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2510 WEST RANCH ST; ; CBC2016-0021; Permit
4LCity of Cailsbad - Comrnercualj Perm' it. Print Date: 03106/2019 Permit No: CBC2016-0021 Job Address: 2510 West Ranch St Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: Lot if: Applied: 11/21/2016 Valuation: $440,000.00 Reference if: . Issued: 12/08/2016 Occupancy Group: Construction Type: Permit Finaled: if Dwelling Units: Bathrooms: Inspector: TFraz Bedrooms: Orig. Plan Check if: Final Plan Check if: Inspection: 3/6/2019 1:28:52PM Project Title: Description: MONTECITO APARTMENTS: LANDSCAPING PACKAGE: FIREPLACE, PILASTERS, ENCLOSURE WALLS, ETC. THROUGHOUT SITE Applicant: Contractor: ALLIANCE LAND PLANNING AND ENGINEERING TB PENICK AND SONS INC INC -. ELIZABETH SHOEMAKER - 15435 Innovation Dr 2248 Faraday Ave San Diego, CA 92128-3442 Carlsbad, CA 92008-7208 858-558-1800 760-431-9896 BUILDING PERMIT FEE $2000+ $1,833.00 BUILDING PLAN CHECK FEE (BLDG) $1,283.10 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $86.00 5B1473 BUILDING STANDARDS FEE . $18.00 STRONG MOTION-COMMERCIAL $123.20 Total Fees: $3,576.30 Total Payments To Date: $3,432.30 Balance Due: $144.00 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 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov 10, F FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: OPLANNING 0 ENGINEERING OOBUILDING I21E [_-]HEALTH 0 HAZMATIAPCD Building Permit Application Plan Check No. C320 11 0=1 1635 Est. Value 617mi Faraday Ave., Carlsbad, CA 92008 y of Cit -/a Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit CCarlsbad.I i) email: buildingcarlsbadca.gov (t (2.1 (lb Iswppp I uc4-carIsbac1ca.gov Date JOB ADDRESS NW Corner- El Camino Real and West Ranch St. ISUITE#/SPACE,/UNIT# A PN I 208 - 195 - 10 - 00 CT/PROJECT S ,, I LOT S I PHASE S IS OF UNITS S BEDROOMS I I S BATHROOMS TENANTBUSI NESS NAME CONSTR. TYPE 0CC. GROUP 14-00'?- I 340 and 342 I 7 & 8 I 10-13 20 or 26 I 20 I N/A I 5-A I R-2 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) The Robertson Ranch (PA 7 and PA 8) landscaping structural submittal package (festival lights, pool gates, pool pilaster, pool enclosure wall pool fence wall, pool glass fence, vehicular gate vehicular gate pilaster, EVA Gate support, and outdoor fireplace). EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I FIREPLACE AIR CONDITIONING IFIRE SPRINKLERS Vacant -Under ConstrucI Marekt Rate Apts I 2,357 1,397 1DECKS(SF) 'ESE . NO[—]I YESNOE I YESNO APPLICANT NAME Alliance Land Planning & Engineering PROPERTY OWNER NAME Shapell Montecito, LLC ,fna,y Contact ADDRESS 2248 Faraday Avenue ADDRESS c/o w. 9C&TJ 8383 Wilshire Blvd. 5y 00 CITY STATE ZIP Carlsbad CA 92008 CITY STATE ZIP Beverly Hills CA 90211 PHONE 'FAX PHONE (760) 431-9896 I (760) 431-8802 (323) 988-7590 F AX I (323) 651.4349 EMAIL EMAIL eshoemakercallianceeng.com jlove(shapell.com DESIGN PROFESSIONAL MJS CONTRACTOR BUS. NAME T.B. Penick & Sons, Inc. ADDRESS 507 30th Street ADDRESS 15435 Innovation Drive, Suite 100 CITY STATE ZIP CITY STATE ZIP Newport Beach CA 92663 San Diego CA 92128 PHONE FAX PHONE (949) 675-9964 I (858) 731-6127 FAX I (866) 229-7263 EMAIL bradyn(mis-la.com EMAIL frankb@tbpenick.com I STATE LI S STATE LICe CLASS I CITY BUS. LIC.# Mark Schattinger I 3235 185381 I Below I 1207525 (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 {Cflapter 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)). 00013001 Glass: B, AS B, A, C-B, C27, C15. Workers' Compensation Declaration: thereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-insure for woikers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Li I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Policy No. Expiration Date i section need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is Issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (111,100,000), In addition to the cost of compensation, da ages s p vided for I Be on 37 6 of the Labor code, interest and attorney's fees. / CONTRACTOR SIGNATURE ]AGENT DATE / I 0@00(9011000 0®() 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). IZI 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). [J lam exempt under Section _____________Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. []Yes [—]No 2.1(have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone lcontractors' license number): I plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name! address! phone /contractors' license number): I 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 SIGNATURE []AGENT DATE 11/16/16 Z. 03 013017000 (®ID G%DQ)o039D0(3G9V0n16 000GO000 )001?6 00? Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration tonn or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYes ZI No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air management district? 13 Yes [] No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes / No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED U SS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE MR POLLUTION CONTROL DISTRICT. øO()Ø 650003V 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 - Lende?s Address OMJ? UOOYi?O®J Ion1ifljthatIhavereadtheappIIcationandstatethattheaboveinlOimatIon iscorrectandthatthelnformationon the plans isaccurate. I agree tocompIywith all City ordinances and State kin relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD 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 59 deep and demolition or construction of structures over 3stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become nut and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the york is commenced fora period of 180 days (Section 106.4.4 Uniform Building Code). .APPLICANT'S SIGNATURE ('7S_jt'JU.L__... DATE \\/w A V Permit Type: BLDG-Commercial Application Date: 11/21/2016 Owner: Work Class: Tenant Improvement Issue Date: 12/08/2016 Subdivision: Status: Closed - Finaled . Expiration Date: 08/05/2019 Address: 2510 West Ranch St Carlsbad, CA 92010-5622 IVR Number: 369 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspectuon Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency 1/28/19, trash enclosure gates Yes BLDG-Building Deficiency 3/06/19, site amenities Ok. Gates, ramps, Yes stairs, walkways, BBO's Ok. Trash' enclosures, site lighting. Ok BLDG-Building Deficiency Partial. Complete all trash enclosure gate Yes accessibility BLDG-Building Deficiency Complete all work, check trash enclosure No opening dimension - BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final .. . No March 06, 2019 - Page 5of5 Complete all work, check trash enclosure opening dimension Partial. Complete all trash enclosure gate accessibility Partial Pass Michael Collins COMMENTS 1/28/19, trash enclosure gates Partial. Complete all trash enclosure gate accessibility Complete all work, check trash enclosure opening dimension Partial Pass Michael Collins COMMENTS No Yes No No No No Ralnspection Incomplete Passed Yes Yes No No No No No Reinspection Incomplete Passed 1/28/19, trash enclosure gates Yes Partial. Complete all trash enclosure gate Yes accessibility Complete all work, check trash enclosure No opening dimension No No No No Passed Michael Collins Complete Permit Type: BLDG-Commercial Application Date: 11/21/2016 Owner: Work Class: Tenant Improvement Issue Date: 12/08/2016 Subdivision: Status: Closed - Finaled Expiration Date: 08/05/2019 Address: 2510 West Ranch St Carlsbad, CA 92010-5622 IVR Number: 369 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Complete all work, check trash enclosure No opening dimension BLDG-Building Deficiency Partial. Complete all trash enclosure gate Yes accessibility BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 0112212019 0112212019 BLDG-Final 081766-2019 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 0112812019 0112812019 BLDG-Final 082348-2019 Inspection Checklist Item BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 0210612019 0210612019 BLDG-Final 083152-2019 Inspection Checklist Item BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 0310612019 0310612019 BLDG-Final 085416-2019 Inspection March 06, 2019 Page 4 of 5 Permit Type: BLDG-Commercial Application Date: 11/21/2016 Owner: Work Class: Tenant Improvement Issue Date: 12/08/2016 Subdivision: Status: Closed - Finaled Expiration Date: 08/05/2019 Address: 2510 West Ranch St Carlsbad, CA 92010-5622 IVR Number: 369 Scheduled Actual Inspection Type inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 1212412018 1212412018 BLDG-Final 079786-2018 Cancelled Paul Burnette Reinspection 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 1212612018 1212612018 BLDG-Final 079860-2018 Failed Michael Collins Reinspection ' Complete Inspection ...................,. . . . , , . . , , Checklist item . ' COMMENTS . ' ' Passed BLDG-Building Deficiency Complete all work, check trash enclosure No opening dimension BLDG-Plumbing Final . . No BLDG-Mechanical Final . . No BLDG-Structural Final . , . . No BLDG-Electrical Final . No 1212712018 1212712018 BLDG-Final 079964-2018 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed 1213112018 1213112018 BLDG-Final Inspection BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 080064-2018 Complete all work, check trash enclosure opening dimension Failed Michael Collins No No No No No Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Complete all work, check trash enclosure No opening dimension BLDG-Plumbing Final . No BLDG-Mechanical Final No BLDQ-Structural Final No. BLDG-Electrical Final No 0111512019 0111612019 BLDG-Final 081342-2019 Partial Pass Michael Collins Reinspection Incomplete Inspection . . March 06, 2019 Page 3of5 Permit Type: BLDG-Commercial Application Date: 11/21/2016 Owner: Work Class: Tenant Improvement Issue Date: 12/08/2016 Subdivision: Status: Closed - Finaled Expiration Date: 08/05/2019 Address: 2510 West Ranch St Carlsbad, CA 92010-5622 IVR Number: ' 369 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Site Jightin conduit only at Building 12 & 13, Yes - see card 0711212018 0711212018 BLDG-11 064023-2018 Failed Michael Collins Reinspection Complete FoundationlFtglPler s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Footing depth not per plan No 0711312018 0711312018 BLDG-66 Grout 063940-2018 Partial Pass Tim Frazee Reinspection Incomplete Checklist Item, COMMENTS Passed BLDG-Building Deficiency All but ten (10) light standard foundations Yes are 01< to pour 8 along the west entrance road, 1 @ Main Entrance, 1 @ middle island see highlighted layout sheet 0810812018 0810812018 BLDG-31 066339-2018 Passed Michael Collins Complete UndergroundlCondu it-Wiring • Checklist Item COMMENTS Passed BLDG-Building Deficiency Upper entry off Robertson Rd. & light base Yes at retention basin across from Bldg .19/23 08117/2018 0811712018 BLDG-31 067336.2018 . Partial Pass Michael Collins Reinspection Incomplete UndergroundlCondu ft. Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency . Contractor nudity only at lower entry • Yes retention basin between Bldg. 18/19 & 23 0812412018 0812412018 BLDG-31 068043-2018 Partial Pass Chris Renfro Reinspection Incomplete UndergroundlCondu it- Wiring Checklist Item COMMENTS • . Passed BLDG-Building Deficiency Inspected underground conduit for light Yes bases in building 18 08127/2018 0812712018 BLDG-31 068228.2018 Partial Pass Michael Collins Reinspection Incomplete UndergroundlCondu it - Wiring Checklist Item . COMMENTS Passed BLDG-Building Deficiency Conduit only • Yes 0812912018 0812912018 BLDG-14 068530.2018 Failed Michael Collins Reinspection Complete FramelSteellBoltingl Welding (Decks) Checklist Item COMMENTS • Passed BLDG-Building Deficiency Not ready No March 06, 2019 Page 2of5 Permit Type: BLDG-Commercial Application Date: 11/21/2016 Owner: Work Class: Tenant Improvement Issue Date: 12/08/2016 Subdivision: Status: Closed - Finaled Expiration Date: 08/05/2019 Address: 2510 West Ranch St Carlsbad, CA 92010-5622 IVR Number: 369 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status , Primary Inspector Reinspection Complete 0711112017 0711112017 BLDG-11 028417-2017 Passed Michael Collins Complete FoundationlFtg!Pler $ (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency Trash enclosure per deputy insp. report Yes only. No city inspection. BLDG-12 Steel/Bond 028418-2017 Passed Michael Collins Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Trash enclosure PA-8 Yes 0711712017 07117/2017 BLDG-I1 028943-2017 Passed Michael CollinS Complete FoundationlFtglPler s (Reber) Checklist item COMMENTS Passed BLDG-Building Deficiency CM U. footing/steel for trash enclosure, Bldg. - No 5 11/2912017 1112912017 BLDG-31 041929-2017 Passed MIchael Collins Complete undergroundlCondu It - Wiring Checklist Item COMMENTS . . Passed BLDG-Building Deficiency 1 inch conduit only, Bldg. 14, Bldg. 15 and Yes Rec Bldg. to carport shade structure. 