sink with a legal air gap or otherwise approved by the enforcing agency. Drain lines shall not intersect walkways or door ways. No condensate drainage of any kind can drain to the mop sink. 3-compartment sinks, preparation sinks, dump sinks, and any other plumbed equipment must drain indirect to a floor sink. Grease traps/interceptors, if required by the local waste water authority must be located outside of the food preparation, food storage, or warewashing areas. Floor surfaces must be sloped 1:50 to required floor drains. Conduits of all types shall be installed within walls as practicable. When otherwise installed, they shall be mounted or enclosed in a chase so as to facilitate cleaning. 6) Owners and/or operators must pass an approved and accredited Food Safety Certification course. Proof of successful completion of this course is to be furnished at the final inspection. 7) All equipment is to be in place and functional. At the time when the final inspection is requested, the facility shall have all utilities operational and all refrigeration shall have an ambient air temperature of 38SF or below and shall be equipped with a thermometer accurate to +1- 217 in the warmest section of the unit. 8) Seal all cracks, gaps and crevices in counters, cabinets, around metal flashing, sink bàcksplashes, around pipes and conduits with silicone sealant. 9) AN AIR BALANCE REPORT IS REQUIRED IF THE FACILITY HAS VENTILATION HOODS Plans reviewed by: Muriel Galsim, REHS & Mickey Lay, EHT £NVIRO CALL (858) 505-6660 AT LEAST 10 WORKING DAYS IN ADVANCE TO SCHEDULE MID AND FINAL INSPECTIONS. A FINAL INSPECTION MUST BE CONDUCTED AND AN ENVIRONMENTAL HEALTH PERMIT SHALL BE ISSUED PRIOR TO OPENING AND OPERATING THIS FOOD ESTABLISHMENT. "Environmental and public health through leadership, partnership and science" ga PC6 JU C ~/o /-3o-c5i7 -,Lq) 6- ~CAII ---a- )PMUjc~~ Mz, IcbV\ &hotetv Kd 1\Jb(C\ 5&a-s4-,a(j J,4?e ?T t-ft OSCJ6cF IIô?fS ;oc /2Af