The URL can be used to link to this page

Home My WebLink About2250 RUTHERFORD RD; ; CBC2017-0533; PermitCiuity of sbad Priht Dke: 07/31/2018 Permit No: CBC2017-0533 Job Address: 2250 Rutherford Rd Permit T~pe: BLDG-Commercial Work Class: Repair Status: Closed - Expired Parc el No:, 2120611700 Lot #: Applied: 10/11/2017 - V61uatio- n: $ 150,000.00 Reference #: Issued: 11/08/2017 Occupancy Group: Construction Type Permit Finaled: # Dwelling Ul`nit~: Bathrooms: Inspector: PBurn Bedr~oms: Orig. Plan Check #: Final Plan Check #: Inspection: Project Tit, e: Descril5tion MERCEDES BENZ: FOUNDATION REPAIR (PERMIT IS FOR DOCUMENTATION ONLY AND DOES NOT GUARANTEE A FIX) !Applicant: Owner: - Co-Applicant: EAGLE LIFT MERCEDES-BENZ RESEARCH AND EAGLE LIFT DAVE.VASQUEZ* DEVELOPMENT NORTH AMERICA INC 3175 Sedona Ct, D 2250 Rutherford Rd C/O Sarah Tucci Ontario, CA 91764-6560 CARLSBAD, CA 92008 FEE ~`BUILDING PERMIT FEE ($2000+) BUILDI~G PLAN CHECK FEE (BLDG) S131_473GREEN BUILDING STATE STANDARDS FEE r fRnNG MnTinN-CnMMFRCIAL AMOUNT $803.50 $562.45 $6.00 $42.00 TbtalFees~ $ 1,413.95 Total Payments To Date $ 1,413.95 Balance Due: $0.00 Piease 6ke 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/exa6ons. if you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the prot6st 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 impo~ition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees /exactions DOES NOT APPLY to water and sewer connection feei and calla city 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 s6tute of limitation has'previously otherwise expired. - Build ing Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 760-602-8560 f www.carlsbadca.gov THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: E]PLANNING , F]ENGINEERING [:]BUILDING OFIRE [--]HEALTH OHAZMATIAPCD Building Permit Application L of 1635 Faraday Ave., Carlsbad, CA 92008 Plan Check NoT C ao)]] -05~Y _.City Est. Value ryllrmlpa) Ph: 760-602-2719 Fax: 760-602-8558 Cceihsbad Plan Ck. Deposit email: building@carlsbadca.gov Date www.carisbadca.gov ~013 ADDRESS SUITE#/SPACE#/UNIT# APN CT/PROJECT.#. PHASE # # VF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME -~O—~PE OCC. GROUP ILOT# DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) EXISTING USE PROPOSED USE (SF) PATIOS (SF) DECKS [SF) FIREPLACE AIRCONDITIONING IGARAGE YES I:]#. NOO YES[::]NOD IFIRESPRINKLERS YES[:] NOF] APPLICANT NAME It Primary Contai PROPERTY OWNER NAME JAA_I> ADDRESS -7 45- ADDRESS 24L~ -CIO i,& CITY q7 CITY ZIP 60;ir~ba-k Of ?&9~ P4 ~q 3 ..: IF PHONE FAX EMAIL . 11 AUJJ _.TU_,EZ ,G _e" LOF EMAIL .1 DESIGN PRPFESSIONA!SVA CONTRACTOR BUS. NAME ADI(RAS ADDRESS STATE ZIP r , , . , ST ZIPf !P~~ - PHONE , !~~- FAX I PAII_Fn JIF4 yo 6 iVI EMAIL EMAIL STATE LIC. # SJ1LICJ CITY BUS. Lf.# I A0,011 c1e: Any City un y h ic 1, requires a permit to construct, Iter, impro~e, demolish or re air any structure, prior to its issuance, 8196 requires Me 1 ;9 SI pu,. t to th i ... lic..tf6,su'csh"p'esrsmitrltclo 'fi'l.et4a~sssi'g.nrlesdGsotatement thatrhe I icewnsed suan e Pro, Sion s of the Contractor s License Law [C apter 9, commending with Section 7000 of Division 3 of the 8 usiness 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 ($5001). rw " Compensation Declaration: I hereby affirm underpenalty ofpedury one ofthe following declarations: I have and will maintain a certificate of consent to self-insure for workers'oompensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this rmit is issued. F-11 have and will maintain w ers' cqmpensaflon, !red by Sectio 00 of the r C9r, for the performa f th ich IN rm . I ed My workers' compensa n ins ance arrierand policy num . bar are: Insurance Co."VZ aA,_,.,-6ert= 4, lr~ Policy NoFK0aA1t!r Expiration Date This ,,section need not be completed if the permit is for one hAred dollars '($100) or less. Certificate of Exemption: I certify thatin the performance ofthework forwhich this permitisissued, I shall notemployany person inany mannerso asto become subject to the Workers' Compensation Lawsof California. WARNING: Failureto secure workers'compensation ccKerage is unlawful, and shall subjectan employer to criminal penalties and civil fines upto one hundredthous dollars (&100,000), in addition to the cost of compensation, d e Labor c ode, interest and attorney's fees. k CONTRACTORSIGNATURE [3AGENT DATE I hereby affirm that I am exempt from Contractor's License Law for the following reason: Pt 1, 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 Contractors 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). l,'asowner 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 to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am'exempt under Section Business and Professions Code for this reason: 1 personally plan to provide the major labor and materals for construction of the proposed property improvement. E]Yes E]No 1 (have / have not) signed an application for a building permit for the proposed work. 1 have contracted with the folloWng person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address phone /contractors' license number): 1 will provide some of the work, but I.have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): A!~PR,OPERTY OWNER SIGNATURE EJAGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? !-- Yes ' . No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes , - No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. Awn-013 *9100171.w a0saw 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). Lencler's Name Lenders Address I certify that I have read the applicabon and state thatthe above information is conW and that the informaltion on the plans is accurate. I agree to comply all City ordinances and State laws relalting to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. 1ALSOAGREETOSAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA:An OSHA permit is required for excavations over SlY deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building orwork authorized by such *mit is not commenced within 180 days from the date of such permit or 7e ~by such rmill 4suspended or abandoned at any time after the work is commenced for a period 180 days ion 106.4.4 Uniform Building Code). DATE ,JKAPPLICANT'SSldNATURE STOP: ~THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial Projects Only) Fax (760) 602-8560, Email building(okarlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. #: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS 4: CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT's BUS. LIC. No. DELIVERYOFnONS CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CEI MAILTO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION .AKAPPLICANT'S SIGNATURE DATE r May - ~09, 2018 Owner/Tenant 2250 RUTHERFORD R D Carlsbad CA 92008-8814 PERMIT NUMBER: "CC201770533 RE: BUILDING PERMIT EXPIRATION ISSUE DATE: 11/08/2017 PERMIT TYPE:'BLDG-Commercial, Repair ADDRESS: -r'6dr-re~&cis, indicate that your building permit will expire by limitation of time on 07/09/2018. 18.04.030 Section 105.5 an7ended - Expiration: Every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 calendar days from the -date of such permit, or if the building 1, 1 or work authorized by such permit is stopped at any time after the work is commenced for a period of 180 calendar days, or if the building or work authorized by such permit exceeds three cale6clar years from the'issuance date of the permit. Work shall be presumed to have commenced if the permittee 'has 0 btained a required inspection approval of work authorized by the permit by the Building Official within 180 cal~ncla`r`clays of -the date of permit issuance. Work shall be presumed to be stopped if the permittee has not obtained 6'required inspection approval of work by the Building Official within each 180 day period upon the initial commencement of work authorized by such permit. Before such work can be r ' eccimmenced, a new permit shall be obtained to do so,-and the fee therefore shall be one h,alf the amo6nt required for a new permit for such work, and provided that no changes have been made or will be !-made'in the original,61ans and specifications for such.,work, and provided further that such suspe.nsion or aba*onment has not exceeded one year. in order to renew action on a permit after expiration, the permittee shall p a' a riewpermit fee. y -Anypermittee Idingan unexpired permit may apply for an extension of time within which work may commence 0 under that~'pW6t when the permittee is unable to commence work within the time period required by this section for,good and.satisfactory reasons.` 't, Please check below indicating your intentions and return this letter to us. Project abandoned. A new permii will be obtained prior to commencing work. 3 Pdrmit 180 day extension request, with written explanation including phone number and email address. Request will not be considered without explanation Renewal p&mit requested. ,"If the project has been completed and only a final inspection is needed, pl6ase call the inspection request line at '(760) 602-2725. 2 h s contact the Building Inspection Division at 760-602-2700. -,if you ave any questions, plea' 6 & E'_ nornic Develo' rn~ Orni'm I co p ent -7314 1760-602-2700 760-602-8560 f www.carlsbadca.gov Building Division 1 1635 Faraday Avenue, Carlsbad, CA 92008 Permit fype:',- BLDG-Commercial Application Date: 10/11/2017 Owner: MERCEDES-BENZ RESEARCH AND DEVELOPMENT NORTH AMERICA INC Work Class: Repair Issue Date: 11/08/2017 Subdivision: PARCEL MAP NO 12416 Status: - Closed - Expired Expiration Date: 07/09/2018 Address: 2250 Rutherford Rd Carlsbad, CA 92008 IVIR Number: 6918 Scheclu'led Actual -'Date Start Date InspectionType Inspection.No. Inspection Status Primary Inspector Reinspection. Complete. 61/10/2618. 01/10/2018 BLDG-11 045495-2018 Passed Paul Burnette- Complete lZoundation/Ftg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes t 'ju'ly 31, 2018 Page 1 of 1 NOISIAIGONimline GvesTtiv") =!0,k_Li0 r) r /000 c1ty 0 C,dilsbdd 9 JJ0 De"Iqpment Services SPECIAL INSPECTION =1 Building Division AGREEMENT 163S Faraday Avenue B-45 760-602-2719 www.carlsbadca.gov In'accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/permit: Project Address.- THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder L3. (if you checked as owner-builder you must also complete Section 8 of this agreement.) Name: (Please print) vc,-ro, L (First) (M-0 (Last) Mailing Address: C,/ Email- Vaj-5 k5le Phone: `7109-3311- LW5~_ dam: ElPropertyOwner /,QProperty Owner's Agent of Record UArchitect of Record LIEngineer of Record State of California Registration Number- Expiration Date: AGREEMENT: 1, the undersigned, declare under penalty of pedury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structuraV 6bservations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Si6nature7_=_-__::_ Date:- '.CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the K&n'tra`cto/ builder /,owner-builder. .Contractor's Company Name:- Please check if you are Owner-Builder 0 Nam.e.:.