1113012017 11130/2017 BLDG-31 041873-2017 Failed Michael Collins Reinspection. Complete Underground!Condu It - Wiring • Checklist item COMMENTS Passed BLDG-Building Deficiency Not ready No 1210112017 12101/2017 BLDG-31 . 042020-2017 Partial Pass Andy Krogh Reinspection Incomplete undergroundlCondu It - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted on plans for future solar Yes 12114/2017 BLDG-31 043607-2017 Requested Michael Collins Incomplete UndergroundlCondu It - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted on plans for future solar Yes 05/10/2018 05/1012018 BLDG41 057837-2018 Partial Pass Michael Collins Reinspection Incomplete Underground/Condu it - Wiring March 06, 2019 • • -- Page 1 of 5 A NO\FA Services Daily Report Tuesday, Jul 11,2017 Robertson's Ranch, Montecito RobertsonVs Ranch West Village Carlsbad, Ca Job# :1016519 WEATHER Time Temp Hum W-Dir W-Speed W-Gust Precip Condition 07:01 AM 71°F 99% SW Overcast 12:04 PM 75°F 86% SW 9 MPH 11 MPH Clear TIME ARRIVAL 07:54 AM Youssef Hanna 700 am Arrived to the job site as was requested by the client PERMIT NUMBERS 04:16 PM Youssef Hanna Permit CBC 2016-0021 REINFORCING STEEL. JUL 10,09:06 PM Youssef Hanna Moved to Jul 11, 04:57 PM ermit Per A11.1,1/SD-6,3/SD-6 REINFORCING STEEL PLACEMENT Performed visual inspection of reinforcing steel placement at the locations noted below. Unless noted otherwise, bar sues, types, grades, locations, alignment, laps, ties, and clearance were placed as per the approved drawings and in accordance with ACI and building code requirements. PA-8 (5)Trash enclosure, (1) Trash Enclosure 44 gate post footing. Powered By Note Vault Nova Services, Inc. I Robertson's Ranch, Montecito I Tuesday, Jul 11, 20171 Page lot 6 . .t: r9•= I I —;,• E •-;p , -- • ',.-- '.,,• - p •. •• - I • - :•v!i-;.; I ••. - '•.•. .,aj • - :--. • I 1: 41 -1 iIJ Powered By NoteVault Nova Services, Inc. I Robertson's Ranch, Montecitol Tuesday, Jul 11, 20171 Page 2 of 6 . -A, Powered By Note Vault Nova Services, Inc. I Robertson's Ranch, Montecito I Tuesday, Jul 11, 20171 Page 3 of 6 : CONCRETE/SHOTCRETE 08:00 AM Youssef Hanna Performed visual inspection of the placement of concrete as follows: (37) cy of (3000) psi at (28) days mix no. (1100013132) at locations: 1.Pool equipment enclosure footing. 2.(5) trash enclosure footings & (1) post footing. Placement started at (7:00) and ended at (12:30 pm) I verified that the mix design(s) delivered and used met the job specification. I verified that areas to receive concrete were clean and free of loose debris. I verified that form work was clean, secure and that rebar was tied in place. I verified that concrete placed was consolidated properly. Sampling of concrete performed by me. Powered By NoteVault Nova Services, Inc. I Robertson's Ranch, Montecito I Tuesday, Jul 11, 20171 Page 4 of 6 .'-._ I'• • TIME DEPARTED 04:03 PM Youssef Hanna 12:30 pm Employee Signature: Powered By Note Vault Nova Services, Inc. I Robertson's Ranch, Montecito I Tuesday, Jul 11, 20171 Page 6of 6 - - $OS A 4 h NOVA Servi Daily Report Robertson's Ranch, Montecito RobertsonVs Ranch West Village Carlsbad, Ca Job#: 1016519 WEATHER Time Temp Hum W-Dir W-Speed 07:00 AM 71°F 92% W GENERAL NOTES 07:24 AM Jason McKnight on-site @7 per contractor request 07:26 AM Jason McKnight reinforcement for trash enclosure per I/sdA completed.. ready to PQUI Monday, Jul 17, 2017 W-Gust Precip Condition Overcast 10:05 AM Jason McKnight To the best of my knowledge all work was performed in compliance with approved plans and applicable codes and standards 10:05 AM Jason McKnight offsite at lOam PERMIT NUMBERS Powered By Note Vault Nova Services, Inc. I Robertson's Ranch, Montecito I Monday, Jul 17,20171 Page 1 of 2 07:24 AM Jason McKnight permit #cbc2016-0021 * -- Employee Signature: Powered By Note Vault Nova Services, Inc. I Robertson's Ranch, Montecito I Monday, Jul 17,20171 Page 2 of 2 r LE/NPELDER Bright People. Right Solutions. Daily Field Report Project Name The Shoppes at Carlsbad Pase 1.5 & 2 Project No. 20172781.001A Bldg. Permit No. PH#2CB163654 & Ph#15 CB163219 Project Address 2525 El Camino Real, Carlsbad Ca. Client Contractor Whiting Turner Equipment Observed Vibrator, concrete pump, Robertson's ready mix truck. Weather Sunny 70 degrees Reviewed By Date Reviewed Date 07/18/2017 DFRlReport No. Time Arrived 8 hours Time Departed Travel Time Mileage 114 Tvoes of Tests/Observations AC Pavements Fabrication Plant 1:1 Masonry 0 Sample Pickup 0 Other Anchor Bolts ii Fireproofing £3 Metal Decking i:i Soil! Aggregate Batch Plant Foundations [3 Pro-Post Tension (J Steel Erection E1 Concrete HS Bolting Reinforcing Steel El Welding Documents Referenced: Work is being performed per approved Specifications. Contract Drawings, Approved plans dated: Phase 1.5 06/28/17, Bulletin #8. and Phase 2 dated: 07/05/2017, Bulletin 13. Observations/Remarks: Plaza entry way for Cheese Cake Factory: Total of 21 Light bollards and light Column bases poured and vibrated. Also Three moonstone bench footings. Work done per details on page A6.5,' all rebar had been inspected and signed off the day before. A total of 15 yards was placed. Robertson's delivered mix design number: 4000P3/8 .50W/C. W/ash Made 5 Cylinders, 4"X8" Electrician was on hand observing and to make sure his conduit was not moved. n Report items comply Acknowledged by Representing Page: MAT-10 REV 5/08 [] Report items do not comply [] Report items comply with exceptions Din Progress / Not complete Kleinfelder.Representative Signature rAC4\. -9v- Richard Hernandez ICC# 8135627. San Diego city# 1278 Kleinfelder Representative Print Name A NO NO\'A Srvirr' Daily Report Robertson's Ranch, Montecito Robertson\'s Ranch West Village Carlsbad Ca Job#:1016519 WEATHER Time Temp Hum W-Dir W-Speed W-Gust 07:01 AM 73°F 99% SW 3MPH 4MPH 12:01 PM 78°F 86% SW 9MPH 9MPH TIME ARRIVAL 06:51 AM Robert VanderPol, II 0645 Wednesday, Jul 19, 2017 ft Precip Condition Mostly Cloudy 0.04 IN Partly Cloudy REFERENCED DOCUMENTS 09:35 AM Robert VanderPol, II Approved plans and reviewed PT shop drawings. PERMIT NUMBERS 09:37 AM Robert VanderPol, II City of Carlsbad Si#6BC2616-0021 ) - - - - - cittA1 4flM ROMPON D ;itII INSPE - - : INSPECTION RECORD 2W WEST R144C)l hl V •T.'I ? ii WU3162 1"t AU I1wuI P- ArAvam" CSC20I6.0021 —I--- - Th - -, - MASONRY 1008 AM Robert VanderPol, II Performed pre-grout inspection for first lift of grout in CMU trash enclosure walls at nine locations adjacent to buildings 25, 21, 20, 16, 11, 17, 3, and building 5 north and building 5 southeast. For rebar checked size, grade, spacing, laps, shapes, and bar counts per plans. As much as possible, checked cell cleanliness. No problems noted. Powered By Note Vault Nova Services. Inc. I Robertson's Ranch. Montecito I Wednesday. Jul 19.20171 Page 6 of 8 717 f 77 Lj I r 1 T N A' I L =••'-:t fCr H -,-- H am- TESTS PERFORMED ON-SITE Powered By NoteVault Nova Services, Inc. I Robertson's Ranch. Montecito I Wednesday. Jul 19.20171 Page 7 of 8 01:42 PM Robert VanderPol, II No tests. COMPLIANCE 02:34 PM Robert VanderPol, II Performance of today's inspections complied with approved documents. Pregrout for 9 CMU trash enclosures complied with approved documents. Stressing of 2 buildings pending engineer's review. Restressing of 1 tendon in 1 building complied.with approved documents. TIME DEPARTED 02:35 PM Robert VanderPol, II 1445 Employee Signature: geet4. V1 A (e4Pez.€ It, P.E. Powered By NoteVault Nova Services, Inc. I Robertson's Ranch. Montecito I Wednesday, Jul 19.20171 Page 8 of 8 NNOVAvic Daily Report Robertson's Ranch, Montecito RobertsonVs Ranch West Village Carlsbad, Ca Job#: 1016519 WEATHER Time Temp Hum W-Dir 07:01 AM 70°F 99% SW W-Speed W-Gust 5MPH 5MPH Tuesday, Aug 01, 2017 Precip Condition Overcast GENERAL NOTES 07:44 AM Jeff Burgess Arrived at Job Site 7:00 am. _ Fe. i- \, ..,.-:..j — —. - —.— al ZotC. Powered By Note Vault Nova Services, Inc. I Robertson's Ranch, Montecito I Tuesday, Aug 01, 20171 Page 1 of 3 REFERENCED DOCUMENTS 11:14AM Jeff Burgess Reference Documents: Pool Equipment Enclosure Ftg - RSD5 Detail 11,13 Pool Perimeter wall Ftg: Per ORCO Wall System View Wall Shop Drawings (Stamped) PERMIT NUMBERS - 11:15 AM Jeff Burgess Permit #5: See Attached Photos Of Permit Cards for Both Locations. REINFORCING STEEL 11:18 AM Jeff Burgess Powered By NoteVault Nova Services, Inc. I Robertson's Ranch, Montecito I Tuesday, Aug 01, 20171 Page 2 o 3 On Site To Verify FINAL placement of Reinforcing Steel For Pool Equipment Enclosure Ftg .Verified Steel For Size, Grade, Lap ,Location and Clearances Per Stamped Approved Drawings. Verified all Reinforcing Steel For Pool Perimeter wall Ftg Per Given Stamped Drawings. (ORCO) Size Grade, Lap, clearances Verified. TESTS PERFORMED ON-SITE 11:19 AM Jeff Burgess No Testing Preformed Today COMPLIANCE 11:19 AM Jeff Burgess The Work Inspected WAS in Compliance with the Approved ContractDocuments. TIME DEPARTED 11:19 AM Jeff Burgess Departed Project At 10:00 am Employee Signature ci Powered ByNoteVault Nova Services, Inc. I Robertson's Ranch, Montecito I Tuesday, Aug 01, 20171 Page 3 of 3 A NOVA SrvIs Daily Report Monday, Jul 31, 2017 Robertson's Ranch, Montecito RobertsonVs Ranch West Village Carlsbad, Ca Job#: 1016519 WEATHER Time Temp Hum W-Dir W-Speed W-Gust Precip Condition 07:01 AM 71°F 99% SW 4MPH Overcast 12:01 PM 74°F 90% SW 12 MPH 12 MPH Mostly Cloudy 05:01 PM 73°F 91% SW 8MPH 11 MPH Partly Cloudy TIME ARRIVAL 09:07 AM Jeff Burgess Arrived at Job Site 6:30 am REFERENCED DOCUMENTS 06:19 PM Jeff Burgess Reference Documents: Details 1,3/SD6 -o_o°Z-( Powered By NoteVault Nova Services, Inc. I Robertson's Ranch, Montecito I Monday, Jul 31.20171 Page lof 2 Approved Grout Mix Design #RS250G41 2500 psi PERMIT NUMBERS 06:20 PM Jeff Burgess Permit Number Trash Enclosures: CB2016-0021 GROUT 06:24 PM Jeff Burgess On Site As Requested To Observe the Placement and Consolidation of 10 Cubic Yards Grout And Placement of Canopy Top of Wall Embeds for (3) Trash Enclosures At PA7. and (6) Trash Enclosures At PA8. Verified Proper Consolidation By Mechanical Vibrator Though Out Process. TESTS PERFORMED ON-SITE 06:25 PM Jeff Burgess Testing Preformed Today: 1 set of 4 Grout COMPLIANCE 06:25 PM Jeff Burgess The Work Inspected WAS in Compliance with the Approved Contract Documents. TIME DEPARTED 06:25 PM Jeff Burgess Departed Project At 12 Employee Signature: Powered By Note Vault Nova Services, Inc. I Robertson's Ranch, Montecito I Monday, Jul 31,20171 Page 2 of 2 .1 - A Mlc NOVA Services Daily Report Robertson's Ranch, Montecito RobertsonVs Ranch West Village Carlsbad, Ca Job#: 1016519 WEATHER Friday, Jul 28, 2017 Time Temp Hum W-Dir W-Speed W-Gust Precip Condition 07:05 AM 71°F 99% SW 3MPH 4MPH Overcast 12:01 PM 76°F 88% SW 8MPH 12 MPH Partly Cloudy TIME ARRIVAL - 08:07 AM Jeff Burgess Arrived at Job Site at 8:00 am I REFERENCED DOCUMENTS 04:27 PM Jeff Burgess Reference Documents: Details 1,3, / SD6 PERMIT NUMBERS Powered By Note Vault 2p( oij Nova Services, Inc. I Robertson's Ranch, Montecito I Friday, Jul 28, 20171 Page 1 of 2 L 04:32 PM Jeff Burgess Permit # Trash Enclosures CB2016-0021 MASONRY 04:31 PM Jeff Burgess On Site To Verify FINAL 2nd Lift Lay-up of CMU For all Trash Enclosures, (3)@ PA7, (6) @ PA8 Verified CMU Lay-up for Reinforcing Steel Size Placement, and Clearances Lay-up to 7 TESTS PERFORMED ON-SITE 04:32 PM Jeff Burgess No Testing Preformed Today. COMPLIANCE 04:33 PM Jeff Burgess The Work Inspected WAS in Compliance with the Approved Contract Documents. TIME DEPARTED 04:33 PM Jeff Burgess Departed Project At 9:00 -am Employee Signature: 11 11 Powered By Note Vault Nova Services, Inc. I Robertson's Ranch, Montecito I Friday, Jul 28.20171 Page 2 of 2 Janet Altar From: Janet Altar Sent: Monday, December 05, 2016 8:46 AM To: 'Elizabeth Shoemaker Subject: CBC2016-0621 Elizabeth- The permit for the landscaping features address as 2501 West Ranch St. is ready to issue. Balance due: $3,432.30. J&vetALt&w Building Technichian II (city of Carlsbad 1635 Faraday Ave. Carlsbad, CA. 92008 760-602-2719 www.carlsbadca.gov NEW ENERGOV PERMITTING SYSTEM COMING TO CARLSBAD! Appointment-Based 'Submittals and Resubmittals beginning