(Piease print) ~T, (First) - (Mi.) Mailing Address: 2-) -7-5-V (0 &6,VL LiD 1-76 -Email: (91' 89~~ L Phone: Oct C? 20 - 6 State of California Contractor's License Number: Expiration Date: 16, I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the. building official; I I I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequ9hdx of reporting and the distribution of the reports; and -1 cert' th t I will have a qualified person within our (the contractors) organization to exercise such control. I will trote a finaAre6rt / lefter in compilance, with CBC Section 1704.1.2 odor to rmuesitina final U ' ins Lf Signatur'76: Date: o A. B-A Pagel oil Rev. 08/11 Ilk 4373 Viewridge Avenue, Suite 8 A at San Diego, CA 92123 A NOV Services 858-292-7575 FAX 858-292-7570 % 4 `DAILY FIELD REPORT Page I of t., ~Tiect Name:, Mercedes Benz Tenant Improvement —NOVA Project V 10 18125 *Project Location. 2250 Rutherford Road, Cadsbad, Califomia. 92008 Date: 07/12/2018 Contractor: Pacific Providence. Time Arrived: 2:00pm "Permit #. CBC2018-0102 -File #: 2120611700 ____.Time D'epart&i: 8:00pa Type of Inspection [:]Asphalt OPrestresscd Concrete oFireproofing Z)Soil/Compaction DBatch Plant OMasonry NEpoxy/Non-Shrink Grout OFoundation [3Concrete/Shotcrete OWelding HS Bolting 1p Reinforcing Steel Check Lift OSoils Report OApproved Plans NSpecifications t~r~,ORFI's ODetails Referenced on.Plans W6ik Inspected: Pegiih6d)IOVA Lab -at 1:60~iti. A~eisied.on ~R6 Md'6heck-6d in with Ron, .'sOoerint6hdant With-Pacifit Providght:A. t'Probed ffi 61661 0its contzilhing thk Welical piert.4 Material- , msfi3und to b!L"firmand* unyi6ldfh oso&tliii t~&4ry, xi ing concrete foc h44mentioned. Tbg-cobtactoi -p4 6seaW6AdiFiyitlQ/r i'5!A6W T, lrf'with -d[y corq~&i:;~ed iir. Cbntra~tor (sr=T-xp- B&6h F1 499ms2.,-_6-~OL:~.: with tba "I'. appr mad deia%ktifign N6.,' 5 rb m1hat s ffiahekal Lsbar Dibe_plansjubkti MAdn' ~T _ "n-pobdod ihhgito af A-bb.glrn -aojd h,A;IdArJ.hark to NOVA Lab Tests Performed on Site; N/A Use Additional Sheets if Needed The Work NWAS OWAS NOT Inspected in Accordance with the Requirements of the Approved D&umcnts 'OWAS OWAS NOT N/A Material Sampling . 'Performed in Accordance with Approved documents -Site Reprcscntativ Signature of On e/ Name Title Hillary Pdce Inspector Name The Work Inspected IMMET [:IDIDNOTMFEr The Requirements of the Approved Documents Reinspections or Not In Contract Work []YES jJN0 Amount of time performing Reinspections or NIC Work: Hours 1298 Certification # V/W EsGil A SAFEWWCompany A -DATE: November 3, 2017 , JURISDICTION: ~~rlsbad;z? PLAN CHECK#.: CBC2017-0533 ',PROJECT ADDRESS: 2250 Rutherford Rd 0 APPLICANT U RIS. SET: II , 'PROJECT NAME: Foundation Repair he plans transmitted.herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. Z h e'plans transmitted herewith will substantially comply with the jurisdiction's building codes '-,-..when minor deficiencies identified below are resolved and checked by building department staff. Th&plans transmitted herewith have significant deficiencies identified on the enclosed check list, and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsG.il .,until corrected plars are submitted for recheck. F] .~fhe'aiS~iic6nt's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. lThe applicant's copy of the check list has been sent to: f k` - W.l ~3` - -,~ , - "Z.:Es(jil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person cohtacted.~~, Telephone #: Date contacted: Email: qlnfPerso)n Mail Telephone Fax REMARR$~:'~ornplete the attached City of Carlsbad specia B Abe Doliente Enclosures: y EsGil E] GA IVIB F-1 PC 10/30/17 F1 EJ El t ,.9320 Chesapeake Drive, Suite 208 San Diego, California 92123 * (858) 560-1468 * Fax (858) 560-1576 Carlsbad CBC2017-0533 N~vember 3, 2017 SPECIAL INSPECTION Development Services Buffifing DWision City of AGREEMENT 105 Faraday Avenue 760-6(kZ-2719 B-45 CaRsbad WyMcartsbadca-gov tn accordance with Chapti!r 17 of the Califorrida Building Code the following must be completed when work being performed requires special inspec6on. structural observation and construction material tnting. PrajectfPefmit: Project Address THIS SECTIO14 MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORVED AGENT. Please check if you are Owner4killder V led as owner-builder you must also compL-te Section 8 of this agmemerd.) U. (if you check Name. (Ptease print) MAiring Addres Email- lPhone- A.. lanr~ UPropertyOwner 0Pmpwty0ww1hAg@mtafRmxird DArchaectorfReco(rd 13Engineerof Record State of Galifornia Regm ution Nu 'Expiration Date~ AGREEMENT. 1. the undersigned. cleclare under penalty of perjury under the lavis of the State of Carftmia, that I have read. understand. acknovh4edge and promise to comply with the City of Carlsbad req uirements for *special inspections. structural observations. oonstrucfion materials testing and off-sile fabrication of buBdIng components. as prescribed in the statement of in C43de. special inspections noted an the approved plans and. as required by the Cafforrida Builcr g Signature- Date: CCKMACTO" 1111TATMEXT CF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). TNs section must be completed by the contractor I builder I owner-buirder. Ptease check 9 you are CXvner-Bullder 13 Name: (Ptea6e pr.knq JFL.0 ChL14 iLau l6fairmg Address Email: Phone- Shft of Caftmim Cniftobir's Llc~ Numbw- Expiration Date: I acknowledge ancL am aware, of special requkernerts contained in the statement of special inspe~onis noted on the approved plans; 4 1 acknovAedge " control will be exercised to obtain conformance with the construction documents approved by the budding official: I wig have in-pkim pmWim farmirok" ow*Wmftkl 1mr(tacarrizedar)Q o%whulkiri, lbrihe modiad wW frequency of reporting and the distribulion of the reporls~ and I am* tud I wN h~ a qLaYbd p~ wbin our (the mnbmdbft) agaribmillon h3 Utah artroL I w171 provide a ffnaJ report lefter in ciompfiance with COC Secftn f 704-1.2 prior to recruestin q ffnal inspechon- Signature- 'Date: 5-45 Page 1 of I Rev.ilarll ilk EsGil A SAFEbuilf Company 0 APPLICANT JURIS. .,-.J,U.RISDICTION: Carlsbad .,PLAN CHECK#.: CBC2017-0533 SET: I P ROJECT ADDRESS: 2250 Rutherford Rd PROJECT NAME: Foundation Repair []',T6e plans transmitted herewith have been corrected where necessary and substantially comply J, with the jurisdiction's building codes. ~'..'The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department. staff. t -The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. 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: -'.Dave Vasquez E~Gil staff did not advise the applicant that the plan check has been completed. ~Z'-,Es'Gil staff did advise the applicant that the plan check has been completed. 'Person contacted: Dave Vasquez Telephone #: 909-334-0456 cted: 10[-2 q 1-7 (by,-M Email: dvasquez@eaglelifting.com Date conta ail Telephone Fax In Person S. REMARKS: By:, Abe Doliente Enclosures: 4,4 EsGil - c GA EJ MB 0 PC 10/16/17 -1468 Fax (858) 560-1576 9320 Ches~peake Drive, Suite 208 San Diego, California 92123 (858) 560 "'DATE: October 23, 2017 tarlsbad CBC2017-05'33 October 23, 2017 'GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2250 Rutherford Rd DATE-PLAN RECEIVED BY ESGIL:. 10/16/17. REV IEWED BY: "Abe Doliente PLAN CHECK#.: CBC2017-0533 DATE REVIEW COMPLETED October 23, 2017 ,.FbREWORD (PLEASE READ): 'This pla^n review is limited to the technical requirements contained in the International Building -Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws' regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections ;:baka 6n, laws and ordinances enforced by the Planning Department, Engineering Department t or,other departments. The following items listed need clarification, modification or change. All items must be satisfied b I efore the plans will be in conformance with the cited codes'and regulations. The approval of 1he plans does not permit the violation of any state, county or city law. 'rPlease make all corrections, as requestedin the correction list. Submit FOUR new complete sets of, . p~ans for commercial/industrial projects.. For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all.corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will,. route the plans, to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. "2. -Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 - Chesapqake Drive, Suite 208J. San Diego, CA 92123, (858) 560-1468. Deliver all remaining -,,sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing,to their Planning, Engineering and Fire Departments. NOTE: ,.Plans. that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is comRlete'-1' O.''To'facilitAte rechecking, please identify, nextto each item, the sheetof the plans upon ..Which each correction on this sheet has been made and return this sheet with the revised-p!ans. Pleas6 indicate here -if any changes have been made to the plans that are not a result of.' corrections from this list. If there are other changes, please briefly describe them and where they'are'. located on the plans. Have changes been made not resulting from this list? Yes 11 No abad CBC2017-0533 tarl' Oofober 23,'2017. 1. Revise the' Design Criteria to use 2016 California Building Code. ?.',-~""6se,'the'aftachedSp-eciaI Inspection Form from the city. ---..Sheet S2.1 refers to.detail 1/S4.5. Sheet S4.5 was not submitted. Sheet't'S2-:2 refers to details 1,2/S4.5, 1/S4.6 and 1/S4.7. Sheets S4.5, S4.6 and S4. 7 were, not -submitted. 5. ~,',.,~'Thb,jur ' isdiction h'as contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, "San Piego, California' 92123; telephone number of 858/560-1468, to perform the plan. review for your project. If you have any questions regarding these plan review items, -plea' se contact Abe Doliente at Esgil. Thank you. 4-1 7_4 A -,,Carlsbad CBC2017-0533 October 23, 2017 ~fn accordance with Chapter IT of the California Building Code the following must be completed wben worik being performed I inspection. structural observation and construction material testing. Pr6jectlPemft: Project AddTes,. A. THIS SECTION MUST BE COMPLETED BY THE PROPER1 V OWNERJAUTHORIZED AGENT. Please check if you are. Owner4kdkier U. (if you checked as ormer-builder you must also complete Section 8 of this agreement.) Name: (Pwre pM4' OKI) 4U.* Maikjid.Addres5 i Email- Phone- I arn: 01'ropertyOwner l3PrapwtV0wmr`RAqsntafRmxird DArchitectal'Record MngineerofRecord State of California Registraffon Numb— Expiration Date.- 1, the undersigned. declare under penalty of perj~ury under the laws of the State of Calftmia. that I have read, understand. acknowledge and promise to comply with the CRy of Carlsbad requirements for special inspections. structural ials testing and off-sae fabrication of building components, as prescribed in ihe stalemen of .