October 17, 2016 Appointments can be made by phone or email: Phone: 760-602-2723 • Email: devapptcarlsbadca.gov 1 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 FEE STATEMENT Created On: 12/5/2016 Permit No: CBC2016-0021 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Under Review - Active Parcel No: DWG No: Applied: 2016-11-21 Project ID: Project Name: Description: MONTECITO APARTMENTS: LANDSCAPING PACKAGE: FIREPLACE, PILASTERS, ENCLOSURE WALLS, ETC. THROUGHOUT SITE Applicant: Contractor: ALLIANCE LAND PLANNING & T. B. PENICK AND SONS, INC. ENGINEERING,INC ELIZABETH SHOEMAKER 15435 Innovation FARADAY 2248 San Diego, CA 92128-3442 Carlsbad, CA 92008-7208 (858) 558-1800 (760) 431-9896 Fee Desc Total Fee Paid Amount Balance Due PLUMBING BLDG COMMERCIAL $86.00 $0.00 $86.00 NEW/ADDITION/REMODEL ELECTRICAL BLDG COMMERCIAL $89.00 $0.00 $89.00 NEW/ADDITION/REMODEL . BUILDING PERMIT FEE $2000+ $1,833.00 $0.00 $1,833.00 STRONG MOTION-COMMERCIAL $123.20 $0.00 $123.20 BUILDING PLAN CHECK FEE (BLDG) $1,283.10 $0.00 $1,283.10 SB1473 BUILDING STANDARDS FEE $18.00 . $0.00 $18.00 TOTAL PERMIT FEES $3,432.30 $0.00 $3,432.30 This fee statement is subject to change as outlined in the Carlsbad Municipal Code. EsGil Corporation In (Partners flip witfi çovernment for Bui&ing Safety DATE: December 1, 2016 JURISDICTION: (Carlsbad I PLAN CHECK NO.: cbC2016-0021 SET: I PROJECT ADDRESS: 2510 West Ranch St PROJECT NAME: Miscellaneous Landscaping Structures U APPLICANT 4IS. U PLAN REVIEWER U FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII 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: EsGil Corporation staff did not advise the applicant that the plan check has been completed. LI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (&') Email: Mail Telephone Fax Person REMARKS: Miscellaneous structures includes: Festival Lights, Pool Gates, Pool Pilaster, Pool Enclosure, Pool Fence, Vehicular Gate Wall, Vehicular gate Pilaster, EVA Gate Support, and Outdoor Fireplace By: Abe Doliente Enclosures: EsGil Corporation 0 GA 0 EJ 0 MB 0 PC 11/22/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad cbC20 16-0021 December 1, 2016 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: cbC2016-0021 PREPARED BY: Abe Doliente DATE: December 1, 2016 BUILDING ADDRESS: 2510 West Ranch St BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Misc. Structures Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb 1By Ordinance Bldg. Permit Fee by Ordinance I I Plan Check Fee by Ordinance I I $500.001 Type of Review: El Complete Review Ej Structural Only El Repetitive Fee Repeats Based on hourly rate El Other 121 Hourly EsGil Fee 4 $100.00 105 I $400.00I Comments: Sheet 1 of 1 macvalue.doc + PLANNING DIVISION 4 ^A, BUILDING PLAN CHECK Development Services 0441* Planning Division CITY OF APPROVAL 1635 Faraday Avenue CAR LSBAD P-29 (760) 602-4610 www.carlsbadca2ov DATE: 11/22/16 PROJECT NAME: PA 7 and 8 PROJECT ID: SDP 14-08 PLAN CHECK NO: CB 2016-0021 SET#: 1 ADDRESS: 2510 W RANCH APN: 208-195-10-00 This plan check review is complete and has been APPROVED by the PLANNING Division. By: CHRISTER WESTMAN A Final Inspection by the PLANNING Division is required N Yes 0 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. E 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: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Christer Westman Chris Glassen Greg Ryan 760-602-4614 christer.westman@carsbadca.ov 760-602-2784 760-602-4663 ChristoDher.Glassen@carlsbadca.gov Gregory.Ryan@carIsbadca.gov LI Gina Ruiz LI ValRay Marshall LI Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov LII Veronica Morones LI Linda Ontiveros LI Dominic Fieri 760-602-4619 760-602-2773 760-602-4664 Veronica.Morones@carlsbadca.gov Linda.0ntiveros@carIsbadca.ov Dominic.Fieri@carIsbadca.gov Remarks: Patel Burica &. Associates, Inc.. I I. I Structural Building Dopartment Submittal I Robertson Ranch West Village Landscap e Structures Shapell Properties I 5056 North. camino Real Carlsbadi California November 11.5, 2016 PBA Job #1063.i-MJS 9283 Research Drwe • Irvine, Cati(omia 92618 Tel 940;943.8080 • Fax 714-.352-2209 www PBAstruccuraI corn * . ck 01 ¼-(X#' Project Information Landscape Calculations Festival Lights Pool Gates Pool Pilaster Pool Enclosure Wall Pool Fence Wail PoOl Glass Fence Vehicular Gate Wall Vehicular Gate Pilaster EVA Gate Support Outdoor Fireplace Soils Report Excerpts L. I L2 L3- LA L.57 LAO LII- L.15 LI6 L.19 .L.20- L25 L26- L..28 L29-.L 33 L34-L.41 El —El 9283 cIi.QrIv Itvin Tel 949938OSO•Pr 714352220 e 9 Project Information PBAPiject.# 1,063.1 MIS. PBADesigñer 1313 .. Project Name Robertson Ranch West Village Landscape Code 2013 CBC Jerisdtction. City Seismic Design Category D SMS 1 083 Site Class Type D Wind Spd (IJitmiate) 110 mph Wind Exposure C Equivalent Fluid Pressure Level 45 pef 21 55pcf ?i es b upd clç4adr. haye:been preparcd::for Building to these calculations, the Engineer of Record has apphcd p standards of practice to prepare the construction drawings or applied independently of the approved structural drawrn nent review, only. .1ridiU6i ia.i judgmftent and.' current calcittations shli.nOt.be used: I Pate! &iri.ca &Assocjates, Inc .c.urai vnuhe.r1flf _ __ .... I I I I I I Landscaping Cakulations 1 I I I I I I I 9283 Reearch Drive Irvine, C*61xni 92618 Tel, 949.9438080. • Fax: 114352.2209 • wwwP&Astructur1.com Non constrained pole. footing per 2013 cBC 1807.3.2.1. Description: Festival Lights Wind toad parameters: SPth. 110 mph, Exp C q = 000256 x K x lx Kd xV2 x 06 (converted to ASO level) 13.4 psf NOTE: F qh x G x Cf x A (Per ASCE 7-10 29.4). See table below WIND LOAD ON SUPPORTED AREA Description Ave lit (ft) Area (s f) q (psf) G Cf Load (Ibs) Fixture 8 2 13.4 0.85 1.8 41 Pole 4 4 134 0.85 1.8 82 Bese :0 0 22.4 0.85 1$ 0 TotatS 12: 6 Weighted height, h: I 5i feet TOtal F= 123 lbs/post (Cf is fràm ASCE 7-10. Figure 29.4-1 Diameter of round footing, b: 16 incheS . Mini plan size, round Diagonal of square footing: .16 inches SqUale size of square fotiflg•: 1131 Inches 4 i Mm.. plan size, square Allowáblé lateral pressure 500 pd F Max allowable lateral pressure: 2500 psf Trial, depth, d: Si at 1/3 trial depth: Mm. required depth: 1!se. depth: d A/2 (1 + (1 + 4 36h/A)°5) where A=2.34F/Sb 2.18k; 363 psf 28 ft. 2.68 ft. 4 Mhternbed Use square or round footing with minimum size and embedment depth shown Where anchor bolts occur at top of footing, use #3 hoops @ 4" 0.c. around bolts Nan constrained pole footing per 2013. CBC 18073.2.1 Descdption: Pool Equipment Gate. Wind 1od parameters: Speed 110 mph, Exp C = 0.00256 x K x'Kx !xV2 x 0.6 (convertedtoASD level) = 114. Of NOTE: F qh x S x Cf x A (per ASCE 740, 29.4). See table below WIND LOAD ON SUPPORTED AREA Descnption Ave..Ht (ft) Area (s f) q (psf) (3 Cf Load (Ibs) rreliis 0 0 13.4 0.85 0 0 Post 6 is 134 US 1.16, 329 Totals: 6 18 Weighted height, h: 6.0 feet .Total F= 329 lbs/post (Cf.is from .ASCE 740. Fkiure 29,441 Diameter of round footing, b: 24 inches 4 Mm. plan size, rounc Diagonal of square footing 24 Inches Suare size Of sqUare foOting: 16.97 inches 4 . Mm. Plan sJze, square- Allowable lateral pressure 500 pd Maxallowable lateral pressure: 3000 psf. A/2(i+(l+4.36h/A1 whereA=234F/S1b h Embèi Trial depth, d: i.78', ft.. Offioacted . è . grd Si at 1/3 trial depth 463 091F d Min. required depth 2.78,ft Use depth: 3.28 ft. 4 Mm. embed Use square or round footing with minimum size and embedment depth shown Where anchor bolts occur at top of footing, use #3 hoops 0 4" o c around bolts. ME Ot! Ao PROJECFNAM1 DATE. DMRIPTION Patel Burica&AsociatesInc. PAGE - OF- ruu1 I e ngiec:Ig 9283 Research t)rLvs • Irvine Cal for&a 92616 Tel: 949.943,8080 • Fax., 71435 222O9 www.Pi3AtrucuiraLcm Footing at Pilasters i L Footing length 4. feet Allowable Bearing 2000 psf Footing wIdth 4 feet Coefficient otfrlciion: 03S Footing thickness 12. inches Passive resistance: 250 pd Footing weight Z,32 kips Max Passive 2000 pcf Footing Section Modulus lift3 Amount passive to combine with friction Foäiing area; 16 sq,feet 100 percent Added LOW to Fooling Type Kips lEccentnclty (feet) I Resulting M (l(ip x It) o(rJead) 5 0 0 L(Uve) 0 0 7E (Earthquake) t35 Skft)Ht of EQ load 6.75 Equation 16.4rom.1653: D.t L Total P: 6.32, klps Total M;. 0.04.kIp.* feet Eccentricity: 0.00 feet OTM Stability Ratio: Stable. (no moment) Bearing Case Pressure (psi) Equation ô eck6d:! 1 520 .:..... (PIA .* WS) 2 520 P/AWS 3 Full Bisee casosi &2. (2 x(P/L!) whore L3* (Lft.I 2 e) Dim psi Equation 18i2 from 16O5:3 D + OlE Total P; 7.32 kips TOII M 675 kip x feet EccenfrIcll . 0.92 fOot OTM Stability Ratlo 217 rtrw £UTh Beaflng L= 40 Scaring Case. Pressure (psi) Equation checked: 1 Partial Brp-see case (P/A + M/S) Partial 8rq-see case 3 (PIA MIS 3 11321 ..(2)t'(P/WwhOrCL=3X(Lftq/2e) rn.raii Beadng.L. 32 1 .144 PST Equation 1618frbm i6O53: 0.6P. O.7E Total P. 4.39 kipS Total M Q.75 .k1p.X feet Eccentrlcity 1.54 feet OTM Stability Ratio; 1.30 Bearing Case Pressure (psi) Equation checked Partial Bt.see case 3 (PIA + MIS) 2 . (PIA.-.WS) 3 Partialscg'seccase.3 ... 15811 (2x(P/L))where L3x(Lftq/2 e) rii.axrai zitl7b V!, 86donq L-7 1,4 MAX F: 1401 IPF Slidifla Check: Total V. 1350 ppund 60% 6f Total DL: 4392pounds Friction capacity; 1537 pounds Passive resistance: 500 .u.id$ Total RésIstance: 2037 pounds OK FO.S= Summary: Max Pressure" 1,681 psf Mm OTM Stability Ratid. i.30 Sliding Ratio: IBM I PROJ?CT0 AD. . . PROJECT &v1Jz iI DATE DFSCR 11OS Patel Burtca &A=, iates, Inc. CA 4U WALL '.LaAOti.j&: :' I £M) •WL .L( ot MI(, CAJ t- M.i7p'4 - C o• ° :' LA r 4r o.oci cz& (o g,) (I p .Cf 45 cAJ i ( jn 1P 1 Wimp &M-fews- 9283 Reardt Drive Te 949 943 8080 fax: 714 352 2209 www PSArucwtil om L5 Lr1tena Retained Height 8:50 ft Wall height above sail '6.50 ft. Slope Behind Wall 0.00 Height of Soil over Toe = 18.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = o;o psf Used To Resist Sliding & Overturning' Surcharge Over Toe = 0.0 pat Used for Sliding & Overturning LAxial Load Applied to Stern Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [jnimary Wall Stability Ratios Overturning 1.94 OK Sliding 1.69 OK Total Bearing Load = 3.542 lbs ...resultant ecc. = 12.39 in Soil Pressure @ Toe = 1,940 psi. OK Soil Pressure @ Heel = 0 psi OK Allowable 2,000 psf Soil Pressure Less Than Allowable AC1 Factored @ Toe = 2,328 psi ACt Fectäred 0, Heel = 0 psf Footing Shear @ Toe = 11.0 psi OK Footing Shear @ Heel = 12.1' psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 11,221.7113% less 100% Passive Force - 820.3 lbs less 100% Friction Force = - 1,239.6 lbs Added Force Req'd = 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 CEC 2013,ACl Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.000 Seismic, E 1.000 Allow Soil Bearing. 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Próssure = 35.0 psi/ft Passive Pressure = 250.0 psiIft Soil Density, Heel 110.00 pcf Soil Density, Toe 110.00 Pei FoOtlngSoil Friction = 0.350 Soil height to ignore for passive-pressure 12,00 In [lateral Load Applied to Stem'"I Lateral Load = 0.0 Mt ,.,Height to I°F 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 P 43.8 psi (Strength Level) PatelBurica 8 AssocIates, lc. structurt englfleeflg 9283 Research Drive Irvine, CA Title Pool Enclosure-Wall Job# 1083 Dsgnr GB Descriptidn.... 'Robertson Ranch Landscape 63AO LandscepiCaiculatlon Page: 0ate 8 NOV2016 This Wall in File: AO (Shapefl Robertson Market Retaining Wall Design ode: CBC 2013,ACI 318-11,ACI 530-il Soil Data Adjacnt Footing Load 0.0 i Footing Width '= 0.00 ft Eccentricity = 040 in Wall to Fig CL 01st 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall 00 Poisson's Ratio. 0.300 [Stem onsiruction ' 2nd. Bottom . Stem OK Stem OK Design Height Above Fig ft= 6.50 2.67 '0.00 Wail Material Above "Hr = Fence Masohry Masoniy Design Method 'e LRFD LRFD Thickness 8.00 8.00 Rebàr Size # 4 6 5 Rebar Spacing 16.00 8.00 Rebar Placed at = Edge Edge Design Data .-........................... 1b/F8 + fa/Fa 0.767 0.611 Total Force @ Section Service Level lbs = Strength Leve 1bs 9 170.6 695.1 1,467.4 Moment, ... Actual Service Level ft-#=. Strength Love 114= 5545 2,537.7 5,335.8 Moment. ....Allowable ft-#=: 3,309.4 8,733.3 Shear .... Actual Service Level Strength Leve psi; 'llO 23.3 Shear....Allov.ible 89,7 69.1 Wall Weight psf 78.0 18.0 Rebar Depth 'd' in = 525 5,25 Masonry Data .....