~bservations, construction maten t special inspections noted on the approved plans and, as reqpired by the California Building 0ode. r Siignatum- Date: a carmAcrms irrAfmrjff cr REsPoNsiBuff (07 CBC, Ch 17. Section 1700,t This section must be completed, by the 'P contractor/ bnjilder / owner-bui,Dder. Fleme crieck ff you we Cwner-ftflder (I Name: (Ptease prtiq UAW M~iFingAddre Email: Phan 1"~rf Caft.ri" ConhwAmez Worm Numbw-, Expiration Date: I acknowledge and, am aware. of special requirements contained in the statement of speraial inspecticrLs naled on the approved plans; I acknowledge that control wiffl be exeirised to obtain conformance with the construction documents approved by the budding offWal, I wig have in-plem pnmmd~ far ~n*" owdrall iftin our(to aonhuctaft) a%wirwillon, Ihr Ihm medwd wd and frequency of reporting and the distribuiion of the reports. I carft 1had I wN hym a qLmAWd pwom wbin our (ths mrkmakn* aganbmilbn ki mmwdsm mich corkuL I will provide a ffnal report /lefter in compflance with COC Section 1704.1-2 prior to requestin q fin inspeciffon- Sign iture- Date: .5-45 Page I of I Rec GaIll Carlsbad'CBC2017-0533 October 23' 2017 [DONOTPAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE `JURISDICTION: Carlsbad PLAN CHECK#.: CBC2017-0533 PREPARED-BY: Abe Doliente DATE: October 23, 2017 BUILDING ADDRESS: 2250 Rutherford Rd BU.1,LDING OCCUPANCY: UILDING ORTION —.AREA Ft.) Valuation Multiplier Reg. Mod. VALUE Air Conditioning Fire Sprinklers TOTAL'VALU'E, Estimatel 150,000 Juhsdiction'Code cb -IBy Ordinance q Bldg"Perrnit Fee by Ordi I nance $803.561 $ Plan Check Fee by Ordinaince ~T~I~e 0~f~evi6w: Complete Review El Structural Only El Other F-1 RepetitNe,Fee ;' * ~epeats Hourly Hr. @ EsGil Fee $458.031 C;o mments: - Sheet 1 of 1. Tviercedesbenz, 2250 Rutherford Rd., Carlsbad, CA 92008 EagleLIFT ~VnFES 7 Lu E t I L Or CAIL'~',~ LIMITATIONS UVEQ. RECL.w SFA flemign Graup, ux STRUCrURAL'1 CIVIL I LAND USE PLANNING I SURVEYING 91020 SW Washington Squave Dr, Suite 505 - Portland, OR 97n3 OCT 2 5 2017 1813 Ruten Dr, Suite C - Uvennove, CA 94551 4 - 5fa P: (503) 641-8311 F: (503) 643-7905 www.sfadg.com CITY OF CARLSBAD I III m1p. I^ mil fit, _IV00N STRUCTURAL CALCULATIONS, ep ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Project No. EL16-008 4' June 9, 2016 I SFA Design Sroup, LLE PROJECT NO. SHEET NO! STRUCTURALJ CIVIL I LAND USE PLANNING IEL16-008 PROJECT DATE Mercedes Benz 10/24/2017 SUBJECT BY Pier Design Criteria JILD 7 V '47 7 i,-S.fr—uct—ural:Ni-rr—ati~i--Pd~gPi6-rs—at'StVeliPlitis " F 7"7 The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1- story commercial building with a slab on grade located in Carlsbad, CA as referenced on the coversheet. The round steel tubes and retrofit brackets are used to stabilize and/or lift settling -foundations. The bottom and back portion of the bracket is securely seated against the existing concrete footing. Using the weight of the existing structure, pier sections are continuously hydraulically driven through the foundation bracket and into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve with a starter pier provide additional stiffness to resist eccentric loading from the foundation. Once all piers are installed, they are simultaneously loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve desired stabilization and/or lift prior to locking off the pier cap. The piers are required to resist vertical loading from the roof framing, concrete wall, concrete slab on grade, and concrete footing. Underpinning the structure will remove lateral resistance provided by soil friction acting on the concrete foundation. Lateral resistance will be provided by passive earth pressures acting on concrete backfills encasing piers on Gridline 4 and soil friction acting on the unpiered portions of the concrete footing/concrete slab on grade and passive pressure acting on the buried footings perpendicular to the piered gridlines. There is no ICC-YES report currently approved for underpinning systems within Seismic Design Category D or higher, thus the'entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system F complying with~aj current codes and stamped by a licensed design professional. Deep foundation guidelines, load comb: inations, special inspection and testing requirements per IBC 2012 have been included. Axial and bending capacitj~--6N06xternal sleeve, analysis cf the retrofit foundation bracket, design reductions, and corrosion considerations Vlve been incorporated in all required calculations per AISC 360-10. Concrete foundation span capacities have been analyzed per AC1318-1 1. Bracket fabrication welding has been performed by Behlen Mfg Co. confor i " to 8 D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. In addition, e, leh, fg Co. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB accredite ;- 11~ The 0ol. uret ane generally weighs between 3 IbS/ft3 and 6 IbS/ft3 and is' significantly lighter than soil, thus, settlement of any comp~~Ai6le soils present below the injection shall not occur. Per IBC and CBC 1806 and Table 1806.2, allowable so4ear;i,ng pressure shall be allowed as a minimum of 1500 IbS/ft2. Minimum compressive strength of the DI is 30 lbs/in!,ar 432AS/ft2. Factor of Safety for this system shall be 3.0. X k ~en e Fa 1 /1. 7 777* )77T 077-49, 7 Buildmirig,Code Co.nfc.rm.ap.ce.~Meets Or Exceeds Require en!~) ....................... ......................... .............. . .................. ..... .... .. . .... ............................................ ........ T ..... ........................................................... 2012 International Building Code (IBC) 2012 International Residential Code (IRC) 2016 California Building Code (CBC) 2016 California Residential Code (CRC) Pia-&C—oa-di- 77 W-7,77-777,71 7-37T, 77 7-77 W. Roof Dead Load 12.0 psf Wall Dead Load (Concrete with thin brick veneer) 79.0 psf, CMU Wall Dead Load 75.0 psf Concrete 150.0 pcf Gi v—e-i ON —ds 9 Z k- 77,776 "K7 77 77 r~w- Deck Live Load 60.0 psf Floor Live Load (Light Manufacturing) - 125.0 psf 15 r003&-4 nesiun raroup. LLr- WsFA PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING IEL16-008 2 of 21 PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT BY Design Loads - Push Pier at Steel Plates ;lJLD aVertical Design, Loads (At Steel,'Plat6)Lk lWorst Case W -rZ Adr & a -I Tributary Width To Anchor 8.75 ft ConcFloorDL = (150 ~cf) (4.00 in) (63.00 in) = 263 plf Dead Load 1234 kips ConcFloon-L = (125 psf) (5.25 ft) = 656 plf Floor Live Load 5.742'kips SteelPlateDL ~ (20 psf) (5.25 ft) = 107 lb Roof Live Load 0.000 kips Controlling ASD Load Combination: D+L -oad to Worst Case Pier 8.976 kip li 77~ ffYr-,;st-dase Vijr-fi-cla-1 q~-!915-n t~o7adg-(Giid i <6 - li 7,77, 7777, Tributary Width To Anchor = 5.00 ft ROOfDL = (12 psf) (6.38 ft) 77 plf Dead Load 12.503 kips ROOfLL = (20 psf) (6.38 ft) 128 plf Floor Live Load 1.250 kips '.WallDL (79 psf) (12.33 ft) 974 plf Roof Live Load 0.638 kips CbncFloorDL (150 pcf) (4.00 in) (24.00 in) = 100 plf Controlling ASD Load Combination: ,,.,-C6ncFloorLL (125 psf) (2.00 ft) = 250 plf D+0.75L+0.75Lr FootingDL (150 pcf) (36.00 in) (36.00 in) = 1350 plf IMax Vertical Load to Worst Case Pier 13.918 kips I 1(c r ist6;sRWrfi&il,DFs nX'pads ancretF~0616'mn at~Qdlihe ii) - P-~ 7A 7 W77 - 7!-, Tributary Width To Anchor 5.33 ft ROOfDL= (12 psf) - (6.38 ft) = 77 plf Dead Load 27.093 kips ROOfLL (20 psf) (6.38 ft) = 128 plf Floor Live Load 1.333 kips WallDt (79 psf)'. j (12.33 ft) = 974 plf Roof Live Load 0.680 kips 1; WallDLAbove = (79 psf) (7.33 ft) (16.00 ft) = 9265 lb Controlling ASD Load Combination: ConcFloorDL = (150 pcf) (4.00 in) (24.00 in) = 100 plf D+0.75L+0.75Lr ConcFloorLL = (125 psf) (2.00 ft) = 250 plf 'Fo'otingDL (150 pcf) (36.00 in) (36.00 in) = 1350 plf ConCColDL (150 pcf) (15.00 ft) (2.0 ft2) = 4500 lb Max Vertical Load to Worst Case Pier. 28.602 kips l~Wors(Ceis6,,Vi-rtiE-al~,Dis-id-n-fCo-adi(C- creti-.C6lUmn-at-Giidii5iis~C-8~ID)--;~,~-~ 7, 3, 1, 1072 Tributary Width To Anchor 2.50 ft ROOfDL (12 psf) (6.38 ft) = ~7 plf Dead Load 29.282 kips RoOfLL= (20 psf) (6.38 ft) = 128 pif Floor Live Load 0.625 kips WallDL (79 psf) (112.33 ft) = 974 plf Roof Li~e Load 0.319 kips WaIlDLAbove = (79 psf) (7.33 ft) (32.00 ft) = 18530 lb Controlling ASD Load Combination: ConcFioorDL = (150 pcf) (4.00 in) (24.00 in) = 100 plf D+0.75L+0.75Lr ConcFloorU- = (125 psf) (2.00 ft) = 250 pif ~ootingDL = , '(150 pcf) (36.00 in) (36.00 in) = 1350 plf ConCCOIDL (150 pcf), (15.00 ft) (2.0 ft2) = 4500 lb A IMax Vertical Load to Worst Case Pier 29.989 kips SFA 13losign 153roup, LLr_ STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO.'. EL16-008 3of21- PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT BY SafeBase SD Helical Pier System JLD _J tisidn 16put - a (E) iNTERIOR CONC SLAB ON GRADE Pier System Designation = SafeBase SD (SAWCUT AS REO Vertical Load to Pier, PTL = 8.976 kips Minimum Installation Depth, L = 10.000 ft 16E Unbraced Length, I = 0.500 It Eccentricity, e = 4.250 in I IELLIEwa I Concrete to Steel Coefficient of Friction, p = Friction Factor of Safety, FS 0.450 2 IIIEH !11= Normal Surface Force, Fn 4.488 kips I I=LU I III =1 11 - Vertical Component of Tieback, PTEI 0.000 kips Design Load (Vertical+Tieback), PDL 8.976 kips III01 =11 +MomentEccentricity = 38.149 kip-in _TFI (E) CONC FOOTINC -MomentTieback = 0.000 kip-in AROUND PIT (CHIP -MomentFriction = 15.652 kip-in FLUSH AS REO'D) Design Moment, MomentPierDL = 22.497 kip-in SAFE9ASE FOUNDATION BRACKET PER PLAN JAUrpro-perty Input Z -~ 0 ,a 77 ~;r,, M. Design Tube CID = 2.803 in Design Wall Thickness = 0.226 in k = 2.10 r = 0.915 in SAFEBASE HELICAL A = Note: Design thickness of pier based on 93% of 1.829 in2 PIER & EXTERNAL SLEEVE PER PLAN c = nominal thickness per AISC and the ICC-ES 1.401 in S = AC358 based on a corrosion loss rate of 50 years 1.092 in3 7e '01 for zinc-coated steel Z = 1.504 in3 I = 1.530 in 4 Note: Section above is a general representation of pierina system, E = 29000 ksi refer to plan for layout and project specific details. Fy = 50 ksi EPi'er Outii-q-t PFF-A-ISC360-05 §H1_.DiTu_bIyand Si6gIy.Sym-methZWim_6ers g~6i;-ctT6-tFldi-ui&inti~~,4iiiI Force c, zt~- Nw-w_ kl/r = 13.78 OK, <200 §E2 Fe = 1507.458 ksi §(E3-4) 4.71 '(E/Fy)-' = 113.43 §E3 Fcr = 49.311 kSi §(E3-2 ~,E3'3),, Pn = 90.2 kips §(E3-1) Safety Factor for Compression, nc = 1.67 Allowable Axial Compressive Strength, P-MI, = 54.0 kips §E1 Actual Axial Compressive Demand, Pr = 8.976 kips D/tPi,r = I 12.4 OK, -~.45E/Fy . D §F8, Mp= 75.2 kip-in §(F8-1 4.1, Safety Factor for Flexure, -Qb 1.67 Allowable Flexural Strength, Mn/flb 45.0 kip-in §F1 Actual Flexural Demand, Mr 22.5 kip-in Combined Axial & Flexure Check 0.58 OK §(141 -1 & 1b) 1;H@ii"Pir6`pprtivs and CWeFciiy-- 7 7 FrV-7 - 7,*71 7, 0 717, 7 T 7 a 0 7 -Tl FYh = 36 ksi Fbh 0.75*FYh = 27.000 ks1i Di = 10 in Ai = P*Di2/4 = 78.5 in2 ti = 0.375 in S, = 1*t12 /6 = 0.023 in3 Qi Ai*wi = 27.6 kips wi = 0.352 kS1' D2 = 12 in A2 p*D2 2 /4-p*(Tube OD)2/4 106.9 in2 t2 = 0.375 in S2 112 2 /6 0.023 in3 Q2 = A2*W2 = 29.4 kips W2 0.275 ksi D3 = 14 in A3 p*D32/4-p*(Tube CID)2/4 147.8 in2' t3 = 0.375 in S3 1 *t32/6 0.023 in3 03 = A3*W3 = 33.4 kips W3 0.226 ksi 4 of 21 EQ 90.5 kips OK HP E70 Electrodes = 70- ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli Ri = 1.266 kips Weld OK R2 = 1.266 kips Weld OK R3 = 1.266 kips Weld -OK 17§0 i I I iTd i i d 5ca I'Bia r i Eg M kt Ko d7 C T) ties i ve, 7 Factor of Safety = 2.0 Blow Count, N = 14 Ref Table A-1 JAh = Ai+A2+A3 = 2.3 ft2 Cohesion, c = 1.750 ksf Nc, 9 Ou =2:Ah(cNJ 36.448 kips 0. OJFS 18.224 kiDs OK Factor of Safety, FS = 2.0 Y = 110 pcf 0 = 320 Ref Table 3-4 Depth of Helix, Di = 10.000 ft Depth of Helix, D2 = 7.500 ft Depth of Helix, D3 = 4.500 ft q'i ~ y*D1 = 1100.0 psf q'2 = y*D2 = 825.0 psf q'3 m- y*D3 = 495.0 psf = N 1+0.56(12* 0)0/54 = CI 20.04 (for 0 =32*) I Pa Q% =Ai(q'lNq) = 12.023 kips 02u =A2(q'2Nq) = 12.276 kips Q3u =A3(q'3Nq) = 10. 179 kips OE-, co ression/tension = JQJFS = 17.239 kips .4 Non OK -Cohesive Controls _j6t V on 42 4-- 7— '9 qe. do r r 6 it 7v. M Vt 147ati _17 11~714*.1111 . ~7 , ~ 7 - , , §;'. . . 7 7 77 7 F ITT,. 7 7 7 Factor of Safety, FS 2.0 Installation Torque Pressure, qi = 1100 psi Installation Pressure to.Torque Conversion Factor = 3.00 Emperical Torque Correleation Factor, Kt = 9 ft-1 Final Installation Torque, T = 3300 lb-ft Ultimate Pile Capacity, Qu = 29.700 kips Allowable Pile Capacity, Ga 14.850 kips OK 1.~RjsUljS t '~A 4 SFA Design Group, LLIZ_ PROJECT NO. SHEET NO. STRUC`TURAL I CIVIL I LAND USE PLANNING IEL16-008 5 of 21 PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT BY ISafeBase-SD (Standard Duty) Push Pier System (Gridline 4) JJLD (~/PIER/ DFsidin- lFp-ut 4 _;,F~ Pier System Designation = SafeBase-SD REACTION Vertical Load to Pier, PTL = 13.918 kips Minimum Installation Depth, L = 10.000 f t (E) WALL FRAMING Unbraced Length, I = 0.500 ft (E) SLAB Eccentricity, e = 4.250 in PIER CAP WITH .1 THREADED RODS ON GRADE Concrete to Steel Coefficient of Friction, p = 0.450 Friction Factor of Safety, FS = 2 Normal Surface Force, F~ = 6.959 kips Vertical Component of Tieback, PTB = 0.000 kips Design Load (Vertical+Tieback), PDL = 13.918 kips +MomentEccentricity = -Momentrieback = 59.154 kip-in 0.000 kip-in BRACKET EXCAVATION -MomentFdction = Design Moment, MomentPierDL = 24'.270 kip-in 34.883 kip-in HE P-4 I -11 I ITU-Iie-Re-in-6-rcirg -Insert input, cp I 1 7 7 7 - _771 I R 111=11 =11 Tube Insert Length = 36.000 in I I I I I I M I IM I I= Tube Insert CID = 3.411 in I F - I I I= I Design Wall Thickness = 0.176 in -E =- 1=1 I r = 1.146 in I I 1=1 I MEI 1 -1 A = 1.786 in2 LP: W11 I=W= S = 1.375 in3 8, 1 =W=W1__ Note: Insert reduces bending stress on main Z = from 1.842 in3 % I I El I 1=1 I EI I IEI I E pier eccentricty I = 2.345 in' IEI I E = 29000 ksi I T=I Eff Fy = 42 ksi =1 I 1PiFrPFo_pqrty lnput~ 6 V 0 I IEI I I Design Tube CID = = 2.687 in IER Design Wall Thickness k = 0.159 in 2.10 REACTION AT LOAD A r = 0.896 in BEARING STRATUM A = 1.264 in2 Note: Design thickness of pier and insert based c = 1.344 in on 93% of nominal thickness per A ISC and the . S = 0.754 in3 ICC-ES AC358 based on a corrosi on loss rate Z = 1.018 in3 of 50 years for zinc-coated steel I = 1.013 in" Note: Section above is a general representation of piering system, refer E = 29000 ksi to plan for layout and project specific details. Fy = 42 ksi JPigr, 01itput PeFrAISC 360-05'§Hl Doub17-and SiiTgIj'S~mmetHc_,Me`ffide_rs 55bjFc_t T67197-ureand'Aiial Fomae-;%7~711IF, ki/r = 14.07 OK, <200, §E2 Note: Flexural design capacity Fe = 1445.194 ksi §(E3-4) based on combined plastic section 4.71 (E/Fy) -5 = 123.76 §E3 modulous of pier and insert - Fcr = 41'.492 ksi §(E3-2 & E3-3j Pn = 52.4 kips §(E3-1) Safety Factor for Compression, oc = 1.67 Allowable Axial Compressive Strength, Pn/0, = 31.4 kips §E1 Actual Axial Compressive Demand, Pr = 13.918 kips Dftpj~, = 16.9 OK, <.45E/Fy §F8 Mp= 120.1 kip-in §(F8-1) Safety Factor for Flexure. ()b 1.67 Allowable Flexural Strength, Mn/)b 71.9 kip-in §F1 Actual Flexural Demand, M, 34.9 kip-in Combined Axial & Flexure Check 0.87 OK §(HI-la & 1b) Ri-s-ult I .. 26. C ~ a 0 -77M mq-7 W IS 7 7, 77. T-A-077 _7777M =-,, Max Load To Pier = 13918 lb 2.875-in Diameter Pipe Pier with 0.188-in Thick Wall r 3.515" Diameterx 36" Long Tube Reinforcing Insert With 0.220" Thick Wall Minimum 10'-0" Installation Depth And Minimum 2900 psi Installation Pressure SFA Ilemign Group. LLr- STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT Mercedes Benz PROJECT NO. SHEET NO. EL16-008 6 of 21 DATE 6/9/2016 SUBJECT SafeBase-SD (Standard Duty) Push Pier System (Concrete Columns at Gridline Pisijyn, put 77 Pier System Designation = SafeBase-SD Vertical Load to Pier, PTL = 14.301 kips Minimum Installation Depth, L = 10.000 ft Unbraced Length, I = 0.500 ft Eccentricity, e = 4.250 in Concrete to Steel Coefficient of Friction, p = 0.450 Friction Factor of Safety, FS = 2 Normal Surface Force, Fn = 7.151 kips Vertical Component of Tieback, PTB = 0.000 kips Design Load (Vertical+Tieback), PDL = 14.301 kips +MomentEccentricity = 60.780 kip-in -MomentTieback = 0.000 kip-in EXCAVATIC -MomentFriction = 24.938 kip-in Design Moment, MomentPierDL = 35.842 kip-in 1T6I:Fe_ RiiAf5r_6i5g_ insert lriputc~ 7 Tube Insert Length = 36.000 in Tube Insert CID = 3.411 in Design Wall Thickness = 0.176 in r= 1.146 in A = 1.786 in 2 Note: Insert reduces bending stress on main S = Z = 1.375 in 3 1.842 in3 pier from eccentricty I= 2.345 in4 E = 29000 ksi Fy = 42 ksi r.PF-- A~put? --I- W77177 171-7.7 - 777 lPii opqrt7, Design Tube CID = 2.687 in Design Wall Thickness = 0.159 in k = 2.10 r= 0.896 in A = Note: Design thickness of pier and insert based c = 1.264 in2 1.344 in on 93% of nominal thickness per AISC and the S = 0.754 in3 ICC-ES AC358 based on a corrosion loss rate Z = 1.018 in3 of 50 years for zinc-coated steel q/PIER/ REACTION /-(E) WAL FRAMING (E) SLAB PIER CAP WITH ON GRADE THREADED RODS I E EFFEI BRACKET 11MI N PREACTION AT LOAD i BEARING STRATUM 1.013 in' Note: Section above is a general representation of piering system, refer E = 29000 ksi to plan for layout and project specific details. Fy = 42 ksi 1Pii7r0utFut PFAISC.360-05 §HITD~iu -bly,and Sing!y-.,Sg,-M-rii-etrid-MVm6er-s Su6ject ToFIex-4reand'A_xiM F&`cea w kl/r = 14.07 OK, <200 §E2 Note: Flexural design capacity Fe = 1445.194 ksi §(E3-4) based on combined plastic section 4.71 '(E/F,)-' = 123.76 §E3 modulous of pier and insert Fcr = 41.492 ksi §(E3-2 & E3-3) Pn = 52.4 kips §(E3-1) Safety Factor for Compression, 0, = 1.67 Allowable Axial Compressive Strength, Pnlifl, = 31.4 kips §E1 Actual Axial Compressive Demand, Pr = 14.301 kips D/tPI.r = 16.9 OK, <.45E/Fy §F8 Mp= 120.1 kip-in §(F8-1) Safety Factor for Flexure, ()b 1.67 Allowable Flexural Strength, Mn/nb 71.9 kip-in §F1 Actual Flexural Demand, Mr 35.8 kip-in Combined Axial & Flexure Check 0.90 OK §(H1 -1a & 1 b) 1113i~sufis*'AA176~;j 4io 7"MV5im, 7q SFA 13emign Group, LLr- r PROJECT N . 0 1 . SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING t ~EI-16-008 .7 of 21 PROJECT DATE IMercedes Benz 6/9/2016, SUBJECT BY SafeBase-SD (Standard Duty) Push Pier System (Concrete Columns at Gridlines C & D) JLD A (L/PIER/ D is i!jn- I r, 6 nput 417 Pier System Designation = SafeBase-SD REACTION Vertical Load to Pier, PTL = 14.995 kips Minimum Installation Depth, L = 10.000 ft (E) WALL FRAMING Unbraced Length, I = 0.500 ft (E) SLAB Eccentricity, e = 4.250 in PIER CAP WITH THREADED RODS ON GRADE Concrete to Steel Coefficient of Friction, p = 0.450 Friction Factor of Safety, FS = 2 Normal Surface Force, Fn = 7.497 kips b. Vertical Component of Tieback, PTB = 0.000 kips Design Load (Vertical+Tieback), PDL = 14.995 kips +MomentEccentricity = 63.728 kip-in 8PkCKET. P. -MomentTieback = 0.000 kip-in EXCAVATION -MomentFdcu.n = 26.147 kip-in Design Moment, MomentPierDL = 37.581 kip-in Itube -Reinforcing Insert Input P ILI I Tube Insert Length = 36.000 in I I I EI I IEI I IEEE I I Tube Insert CID = 3.411 in Design Wall Thickness = 0.176 in A-1 1-1 1=1 MEE-11 1=1 r = A = 1.146 in 1.786 in2 .1D. S = Note: Insert reduces bending stress on main Z 1.375 in3 in3 Q I I = pier from eccentricty 1.842 2, IE'0 El I IEI 11 I = 2.345 in' IE E = 29000 ksi Fy = 42 ksi A 1PIi-rPFo-perty Input 77- P 7 ~ .~ - - - G, - Design Tube CID = 2.687 in PIER % Design Wall Thickness = 0.159 in k = 2.10 REACTION AT LOAD r = 0.896 in BEARING STRATUM A = Note: Design thickness ofpier and insert based C = 1.264 in2 1.344 in on 93% of nominal thickness per A ISC and the S = 0.754 in3 L, IV N ICC-ES A C358 based on a corrosion loss rate Z = 1.018 in3 of 50 years for zinc-coated steel I = 1.013 in4 N~te: Section above is a general representation of piering system, refer E = 29000 ksi to plan for layout and project specific details. Fy = 42 ksi 1Pier OutFut'PEr-AISC'360:05'§Hl.-D6-u-biv--a-nd SiKg-I~-.S~`m`metHcWemb"e-`rs S56jRctT6FI&-xure and AxialForc6PI, kl/r = 14.07 OK, <200 §E2 Note: Flexural design capacity Fe = 1445.194 ksi §(E3-4) based on combined plastic section 4.71 (E)IFY) -5 = 123.76 §E3 modulous of pier and insert Fcr = 41.492 kSi §(E3-2 & E3-3) 'r Pn = 52.4 kips §(E3-1) Safety Factor for Compression, oc = 1.67 ; . 1. "1 V Allowable Axial Compressive Strength, Pn/n, = 31.4 kips `§E1. Actual Axial Compressive Demand, Pr = 14.995 kips DhPiu = 16.9 OK, <.45E/Fy §F8 Mp= 120.1 kip-in §(F8-1) Safety Factor for Flexure, ()b 1.67 Allowable Flexural Strength, Mn/Ob 71.9 kip-in §F1. Actual Flexural Demand, Mr 37.6 kip-in Combined Axial & Flexure Check 0.94 OK - §(H1-1a & 1b) 11134sults 7.0. 0 7 7 QT 7 =77 7=7 7;r"17'77w. - 7r --Z ram.,r r'gm -;m. Max Load To Pier = 14995 lb 2.875-in Diameter Pipe Pier with'0.188-in Thick Wall 3.515" Diameterx 36" Long Tube Reinforcing Insert With 0.220" Thick Wall Minimum 10'-0" Installation Depth And Minimum 3200 psi Installation Pressure 15111793UP, LLr- "MSFA13esign STRUCTURAL I CIVIL I LANE) USE PLANNING PROJECT NO. IEL16-008 SHEET NO. 8 of 21 PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT BY > SafeBase-SID (Standard Duty) JLD I CiRa—city 6f 3/4"0 GRB7 (12 ksi).,T6iead6a;Rod-. P 4Y4 e Tj = 11 D = 0.750 in Ft = 125 ksi 4 At = 0.344 in2 Capacity 42.950 kips 3/j-11- plat -"VW-j. 17B (1)~~: J0 'iock s at, er n -.,. a TBS 0.3(58)(%)(11.5)+0.5(58)(%)(1.75) FEATE (D 94.069 kips Lim E70 Electrodes = 70 ksi Size of Fillet = 0. 188 in Length of Weld = 6.000 in IR Capacity of Per Inch of Fillet = 2.784 kli I Capacity of Fillet = 16.705 kips 4 Limiting System Factor 1 1 QATC IiCip7aciitV ~3 F Cf 1~~Vjj~ (3) 't 1~ "" ,,-3/8" At = 1.125 in 2 Ft = 21.600 ksi it T = 24.300 kips I= 0.844 in4 A = 1. 