--' T.................................... I'm' psi' 1,500 1,500 FY pèl = $01000 60,000 Solid Grouting Yes Yes Modular, Ratio 'if 21.48 21.48 Equiv. Solid Thick. = 7.60 7.60 Misónry Block Type . Medium Weight Masonry Design Method LRFD Concrete Data "'"T"" . ................... p51= Fy. .,...OVERTURNING..... Force Distance Moment lbs ft ft4• 1,05.1.1 2.58 2.715.3 170.6 .11.00 1',876.9 C.T.M. 4,592.2 1.221.7 Item Heel Act!Ve Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio , CC 1.94 Vertical Loads used for Soil = 3,541.6 lbs I pat& BuriCa & AssbCiates. Inc. Title' . PonclOsure.Wali. Page structural engineenng Job # 1083 Dsgnr SB Date 8 NOV 2016 9283 Research Drive Description..., I CA Robertson Ranch Landscape This Wallin File: pKPrajectM1063 AO (Shapell Robertson MarketRate)\10.53 AO,LandscaiCalcuIatlon - Retaining Wall Design ode CBC 2013,ACI 318-11 AC1 530-11 °0License To 2TEL BURlcA AND ASSOCIATES INC • Footing Dimensions & Strengths I Footing Design Results Toe Width 1.00* . Tol Heel Heel Width 3.50 Factored Pressure .= 2,328 0 pot Total Footing Width 4.50 Mu': Upward = 1,058 831ft4 Footing Thickness = 15.00 in Mu' Downward = 282 4,n8-ft-9 M Design = 776 4,0279 4 KeyWrdth 0.00 in Key Depth 0.00 In Actuall -WayShear = 11,01 12.D8psi- Mow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe 0.009 Toe.Reinforcing = None Spec'd fe 2,500 psi FY = 60,000 psi Heel Reinforcing = None 'Spec'd Footing Concrete Density = 150,00 pot Key Reinforcing = None Spec!d • Cover© Top 200 @ 8trn 3.Oqifi Toei Notreq'd qrt(f'c)Sm Heel: Not req'd:' Mu < phr5idasqrt(tcrSm Key: No key defined .mmarvof Overturn in..Resisting Forces & Morn .Su Force ' Distance Moment lbs ft 94; .Soil Over Heel ' 2,025.8 3.08 6,248.3 SlopeO SdiIOér Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Lad on Stem 4 AxJal Live bid on Stem = Soil Or'Tóé = 165,0 050 82.5 Surcharge Oer Toe = Stem WOight(s) 507.0 1.33 676.0 Earth t StemTransitions= Footing Weight = 8431 2.25 1,898.4 Key Weight Vert. Compodent = ...... Total lbs R.M.1 .3;541.6 8,903.3 Axial live load NOT Included in total displayed or used for ovelluming r5siStance, but islflctuded'for soil pressure calculation. Vertical component of active lateral soil pressure IS'NOT considered in the calculation of Sliding Resistance. Vertical component of actve lateral .sokl pressure IS.NOT considered in the calculation of Overturning Resistance. Hörlzontàl Deflection at Top of Wall. (Deflection due to wall bendiiig net considered) Soil Spring Reactlen'Módulus 250.0 pci Horizontal Deli @ Top of WaU (approximate only) 0.156 in because the wall would then tend teioiatoir to the retained soil. Im I atel'Burica'& Ms inc. The. P'.JàSiréWai! . . Page structural engineering Job# 1063 Dsgnr BB Date 8 NOV2016 9283 RCsearc1 'Drive Description..., Irvice, Robertson Ranch Landscape I This Wall in File: p:\Projects106A.0 (Shapell Robertson Market Re Pro (C) 19812015, Build11.15.7.02 Cantilevered RetainiflgWâll Design ','ode: .090 2013,Ci 318.-I1 .AC .530-11 License lo PATEL BURICA AND ASSOCIATES, INC I Rebar Lap & Embedment Leflgths.'IflfórtnátIbn Stem Design Segment 2nd Stem Design Heigh( 1.67:4-6646 top 6[4o0000 Lp Splice.léngth f0r4 bar pifid:in this stem designsegmertt 20.00. in Lap .$Ice length foI #5 bar extend ing.up 'into.thls stem design segment' from below I evelopmen'length for #4 bar specified ii tiIs stem deign egrnen=' 12.00 itt Development length for '# bar exending up Into thiti ign nt*Siri béJo 17.48 In Stern Design Segment: Bottom. Stem Design Height 0:00 ft above top of footing Lap Splice length for 04 bar extending down into this stem design segment from above = 2000 in I Li Splice length for #5 bar.specified'In thls.stem design segment 25.00 in Development length'for #4 bar extending down into tils sterti design àegment from Obove;= 12.00 In Development length for 05 bar specified in this stem design segment I 1748 in 'Hooked emb,ednent,Iengthinto fooling fàr#5 bars led-in this stem'design.segmeàt.' 1050 in I Patel Burica & AssocIates 1flc structural engineering 9283 Research Drive Irvine, CA This Wall In File: p:\ProjectsU 063 AO Robertson Market Title Pool Enàiosure.Wa1l Job.# 1063t Dsgnr Be DescriptiOn,... Robertson Ranch Landscape Page: Date: 8 NOV 2016 Retaining Wall Design ode: CBC 2013,AC1318II3ACI 530-11 Patel Burica & Associates, Inc. Tffle Pool Enclosure Wall Page: structural engineering Job # 1063: DSgnr 68 Date: 8 NOV2016 9283 Research Drive DeSCnpllOfl.., Irvine, CA Robertson Ranch Landscape This Wail in File: p:Projects1063 AO (Shapell Robertson Market Rate)\1 063 AO Landscape\Catculatlon RetrnPrO (c) 1987-2,015 5 981 20153 Build 11-14-73i LiCOR8O KW-0605034---------------Cantilevered Retaining Waft Design ode: CBC 2013,ACt 318-11,ACI 530-11 26,25ç's (Service-Level P= 1221-72# 1939.6:pst ojacni i-ooang 1.050 = U.0 Footing Width 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist = 0.008 Footing Type Line Load Base Above/Below Soil 0.0 ft - at Back of Wall Poisson's Ratio 0.300 Stem construction - 2nd .ottom Design Height Above Ft ft= 2.50 Stem OK 0.00 Wall Material Above "lit" = Fence Masonry Design Method LRFD Thlckhess = .8.00 Rebar Size = 8 4 Reber Spacing 16.00 Reber Placed at = Edge Design Data . ............... .--.. . . . tb/PB +fa/Fa 0.381 Total Force @ Section Service Level lbs Strength Lava lbs = 131.3 416.6 MomenL..Actual Service Level 84 Strength Left 84= 328,1 1,260.3 Moment.....Allowable 84 3,309.4 Shear ..... Actual Service Level psi Strehgth Leve pi = 6,6 Shear.....Allowable 69.7 Well Weight psf ito Reber Depth 'd' in= 5.25 Masonry Data . frn psi = 1,500 Fy psi = 60,000 Solid Grouting Yes Modular Ratio 'n' 21.48 Surcharge Over Heel 0.0 paf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding _&Overturning [ii Load Applied to Stern Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Well Stability Ratios Overturning 1.86 OK Sliding 1.55 OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Lateral Load 0.0 8/ft ... Height to TO; 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 43.8 pet (Strength Level) 10101 Bearing Load 1,243 lbs ...resultant ecc. = 10,28 in Soil Pressure @ Toe = 928 psf OK Soil Pressure @ Heel = 0 pet OK Allowable 1,000 pet Soil Pressure Less Than Allowable ACl Factored @ Toe 1,113 pet ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.4 psi OK Footing Shear @ Heel = 5.5 psi OK Allowable 75.0 psi Sliding calcs Lateral Sliding Force =. 522.5 lbs less 100% Passive Force = - 375.0 lbs less 100% Friction Force = - 434.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability 0.0 lbs OK Patel Bunco & Associates, Inc. Title Pool DekWaU Page:_____ structural engineering Job 8 1063 AO Dsgnr BB Date 15 NOV 2016 9283 Research Drive Description.... Irvine, CA Robertson Ranch Landscape This Wall in File: PAProJecis1063 AO (Shaped Robertson Market :te)1063 AO LandscapaCaIculat Retaining Waft Design ode: CBC 201 3,ACI 318-11,ACI 530-11 [.Criteria Retained Height = 2.00 ft Wail height above soil = 5,50 ft Slope Behind Well = 2.00 Height of Soil over Toe = 12,00 in Water height over heel 0.0 ft ISurcharge Loads Soil Data Allow Soil Caring 2,000.0 pet Equivalent Fluid Pressure Method Heel Active Pressure 55.0 psf/ft Passive Pressure = 250.0 pfift Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pci FoatingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral t.oad Applied to Stem Load Factors ** Equiv. Solid Thick = 7.60 Building Code CBC 2013,ACl Masonry Block Type = Midkim Weight Dead Load 1.200 Masonry Design Method = LRFD Live Load 1.600 Concrete Data ________. ... .................................... Earth. H 1.600 ft psi Wind.W 1.000 Fy psI' Seismic. E 1.000 L) I I Patel 8ur1ca &Assoclates, Inc. structural'eiiglflOering 9283 Research Drive I Irvine, CA This Wall in File: P:Próiects1063 ti;XfrtBuR1c 1'otinq Di —me nsionS TOO wiom Heel Width = 1 ,q It = 208 Total Footing Width I = . Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth I = 0.00 In Key Distance from Toe = 1.25 It ft 2.500 psi Fy 60,000 psi Footing Concrete Density = 150.00 pcf Mm, As % I = 0.0018 Cover @109 2.00 @ Strnp 3.00 In I idle. Poi Deck Walt Jdb# 1063 AO Psgnr. BB Descnption Robeitsdn Ranch Landscape ts Footing Design Resul T_4D.2 'I Heel F3ctdred pressUre 1,1113 Opsf Mu': Upward 920 15 ft4 Mu' Downward 387 624 ft4 Mu: beij 533 6094-9 Actual 1-Way.Shear = 6.43 $.45 psi Mow 1-Way sne:ar = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spècd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe #4@ 926 in #5@ 1435 in #8@ 2037 in, #7tSj 2778 In, #8@ 3651 in, 9@ 46 Heel: Not req'd: MU < phr51ambdasqrt(fc)'Sm Key: No key defined Pege Date:'45145—V20116 AO (Shaped Robertson Market Rate)10$3 AO LandscapitCalculation 752 Cantilevered Retaining Wall DeSign ode: CBC 2013,ACI 31&-11,ACI.530-11 Force DIstance Moment Item lbs ft ft-# Heel Active Pressure 370f2 11.24 46,7.5. Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = 144.4 5.75 8302 Force Distance Moment lb It ft$ :Soil Over Heel 311.7 2.79 810.1 Sloped SoilOver Heei -55;2j 3.03 187,1 Surcharge Over Heel Adjacet Footing Load .Ax101 Dead'.Load on Stem Axial Live Lead onStem = Soil Over Toe = 155.8 0.71 110,4 Suarge.OerToe Stem WOlghtls 195,0 '1 .7 341.3 Earth © Stern Transitions Footing Welghl = 5250 1.75 918.6 Key Weight 1,25' Veil. Component Total 1,242.7. lbs R.M. :2,4.07.6 Mel live load NOT Included in total displayed or used for overturning resistance, but is included for soil pressure cakulation. Total 522,5 O.T.M. 1,297.6 ResistInIOvertumlflg Ratio = 186 Vertical Loads used for 'Soil PressUre 1.242.7 lbs Vertical component of active literal soil pressure IS NOTconsidored in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Re*istance. (DeflectiOn due to wall bending not considered) Soil Spring ReactIon Modulus 250.0 pd Horizontal Dell © Top of Wall (approximate only 0.055 In The above calculation Is not valid if the heel soil bearin.pressure ecceedsthat of the the. because the wall would ieji,tend torota n the retairtertanil. LIZ I I I I I I I I I I I I I I. I I I I I Patel Bunca & Associates, Inc TItle P00) It Wafl Page structural englneerrng Job # 1063 AO Dsgpr 89 Date 15 NOV 2016 9283 Resóafth DrIve Descnption. lrvifle, CA Robertson Ranch Landscape This Wall in File: P: cojectsiO63AO .(Shapell Robertson Rq%jnP .. .... re Bufld 1115702 Cantilevered Retaining Wall Design ode CBC 2013 ACI 318-II1ACI 530-11 Rébar Lap & Embedment Lengths Information SternPeign Segment: Sottom Stem Q$ign Height: 000 ft above top of footing Lap Splice length for #4 bar specified in i sstii d$lgn eñt Development;length for 84 bar pcfid ifl thiS tern design segrnen Hooked embedment length into lótiflg fer.#4 barspecified in this stem design segmet Fl 841 SI Petal Burica & Assoclates Inc. Title Pool Peck Wall Page: structural engineering Job # 1063 AO Dsgnr: BB Dale: 15 NOV 2016 9283 Research Drive Description.... Irvine, CA Robertson Ranch Landscape This Wall in File: P;\PraJecLs1083 AO (Shapell Robertson Market Rate)\1063 AO Landscape\Calculation ReearuPro (C) 1987-2015, Build 11 15102 LlcenKWO6058334_ —--------_çantiievered Retaining Wall Design ode: CBC 2013,ACI 318-11,ACI 530-11 11-5' ( 2'-1' 3'-6" 04 Patel Bwlca & Associates, Inc. Title Pool Deck Wall Page ______ structural engineering Job # 1063 *0 Dsgnr 05 Date: 15 NOV 2016 9283 Research Drive Descriptlon. Irvine,CA Robertson Ranch Landscape This Wall In File: P:\Projects1 063 AO (Shapell Robertson Market Rate)1063 AO LandscapeCalcuIatIon 9523O Build 11 15102 Cantilevered Retaining Waft Design ode CSC 2013 ACI 318.11,ACI 530-11 Pp= 375,00# 52265# 92755psf I I I I I I 1 I I I I I I I I I I 1 I 26.25p (Service-Lem I PROJECT AD IY I ;PRQJECrAME LAJECAPt. DESCIUPTION Patel Burica & As&iates, Inca PACE OI I trtctitnL - -.---- Steel - --------- - St Column flpU63AO1t1OM1L0JU'i1Q€3AO'i - - - - --------------------E ENERALC INC. t9O-2O16 6L15.4 Verti iia4 I TIM Description: Glass Fence at Pool Enclosure (Detail A/LC.31) Code References ________ I Calculations per AISC 360-10 IBC 2012 CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 1-10 General Information __________ Steel Section Name: HS$4x4*3116 Overall Column Height 5.