125 in2 3/' WELD Q 6- r = 0.866 in k = 1.00 I= 8.860 in 4 103 /4" kl/r = 11.0 Fa = 20.350 ksi S = 6.542 in 3 Fb = 27.000 ksi RmAx 46.286 kips Fv 14.400 ksi VALLOW 16.200 kips 'j4Res-uIts'qr- 777'p 7' "77? Capacity of System (2 Sides) 16.200(2)=32.400kips (Bracket Only) SFA Design BrOUP, LLr- --.4, PROJECT NO., SHEET NO. STRUC-rURAL I LAND USE PLANNI CIVIL I NG IEL16-008 9 of 21 . PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT BY Pier Layout IJLD'-- bpr Layou t 6; # Indicates Location of Push Pier # Indicates Location of Helical Pier (E) COLUMN TYP 3- 3'-6' 3'- 6" 3'- r F(E) 4 SIEEL R (E) STEEL T 401 ---------- L--j --------- IZ E) COL/ PUSH PIERS --i r I --------- I I- L-~;(VL 'I'LL L li6~--- I 7W -<F-- j ---- - w ------------------ I (IE/(E) COL/ C ERS 8. M E51 ImEQ2 EQ, EO, EO, E02 EO,_ E., M M E0, 2'-6 2'-6* S' ~6 4' SFA 13le!sIgn Eiroup, LLc: A STRUCTURAL I CIVIL -I LAND USE PLANNING PROJECT NO. IEL16-008 SHEET NO. 10 of 21 PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT BY Seismic Design Criteria JLD ASCE 7-10 Claters 11 & 12 Soil Site Class = D Tab. 20.3-1, (Default D) Response Spectral Acc. (0.2 sec) Ss = 106.60%g = 1.066g Figs. 22-1, 22-3, 22-5, 22-6 Response Spectral Acc.( 1.0 sec) S, = 4..20%g = 0.412g Figs. 22-2, 22-4, 22-5, 22-6 Site Coefficient F. = 1.074 Tab. 11.4-1 Site Coefficient F. = 1.588 Tab. 11.4-2 Max Considered Earthquake Acc. Sms = F,S~ = 1.145g (11.4-1) 4 Max'Considered Earthquake Acc. Sm, = F,.SI = 0.654g (11.4-2) @ 5% Damped Design SOS = 2/3(Sms) 0.763g (11.4-3) SDI = 2/3(S,,) 1= 0.4 1(11.4-4) Risk Category = 11, Standard Tab. 1.5-1 Flexible Diaphragm § 12.3. 1 Seismic Design Category for 0. 1 sec D Tab. 11.6-1 Seismic Design Category for 1.0 sec D Tab. 11.6-2 S1 < 0.75g N/A §11.6 _'P* Since.,T a <.8Ts (see below), SDC Exception of §11.6 does not apply §12.8 A. BEARING WALL SYSTEMS Equivalent Lateral Force Procedure Tab. 12.2-1 Seismic Force Resisting System (E-W) 15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets A. BEARING WALL SYSTEMS Tab. 12.2-1 Seismic F6rce Resisting System (N-S) 15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets Ct = 0.02 x = 0.75 Tab. 12.8-2 Structural height hn= 22.7 ft Structural Height Limit 65.0 ft Tab. 12.2-1. C~= 1.400 for SDI Of 0.436g Tab. 12.8-1 Approx Fundamental period, Ta = Ct(hn)x = 0.208 (12.8-7) TL = 8 sec Figs. 22-12 through 22-16 Calculated T shall not exceed :5 CuT. = 0.291 Use T =F 0.2-1 sec 0.8Ts = 0-8(SDi/SOS) = 0.457 Exception of §11.6 does not apply Is str 5 5 stories? Yes ucture Regular & § 12.8.1.3 Max E-W Response Modification Coefficient R = -6.5 Over Strength Factor n. = 2.5 Importance factor 1. = 1.00 Seismic Base.Shear V = C~w sn~ = 0.117 C, or need not to exceed, C. Sal = 0.323 t (R/1.)T All or C. ST N/A T 2(R/Ij Min Cs = 0.5S,I,/R N/A Use Cs = 0.117 Design base shear V 0.117 W J Tab. 12.2-1 (foot note g) Tab. 11.5-1 (12.8-2) For T:5 TL (12.8-3) For T > TL (12.8-4) For S, 2: 0.6g (12.8-6) SFA Design Gri3&jp. LLc PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING IEL16-008 11 of21- PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT BY Wind Design Criteria JLD [Wind -Ana1ysisf6-rCo-wr1Te-BZiildIng, Based on ASC 7-'10-"-' 77 777617. 7- IF -77'k. 4-a d. INPUT DATA Exposure category (B, C or D, ASCE 7-10 26.7.3) B' Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC) V = 110 mph Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) K,, = 1.00 Rat Building height to eave he = 23 ft Building height to ridge h, = 23 ft Building length L = 248 ft. Building width B = 173 ft Ivilocity pressure w - w 4~ 11-Ral C.. T-77-7 7-T, 7 'DW F a av =77- qh = 0.00256 Kh Kzt Kd V2 18.43 psf where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3- 1, pg 299) 0.700 Kd =wind directionality factor. (Tab. 26.6-1, for building, page 250) 0.85 . h = mean roof height 22.67 ft < 60 ft, SatiSf3ctory (ASCE 7-10 26.2.1) I dies TfFr MWFRS7-'V . --!f -- -'.- -Z 7, 7 13T 'rx p qh [(G Cpt )-(G Cpl A Prnin 16 psf for wall area (ASCE 7-10 28.4.4) where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). Prnin ~r 8, - pst for roof area (ASCE 7-10 28.4.4) I G Cpt = product of gust effect factor and external pressure coefficient, see table below. (Fig.-28.,4-1, page 300 & 301) G CpI = product of gust effect factorand internal pressure coefficient.(Tab. 26.11-1, Enclosed Building, page 258) t ' 0.18 or -0.18 a = width of edge strips, Fig 28.4-1, note 9, page 301, MAX[ MIN(01B, 0.1L; 0.4h), MIN(O.04B, 0.04L), 31 9.07- ft N611 PFe-s-s-L~r-es-(Fsf)-,Co-a-d Cas-e A M 7 7 7.0 W, - Y. 7 77 - 7-717 17, 77 7P - -Qr, Roof angle 0 = 0.00 G 1p, Net Pressure Mth Surlace (.GcPT)T(-GCp,) 1 0.40 10.69 4.05 2 -0.69 -9.40 -16.03 3 -0.37 -3.50 -10.14 4 -0.29 -2.03 -8.66 1 E 0.61 14.56 7.93 2 E -1.07 -16.40 -23.04 3 E -0.53 -6.45 -13.09 4 E -0.43 -4.61 -11.24 Roof a gle 0 = 0.00 GCpj I . Net Pressure vAth Surlac I (+GCpj) (-GCpI) 1 -0.45 -4.98 -11.61 .2 -0.69- -9.40 -16.03 3.. -0.37 -3.50 -10.14 4 -0.45 -4.98 -11.61 5 0.40 10.69 4.05 6- -0.29 -2.03 -8.66 1 E -0.48 -5.53 -12.16 2E -1.07 -16.40 -23.04 3E -0.53 -6.45 -liog 4E -0.48 -5.53 -12.16 5E 0.61 14.56 7.93 6E -0.43 -4.61 -11.24 PROJECT NO. SHEET NO. EL16-008 12 of 21 DATE 6/9/2016 BY JLD b SFA Ilesign Broup. LLc STRUCTURAL I CIVIL I LANDUSEPLANNING PROJECT Mercedes Benz SUBJECT Existing Lateral Resilance Along Gridline 4 Will Secti6n e s ---- V U, lFooti;g/Founclition Properti Foundation Width, b = 36in Foundation Depth, d = 36in Int Buried Footing Depth, cl, = 12in Cross Sectional Area, A = 1296 in' Section Modulus, S. = 7776in' AS OCCURS (NOT Gross Moment of Inertia, Ig.., = 139968 in4 CONSIDERED FOR Gross Moment of Inertia, IgI. = 5184 in' MOMENT CAPACITY) Assumed Conc, f, = 2500 psi F6o un I t6ig/F6--dation Wall,flloment;& Shear, CiFa-N17 —Per, AC13118-11~1 Conc Modulus of Rupture, fr = 375 psi §9.5.2.3 (9-10) Cracking Moment, Mcr = 243.0 k-ft §9.5.2.3 (9-9) Flexure Reduction Factor, (P = 0.9 §9.3.2.1 Design Moment, 4IMcr = 218.7 k-ft Shear Strength, Vc = 129600lbs §11.2.1.1 (11-3) Shear Reduction Factor, 4) = 0.75 ' §9.3.2.3 Design Shear, 4iVc = 97200 lbs Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcemenL 1p ive PFe—ssureFrom Perpendicular -4) -RetU'rii~Wills~(AlondGiidiiiie Effective Friction Angle = 32* Passive Coefficient, Kp = tan~2*(454V/2) Kp = 3.25 . v Soil Unit Weight, -/ = 110 pcf STEMWALL Passive Pressure, Pp = Kp*y = 358 pcf E XT GRADE-\ Ext Buried Soil Depth, d. = d-6" = 2.5 ft "-,Oo 'it, FOOT G /-INT GRADE Ext Buried Soil Depth, di = df-6" = 0.5 it t A = Pp*(d.) = 448 pst -4 BIB. B = Pp*(d,) = go psf Rp A W.A = A*dj2 = 1119 plf Rp, w., B*c1/2 = 45 pit J~MhTg uncliti6nVill:bo -ad I h6qLff Reference design loads page of calculation Note: Section about is a general representation of a package for load Wext concrete footing. Refer to plans for specific details combinations. Mint L V Exterior Length Due to Moment, Lm 4(8*~*f,*Igw/(yI*wexj = 11.42 It 4 Moment Controls Interior Length Due to Moment, Lj,j =4(8*0*fr*IgjnV(yt*wm~ = 19.03 ft .4 Moment Controls Exterior Length Due to Shear, L. = .54)\/A~~ 43.44 ft Interior Length Due to Shear, I-Int = .5(~V,)wl., 1086.02 ft Rpa~d= wm*Lw 12772lbs RPw= Wint*Lw 851 lbs .4 . Lateral Capacity, Rp= Rp~~,+Rp,n, 13623 lbs A --Fr1Eti6-n-aI,R6siitance';K ~k=97 73 17 7 jSlibon.G~ade, I Slab Along This Line Yes Coeficient of Soil Friction 0.30 Length of Resisting Line 77 It Tributary Width of Slab 3 It Slab Thickness 4 in Concrete Weight = 150.0 pcf Soil Friction VRESIST = 2869 lbs jFCoting;FiictZZaI Resistan N a Me Unpiered Portion of Gridline 4 = No Total available resistance along Gridline 4 1136~31bs 4:2869lbs + Olbs 16492lbs SFA EleEisign 15roup. LLc PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING EL1 6-008 13 of 21 PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT BY Lateral Design Loads Along Gridline 4 1JLD war Along Gridline 4 5~ U ~qlrll 7;lur 779 Loading Direction: Transverse End Zone (1 E+4E) = 16.0 psf Zone (1 +4) = 16.0 psf Tributary Width = 18.14 ft Tribulary Width = 2.11 ft Tributary Height = 22.67 ft Tributary Height = 22.67 ft End Zone (2E+3E) 8.0 psf Zone(2+3) 8.0 psf Tributary Width = 18.14 ft Tributary Width 2.11 ft Tributary Height = 0.00 ft Tributary Height 0.00 ft - -a= 9.07 ft Design base shear VWIND = 73441bs ASD(60%) base shear VWIND = 44061bs Seismic Controls 3x 1E 118EIMIM E Load Case A (Transverse) Load Ccoe 8 (Longitudinal) -ftsic land jSiiim--iFBTse—Ske—ar, A14'n—g GiridlifiT4-7- Tx— 5% 7 0770rw,07 T ~F,4 iw,i 7.— ROOfDL (12 psf) (20.25 ft) = 243 plf Base shear 0.117 W WaIlDL (79 psf) (1 1.34 ft) = 895 plf Trib Length 77 ft FootingDL (150 pcf) (36.00 in) (36.00 in) = 1350 plf~. PerpWalISDL (79 psf) (11.33 ft) (28.00 ft) = 25069 lb Design base shear VSEISMIC = 25363lbs ASD(70%) base shear VSEIS = 17754lbs -4Seismic Ccntrols Worst Case Lateral Load Along Gridline 4 17754 lbs Total Available Lateral Resistance Along Gridline 4 = 16492 lbs Additional Lateral Resistance of 1262 lbs Required . 13, STRUCTURAL CIVIL LAND USE PLANNING PROJECT NO. IEL16-008 SHEET NO. 14 of 21 PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT BY Concrete Backtill(s) Along Gridline 4 IJLD Concrete Backfill Dimenslonso Ar-1 I -q, 141 ~'E~o V 13 ? Effective Friction Angle = 32* Passive Coefficient, Kp = tanA2*(45+0'/2) L KP = 3.25 ISH GRADE Passive Pressure, Pip = 3.25 110 = 358 pcf Cohesion, c'= 1500 psf Soil Unit Weight, 110 pcf Depth of Backfill, d = 2.0 ft QGMG Width of,Backfill, w = 1 .5 ft AJ Depth to Backfill, r = 2.0 ft t. Soil Neglected = 1.0 it Backfill Depth Below Grade = 4.0 ft ce, *~n P —ss I v~e, I i t i —ra I R -s I i t I ic~, A c t g—,, —on C n—cr6t iff ckfill': 777, Passive Pressure at Base, op'= Pp*(d+r) 358pcf * (4 ft) = ap'= 1432 psf Lateral Capacity/Pier, Rp ((A+B)/2)*d Rp=((A+B)/2)*d=((1074 plf+2148 plf)/2)*2 Ill 3222 lbs I ft NEGLECTEC Depth to Backfill - 1 ft 1 ft A (Kp*y*r)*w 1074 plf Rp =3222lbs Depth of Sackfill d 2 It 8 (Kp*y*(r+d))*w 2148 pit crp* 1432 pst LOADING DIAGRAM PER PIER, A jL;iitFr6I,-ResIi6nci per Plir Pier Spacing = 22.0 it (11 4.67B) P-Multiplier I st Pier = 1.00 Per AASHTO TABLE BELOW P-Multiplier 2nd Pier = 1.00 (INTERPOLATION OK) P-Mulliplier Other Piers = 1.00 Number of Piers to Be Backfilled 3 piers Lateral Resistance of 1 st Pier 1 3222 lbs 3222 lbs Lateral Resistance of 2nd Pier 1 *3222lbs =3222lbs Lateral Resistance of Other Piers 1 * 3222 lbs = 3222 lbs Table 1067.2.4-1--M P.M~em P., for MuNIple Raw Shading (avmged from 114—dZin el at, 2M it, 1j7r7--7M1 --'SVS jT6taVL5teraVRbsIgtYnc ofTIg'rIftg tem, Y., ;7 Uor tro 7 77 70 Total Lateral Resistance = I st Pier+2nd Pier+Other Piers+Slab on Grade+Unpiered Resistance+Passive Pressure Total Lateral Resistance = 3222 lbs + 3222 lbs + 3222 lbs (3 piers - 2 piers) + 2869 lbs + 13623 lbs 26158 lbs Factor of Safety = 1.1 Allowable Resistance = 23780lbs >17755 lbs OK Pile CTC spacing (In the direction Of loadinp) PLIV[uh1pliers, P. . I 1 Row 2 Row 3 and higher 3B 0.4 0.3 5B 1.0 1 0.85 0.7 SFA 13e!s1qn Group. LLE: PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING IEL16-008' 15 of 21 PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT BY (E) Concrete Footing/Foundation Wall ~IJLD lFootiri7g/Foundiii-o-n"Wall Section Properti6sF o 7 Foundation Width, b = 36in Foundation Depth, d = 36in Cross Sectional Area, A = 1296 in2 Secti6n Modulus, S. = 7776 in3 — 1, 7 Gross Moment of Inertia, Ig = 139968in 4 Assumed Conc, f'c = 2500 psi AS OCCURS (NOT IFo6tind/~6uiTd-ati6ri,,Wall,Loadin5g,.