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: I Fy: Steel Yield 36.0 ksi E: Elastic Sending Modulus 29,000.0 X-X (width) axis: V-V (depth) axis: Unbraced Length for Y.Y Ms buckling = 5.0 5, K = 2.1 I Applied Loads ________ Service loads entered. Load Factors will be applied for calculations. Column self weight Included : 41.10 lbs 'Dead Load Factor AXIAL LOADS Axial Load at0.0 ft. D0,1 50 BENDING LOADS... I Lat. Uniform Load creating Mx-x W = 0.1650 k/ft DESIGN SUMMARY --- ending & Shear Check Results I PASS Max. A)ial+Bending Stress Ratio 0.1883 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.60W+H Top along X-X 0.0k Location 0.0 ft Bottom along X-X 0.0k A maximum location values are, .. Top along V-Y 0.0k Pa: Axial 0.04710 k Bottom along V-V 0.8250 k - Po I Omega: Allowable 39.276 k Maximum SERVICE Load oeftecfions - -, Ma-x: Applied -1.238 Along Y-Y 0.1231 In at 5,05 above base Mn-x /Omega : Allowable 6.593 k.ft for load combination :W Only U Ma-y, Applied Mn-y/ Omega: Allowable 00 6.593 k-ft Along X.X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio = 0.03162 :1 I Load Combination +D+0.60W+H Location of max.abovo base 0.0 ft At maximum location values are... Va:Aptied 0.4950k U Vn F Omega: Allowable 15.655 k Load Combination Results _____ Maximum Axial* Bending Stress Ratios Maximum Shear Ratios I Load Combination Stress Ratio Status Location Stress Ratio Status Location 0.004 PASS 5.00 ft 0.000 PASS 0.00 ft "0441 0.004 PASS 5.00 ft 0.000 PASS 0.00 ft .0+t.rsH 0.004 PASS 5.00 ft 0.000 PASS 0.00 ft I 404S4H 0.004 PASS 5.00 ft 01000 PASS 0.00 ft 4040.750Lr40.750L48 0.004 PASS 5.00 ft 0.000 PASS 0.00 it 9040,750140.750S41 0.004 PASS 5.00 ft 0.000 PASS 0.00 ft +040,SOW4H 0.188 PASS 0.00 ft 0.032 PASS 0.00 ft I "0'0J0E+H 0.004 PASS 5.00 ft 0.000 PASS 0.00 ft 4040.750Lr40.7501.40.450W"H 0.141 PASS 0.00 ft 0.024 PASS 0.00 ft 4040.750L40.750S40.450W4H 0.141 PASS 0.00 ft 0.024 PASS 0,00 ft sD.0,750L40.150S'10,5250E41 I 0.004 PASS 5.00 ft 0.000 PASS 0.00 ft 40,60040.60W40.60H 0.188 PASS 0.00 ft 0.032 PASS 0.00 ft 40.60D40.70E.60H 0.002 PASS 5.00 ft 0.000 PASS 0.00 ft Load Combination @ Base @ Top © Base © Top @ Base 4091 It 0.04Tk It 0.0471( K k.. 0.047K 40+11 K 0.047k k 0.047k 4D40750L50.750S4H K k: 0.047k 040.60W4H .0.495 k 0047k 4040.7 E+H It K 0047:k 0.Th0Lr*0,750L40.450W41 It .0.371 k 0,047 K 4040.Th0L40150S40.40W4fI It k 0.047 It 4040 7501.40 750Si0 5250E4t K K 0047 It 4060040.60W40.6011 -0.495' K 0.028k 4060D'O 70E40 8011 K It 0028k DOnly K It 0.047k LtOnly K It It L0iy It It K SOnly It K It WOnly It. .0.825 It ic EOflly Ic K K HOnty K K ' -••- r Mgklrfi Dons for Cornt nations Load Combination * Max XX Deflection - Distance Max V V Deflection -______ 40411 00000 In 0 000 ft 0000 In 0000 ft 40+141 0 0000 In 0000 ft 0.000 In 0000 It 4041J4H 00000 In 0000 ft 0000 In 0000 It 0'S41 0 0000 In 6.00 ft 0000 in 0000 ft 4040 750Lr40 750141 00000 In 0000 ft 0 000 In 0.000 ft 4040 750L*0 750SiH 00000. In 0.000 ft 0.000 in 0000 ft 40e060W41 00000 In 0000 II 0,014 in 5000 ft 404070E41 0.0000 in 0,000 ft 0.000 in 0.000 H 4040 1501s40.150140 450W41 00000 ill 0.000 ft 0.045 in 0.0.00. ft '040 7501+0 750$ 40 450W'H 00000 in 0000 ft 0.065 in 5000 ft 40.07501.40 7.50540 6250E41 0.0000 in 0000 ft 0000 in 0000 ft 40 60D40.6OW40 6011 0 0000 In 0000 ft 0074 In 5.000 ft 4$0640JOE40.60H b.6600 In 0.0m ft 0.000 In 0.000 it DOnty. 0 0000 in .01.000,ft 0000 in 0000 ft Li Only 0 0000 in 0.000 ft 0,* in 0000 ft LQn1i ,0000 In .000 ft 0.000 in: 0.000 ft S Only 00000 In 0000 ft 0.000 in 0000 ft WOnty 00000 in 0,000 ft 0.123 in 5000 ft EOnty 0.0000 in 0000 It 00: in, 0.00. ft H Only 0,0000 in 6.000 ft 0:00 In 0.000 st lSteel Sectin Prperties': ' HSS4x4x3I16 I I I I -- I Area Wght I Ydp I II I I I I I I I 1 I I ties : HSS4x4x3I16 '420,in = 6,21 W4 Sxx 31O ir3 4.000 in Rxx t55k 0,187 zx '3.670in3 2.580 nA2 1 yy 6210 1n44 C 9.420 plf S yy, in03 Rlij.1.550. in 0.000. 4i MENIMIMMI 11 _)d1 £070 inA3. 1 • :10tob. Ace PROJECTAIE - iiWA! ESCRPTLON ; Pate1.Burica&ASSociteInc. PACE I s:cariL CA4O WAU LoAoDJ& \J%1,u,AcL 6ptr (P1A '/i& 3Z) I •AD W'LL ruW !Ac*4 C DO LUAQ w - 0.17 01 \( o& _____ •..o (As.,rm TAECZ --z) FO TA 4 ?PO 9D,I) O?oe .Wt 4c t.OAO 'F A wsp 4 Qb(p V-4 b'II . ,p. j CA 3 t4jt C4.,!;' /P4 9283 R*searth:Drwe* Irvine, Ca1i6Ua 92618 TO: 949 943 808 • Rixt 71.43 2209 www PBAtructuraI corn Petal BUriCa 8 AssocIates.inc. Title 8' Vehicular Gate Walt Page; structural engineering Job #: 1063*0 Dsgnr BB Date' 4 NOV 2016 9283 Reseirch Drive Description.... Irvine, CA Robertson Ranch Landscape This Wall in File; p\projects1063 so (shapell robertson market rate\1063 80 landscape\calcutation RotainPro (c) 1967-201S Build 11.15.7,02 Cantilevered W!.. ftA ACAYICC i Retaining Wall Design ode: CBC 2013,ACI 318-1 1,ACI 530-11 LCriteria Retained Height - 1.00 It Wall height above soil 7.00 It Slope Behind Wall = 0.00 Height; of Soil over Toe = 6.00 in Water height over heel = 0:0 ft Sod Data I w Allow Salt Searing = 2,000.0 psf Equivalent Fluid Pressure Method Heel ACtiVe Pressure 35.0 psflft Passive Pressure = 250.0 psf/ft Salt Density, Heel = 110.00 pcf Soil Density Toe = 110.00 pcf VEZ,L FóotingflSoil Friction 0.350 Soil height to ignore for passive pressure 12,00 in LStwcharge Loads .[iiierai Load Applied to Stem I lAdiacent.FootingLoad I Surcharge Over Hee 0,0 psf Used To Resist Sliding & Overturning Lateral Load = 0,0 ...Height to Toç 0,00 ft. Adjacent Footing Load Footing Width 0.0 lbs 0.00 It Surcharge Over Toe = 0.0 psf ,..Height to Bottom = 0.00 ft Eccentricity = 000 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 It Stem........'.• as been Increased 1.00 Footing Typei- Line Load 1.Aii Load Aiied.to y a factor of 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 = 00 lbs (Strength Level) Poisson's Ratio at 0,300 Axal Load Eccentricity = 0.0 in [Stem eight Seismic Loa..d 'j F/ W Weight Multiplier = 0.368 9 Added seiSmic base fOrce 183.7 lbs F Design Summary I [Stem. Construction p J..,,1L.. 'Bottom 'Stem Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft = . 2.67 0.00 OverturnIng. 1.91 OK Wall Mateilal Abore "HI" Masonry Masonry Sliding = 2.50 OK Deign Method =: MD ASD Thickness = 10.00 10.00 Reber Size = 6 4 # '4 Reber Spacing 24.00 16.00 Reber Placed at = Center Center Design Data - ........................... . _-.-............ ........________ fbIFB + We ' 0.333 0.640 Total Force @ Section Service Level lbs 109.2 201.2 Strength Love lbs' Moment... .Actual Service Level ft9= 291.1 687.9 Strength Love ft-# Moment.....Allowable 8742 1,074.9 Shear .... .Actual Service Level Psi I . 33 Strength Lévé psi Shear .... Allowable psi =1 46.6 45.6 Wall Weight psi 95.0 129.4 Rebar Depth V. In 4.75 4.75 Masonry Date ............*. .... ........ FM psi = 1,500 1,500 Fs psi = 24,000 20,000 Solid Grouting =: No Yes Vertical component of active. lateral soil pressure IS Modular Ratio W =: .21.48 21.48 NOT considered in the calculation of soil bearing Short Term Factor = 1,000 1.000 Equlu. Solid Thick. in =. 6.30 960 Load F tOts --- -------------- - ._____ Masonry Block Type Medium Weight Building Cäde CBC 2013,ACl Dead Load 1.200 Masonry Design Method ASO - Live Load 1.600 Concrete Data -'•"•.. ..... ......rn Fe PS Earth, H 1.600 ' p si Wind,W 1.000 Seismic, E 1:000 I 1 1 I Total Bearing Load = 1,365 lbs I ...resultant ecc. 7.69 in Soil Pressure @ Toe 1,492 psf OK Soil Pressure @ Heel = 0 psf OK I Aliow3ble = 2,000 psf Soil PessureLess Than Allowable ACI Factored @ Toe = 1,701 .psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 9.1 psi OK I Footing Shear © Heel = 2.2 psi OK Allowable = .75.0 pig' Sliding Calcs, I Lateral Sliding Force = 253.1 lbs less 100% Passive Force . - 156.3 lbs less 100% Friction Force = 477,0 lbs Added Force Req'd 0.0 lbs OK I .,..for 1.5 Stability = 0.0 lbs OK I U Patel Burica &.Associates, Inc. Titi? 8' VebicUJa Gäte Wall structural engineering Job # 1063 AO Osgnr BB. Date 4 NOV 2016 9283 Research Drive Description.... Irvine, CA Robertson Ranch Landscape This Waflin File: .pprojectsi063 ao (ehapell robertson market rate)\1063 aolandscape\catculauon BIIIM 11.15,7,02 Cantilevered Retaining Wall Design ode: CBC 2013,ACI. 318-11,ACI 530.11 I Uóense To : PATEL BURIcA AND ASSOCIATES, INC. :. . [footing D.menssons & Strengths 'I Footing Design Results i Toe Width 0.83 ft Toe fted Heel Width = 7 FacorOd Pressure 1,791 0 psf I Total Footing Width 2,50 Mu' Upward 528. 1 1t4 Footing Thickness = 12.,00 in Mu' Downward = 128 163 ft4 Mu: Design 399 162 ft..# • Key Width 0.00 in Key Depth = 0.00 In Acttiall.Way Shear = 9.11; 2.17 psI • - Key Distance from Toe 0.00 It Allow 1.Way Stióar z 75.00 75.00 psi Toe Reinforcing = #7 @ 16:00 in ft = 2,500 0.91 Fy 60,000 psi Heel Reinforcing = 8 8© I600 In Footing Concrete Density = 150.00 pcI Key Reinforcing d None Spec'd I Mm. AS 04018 Other Acceptable SIzes & Spaàlns. Cover@ o 2.0 @ B Irn 300 In Toe; #4@ 9.26 in, #5@ 14,35 in#6@ 20.37 in, #7@ 27,78 in,#8@36.57 In, #9@46 Heel: Not req'd:.Mu c • Key No key defirted Item lbs ft ____ ft-# Heel ActWe Pressure 70.0 067 46.7 Surcharge over Ht Surcharge Over Toe Adjacent Footing. Load Added Lateral Load I.oad @ Stem Above Soil Seismic Stem Self WI 183.7 4.71 865.8 Total 253.7 O.T.M. 912.4 ResistinglOvertum!ng Ratio = 1.91 Vertical Loads used for Soil Pressure= 1,364.6 lbs lt.seisrnicis thcluded, the OTM adslidlhg ratios. be 1.1 per section 1807.2;3 of IBC .2009 or IBC 201 Vertical component of active lateral soil pressurO IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil preisure IS NOT considered in the c'lcutation of Overiurning Resistance. lbs ft ft4 Soil, Over Heel = 91.7 2.08 191.1 Sloped Soil Qvec Heel = Surcharge Over HeCI = Adjacent Footing Load Axial Dead, Läad On Stem Axial Live Load on Stem = V SailOverToa :419 0.42 19.1 Surchar Over Toe = Stem WeightfS 652.0 1.25 1.065,2 Earth @SemTransitiohs= Footing Weight = 75.1 1.25 469.0 Key Weight Vert. Component Total = 1,364,6 lbs R.M. 1,744.4 * Axial live load NOT included in total displayed or-used for resistance, but ls.inciuded'for soil presSure calculation. ovärtumlng (Deflection due to wall bending. not considered) Soil Spring Reaction Modulus 250.0 pcI Horizontal Defl@.TPp Of Wall ,(apprOximate.only} 0.133 in The abovecalculatien is not valid It the heel soil bearing omssure exceeds that of the toe, ecau6e the wall would then tend to rotate into the ..rej oil.. [M I I 1 I I I I I I I I I I I I I I I I PatelBUdca&AssOciátes nc.. 104 9 iue h!cu .G8te Wall Page.. structural engineering Job # 1063 AO Dsgnr Ba Date 4 NOV 2016 9283 Research DIption.., lrviriè CA RObOItSOD Rah Landscape This Wall in File: ptprojects11063 ao shapell rObe0on.matket:rate)1063 ao.tandscapecatcuIation RotalnPvo (C) 198?2O1S,'Build 11.167.02........................ .. . KW0SO58334 . ., Cantilevered Retaining Wall Design ode: CBC 2013l 318.11,ACI 530-11 License To PATEL SIJRICA AND ASSOCIATES INC Rebar Lap & Embedment Lengths Information Stem Design Segment: .2n0 Stem Design Height: 267 ft above top of footing Lap Slice length. for #4 bar specified In this ,stem dedign segment *00 in Lap Splicil Iénthfor#4666extending %this stem design Segment Item below = .3000lfl. Development length for #4 bar specified in this stern des19n segment = .24.00 In Development length for #4 ba extendi ñgi*intothIS stern deaign segment.from beIov = 20.O0.irt. Stem DeSignSegmern: Bottom Stem Design Height: 0.00 ft above topof:foptlflg Lap Splice length for *4 bar extending- down into this -stem design segment from ebove 3800 in Lap Splice length for #4 bar spaäifled in this stein design .segrnent 3O;c01n Developméñt length for #4 bar etend1flg down intoth stem design segment frOm abbVeoa 24.00 in Development length for #4 bar specified in this stem design segment = 20.00 in Hooked ernbedtheht length into footingor #4 bar spe 1110dm this-stem design segment 8.40 in IM :: 4 I:.' :• tPaeIurca&Asocaes, L - -..• I it ó'Ds9hFB6 e >Page 'R rch Drive Dacnption Robertson Ranch Landscape - I TIis Wall in File p tproJects1 063 so (shapeft robertson market rate)1 063 ao Iandscape\catcutatlon UceneelO58334 Build 11 1S1O2 Cantdevered Retaining Wall Design ode CBC 2013,ACI 318 11,ACI 530-11 License To PATEL BURICA AND ASSOCIATES, INC - ul IMF ul V a! IN; , - IN On Ub 501 I I 4 Q - I"IRE 4 - S./ .................. , hzA • :': •! V-;; - 9 • _I•• ,--S I " I AIM - ,. S 9*• p -" 4I. U *r•. ,,f4 IS gm- r ON 55 i 119 10" w/#4 - >. , J., , Solid GrO3*:jrZ ,•.._S'*5 MI I - - . i..:.**. •:2 - . . ..,9 - S. 4 ti 31 41 . i 3 1:11 IiO I 11-B" 1 .. 4 Qui - "--S 4 : - 1 I I I ' I I I I I I I I I I I I I I I I I I I Patel Burica & Associates, Inc. Title 8 Vehicular Gate Wall Page:. structural engineering Job # 1063 AO Dsgnr BB Date: 4 NOV 2016 9283 Research Drive Description, ... Irvine, CA Robertson Ranch Landscape This Wall in Pile; p:'projectst1083 ao shapeU robertson market rate)1063 so landscapecalcutatIon RótalnPro (C) 1887.2015 Bulk! 11i$J02 .... Ucenee W.005p4 ....... Cantdevered Retaining Wall Design ode CBC 2013 ACJ 318-11 ACt 530-11 Pp= 1.56.25# 253.68# i4g2.15psr VAc qoJEcr 5 AD PJ4OJ1CTNAM rai DAfl - DESCRIPTION Patel I3urica & Msociates, Inc PAGE - OF 923 Rcrth Drive ' Irvine, colifomiti 92618 Teb 49.94380,8O • Fax. 714352.2209 • www.PMtuturaI.cont 1J' Footing, at Pilasteth(OFTA I . CfV4f2) Fooling length 4.6 feet Aliowabte.688d.flg; 2000 oaf. Footing width 45 feet Coefficient af.frldtiôn: 0.35 Fooling thickness 12 inches PaSsKe resistance: 2 50 pd Footing weight: 2.94 kips Max Peselve: 1000 pd Footing Section Modulus 15 ft5 Amount passive to combine with friction Foolingarea: 20.25 sq.. feet 100 percent Added Loads to Footing Type HOPS Eccontdcity.(feet)........I . . ResultingM (Kip xft) D.(Dead) ... .5 0 . .• ... 0 1 o: . ,. . 0 LLive) .......... 0,712 (Earthquake) 216 51(4) Hi of EQ load 108 Equation 16-9 from 1605.3 D if 1.. Total P: 11.94 RIps TotSl M: 0.00 kip x feet Eccentricity: 0.00 feet OTM Stability Ratio: Stáblé (no moment) 'Bearing Case Pressure (pat) I Equation chdcke& 1 589 ' (PIA WS). -777 2 589 . (P/A- WS) 3' Full Brg-see.cas031 & 2 (2.x(P/L'))ihere L'= 3 x(Lftgf2 s) MAX I': UOU pul Eouation 16-12-from 1605.3 D +: 0.7 Total P: 10,94 Rips. Total; 10;80 kip.x feet. Eccentricity: 0.99 feet OTM Stability Ratio: :2.28 r,rao Bearing L= 4.5 Bearing Case Presstre (pat) Equation checked F 1 Partial Brg see case 3 (PIA + MIS) 2' . partial. Brq.see cage. 3 . . (P/Ac. MIS) 3 12831 2xfP/L) where I 3x(Lttg 12 e 171 I Bearing I 38 MAX r: 1400 pa? Equation 106 from 1605.3: 0.6D Cl- 0.7E Tolai P: 6,56100s Total M: 10.80 kip x fool Eccentricity: 1.65 feet OTM Stability Ratio: 1M Bearing Case Pressure (psf) Equation checked '1 2 Partial Brg-see'c3553........ Partial Brg see case 3 (PIA M/S) 3 16091 (2 x (P/I)) where 1' 3 x (Lttg 12-.e),— MAX t: fUU Total V. 2160 pounds 60% oToia1 DL: 6582 pounds FrictiOn óapacity: 2297 pounds Pisverèsiëtance: 5825 pounds Total Resistance: . 2559 $und$ OK FOS Summary Max Pressure: 1609 psf Min OTM Stability Ratio: Sliding Ratio: 1.32 rr I..,Ar'w Bearing. L 1.8 1.32 iMi Fobfincj aLp bas ters %tfULb9 4p0 Footing length 5 feet Allowable Beating: 2000 psI Footing wIdt.h 5fedt Coethdont of fdctlon: 0.35 Footing thiPkness 12 tnthes Passive resi8ia6è 260 0 Footing weight 3.63 kips Max Passive: 1000 cf Footing Section Modulus 21 ft3 Amount passive to combine with friction Footing area, 25 sq. feet 100 percent. Added Loads-to FoolitIg ......... Type .. Kis . Ecentrkity (feet) I Resultin2 M.(M x It) O(Oead) 9 015 615 L(Ltve) . 0 0 0 lE (Earthquake) 2.116 51(u) Ht of FM load 108 puátion 16-9from..1605.3: D + I Total P: 12.63 klps Total M: 6.75 kip x feet EccenUlctty, .53 feet OTM Stability Ratio .47 Bearing Case Pressure (psi) Equation checked: 1 .. 829 (P/A+ M/S) 2 IND 181 3 ft-sewcases I A2 (2x(P/L))whereL'=3x(Lftq/,2e) MAX P; LPST rirali 41.74 Vf% Beating L 5.0 ,Epuation. iS.iZfrorn 16053 D+Q7E: Total P: 1.2.83 klpa TOt8lM: 1755 *W xfeet Eàáentticiiy: 1.39 feet OTM Stability Ratio: 1.80 Beeting Case Pressuie(ps Equationchedked: I Partial arg-see case-3: (PIA • MIS) 2 PartIal Bra-see case 3 PIA - MIS) 3 15171 (2:x (P/LI) where I. 3x (Lfig 12 e) MM ! will par Equation 16-16 from. 1805.3: 060 +1- 07E Total P 7.58 kps Total M; 14.85 kip xfeet Eccentricity 1 96 feet OTM Stability Ratio; 1.28 VieafiwLm :3.3 Beating; Case pressure•• (psi) Equation Checked: I Partial Brg see case 3 P/A + -'M US 2 Partial 8rgsee caseS (PIA MIS) 3 18721 (2x(P/L)) where t. 3x(Lftg!2 el r,!.,ArII 1V7Q Sea-fifto.: Lw 1;.8. 1.52 Sliding heck Total V. 2160 poundS 60% of Total DL 1515 pounds Frtctlon capadty 2851 pj Passive resistance: 625 pounds TOtal Resistance: :3276 pound OK FOS,= Summary: Max Pressure 1872 psf Mm OTM Stabtilty Ratio 128 Sliding Ratio: 1.52 Li& -By U POJECTNAMAA DATE DESCfkWJON Patd l3urica & Associates Inc Pwg OF I ;cuc'ra Ongirtr-c ins __ * __ I *__ALLjL I 22L _ - cvo us -, I S I LI - I - - I Wo . * . . ... I I ....* ...' . . .. . .. .. ..-.-.-...- .,.. 9283 Research briv • Irvine, Califomin 92618 Tel: 949943.8080 a Fax- 1143521209. www,PMctirLcrn I I I Code References I _____ ______ Calculations per AISC 360-10, IBC 2012. CBC 2013, ASCE 7-10 _____ Load Combinations Used : ASCE 7-10 in- General Information ______ _____ _____ I Steel Section Name: HSS6x6x1i2 Overall Column Height 7.0 ft Analysis Method; Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condion for deftection (buckling) along columns: Fy: Steal Yield 36.0 lçi XX (Width) axis: I E Elasc Bending Modulus 29,000.0 j uily braced aganstbuc!ding along X-X Axis V-V (depth) axis: Fully braced against buckling along V-V Axis I Apa$_ Service loads entered. Load Factors will be..applied for catcu lations. Column self weight included: 246.680 1bs Dead Load Factor AXIAL LOADS... Axial Load al 7.0 It, Xecc = 63.000 in, Vecc = -3.000 in, I) = 0.60k I BE NDING LOADS... Moment acting about X.X axis, W = 3,0 k-ft Seismic: Moment acting about Y-Y axis, E W0.50,k ft • Lat. Point Load at 3.5 ft craating Mx'.x, E;:0676 k Lat. Pomt Load at 3.50 ft creating My-y, W 1.20k DESIGNSUMMAfW _____ ____ Bending & Shear Check Results PASS Max. Axial+Bendlng Stress Ratio #i 0.1407 -1 Maximum SERVICE Load Reactions.. I Load Combinator. +D+O.60W+H Top along X-X p0.0k Location of max.above base 3477 ft Bottom along X-X 1.20 Ii At maximum location values are... To along Y.Y 0O It I Pa AXial 0.8467 It. Bottom along V-V 6.70 k U Pn /Omega; Allowable Ma-x:; Appted 209.984 k 1.80 K.ft Ma ximum SERVICE Load 0cflec11ons... Mn.x IOmega Aliowab!e . 35.569 ft Along Y-Y .0.06770 in at 7.04abovebase for toad combmaton :W Only I Ma-y: Appllad 3.133 k-ft • Mn-y I Omega: Allowable 35.569 k-ft Along k%-0.1025 in at 7.0ff above base for load combination :+D+0.70E+H PASS MaximumSAWSh Stress Ratio = 0.0130 : I I Load Combination +D+O.60W+H Location of max.aboe base 0.0 ft At maximum location values are... Vi. Applied 0.720 Ic Vn! omega, :Allowab!a 55.392 k I Load Combination Results Maximum Ayjal + Bending Stress Ratios ' Madmum Shear Ratios Load Combination Stress Ratio Stalus LatiOfl Stress_Ratio Status I 40441 0.091 PASS 0.00 ft 0.000 PASS 0.00 ft 0.091 PASS 0.00 ft 0.000 PASS 0.00 ft ..O+L 0.091 PASS 0.00 ft 0.000 PASS 0.00 ft I .0s69H 0.081 PASS 0.00 ft 0.000 PASS 0.00 it 4040.750Lr.O.750L4+1 0.091 PASS 0.00ff 0.000 PASS 0.00 ft +040.750L40.150S4H 0.091 PASS 0.00 ft 0.000 PASS 0.00 ft .D40.60W4 0. 1 141 PASS 3.4811 0.013 PASS 0.00 ft I 4090.70E+H 0.126 PASS 0.00 ft 0.005 PASS 0.00 ft 4040.150Lr40.750L40.450W4i 0.128 PASS 3.48 ft 0.010 PASS 0.00 ft 4040160L40.750S0.450W41 0.128 PASS 3.48ff 0.010 PASS 0.00 ft 400.75OL'0.750S40.5250E4i 0.117 PASS 0.00ff 0.004 PASS 0.00 ft I 40.600'0.60W40.6OH 0.104 PASS 3.48ff 0.013 PASS 0.00 ft L ft -.x------- m'S' '1 I _.___ I Maximum Adal+BendinSress Riios. _____ .=____ Maximum Shea Ratios ____ Load Combinabon _____ Stress Ratio Status Location _______ StressRtlo Status Lócathn 0;60DQJOE40.60H 0.090 PASS 0.004 0.005 PASS 0.00 ft P MrnRoactsns ____ - ____ Note Only non-zero reactions are hstcd XXAxsReact1on '(YAxisReactlon MaiReacon Load Combination Ease E Top f Baé ©.Top 8ase I '041 40'L.H K K k 0.847:k 0.8474 K k 0.847 K 40+S'H K K 0.847K '040.7501.t'0J501'41 .05Li0J50S41 K K K: 0841 K 0.847.k -0720 K. 0.847 K K .259 K 0.847 It +00.700.iQL0450W.l4 .0.540 K . K 0.847k .00j5oI.075as4.45ow44i -0.540 Ic . K. 0,847k I 4040.150L10.750S.0.5250E441 Ic -0;194 0.847 K 460134060W40.60H 4720 Ic K 0508k .60D40.10E.060H K .0.259 Ic 0.508 Ic 00Y k K 0.047k I Lroniy K K K lOnty K k K 9 01 K K K WO* 200 K K K I EOnly .0,370 .k k: K k K ,. ... .... LMaxhnumoeflectlon.s Load Combnavon for L.pad Combinations Max XX De9elion Distance ______ _____ Max V V Deflection Distance ____ I .0441 -00966 in 7 000 It 0000 In 0000 ft 0*L*l 0.0946 in 7.000 ft 0.000 in 0.000 't D+Lr441 0.46 In 7.000 ft 0.060 in QQ(Q ft 404441 -00946 In 1000 ft 0.000 in. 0.000 ft I -'0s0.1501r.OJ5O L'H -0.0946 In 1.000 ft 0.0*0 in 0.000. ft 4040.750140.750S441 .0.0946 In 7.000 ft 0,000 In: .0.000. ft '040, +44 0.0$30 In 7.000 ft 01 in 71.000 jj: - 4O40J0E4f -0.125 In NO it tb in 7.000 ft .0.0 750Lr-eo 750L'O 450W4l -00709 In 7.000 ft -0030, JR1 7000 ft I 756Lo:i5o944ow+H 4.0709 in 7}06 ft -0.030 in 7000 ft 404.m.L.0 750S.0 5250E441 -0.1005 in 7.000 P 0.069 in 7000 ft 40600.060W'060H -00251 in 7000 ft -0041 in 7000 ft I -0.0666 In O0 ft 0.011 fi 1,000 ft DOnly .0.0946 h 7.000 ft 0.0*0 fr 0.000 ft U'Qnly Q.POQO In OQQO !t 0.000 in 0.000. ft I Only 0.0000 In 0.000 ft 0.000 In 0.000 If SOnly .01,0000 .n 01000 ft 0.000 in 0.000 ft I wooly 0.0521 in 7.000 5 -0.068 In 7.000 ft EQnty .0.0113 in 71000 It 0.0.16. in 7009 ft HO 0.0000 En 0.000 ft .0.00 K 0.000 ft I .,.-...-...- --.-. . -. I 1 I I I - Deth Width Wall Thick I Weight Yog I I I I I I I I I I ties HSS6z6x1I2 6000 In lxx _ __ 1nh4 J 61100 W'4 16iO'b3 .6.'000 in. Rxx 2.2301n Z*. 19.800103 = 9740 1641 I w 48300 mM C 28100 ln3 35240 p11 $yy 16100 fn-3., Ryy 2230 in .000ln a liiadl — V V•\ m V V fM Vdo:fl 4 V I I I I I I I I 1 I I I I I I I I I I Non constrainetpole foOtina oer Oi3cBC18O.L•3.2.1 cription: EVA Gate Post LOAD ON EACH POST Decriptión A(A. Ht Load (lb) Moment Añ (ft)Morh ht.-at NA. Lft-lb) IGate Dead 3 S 600 50 3000 Gate Seismic 3 5 93 5.0 465 0 0 Totals: 6931 Weighd heigti, h 3.5 TotalM=...................65ft1b Reu1thntF LO. lb biameter of round footings, b; 33.94 fles . Nih. plan se, round Piagotal Square footing, 3394 inches $quare size'óf square footing: 24.00 Ifiches 4—.Mln.iIan size, square Allowable, lateral pressure 500 pcf Max allowable taterBi pressure 3000 psf (I . 4.36h/P) h'here A =2.34F'/ Sph • Trial depth, 327 ft Si at 1/3 trial depth 545 psf *red depth 36 ft. 3.76 ft 4 Mfri. eiflbed jpse~' square or round"'footing with minimum size and embedment depth shown ere anchor bolts occur at top of fooling, use #3 hoops 4' ox. around bolts I I U PROJECT' ROJECTNAME IáIJYAIDATE - PaelBuica&Associesjnc. I rUtUf PROjC _1V' _______________ ' i A ME ... DSCRIPTIQW Pae1 Burica & Associates OF U.C' c,to oc,po AD 1CD w. •: 0.770 e Mow.,. 2.4 I TA 'c kvp c. oc-is (U' 6 C. 4sr L.f9 F U.. e'•t 9283arch, t)Fe 1 Inri,.Cai1otna 9268. Tel: 949 943 8080 • Fax. 14 2 2209 • wwv. PBAtucuraL corn L3 Fàolina at P!Iasters — 6IHWt ' (bGAu 4J) Footing length 13.75 feet. Allowable-Rearing. 2000 psi Footing width :7.5. feet Coefficient of friction: 0.35 Footing thickness 12 Inches Passive resistance: 240 ,pd Footing weight: 14.95 kips Max Passive: 2000 :PCf Footing Section Modulus,23610 Amount passive to combine with filcboa Foothig area; 103.125 sq. feet 100 pethent Added loadato Foothq IType KIPS EccefltdCItY (feet) I Resultlng.M (Kip x'ft) [p Dead) 23.. .. 0 ... 0 IL (live) .. 2 0 [0.7E (Earthquake) 8.7 &sktt) HI Of. tQ toad 47.85 EauatiOn..16...9lrom 1605.3: D + I Total P: 3.95 kips Total M: 0.00 kip x feet Eccentricity: 000 feet OTM Stability Ratio., Stable (no fiin!e.flt) [ 8eadn Case Pressuro(psf . EquatIon.chedGd: 1 387 . 2. 387 .. .. . (PtA-MIS) 3 FLitI Brg-see cases I & 2 (2 x (P/I)) Wiiere C =3 x (Lftq /2 - C) .. 8eadngL. 13,8 MAX F. 'w, ps EouaUn..16.121r0m JotaiP: 37i9.5 kips 41.0 kip * feet Eccentricity. 1.26 feet OTM Stability Ratio. 545 Bearing Case Pressure (psi) Equahon checked 1T... 571 . IPIA+M/S) 166 ., 3 Full Bcg.seecasesl &2 (2x(P/L')) where l =3x(L1Vg/2 e) Equation 16-16 frOm 1605.3: OÔD+/. 0iE Total P: 22.77 Rips Total M 485 Rip x feet EccenirlOity: 2.10 feet OTM Stability Ratio: 317 Beating Lm 13.8 Bearing Case Pressure (psi) Equation checked 'I 423 P/A MJS 2 18 P/AM/S) 3 Full Brg-see cases 1 & 2 (2 x (P/C)) where I 3 x.4. 12-0) Bearing Lim 13.5 Sildina .CIe& Tätal V: 6o1Totsi DL: Friction cap3cily: PèsiveresIsiance Total Resistance.; 8700 poUndS 22772 pounds 7970 pounds 937.5 pound 8908 'pounds OK F0S 1402 Summary: Max Pressure:' ' 571 psf Min'OTMStabillty'RatiO: 327 Sliding Ratio: , ' 1.021 AM Patel 13urica & Associates, Inc. 9Z83 Resear tDrive • Irvine, CiI(omi 92618 Tel: '949.943,8080- Fax: 714.152.2209'f PAuctutIcoii UPDATE.GEOTECILVIC4L REPORT, PROPOSED MULTI-RESIDENTIAL DEVELOPMENT, ROBERTSON RANCH PLANNINGAREA S P4-7 AND P4-8, 44$BAD, cAuFatrL: Dated: December 15, 2015 ]Project No, 133023-07 Prepared Eor •SIi:apcUperies, Inc 8383 Wilshire Boulevard, Stole 700 J8every I/ills, Caljfiiraia 00211 2420 Grand Avenue, Suite F2 • Vista e CA 92081 • (160)599 7000 • Fax (160) 599-7007 j Respectfully Submitted, LGC Valley, Inc. Randall Wagner, CEO 1612 Senior Project Geologist 1 Basil Hattar, GE 2734 Vrincipal, Engineer I I LGC Valley, Inc. Geotechnical Consulting I December 15, 2015 ProjectNo. 