-' 77- 1. CONSIDERED FOR MOMENT CAPACITY) Note: Reference design loads page of calculation package for - loading conditions. W ~ootinq/!Foundation Wall Cross Section Dead Load, D = 2.501 kit Note: Load factors taken from AC1318-1 1 §9.2. 1 Floor Live Load, L = 0.250 kit Roof Snow Load = 0 .128 kit Governing Load Combination = 1.21) + 1.61- +.5Lr Wu = 3.464 kit Desired Pier Spacing, SD = 5.00 ft Controls Maximimum Pier Spacing, SMAX = 38.65 ft Pier Spacing, S = 5.00 ft Ultimate Shear (WS/2), Vu = 8662 lbs Ultimate Moment (WSA2/8), Mu = 10.83 k-ft F&o—t 1 6q-PIFo 6 n aa t i dn Wa- I I ~, M d'm —ent C~ S h e6 r C i iii c i It V~—Pe r'AC 1318--11 W.27;7~ 7. Conc Modulus of Rupture, fr = 375 psi §9.5.2.3 (9-10) Cracking Moment, Mcr = 243.0 k-ft ~915.2.3 (9-9) Flexure Reduction Factor, (~ = 0.65 §P.3.2.1, Design Moment, 4)Mcr = 158.0 k-ft > 10.83 k-ft Span Ok Shear Strength, Vc = 129600lbs §11.2.1.1 (11-3) Shear Reduction Factor, (~ = 0.75 §9.3.2.3 Design Shear, 0.54)Vc = 48600 lbs > 8662 Ibs Span Ok Note: Footing and foundation wall capacities are based on a worst case scenario of ha~ing no steel reinforcement W5FA13e!s1gnl5F~0UP.LLE ROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING FP EL1 6-008 16 of 21 PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT BY Design Criteria JLD r t_ _11PIates on STkem at StFe 4U-_7 ~ ~o_ 1,9tructural Nirratiii'7URETEKDeeP Ifiiicti~ 7 77 The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1 -story commercial building with a slab on grade located in Carlsbad, CA as referenced on the coversheet. The Uretek 486STAR-4 Deep Injection (DI) system shall be used to stabilize and/or lift the settling foundation of structure in the areas indicated on the subsequent plans. The DI system is capable of expanding up to 25 times its original starting volume in unconfined conditions, and in confined conditions the grout has an even higher compressive- strength. The DI system displaces water as it expands and has <20/9 absorption as well as being inert and non-toxic when cured. The polyurethane generally weighs between 3 IbS/ft3 and 6 lbs/ft3 and is significantly lighter than soil, thus, settlement of any compressible soils present below the injection shall not occur. Per the original structural plans by Wright One Source, dated August 1.'3, 2007 (Project Number 071037), allowable soil bearing pressure shall be allowed as a minimum of 3000 IbS/ft2. Minimum compressive strength of the DI is 144 Ibs/in2 or 20736 IbS/ft2. Factor of Safety for this system shall be 3.0. The round steel tubes and retrofit brackets are used to stabilize and/or lift settling foundations. The bottom and back portion of the bracket is securely seated against the existing concrete footing. Using the weight of the existing structure, pier sections are continuously hydraulically driven through the foundation bracket and into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve with a starter pier provide additional stiffness to resist eccentric loading from the foundation. Once all piers are installed, they are simultaneously loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve desired stabilization and/or lift prior to locking off the pier cap. The piers are required to resist vertical loading from the roof framing, concrete wall, concrete slab on grade, and concrete footing. Underpinning the structure will remove lateral resistance provided by soil friction acting on the concrete foundation. Lateral resistance will be provided by passive earth pressures acting on concrete backfills encasing piers on Gridline 4 and soil friction acting on the unpiered portions of the concrete footing/concrete slab on grade and passive pressure acting on the buried footings perpendicular to the piered gridlines. There is no IMES report currently approved for underpinning systems within Seismic Design Category D or higher, thus the entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current codes and stamped by a licensed design professional. Deep foundation guidelines, load combinations, special inspection and testing requirements per IBC 2012 have been included. Axial and bending capacities of the external sleeve, analysis of the retrofit ~'foundatlon bracket, design reductions, and corrosion considerations have been incorporated in all required calculations per AISC 360-10. Concrete foundation span capacities have been analyzed per AC1318-1 1. Bracket fabrication welding has been performed by Behlen Mfg Co. conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. In addition, Behlen Mfg Co. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB accredited SGS. 77 7-7 RPT 777 "J". '5 "OFNU 79 _~ 1G6;ZaI,2; T Bui.lqing Department b .. ... . ........ I .................................................. I ................................... .................................. .... qit of Carlsbad Y .................................. ................................................................... uilding Code Conformance (Meets Or Exceeds Req~~irements) ............................................................ ....................................................................................................... ................................................. 2012 International Building Code (IBC) 2012 International Residential Code (IRC) 2013 California Building Code (CBC) 2 013 California Residential Code (CRC) D FaR ' L76-a-d s ~-.P '~Z 7' P-7 M7 77 7- 57- - ~~Wry_' 7 7,77 'T 4 Roof Dead Load 12.0 psf Wall Dead Load (Concrete with thin brick veneer) 79.0 psf CMU Wall Dead Load 75.0 psf Concrete 150.0 pcf E i ~F Co—a d s i 4 7 7_ T- " .,T d 'A Deck Live Load 60.0 psf Floor Live Load (Light Manufacturing) 125.0 psf SFA Diamign Grnup. LLr- [P STRUCTURAL I CIVIL I LAND USE PLANNING ROJECT NO. SHEET NO. JEL16-006 , 17 of 21 PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT RY IDesign Loads - Deep Injection at Steel Plates JJLD Di~e-p,lfijic-t!Fn~,Verfica gn1oadi-(Giidlirie-4) I Dg-si ;;'o' - ".7 77 7-7 7" Tributary Width To Anchor 1.00 ft ROOfDL = (12 psf) (6.38 ft) = 77 plf Dead Load 2.501 kips ROOfLL = (20 psf) (6.38 ft) = 128 plf Floor Live Load 0.2,50 kips WallDL (79 psf) (12.33 ft) = 974 plf Roof Live Load 0. 128 kips ConcFloorDL = (150 pcf) (4'.00 in) (24.00 in) = 100 plf Controlling ASD Load Combination: ConcFloorLL = (1125 psf) (2.00 ft) = 250 plf D+0.75L+0.75Lr FootingDL (150 pcf) (36.00 in) (36.00 in) = 1350 plf Pax Vertical Load to Worst Case Pier 2.784 klf IDi7ep lfijic-tio-n ViirtiiFailb~siiig-n C-65-dg-(AfSt 1jPlate)'- Tributary Width To Anchor 1.00 ft ConcFloorDL = (150 pcf) (4.00 in) (156.00 in) = 650 plf Dead Load, 0.864 kips ConcFloon-L = (1125 psf) (13.00 ft) = 1625 plf Floor Live Load 1.625 kips SteelPlateDL = (20 psf) (10.50 ft) = 214 lb Roof Live Load 0.000 kips % Controlling ASD Load Combination: D+L I-Max Vertical Load to Worst Case Pier 2.489 kit -W6 I r-st CEs-eVi-r-tic-al~De-siin-L~o-a-di-(C6-n-c-rete C516m- -nat'Gika line 113)--77-17777T -7m 77 77: 7 Tributary Width To Anchor 5.33 ft ROOfDL = (12 psf) (6.38 ft) = 77 plf Dead Load 27.093 kips R00fU- = (20 psf) (6.38 ft) = 128 plf Floor Live Load -1.333 kips WallDL = (79 psf) (12.33 ft) = 974 plf Roof Live Load 0.680 kips,. WaIlDLAbove = (79 psf) (7.33 ft) (16.00 ft) = 9265 lb.-_ Controlling ASID Load Combination: ConcFloorDL = (150 pcf) (4.00 in) (24.00 in) = 100 plf D+0.75L+0.75Lr ConcFloon-L = (125 psf) (2.00 ft) = 250 plf FootingDL = (150 pcf) (36.00 in) .(36.00 in) = 1350 plf ConcCoIDL (150 pcf) (15.00 ft) (2.0 ft2) = 4500 lb Max Vertical Load to Worst Case Pier 28.602 kips I I IUULdFY VV IUM I U MHUHUF = ROOfDL = (11 2 psf) (6.38 ft) ROOfLL = (20 psf) (6.38 ft) WallDL = (79 psf) (12.33 ft) WallDLAbove = (79 psf) (7.33 ft) (32.00 ft) ConcFloorDL = (150 pcf) (4.00 in) (24.00 in) ConcFloon-L = (1125 psf) (2.00 ft) FootingDL = (150 pcf) (36.00 in) (36.00 in) ConCColDL (150 pcf) (115.00 ft) (2.0 ft2) = C.JU IL = 77 plf Dead Load 29.282 kips = 128 plf Floor Live Load 0.625 kips = 974 plf Roof Live Load 0.319 kips = 18530 lb Controlling ASID Load Combination: = 100 plf D+0.75L+0.75Lr = 250 plf = 1350 plf = 4500 lb, IMax Vertical Load to Worst Case Pier 29.989 kiFs SFA 13i~~Iign 61171131111-111P. LLr- STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT Mercedes Benz SUBJECT Polyurethane Foam PROJECTNO. ISHEETNO. EL16-008 18 of 21 DATE 6/9/2016 I EEI I EE~ (E) SOIL, % SPHERE OF INFLUENCE DIRECT INJECTION POLYURETHANE, fb DI 20, SOL Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. es Polyurethane Foam Grout Deep Injection Type = 486STAR-4 % Vertical Load at Bottom of Footing, WAPPLIED = 2.784 kIf Width of Footing, tRs = 48 in Minimum Installation Depth, h = 12.000 ft Minimum Factor of Safety, FS = 3 Note: Ignore confinement pressure as grout has greater Slope of Influence = 1 compressive when confined. All values are considered Vertical Foundation Pressure Of SOil, fbSOIL = 1500.0 psf conservative. Density of Soil, PSOIL = 110 PCf Density of Grout, PGROUT = 4 pcf Compressive Strength of Grout (pSi), fbDI = 60 psi Compressive Strength of Grout (pSf), Sol = 8640 psf 116~lrn,05 ~put Vertical Load at Bottom of Footing, WRs = 696 psf Total Weight of Grout, PGROLIT = 48 psf Total Weight of Soil, PSOIL = 283 psf Width of Grout Influence, tSOIL = 336 in Vertical Load at Soil, WOSOIL = 430 psf OK, < 1500 psf Loading to Soil Factor of Safety, FS = 12.42 OK, > FS = 3 Ultimate Vertical Load, WuLT = 16656 pif Allowable Vertical Load, WALLOWABLE = 5552 plf OK, > 2784 pif i SFA Elemign 153roup. LLr_ PROJECT NO. F SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING EL1 6-008, 19 of 21 PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT BY Design Loads jJLD 7 lb ,Inji-cti6-n-Vi-rtiE-al'De—si6n—Coa—di-(kt-G-it—ed-CMU WA-11)— Tributary Width To Anchor = = 1.00 ft CMLlWallDL (75 psf) (10.00 ft) = 750 plf Dead Load 1.270 kips AsphaltDL = (30 psf) (4.00 ft) = 120 plf Floor Live Load 0.000 kips FootingDL = (1150 pcf) (16.00 in) (24.00 in) = 400 plf Roof Live Load 0.000 kips Conti-oiling Asb Load Combination: D+L Max Vertical Load to Worst Case Pier 1.270 klf,, V k' -5FA Doalign Broup, LLr_ jjj&W J STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT Mercedes Benz SUBJECT - Pol urethan Fnq- rmid n Uesign a PROJECT NO. SHEET NO. EL1 6-008 -~ 20 of 21 DATE 6/9/2016 BY JLD SOIL, fb SOL SPHERE OF INFLUENCE DIRECT INJECTION POLYURETHANE, fb DI RO SOIL Note: Section above is a general representation ofpiering system, refer, to plan for layout and project specific details. [',DgsI§n IRFutr, zjj~-~ :56b~4711M'7! 7, 777 7 77 71 Polyurethane Foam Grout Deep Injection Type = 486STAR-4 Vertical Load at Bottom of Footing, WAPPLIED = 1.270 klf Width of Footing, tRs = 48 in Minimum Installation Depth, h = 6.000 ft Minimum Factor of Safety, FS = 3 Note: Ignore confinement pressure as grout has greater Slope of Influence = 1 : 1 compressive when confined. All values are considered Vertical Foundation Pressure Of Soil, fbSOIL = 1500.0 psf conservative. Density of Soil, PSOIL = 110 PCf Density of Grout, PGROUT = 4 pcf Compressive Strength of Grout (Psi), fbDI = 60 psi Compressive Strenoth of Grout (DSf). fbDI = 8640 Dsf Vertical Load at Bottom of Footing, WRS = 318 psf Total Weight of Grout, PGROUT = 24 psf Total Weight of Soil, PSOIL = 495 psf Width of Grout Influence, tSOIL = 192 in Vertical Load at Soil, WOSOIL = 598 psf OK, < 1500 psf Loading to Soil Factor of Safety, FS = 27.21 OK, > FS = 3 Ultimate Vertical Load, WuLT = 8616 plf Allowable Vertical Load, WALLOWABLE = 2872 plf OK, > 1270 plf R i s—u I i s o CONTRACTOR TO COMBINE 486STAR-4 TWO-PART ISO AND RESIN TO A I -TO-1 MIXTURE BY VOLUME. PRE-DRILL %" DIAMETER HOLES AT EACH INJECTION POINT. INSTALLATION SHALL BE AT THE CENTERLINE OF THE FOOTING AT A MAXIMUM 4'-0" INJECTION SPACING PARALLEL TO INDICATED DI AREA ON PLAN. THE POLYURETHANE SHALL BE INSTALLED TO A DEPTH SUFFICIENT TO STABILIZE THE FOUNDATION WITH A MINIMUM INSTALLATION DEPTH OF 20'-O"± UNO. DI INSTALLATION TEMPERATURES SHALL BE 90-115. AND I INSTALLATION PRESSURES SHALL BE 90-110 LBSIIN2. SFA 13EB~lgn GrWBUP, LLr- [PROJECT NO. SHEET NO. STRUC'TUKAL I CIVIL I LAND USE PLAN NING JEL16-008 21 of 21 PROJECT DATE Mercedes Benz 6/9/2016 SUBJECT BY Pier Layout IJLD 7 7-7 1~~IerLayo3ut 0 17 -767 77 77,77 Indicates Location of Push Pier (E) COLUMN 7 7% TYP 6 7 f1l4y 5 a 1 17 (E) STEEL IZ f(E) STEEL k 4 ----- ---------- --------- F— -I q/LE) C OL/ A USH PIERS L —j 3 1 ~O -------- 9 2 (~/(E) COL/ PUSH PIERS (E) CM U FENCE/GAIE—I/ 7' 7. EXISTING UTILITY LINES: 1. GENERAL STRUCTURAL NOTES:' CONTRACTOR TO REPAIR UTILITY LINES THAT MAY BE DAMAGED DURING REFER TO SUBSEQUENT PLAN AND DETAIL NOTES FOR VARIATIONS AND REQUIREMENTS INSTALLATION. SPECIFIC TO REFERENCED PROJECT. 8. PUSH PIER SPLICING: NOTES ON. DRAWINGS'TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. PILES ARE TO BE GRAVITY SPLICED WITH FITTING COUPLERS.' BUILDING, -WEIGHT WILL ENSURE JOINTS DO NOT SEPARATE. % DESIGN CRITERIA: 9. HELICAL PIER SPLICING: BUILDING CODE. CONFORMANCE (MEETS OR EXCEEDS REQUIREMENTS): HELICAL LEAD AND EXTENSIONS ARE TO BE 'MECHANICALLY SPLICED WITH GRADE 2012 INTERNATIONAL BUILDING CODE (IBC) BOLTS WITH NUTS. (IRC) 2012 INTERNATIONAL RESIDENTIAL CODE 2016 CALIFORNIA BUILDING CODE (CBC) 10. INSPECTION & TESTING: 2016 CALIFORNIA RESIDENTIAL CODE (CRC) CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER iOl 5 IBC SECTION 1810.4.12. SFA Design Group, LLc 91221) SWW.I*.&Il Sq- 01~ Sb WS P.ftd. 0.q.. orm 1613R~Dr.UMC uv-. C owl P: 503A41mil ww-wjI.= RECE111 DEAD LOADS: ROOF DEAD LOAD 12 PSF WALL DEAD LOAD (CONCRETE W/ THIN BRICK VENEER) 79 PSF CMU WALL DEAD LOAD 75 PSF CONCRETE 150 PCF LIVE LOADS: ROOF LIVE LOAD 20 PSF FLOOR LIVE LOAD (LIGHT MANUFACTURING) 125 PSF MATERIALS: BRACKET PLATES - ASTM A36 (MIN YIELD STRESS, Fy = 36 KS1 / MIN TENSILE STRESS, Fu = 58KSI) PIER TUBES - ASTM A500 GRADE B OR C -PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT NUMBER) OCT 2 5 20 t -PILE AND BRACKET CONFIGURATION CITY OF CARL!' )BAD -PART DESCRIPTION (PRODUCT MANUFACTURER, BRACKET TYPE, PIER TYPE, PIER OUTSIDE ivi -ION BUILDING D 5 z DIAMETER, PIER WALL THICKNESS) -PIER INCLINATION, LOCATION, DEPTH, AND INSTALLATION PRESSURE ACHIEVED Z 0 cc> a: cc: 0 LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1 143 (QUICK METHOD) ON cr- 0 0 W cr c\j 20 PERCENT OF PIERS BUT NOT LESS THAN (2) TOTAL PIERS AND WILL BE SELECTED BY THE SPECIAL 0 o m INSPECTOR. AN ALIGNMENT LOAD (AL) SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE Z U- < DEFLECTION MEASURING EQUIPMENT TO ZERO OR A REFERENCE POSITION. THE AL SHALL BE NO MORE Lij :3 cr c) THAN 10% OF THE DESIGN LOAD. INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE N W d z < FOLLOWING SCHEDULE. 0 w co e 140~1 'r M C/) (MIN YIELD STRESS, Fy = 50 KS1 / MIN TENSILE STRESS, Fu = 55KSI) TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION w cn LL_ _j 0 ir LLJ EXTERNAL SLEEVE - ASTM A500 GRADE 8 OR C AL (.10 DL MAX) 0 MIN. Lo < C14 (MIN YIELD STRESS, Fy = 50, KS1 / MIN TENSILE STRESS, Fu = 62KSI) 0.25 DL UNTIL STABLE uj c\j PIER CAP - ASTM A529 GRADE 50 0.50 DIL UNTIL STABLE 0 (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65KSI) 0.75 DIL UNTIL STABLE cr ALL-THREAD ROD - ASTM A193 GRADE 87 1.00 DL UNTIL STABLE (MIN YIELD STRESS, Fy MIN TENSILE STRESS, Fu = 125KSI) 1.25 DIL UNTIL STABLE STEEL ANGLE SHAPES - ASTM A36 1.50 DL HOLD FOR CREEP TEST (SEE BELOW) 0.04 INCHES (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58KSI) 1.25 DL UNTIL STABLE SHAFT COUPLER - ASTM A513 TYPE 5 1.00 DL UNTIL STABLE (MIN YIELD STRESS, Fy = 70 KSI / MIN TENSILE STRESS, Fu = 87KSI) 0.75 bL- _`UNTIL STABLE e I -, SHAFT COUPLING HARDWARE - GRADE 8 BOLTS WITH NUTS 0.50 DL UNTIL STABLE A% HELIX PLATES (ROUND SHAFT) - ASTM A572 GRADE 50 0.25 DL UNTIL STABLE (MIN YIELD STRESS, Fy 50 KSI / MIN TENSILE STRESS, Fu 65KSI) LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 WELDING NOTES: MINUTE PERIOD. IF MOVEMENT IS OBSERVED GREATERTHAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD. GENERAL NOTES CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS THE LOAD TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED., RE-TESTED, OR THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST —, I A KIHTE'C REVISIONS IS TO BEMELD THE FILK MUVLMtNIb bNALL-br- MEASURED At 1j, zu, ju, %u, i , m1w vv mi CORROSION PROTECTION: THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLO17ED.',.IF THE CREEP RATE IS LESS THAN \ci SACRAFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THICKNESS~ 0.080 INCHES BETWEEN 6 AND 60 MINUTES, THE, LOAD TEST SHALL BE CONSIDERED SUCCESSFUL. EA DUE TO CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR 50-Y R IOAD] X 1.5 [HYDRAULIC RAM AREA 9.62 9" SCHEDULED SACRAFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC358. - ..-PUSH PIER TEST PRESSURE -(PSI):, [DESIGN SQIN] & A INSTALLATION: IRS RECOMMENDATIONS. MINIMUM INSTALLATION % 1\ EM TO BE INSTALLED PER MANUFACTURE SYST 7' PRESSURE IS TO-BE DETERMINED BY THE FOLLOWING EQUATION: '91 Fp9.JECT PUSH PIER INSTALLATION PRESSURE.-(~Sl): e [DESIGN WORKING LOAD] X [FS = 2] [HYDRAULIC -RAM AREA, 9.62,SQIN MINIMUM INSTALLATION IDEPTH IS `1 0'-O"± UNO. DO ."NOT, PLACE PIERS. /0 DIRECTION THIS ZONE W HELICAL PIER INSTALLATION TORQUE (FT-7LB): 'FROM 'ENGINEER ,fDESIGN WORKING LOAD] X. [FS .2] / [EMPERICAL TORQUE CORRELEATION 'FACTOR, KT, 9 ~Fi~ DO NOT PLACE, PIERS THIS ZONE 'W/O DIRECTION -FROM ENGINEER CONTRACTOR TO NAFY IEOR IF (E). FOUNDATI OV CRACK , IS PRESENT 11 HE SPAN BETWEEN FOUNDATION MINIMUM INSTALLATION DEPTH IS 10'-O'.± UNO'. BRACKETS NO PIER PLACEMENT ZONE CONTACT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER. SCALE:NTS . ME-6614, MOW= DRAWN BY: EL DATE: 0&10-2016 SHEET NO: sti NO: BY:.. 1 URETEK STRUCTURAL NOTES 1~ S' REFER -TO SUBSEQUENT. PLAN AND DETAIL NOTES FOR VARIATIONS AND REQUIREMENTS SPECIFIC TO REFERENCED PROJECT. NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCfURAL NOTES. C64889 MATERIALS: Exp.. cl LIQUID COMPONENT 'A' RESIN VISCOSITY: 175 CENTIPOISE (CPS) SPECIFIC GRAVITY: 1.24 BULK DENSITY: 10.3 LBS/GAL NOTES: WATER SENSITIVE, TAKE CAUTION TO MINIMIZE MOISTURE EXPOSURE. PRODUCT IS NOT USABLE IF ALLOWED TO CRYSTALLIZE. LIQUID COMPONENT 'B' ISO VISCOSITY: 225 CENTIPOISE (CPS) SPECIFIC GRAVITY: 1.00 BULK DENSITY: 8.3 LBS/GAL NOTES: WARM AND THOUROUGHLY MIX IF PHASE SEPARATION IS NOTICED. COMPONENTS HAVE A 1 YEAR SHELF LIFE WHEN STORED AT 60-80' AND OUT OF DIRECT SUNLIGHT AND EXTREME HUMIDITY. NOT TO BE STORED FOR EXTENDED PERIODS IN 50* TEMPERATURES. FULLY CURED 486STAR MATERIAL IS INERT AND NON—TOXIC. PHYSICAL PROPERTY TEST METHOD 486STAR-4 GROUT DENSITY ASTM D 1622 4 LBS/FT' COMPRESSIVE STRENGTH ASTM D 1621 50 LBS/IN 2 TENSILE STRENGTH ASTM D 1623 90 LBS/IN2 SHEAR STRESS ASTM C 273 50 LBS/IN 2 WATER ABSORBTION ASTIVI D 2852 <2% DIMENSIONAL, STABILITY ASTM D 2126 <2% DEEP POLYURETHANE INJECTION INSTALLATION: THE URETEK 486STAR-4 DEEP INJECTION (DI) SYSTEM SHALL BE USED TO STABILIZE AND/OR LIFT THE STRUCTURE IN THE AREAS INDICATED ON THE SUBSEQUENT PLANS. THE DI SYSTEM IS CAPABLE OF EXPANDING UP TO 25 TIMES ITS ORIGINAL STARTING SFA Design Group, LLc M~ I C.1 I 9= Sw wnmngm sq~ or, &ft 505 poft4 omm grm 1813R~D,.VIMC U.-. 9ml P: 50164IMli -~ 0 z z Z cl co CL CC C) F— LL cr o 0 III cc C\l 000) _j Z LL < =) Cc 0 w _j N Ill Z m (D Lu 00 m a) < Lu U) _j cr- LLI C) Lo cm W CNJ 0 cr w 2 INSTALLATION SHALL BE AT THE CENTERLINE OF THE FOOTING AT A MAXIMUM 4 —0 INJECTION SPACING PARALLEL TO INDICATED DI AREA ON PLAN. THE POLYURETHANE SHALL BE INSTALLED TO'A DEPTH SUFFICIENT TO STABILIZE THE FOUNDATION WITH A 4 MINIMUM INSTALLATION DEPTH OF 7'—O"± UNO. DI INSTALLATION TEMPERATURES SHALL 2 BE 90-115' AND INSTALLATION PRESSURES 'SHALL BE 90-110 LBS/IN . V CONTACT ENGINEER -OF RECORD IF FIELD CONDITIONS DIFFER. 1 4 INSPECTION & fESTIN G: CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER -2012 IBC, SECTION 1810.4.12- -4 AND 2013 CBC.- SP.ECIAC INSPECTOR~ 'SHALL RECORD: 4~ LOCATION OF INJECTION 7 DEPTH OF INJECTION x, i VOLUME OF 486STAR-4 POLYURETHANE - FREVISIONS I PROJECT NO: ELl 6-008 DESIGNED BY: JLD DRAWN BY: EL DATE:, 06-IG-2016 SHEET NO: -Si .2 1: VOLUME IN UNCONFINED CONDITIONS. CONTRACTOR TO COMBINE 486STAR-4 TWO—PART ISO AND RESIN COMPONENTS TO A GENERAL NOTES 1 —TO— 1 MIXTURE BY VOLUME. PRE—DRILL %"0 HOLES AT EACH INJECTION POINT. k F F L R! !1 ]1 . ~rC2 C64889 - - Exp. 06/30/19 j 4 r (E) COLUMN r:z~~ a_ - TYP 31— 6" 3'— 6 11 1 13 L 36 4 C14 <0> -I F <3~31 1 r — -1 I - I L — J < 3 ~811 no NONE IN SOMEONE I I '12A I'VA mmmmmmmml mAl I sommmommi k"A k"A L — i 0- L 3 -7- -1 r_w.j moommoggolc* ONNNE No .4 TYP COL/ PIERS //A R ~EA ( OF 'KEY PLAN I e,:&— SFA Design Group, LLc 9M SW WnWngm Sq~ Dr. Sub 505 P-0-4 Omw 97m lal3ftmDr.UnkC u—'um-bg4sm p: 501641.0311 -Wg~ 0 z z Z FL 0 co cc c) LL cr w 0 a 0 c\I ct 0) 0 Lu z ILL < N Z Lu M < ~— M :D LU co C0 LLj C/) cr- _j q cr- cl w Lo < cm c\j 0 CC w 2 Lr- LLJ _j ~_/(E) COL/ il/S4.5 PARTIAL (E) FOUNDATION/. PUSH PIERS- uil= 0 (n (N) PIER LAYOUT PLAN 8" EQ, EQ2 EQ? EQ2 EQ2 E% E07 cl- E03 -j- _EQ3_ -EQ:s EQ, EQ - _EQ~ - EQ3'_ _EQ, 1 -4 1 -N e),—rl- ol 11 SCALE: ~52"= 1'. 