113023-07 Mr. Tee Dixon Shape!! Properties, Inc I 3:83 Wilshire Boulevard, Suite 700 Beverly Hills, California 90211 I Subject: Update Geolechnica! Report, Proposed Mahi-Fanzily ReiiIentiid Developine,:4 Robertson Ranch.PlannlngAreasPA-7andP4-8, Carlsbad, C4farnia In acord with your request and authorization LGC Valley, flic (LGC) is providing this update .geotechnièal I report for the proposed multi-residential development of Robertson Ranch Planning Areas PA-7 and PA-9 located in Carlsbad, California The purpose of this report is to provide a single geotechnical report incorporating the previous issued geotechnical recommendations, the as-graded conditions of the site after the completion of the mass/tough grading operations and the additional grading of Planning Area PA-8 and a I portion of PA-7 and to provide updated geotechnical re..ommendattons, as necessary, in light of the recently received site fine 'grading plans prepared by Alliance Land Planning and Engineering, dated Dci.ber 4, 20.1. I Based on the results of our geotechnical evaluation and review' it: is our opinion, that the proposed site development is feasible from a geotechnical standpoint provided the recommendations included in this report are incorporated into the project: plans and specifications, and followed during site grading and construction. I If you have any questions regarding our report; please contact this office. We appreciate this opportunity to be or service. Distribution: (3) Addressee. (3) Alliance Land Planning and. Engineering, Attñ: Ms. Elizabeth Shoemaker 2420 Grand avenue, Suite F2 • Vista • CA 92081 • (7e0):599-7000 ' Fax (760) 599-7007 ru LO MOD ii FwDose wul Score ofServices The purpose of this report is to provide a single geotechnical report incorporating the previous issued geotechnical recommendations the as-graded conditions of the site after the completion of the mass/rough grading operations and thc additional grading of Planning Area PA-9 and a portion of- PA-7, and to provide updated geotechnical recommendations, as necessary, in light of the recently received site fine grading plans prepared by Alliance Land Planning and. Engineering, dated December 41, 2015. These items plus other geotechnical conditions are discussed and addressed Within this document As of this date, the mass-grading operations for Planning Areas PA-7 and PA-8 are essentially complete. However, the two planning areas are currently sheet-graded and will need to be line-graded in order to construct the planned building pads, driveways/parking areas and other anticipated site improvements. A final as-graded report documenting the additional grading operations (i.e. fine grading) and providing addendum and/or additional geotechnical recommendations relative to the proposed development will be prepared upon completion of the future grading operations. Our scope of services for preparation of this document included: Review of the project geotechnical reports, geologic maps, and other documents relevant to the site (Appendix A. * Review of the most recent version of The site. development/precise grading plans prepared by Alliance Land Planning and Engineering, dated December 4,20i'5 Updated geotechnical analysis and evaluation of site data Preparation of this report presenting our findings, conclusions, opinions and recommendations with respect to the evaluated geologic and geotechnical conditions at the site. 1.2 Site and Project Description Robertson Ranch West Village or Rancho Costera, is approximately 211 acres in size and is located east of the intersection of El Cam mo Real and Tamarack Avenue in the northeastern portion of the City of Carlsbad (see Figure 1). The irregular-shaped site is bounded by El Camino Real on the south, Tamarack Avenue on the northwest, existing residential developments on the north and east, and by Cannon Road on the southeast. I Topographically, Robertson Ranch generally consists of an arcuate ridgeline that somewhat parallels Tamarack Avenue to the north and a seriOs of generally northsoutb trending subdued ridgeiincs and tributary drainages that slope from north to south The site is bisected by to main drainages, one on I the west side of the site that flows north to south from along Tamarack Avenue towards Kelly Drive; and another one that flows in a northeast to sotithwest direction along the southeast portion of the site. Elevations range from a high of approximately 224 feet mean sea level msl) along the ridgeline I overlooking Tamarack Avenue in the northwest portion of the site to a low of 33 feet inst at the sOutheast corner of the site along El Camino Real. Project No. 133023-07 Page 1 December 15. 2015 I TalIe 1 $eismicResig.Iaiiineters. Selected Parameters from 2013 CBC Section 1613 * Seismic Earthquake Loads Design Values Site Class per Chapter 20 of Ask C 7 D Risk-Targeted Spectral Acceleration for Short Periods (S5)* I 083g Risk-Targeted Spectral Accelerations lbr i-Second Periods (S 0 417g Site CoefficientFa per lable 1613 3 3(1) _______________ 1. 067 Site Coefficient F per Fable 1613 33(2) Site Modified Spectral Acceleration for Short Periods (S) for Site Class.D 1155 [Note: $Ms Site Modified Spectral Acceleration tbr 1-Second Periods (SM1) for .Site C-11ags.D 063g Design Spectral Acceleration for Short Periods (S05) for Site Class J) 077 g [Note S, IjS'.is1 Design Spectral Acceleration for I-Second Periods (Sm) for Site CiássD . .0.?449 [Note SD; (2/3)SM;1 Mapped Risk Coefficient at-4.1 sec Spectral Response Penod Cis 0968 (per ASCE 7) Mapped Risk Coefficient at I see Spectral Response Period, C1 (per 1.01 ASCE 7) I c FromUSuS,.2Q.L: Section 1803 5 12 of the 2013 CI3C (per Section U 8 3 of ASCE 7) states that the maximum considered earthquake geometric mean (MCE0) Peak Ground Acceleration (PGA) should be used 1* g4hnjca! evaluations. The FOAM fØr;the sie:Ii equal to.0453 (US3S 2Ui A deaggregatiort of the PGA based on a Z475-year average return period indicates that an I earthquake magnitude of 6 79 at a distance of approximately 11 4 km 1. (7 mile) from the site would nt.e:theniost tøthis :OüidfliOtion.(IJS€S,2008b). 1.4.3 GroundRuDlure and Skakinji I The principal seismic considerations for most structures in southern California are surface rupturing of fault traces and damage caused by ground shaking or seismically induced ground settlement The possibility of damage due to ground rupture at the site is considered low since ctiye1i. arnqt)own:tocgsthe.s!t I PedNo, 133023-07 Page 10 Decernbr 15, 2015 I I I The following three foundation recommendations are provided The foundations recommended ' for the proposed structures arc (I) Conventional foundation for very low cpansion potential and shallow,fills- (2) Post-Tension foundations; or (3)Ma' Slabs. I Based on the site geotechnical copdiions after .màs/rough grading, the site is, cOnsidered suitable for the support of the anticipated structures usmg a conventional, post-tensioned, or mat slab-on-grade foundation system for very tow to medium expansion potential (0-90 Expansion I Tnde*). The hformatioh .aiid recommendations presented in this section are not: meant to supersede' I design by the project structural engineer or cavil engineer speclaliLing in the structural design nor impede those ret,ommendaüons by a corrosion consultant Should conflict anse, modifications to the foundation design provided hcriip can be provided. I 3.62 BearüiiLCapadtp• I Shallow foundations may be designed for •* tnairnum allowable bearing capacity of 2,000 lb/fl?(gross), for continuous footings a mmnnurn of 12 inches wide and 18 inches deep, and spread footings 24 inches wide and 18 inches deep, mto certified compacted fill or bedrock I A factor of safety greater than :3 was used in evaluating the above bearing capacity value This value maybe mci eased by 250 psf for each additional foot in depth and 100 psI for each add tiOnal foot of 'width to a: maximum. value of'3,OQO. psI. Lateral forces on. fOotings. may be .'resisted by passive: earth. resistance and friction at tbe bottom of the footing Foundations may be designed for a coefficient of friction of 035, and I a passive earth pressure of 250 lb/ft2/ft 1 he passive earth pressure incorporates a factor of safety *freater than I.S. AU footing excavations shoü,ld.be cut',squarc afl4niovcl as much as possible, and should be free of sloughed materials including sand, rocks and gravel, and trash debris Subgrade soils should be pie-moistened for the assumed very low to medium expansion potential (to be confirmed at the end of grading) These allowable 2 bearing pressures are applicable for level (ground slope equál:tooi"fiátter.than .503W) conditions only. Bearing values indicated above arc for total dead loads and frequently applied live loads The above vertical bearing may be increased by one-third for short durations of loading which will include the effect of wind or seismic forces 36.3 CoflvEntiornilFowtlafi4rn Deskii. ' Cventiona1 foun4dtidons, may be used to. supper propOsed Wu To :underjain by very lOw expansive soils (a e E'ipans ion lnde loss than 20 and Plasticity Index less than 15) and with less than 30 feet of fills Project No. 13302337 Page 16 December, 15, 2015 MO I I Continuous footings should have minimum widths of 12 inches, 15 inches or 18 niches for I one-story, two-story or three-story structures, respectively. Individual column footings should have a minimum width. of 24 inches. I Footings for proposed structure should have minimum depths (below lowest adjacent finish grade) of 18 inches and .12 inches for exterior and interior footings, respectively for a very Low expansion potential (0-20 Expansion Index). The subgrade should be moisture- conditioned and proof-rolled just prior to construction to provide a firm, relatively unyielding surface, especially if the surface has been loosened by the passage of construction traffic. The underslab vapor/moisture retarder (i.e. an equivalent capillary break, method) may consist of a minimum I 5-mil thick vapor barrier in conformance with ASTM E 1745 Class A material, placed in general conformance with ASTM E1643, underlain, by a minimum 1-inch of sand. The sand layer requirements above the vapor barrier are the purview of the foundation engineer/structural engineet, and should be provided in accordance with ACt Publication 302 "'Guide for Concrete Floor and Slab Construction". These recommendations must be confirmed (and/or altered) by the Ibundation engineer, based upon the performance expectations of the foundation. Ultimately, the design of the moisture retarder system and recommendations for concrete placement and concrete mix design, which will address bleeding, shrinkage, and curling are the purview of the foundation engineer, in consideration I of the project requirements provided by the architect and developer. The unde*slab vapor/moisture retarder described above is considered a suitable alternative in accordance with 'the Capillary Break Section 4.505.2.1 of the CALGreen code I Subgrade soils should be pre-saturated to optimum, moisture content to a depth of 12 inches 'for a very low expansion potential. Expansion index testing should be performed at the end of grading for confirmation. The minimum thickness of the floor slabs should be at least 4i 1 inches and joints should be provided per usual. practice. 344 Post-Tension :.Fwmdationj?esten Based on the site geotechnic.al conditions and provided the previous remedial I recommendations have been implemented during site grading, the site may be considered suitable for the support of the anticipated structures using a post-tensioned slab-on-grade foundation system., for the anticipated very low to medium expansive soils. The following section summaries our recommendations for the foundation system. Table 2 contains the geotechnical recommendations for the construction of PT slab on grade I foundations. The structural engineer should design the foundation system based on these parameters including the foundation settlement as indicated in the following section to the allowable deflection criteria determined by the structural engineer/aróhitect. I 1 Project No. 133023-07 Page 17 December 15 2015 3.6.9 Sei.crn!c Desifa Crfreriii The seismic design criteria that should be used in the design of the proposed buildings are presented in Section 1.4.2. 3.7 Lalerai.Earlh Fressures for RetaininR Walls The following lateral earth pressures presented. in Table 3 may be used for the design of any future site retaining walls. We recommend low expansive soils for retaining wall backfill if no onsite soils fit the required minimum parameters (SE greater than 30). The recommended lateral pressures for approved soils (expansion index less than 30 per U.B.C. 184.B, less than 15 percent passing 1200 sieve, and P1 less than 15) for level or sloping backfill are presented on the tshie below. The recommended lateral pressures for clean sand or approved select soils for level or sloping backfill are presented on the following table. Table 3 Lateral Earth Pressures for Retaining Walls Conditions Equivalent Fluid Weight (pcO Level Backfill 2:1 RacldiH Sloping Upwards Seismic Earth, Pressure (pci) * Approved Select Material Approved Select Material Level Active 35 55 10 20 At-Rest 50 75 - - Passive 250 - - - * For walls with greater than 6-feet in backfill, height, the above seismic earth pressure should I be added to the static pressures given in the table above. The seismic earth pressure should be considered as an inverted triangular distribution with the resultant acting at 0.6H in relation to the base of the retaining wall footing (where H is the retained height) The aforementioned I incremental seismic load wasdetermined in general accordance with the standard of practice in the industry (using the Mononobe-Okabe method for active and Woods method for at-rest) for determining earth pressures as a result of seismic events. I Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load ' If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at-rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" I resistance. Project No. 133023-07 Page 21 December 15, 2015 PàtelBurlca & Associates, Inc. Title NP - QUtdeor Fireplace Page: structural eñgineeñflg JobS 1083 AO Dsgnr BB Date: 115 NOV 2016 9283 Research Drive Description.... Irvine, CA This Wall in File: p:proJects\1063 so (shapell robertson mailiot rate)1 063 80 landscapecalcuIation RetainPro (ó)1987-2015, Build 1145.1.02 .'levered . -. 9gtJlrA AS ATS INC. Retaining Wall Design odé CBC 2013,ACI 318.11 ,ACI 530-11 Criteria I Lo11ta I Retained Height C 1.00 ft Allow Soil Bearing = 2,000.0:pef 19 3 OV Wail height b - 12 ft Equivalent Fluid Pressure Method Heel Active Pressure 350 psflft Slope Behind Wall C 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure 260.0 psfift Water height over heel = 0.0 It Soil Density, Heel C 110.00 pcf Soil Density, Toe 110.00, pcf FootingflSoil Friction = 6.400. - Soil height to ignore for passive pressure 12.00 t in • L_..........................._.....J JSurcharge Loads __ _ Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel =' 0.0 psf Lateral Load = 0.00M Adjacent Footing Load = 0,0 lbs Used To Resist Sliding & Overturning I ..Height to Top 0,00 ft FOoting Width = 0.00 ft Surcharge Over Too = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding &Overturning The above lateral load Wall to Fig CL Dist C 0.00 ft • ial Load Applied to Stem • Increased 1.00 Footing Type Line Load BbsOAbove/Betdw Soil 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stern = 40.0 psf - at Back of Wall Axial Live Load 0:0 lbs (Strength Level) PoissOn's Ratio = 0,300 Axial Load Ecoeentdclty 0.0 in I [ignSurnma • Lstem 2nd Bottom ___ Vern Wall Stability Ratios DesIgn Height Above Ft ft5 OK Stem OK 4.00 0.00 Oveituming 3.77 OK Wall Material Above 'He Masonry Masonry Sliding = 3.90 OK Design Method LRFD LRFD I Thickness 8.00 8.00 Total Bearing load = 3,058 lbs Rebar Size #. 4 # 5 ...resultant ecc.' = 12.51 in Rebar Spacing 16.00 8.00 - Soil Pressure Toe = 827 psf OK Robar Placed at = Design Data Center Center Soil Pressure @ Heal = 46 psf OK fbIFB'4 falFa = 0.786 0.650 Allowable 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable .. ervice Level Itis • ACt Factored Ice ACI Factored @ Heel = '993 psI . 56 psI Strength Love lbs C 380.0 528,0 - ,. Shear@ Toe = .. 6.3 PSI OK Moment-Actual Footing Service Level ft-# Footing Shear @ 11501 1.6 p OK Leve 1. strength ft4. 1,8050 3,634.3. I Allowable 75.0 psi Moment ... Allowable ft.#= 2,296.9 5,594,5 SlIdIng Calcs Lateral Sliding Force 409,4 lbs Shear .... Actual 'less 100% Passive Force = - 37.5.0 lbs Service Level psl • less 100%'FrictlonForce = - 1,223.4 lbs Strength, levé ps . I-= 8.4 11.7 Added Force Rcq'd = 0.0 lbs 'OK Shear ... .Allowable psi 89. 897 ...for 1.5 Stability 0.0 lbs OK Wall Weight psf 63.0 78.0 Rebar Depth 'd In 3.75 3.75 Masonry Data I I'm psi' 1,500 1,500 Fy p 92 60,000 60.000 Solid Grouting No Yes - Vertical component of active lateral soil pressure IS Modular Ratio 'nt 21.48 21.48 NOT considered in the calculation of soil bearing ' LoadFactors . Equlv. Solid Thick, L uildlde Masonry Block Type in 5.80 7.60 Medium Weight 080 Dead Load 2013ACI 1.200 Masonry Design Method LRFD - Live Load 1.600 Live Concrete Data .. ...._____........ . Earth, H 1.600 FY psizi p Wlnd,W 1.000 Seismic, E 1.000 Patel Burica&Assoclates Inc. sti.ructural engineering 9283 Research Drive Irvine, CA his.Waft in File: p.,% (shaell rbéiisc Footing Dimensions & Strengths ToeWidth .= 2,25 ft Heel Width = 4.75 Total Footing Width Footiflg Thickness = 18.00 in Key Width = 0.00 in Key Depth R, 0.00 in Kóy. Dlstce from Toe = 0.00 ft to = .2,500 psi 60,000 PSI Footing ofl9rete Density = 150.00 pot Mm, As % a 0.0018 Cover @ Top 2.00 @ Btm 3.00 in e. NP -'QufOor Titl Flreptaco Job# 1063 AO Dsgnr 88 Date 15 NOV2016 Descrltion,.. mórkót rate)\1053 so landscape.ctà!ation ilevered Retaining Wll Design ode: OBc 2013,ACI 318-11,ACI 5011 Too . Factored Pressure 99 56 Psi Mu': Upwáid . 2,259: 1,983 ft-#. Mu: Downward 977 355 ff4 Mu: Design 1,283 i,61ft4 Actual 1 -Way Shear = 6.26 1.60 per Allow 1.Way Shear 75.00 75.00 psi Toe Reinlocclng = #7 @ 16.00 in Heel ReinfOrcing = #8 @ 1600 in Key Rélnfotcing = None Sp!c'd OtherAcm ptabIe Sizes & Spacings The: Not req'd: Mu < Heel: Not req'd: Mu c phi5iambdasqrtcferSm Key: No keydéfined rces & Moments .....OVERTURNING...... Force Distaflce .Moment - Force .....RESISTING.... Foe Distance Moment I .. Item ft ' .. lbs 4 ft4 Heel Active Pressure 1094 083 911 Soil Over Heel 4492 496 2,227.1 Surcharge over. Heel Sloped Soil Over He I Rl Surcharge Over Toe = Surcharge Over Heel Adjacent Footing ioacl .= Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = 3000 875 26250 Mel Uve Load on Stem I SoilOverToer 123.8 1.13. 139.2 Surcharge Over Toe. = Total 4094 O.T.M.tem TM Weight(s) = 9105 258 23521 Earth @ $temTransttionE= I . Footing Wéighi 1,575.0 3.50 5,512.5 ReslstingiOverturning Rati 3.71 Key. Weight . Vertical Loads used for Soil Pressure = 30584 lbs Veil Component Total- 3058.4 lbs R.M. 10,231.0 I 'Axial live load NOT indliaded In totaldisplayed or. used for resistance, but is jncluded:for soil pressure calculation. overturning Veiticalcomponent of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. I Vertical component of active láteralioil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt.: .. I Horizontal Deftectiófl at Too of Wall due to settlement f•• (Deflection due to wall bending not considered), Soil Spring Reaction Modulus 250.0 Pei Horizontal Deli © Top: of Wall (approximate Only) 0.044 in The above calculation is not valid If the heel oit bearing DrOs5ureetéeds th cause the Wall would then tnd to itgie into the retained soil. Patel Bwtca & AssocIates, Inc. structural englfleet'tng 9283 Research Drive livine, CA NP.:utdOor firePtace Job# 1063 AO Dsgnr SB pescntion.. Page: Dte: 15 NOV2016 in FUe: o:\ow1ectst1063 getalnPro(c)I9a7.201:, Build 11.15.7.0Z so-: 6058334 cantllevered Rctainng Wall Deign ode: CBC2OI.3,ACI 318-11 ACI .530-11 He To PATEL BURICA AND ASSOCIATES1 Rebar Lap & Embedment Lengths informatiOn . Stern Design Segment: 2nd Stem Design Height 4.00 ft.ab0ve.t0pof footing Lap Splice lengtP fCr.#4 b Speqlti0diflthisstem.desIn segmeit 20,00in La SPIi length for #5 bar extending up icito.thisstem design segment from below = 25:00 in Development length for4.bar specifiód in this stem ddslgn s0gmen1= 13,4316 DevelOprnentlength for #5bar extending up into this stern'desinsegmeth from below = 17.48 in Stern Design egriteM Bottom Stern Design Height: 0:00 ft ebove top offooting Lap Splicb length for #4 bar extending down intothle stem design segment from aove = 20.00 in Lap Splice iength tot # bar specified in this stem design sègñient : 25.00 in Development length for#4 b rkt.1n9 din into this stern design segment from above = 13.43 in Development length for #5 bar specified In this stem design segment 1748 in Hddked embedment length intO foàtlng for#5 bar.8ecYied in this stem de.sign segment 10.50 in ME if a AD'5NOV 2016 9283 Research Drive Descnptlon !vi iff U This WaU in Fe p projects\1063ao (shapell robertson market rate)\1 063 ao Iandscap&atculatIon Retal Build 1115702 Cantilevered Retarning Wall Desgn ode CBC 2013 AC) 318-11ACI 530-11 I License To PATEL BURICA AND ASSOCIATES, tNC ____________________________________ U pp NIT 'N — - - [4'1 I YYA ' j :U 'AMnlipt! 1J14i 4 k - - I : NOV . im A NIL .1; IJ •. 4G ;- .,; i 2 I : 4, Oki U614kli SAN M. 44 }j r .L - . I - - -- MA UN .t, --- I OR * #'16 BY .. . j ...94 • X-C - 15 ig ipo I I L 4 ,24OOs (SeMce-l.e?el f Pp 37&OO# 827.49psf 409.38# Petal Burica & Associates, Inc. structural engineering $283 Research Drive Irvine, CA This Wall In File: p:'.projects1 063 ao RetlnPra 1987.2015, 8ulld it15J.0 License: KW.O$058334 Tdte NP-Qutdoor Fireplace Page Job# 1063A0 0sgn1 SS Date 15 NOV 2016 Description. roberison market rate)1063 80 landscape.calculation _cantilevered Retaining Wall Design.ode: CBC 2013,ACI 318-IiACI 53041 RIM RD C KEN GIN EE RING 9030W. Cheyenne Ave.. Ste 210 Las Vegas.. NV 89129 Ph: (702)838-5311 Fx: (702) 838-5339 wv.RimRockEngineering.com STRUCTURAL CALCULATIONS PROJECT: Robertson Ranch Apartments, PA 7&8 LOCATION: Robertson Ranch Planning Areas PA-7 and PA-8 JURISDICTION: Carlsbad, CA PROJECT NO: 16-129 CLIENT: Proto-11 DATE: September 28, 2016 SHEET INDEX BASIS FOR DESIGN CALCULATIONS Al Plan Check 6/09/16: Revised sheets 5-8 2 Added Detail 09/28/16: 9 2510 WEST RANCH ST MARKET RATE APARTMENTS: LANDSCAPING PACKAGE: FIREPLACE, PILASTERS, ENCLOSURE WALLS, ETC. f: •••"• ..'., .' 11/21/2016 CBC20I 6-0021 '.1 1 THESE CALCUI.AI1ONS ARE THE SOLE PROPERTY OF RIM ROCK ENGINEERING AND MAY NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN PERMISSION . 11 CALCULATIONS ARE VALID ONLY FOR THE ABOVE NAMED PROJECT AND LOCATION AND ARE NOT VALID UNLESS ENGINEERS ORIGINAL WET SIGNED SEAL IS AFFIXED 2 RIM RD CKENtINEERING 3.00' RETAINER SPECIAL INSPECTION 6.3' FENCE Soil Parameters Wall At Footing Geometry Add'I Loading Conditions Active Pressure (pd): 35 Embedment (in): 18 Uniform surcharge (psi): 0 Passive Pressure (Pd): 250 Passive Depth to Ignore (in): 0 Resist Sliding: N Bearing Pressure (psI): 2000 Sloped Backfill (_Horlz :1 Vert): 0 Distance Back of Wall to Sur (if): 0 Sliding Friction i: 0.35 Flat Dist to Sloped Backfill (in): 0 Line load (pIt): 0 Ka: 0.3 Sloped Toe LHorlz:1 Vert): 0 Honz dist to line load (if): 0 Soil Weight (pcI): 120 Flat Dist to Sloped Toe (in): 0 Distance to Bolt of Ftg (ft): 0 Fig Cover (in): 4 Honz Load (pif): 0 W Dist Above Fig to Honz Line Load (if): 0 Flood Depth (In): 0 Material Parameters Wind Load Parameters Flood Fluid Weight (pcI): 0 Special Inspection: Y Exposure: C Water Table Height Above Fig (if): 0 Full Stresses at Fence: N Wind Speed (mph): 100 Seismic Load Parameters Fy Reini (hal): 60 Dir. Factor (Kd): 0.85 Short Period ACCI (Ss): 1.083 Concrete Design t'c (psi): 2500 Topo Factor (Kzt): 1.0 1 sec Period Acc'I (SI): 0.417 Masonry I'm (psi): 1500 Gust Factor (G): 0.85 Site Class: D Em (ksi): 1350 Ext Press. Coeff. (Ct): 1.4 Response Coeff (R): 3 Es (hal): 29000 Val Exp Coelf. (Kz): 0.85 Occupancy Factor (Is): 1 Concrete Weight (Pd): 150 Wind Pressure (pat): 22.0 Design Spedl Response (Sds): 0.77 Design Method Fence Type SeIsmIc Design Category: 0 Strength Proto.11 Seismic Response Coeff(Cs): 0.28 Seismic Weight (pat): 28 Wall Reinforcing Seismic Pressure (pat): 7.19 Height (if) C.M.U. width O.C. Spacing (in) Bar (in) Clr d (In) b (in) As a j As max As Req'd Fence: 6.3 5.625 Top: 3 5.625 4 24 eq 2.813 12 0.100 0.4187 2.60 0.235 0.095 OK CMU Design Loading Flexure M (lb-fl) phlMn Mu Soil Top: 252 1172 > 252 OK Wind Fence: 440 WindTop: 1110 1172 > 1110 OK Seismic Fence: 144 SelsmlcTop: 533 1172 > 533 OK Stability - Trench Fig Fig T (In): 8 P P (pct): 250 ll2inMovement: N SI: 250.24 113 Increase: N A: 1.94 Overall Min Fig 0 (if): 3.00 Includes Buried Portion of Stem Wall Concrete Min FIg D (if): 2.67 Footing Reinforcing Bar# Spacing CIr As a d (in) Mu (k-if) Mn (k-if) Trench: #4 @241no.c. 4 0.10 0.24 3.75 1.28 < 1.63 Ok Project: Robertson Ranch Apartments, PA 7&8 Project No.: 16-129 Location: Robertson Ranch Planning Areas PA-7 and PA-8 Sheet No.: 8