0" . nN z I - A rAh I IAL kt-) (E) FOUNDATION/(N) PIER LAYOUT PLAN NOTES: PLAN FOUNDATION// P 10. INDICATES LOCATION OF SAFEB'ASE PUSH PIER W/ (N) PIER 1. REFERENCE S1.1 FOR GENERAL REQUIREMENTS ''12.-.l.-ALL CONSTRUCTION MATERIALS ON PLANS; ELEVATIONS & -DETAILS LAYOUT/DIRECT SAFEBASE-SD FOUNDATION BRACKET PER DETAILS ON S491- ARE N LINO CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES & S4.2 BETWEEN FIELD CONDITIONS & THOSE SHOWN IN THESE DOCUMENTS PUSH PIER INSTALLATION NOTES' INDICATES LOCATION OF DIRECT INJECTION (DI) URETEK '466STAR-4 PRIOR TO CONSTRUCTION/INSTALLATION OF PIERS TYP MAX LOAD TO ANCHOR 14995 LBS POLYURETHANE FOAM GROUT. INDICATES (E) PARTION WALL 2.875"0 PIPE PILE W/ 0 11~75" THICK WALL DI INSTALLATION NOTES- l_,3.5"0x48" LONG PIPE SLEEVE W/ 0.220" WALL MAX VERTICAL LOAD AT-DI: 1212 PLF INDICATES (E) CONC WALL ON (E) CONC FOOTING' MINIMUM ' 10 _0" INSTALLATION DEPTH - .. , 1~ ~ -_ I *--THE URETEK 486STAR-4'DEEP INJECT ION (DI) SYSTEWSHALL MINIMUM 3200 PSI INSTALLA - TION PRESSURE 'BE USED TO STABILIZE AND/OR LIFT THE STRUCTURE IN~THE el,r-rl 1^11i r1l 1'r r% rT A kii umrn In rr-T Kil 1:;mrm" kAmmi m 1 /_ 11 mi imr)ATIMI I Ir.7 N 1PIKI(' lKIC ZTAI I &TIhN '_ 4--_ , ~-,- , - _- — I ...- .. 7 - , OL%j I lVPf %aV I ULIM l'lvlvlLjL_l\/,j L-L-1 iivlvlL)L.I\ X/SX.X AKLAb INUIlAl LU' UN 1ML 3ut3z)Lwur_Pll rLAIN3. I A\ INDICATES LOCATION OF SAFEBASE WLI CAL PIER W/ CONTRACTOR TO.,, COMBINE 486STAR-4 TWO7-PART COMPONENT, ~TO- BY VOLUME.. PRE- DRILL .6. -'(E) CONTRACTOR TO VERIFY 6'VCONC STEMWALL.AND'4',-O"wx3'-O',DPL -FOOTING MIN, ENGINEER ~ OF.:RECORD IF'FIELD'- SAFEBASE SD FOUNDATION. BRACKET PER. DETAILS,ON S4:1 &S4.2 ISO AND ~ RESIN TO A 1 1 MIXTURE INSTALLATION SHALL BE (E) CONC TYP (NOTIFY, /8"'0:-'HOLES AT -EACH INJECTION"POINT. - CONDITIONS DIFFER) HELICAL PIER INSTALLATION N6TES.'..- AT A MAXIMUM 4'-0" INJECTION SPACING PARALLEL-TO - .7..,, PIER SPACING SHALL BE -AS -INDICATED'ON PLAN (5'-b7 6C MAX. MAX LOAD TO ANCHOR .13573. LBS INDICATED DI AREA ON PLAN,THE POLYURETHANE -SHALC. BE /.0') "~TWiry wAii SZ-7r"M DOP Dil C' W -ir Tn:.'A - nP qHp N w4zTm i r7n -PTW priENT TO STABILIZE-THE.- ALONG GRIDLINE 4) 3.5"Ox48" LONG PIPE SLEEVE W/'0.216" WALL FOUNDATION WITH, A MINIMUM INSTALLATION DEPTH OF 6i7o SHEET NO: 8.. INDICATES (N)- CONC BACKFILL PER DETAIL 2/S4.3. 0.375" THICK 10/12/1 4"~ 14EL. I~X'W/" '/4" FILLET WELDS UNO. DI INSTALLATION TEMPERATURES SHALL BE 90"'1' 5- 'AND 2 INSTALLATION PRESSURES, SHALL BE 90 110 LBS/IN S2.1 EACH SIDE OF HELIX TO PIER 9. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION MINIMUM 10'-0" INSTALLATION DIiPTH 2000 FT—L8 ALL URETEK 486STAR-4 DEEP INJECTION PLAN DIMENSIONS CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS INSTALLATION TORQUE ARE APPROXIMATE. 4)__ : 3 D m 1/S4.5 KEY PLAN "--~_/(E) COL/ PUSH PIERS ( R OF OR vi IL— A C64889- u Exp 06/30/19 cjv~ c SFA Design Group, LLc -C- I ML I — ~ — 9=9WW-l.p.Sq—Dl,SubN5 PoAW4 omw o= 1013 R~ 01~ UM C u—, cmb 94M P: 501541mil == 0 z 2 Z a. 0 cc) 1= C:) LL cc LLJ cl z 0 0 cr N 0 LU U_ cc N Z Lu co W 1: ca Z) < Lu U) LLJ U) —i CC W Lo cm N 0 cr_ w 2 4 Kn"_' %I/ FOUNDATION/ PARTIAL (E)TOUNDATION/(N) PIER LAYOUT PLAN, (N) PIER LAYOUT/(N) DEEP INJECTION N PIA SCALE: 9~2"=V-O" I nN N (E) FOUNDATION/(N) PIER LAYOUT PLAN NOTES: PLAN 8. INDICATES LOCATION OF'DIRECT. INJECTION (DI) URETEK.486STAR 4. 9 INDICATES LOCATION,OF SAFEBASE PUSH PIER_W/_ REFERENCE S1.1 FOR GENERAL REQUIREMENTS POLYURETHANE FOAM GROUT~ 21 SAFEBASE—SD FOUNDATION BRACKET PER DETAILS ON S4. 1' CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES DI INSTALLATION NOTES: ;'& S4.2, BETWEEN FIELD CONDITIONS & THOSE SHOWN IN THESE DOCUMENTS e MAX VERTICAL LOAD AT DI: 2784 PLF PUSH PIER- INSTALLATION NOTES: PRIOR TO CONSTRUCTION/INSTALLATION OF PIERS TYP 0 THE URETEK 486STAR-4 DELP INJECTION (DI) SYSTEM SHALL.-7- MAX LOAD TO ANCHOR = 14995 ~LBS RE USED TO -STABILIZE; AND/OR LIFT. THE STRUCTURE IN THE 2;875"0: PIPE PILE W/ 0.1875" THICK WALL~ 3. INDICATES (E) PARTION WALL~, AREAS INDICATED ON THE,SUBSEQUENT PLANS. 3.5"Ox48" LONG PIPE SLEEVEW/ 0:~20" WALL,~-* 'COMPONENT, CONTRACTOR TO COMBINE `486STAR-4 tTWO—PART IMIJM.,lO'—O" INSTALLATION, MIN DEPTH INDICATES (E) ~ONC WALL,-ON (E) -CONC robTI.NG- ISO, AND RESIN* TO A', 1' TO- 1 AXTURE-, BY VOLUME. PRE—DRILL !-'9',',-MINIMUM 3200 PSI INSTALLATION, PRESSURE,~_, J- %"0- HOLES AT EACH INJECTION POINT. INSTALLATION SHALL-. BE 'MINIMUM, /4"..FOUNDATION LIFT.DURING.,'INSTALCATION"_ 5.. SECTIOWCUT. 7 -DETAIL~ NUMBER/SHEEf NU`MBER AT A MAXIMUM 4 —0"'INJECTION SPACING' PARALLEL TO. X/SX.X INDICATED DI AREA OW PLAN. THE POLYURETHANE SHALL.,BE!' I I 110. CONTRACTOR TO -NOTIFY ENGINEER OF RECORD IF.'(E)- FOUNDATION N IHL WAN 13LI cum rvulNUAHVIN OMMINLI13 CONTRACTOR TO VERIFY 6"W '(E) CONC STEMWALL.AND INSTALLED TO A DEPTH SUFFICIENT TO;.STABILIZE THE CRACK IS .PRESENT I -0"± SHEET NO. PLANS, ELEVATIONS' & DETAILS 4'—O')Nx3'—O"DP (E)-CONC FOOTING MIN TYP (NOTIFY ENGINEER FOUNDATION WITH A MINIMUM INSTALLATION DEPTH OF 6' ll~ ALL CONSTRUCTION MATERIALS ON. LINO. DI INSTALLATION —115' AND' OF RECORD IF ,FIELD CONDITIONS DIFFER) TEMPERATURES- SHALL BE 90 2 ARE (N) UNO INSTALLATION PRESSURES SHALL BE'90-1 10 LBS/IN Ui2 7. PIER SPACING SHALL BE AS INDICATED ON PLAN (8-9" OC MAX) ALL URETEK 486STAR-4 DEEP INJECTION PLAN DIMENSIONS ARE APPROXIMATE. 4"OxO.39"xO'-9" EA SIDE OF T_ PIPE EA SIDE OF IE 1/S4.1 1/16"0 HOLE TYP z z Z E: co c) F— LL cr w 0 0 c\I 0) Lu z 0 < LL cr N Z LU 1: C/) CC _j ui w 0 CC Lo < W 0 C\l C\J cc w 2 116 1 —2 LINE OF SYMMETRY V) ___79 ly4" BEYOND SAFEBASE-SD FOUNDATION ..BRACKET MATERIALS LIST ITEM # PART DESCRIPTION DIMENSIONS GRADE 1 MAIN fO/4x5xO'-9/4" A36 2 SEAT T-/2x'oxo'-10" 'A36 3 BACK I T_ T-'/8x7xl'-2" A36 4 Top T-1 x4xO'-81/2" A36 5 STRAP BENT t%x3x2'—O" A36 6 MAIN TUBE* HSS 4"04.1880'-9- A500 7 ALL THREADED RODS (2x) '/4"oxl'_o" Al 93 8 THREADED HEX NUTS (4x) Al 93 9 PUSH PIER SHAFT* PIPE 2.875"OxO.188x4'—O" A500 10 PUSH PIER EXTERNAL SLEEVE** PIPE 3.50"00.2200'-0" A 11 FRICTION REDUCER" PIPE 3"OxO.188xO'—l" A53 DIMENSIONS GIVEN AS OUTER DIAMETER x WALL THICKNESS x LENGTH ITEMS NOT SHOWN FOR CLARITY 1 /S4.2 OPP ~_/HOLES/ '/8"0 HOLE TYP SFA 6esfgn Group, LLc --- I ~ I _m__ 9M SW WnN"n Sq~ Dr. Sub 505 Parfland, Omgm QM3 I B13 R~ ft, MR C Lft-. C 94551 P: 503.64iMli —.bdD— 6 BRACKET, DETAILS' —LINE OF SYMMETRY 41/16"0 HOLE REVISIONS BEYOND Lit p I 6 C14 PROJECT NO: E 008 Co L16-'8" DESIGNED BY 04 Z ..I JLD 6RAWN BY: EL .7 DATE: 1/S4.2 NOTES: 06-10-2016 -REF MATERIA LS LIST A/S4. I. FOR Y.~ SHEET NO: SAFEBASE-SDFOUNDATION BRACKET --TOV, .','SAFE BAS E-S D FOUNDATION BRACKET- FRON S14mi SCALE: Y= 1 _011 SCALE: Y— V-0 m 411 0 r- m EAGLELIFT MERCEDES BENZ UNDERPINNING 2250 RUTHERFORD RD CARLSBAD, CA 92008 1 /S4.2 OPP lw_ 14-W L n z 0 mn m m ch 7 m 1, 4 -n 0 ou m 4m 0) ro m mn 0 'Ah, - Ct 2/S4.1 "S z mn M a) =nL 01. ............... 0 .................. AL 1/S4.2 m m 4 (E) EXTERIOR SURFACES AS OCCURS (SAWCUT AS REQ'D) --\ 0 z z Z a O_ cr- co 0 LIL rr a w 0 cc 00) CD —i Lu z LL :3 (r < L) _j N W Z 1: ui :D co Lu U) LLJ C) CC Lo C\j W c\I < w 2 (E) BRICK (E) 6" C0`NC VENEER— TILT—UP WALL E a ,~q, 1p Exp. 19 44 CM M SFA Design Group, LLc M~_ I M,l I — m —.1. go" sw washblow sq~ or. Sub sm Pordar4 Ompn 97M I813RtMiD,,UftC Lk.—. Caff-ft 9MI p: 5"14311 —.?.dl;- 4 " 4 =1 I El I W SAFEBASE FOUNDATION III—' V, I I I I m BRACKET PER PLAN C) CONCRETE BACKFILL CENTERED- PIER DETAILS C14 ON PIER TUBE INSTALLED A PROJECT NO: EL16-008 DESIGNED 13~: JLD DRAWN 6: NOTES: EL NOTE: DATE: 06-10-2016' 1. REF PLAN. FOR LAYOUT INSTALLATION REQ'S 0 --2.. REF 1/S4.3 FOR CALLOUTS, IN,COMMO REF PLAN FOR LAYOUT. & INSTALLATI N REQ'S' N SHEET NO: -.'(N) PUSH PIER-TO (E) FOUNDATION DETAIL (N) PUSH PIER70 (E) FOUNDATION DETAIL 3 SCALE: 3 S4m3 SCALE: /4"=l'_o" /4"= 1' 0" (E) INTERIOR CONC SLAB ON GRADE (SAWCUT AS REQ'D) (E) INTERIOR CONC SLAB ON GRADE (SAWCUT AS REQ'D) SFA Design Group, LLc —~— I C., I — — wl? SW W..hbvt. sq— lk. &ft 5" P-Ift,4 Omw 9= 1813R"D,.UMC W—, Cafforrda SMI p:WMIMil —.ddg- 0 z z 9 0 co (L cr C) LL I= 0 w C'4 "o 0) z 0 < LL d w CC N Z Lu co m Z) W C/) cr- —J w o X Lo cm W N 0 ct w 2 4~ 4:- 4 4 4 '4 -4 -4 =:]~--(E) CONC FOOTING AROUND STEEL T- (CHIP FLUSH AS REQ'D) SAFEBASE FOUNDATION lEl 11-1 . . t;NJ BRACKET PER. PLAN M 1511 —115111 V~L— AFEBASE- FOUNDATION BRACKET PER PLAN TYP Ll rFi I Ll -1 F-1 - Ill-ii PIER DETAILS 'NOTES: REVS NOTE: -1., REF PLAN FOR LAYOUT & INSTALLATION REF PLAWFOR LAYOUT INSTALLATIO ! ' . I ." ~ . ~ I ~- - I ~-4,2 REF, I /S4.3 FOR CALLOUTS,~ IN COMMON N REQS- S -r NO: HEE -(N) PUSH, PIER TO (E)FOUNDATION DETAIL'' (N)~"HELICAL PIER TO (E) FOUNDATION DETAIL. 3 3 ~,S4.4 SCALE: /4"=l'-o" SCALE: /4"=l' 0 (E) EXTERIOR SURFACES (SAWCUT AS REQ'D) j, T/GRADE l_)W 01-011 0 z 2 Z FL a co, cr c F- LL cr w o 0 0 c'j CC 0) 0 Z :D ILL < cr Lli N Z W X < < LLJ co F— Co :D _j Lu W Lu cr w Lf) cm c\I w 2 (E) INTERIOR CONC SLAB ON GRADE (SAWCUT AS REQ'D) — "_(E) CMU WALL C FOOTING (E) CON 4 .4 J I 1=1 I 1=1 I 1_~ ~=1 I Mi I 1=1 I 1=1 \I-,:, 0—Alm I I. SFA Design Group, LLc M~~ I ML I — W -- gm sw Whbvt. sq— O'~ Sub sm PwdaiK oregm OrM 1813R~Dr~UnNC Un—, C.M-ft 9WI P: 503MIA311 —.bdg.— DEEP)NJECTION 0", S AFEBASE PUSH & PIER DETAILS PIER & EXTERNAL DIRECT INJECTION POLYURETHANE PER PLAN HLI-,FLAN I-UK LAYUUI.& IW)IALLAIIUN..NtQ~)_ REF"PLAN FORIAYOUT & INSTALLATION REQ'S SHEET NO: (E) FOUNDATION DETAIL DEEP INJECTION VOID FILL'DETAIL USH PIER TO 1 o" s4w5' SCALE: 1 '—o" SCALE: =11-0 (E) BRICK VENEER AS OOCCURS ---, (E) EXTERIOR SURFACES AS OCCURS (SAWCUT CONC SLAB ON GRADE AS REQ'D) OIL T/GRADE ~_r l ~~ ~/, \~7 / / %"0 HOLE DRILLED FOR — PRIMARY INJECTION POINT— %"0 HOLE DRILLED FOR SECONDARY INJECTION POINT (~/INJECTION POINT/DIRECT INJECTION/WALL/FOOTING (E) 6" CONC TILT-UP WALL (CMU FENCE/GATE AT SIM) (E) INTERIOR CONC . — -1 - ----- SFA besign Group, LLc M~I- I MIL i MGM P—NING MID SW W.hbVt. Sq— Dr. Sub SH P"briA Omwn M23 isi 3 Ruw CG. ub C p .501MM11 10 z z Z CL 0 (X) CC C> LL CC W a o C) x c%j 0) 0 < z 0 ILL L) cr Lij N Z W m < w co I- co Lu Ill w C> cr- W LO < c\I Ill cc: w 2 OIL PRIMARY INJECTION POINT DIRECT INJECTION —1 ±0'-6" POLYURETHANE PER PLAN SPHERE OF -DIRECT INJECTION INFLUENCE TYP I POLYURETHANE PER PLAN TYP P-7 MQ 7!e (E) SOIL TYP n vg, T5 t i. m 10, 6 OIL T INJLUIIUN l DEEP VOID 4. -9'-0" ±l FILL 4z F,17 I L ZI-X_ C. TW_ q, .60~t: - - ----- NAM t= mP7 I M 1,1-= k:45 WR il LL71 j~~j 00 7 4 JI NOTE: t ~REF PLAN FOR LAYOUT & INSTALLATION REQ'S DEEP INJECTION VOID FILL DETAIL SCALE: 1/2"=1,_ DEEP INJECTION DETAILS REVISIONS PROJECT NO: EL16-008' DESIGNED BY: JLD DRAWN BY: EL DATE: 06-10-2016 SHEET NO: _S40 IZ_/INJECTION POINT/DIRECT INJECTION/FOOTING SFA Design Group. LLC ~ I CML I — M -NG gm sw wbkvt. sq,— or. sm pwft4 omg. 2= ".$nUlMil _.bdg,- DIRECT INJECTION POLYURETHANE PER PLAN :lj,,-'—DIRECT INJECTION POLYURETHANE PER PLAN TYP DEEP VOID FILL (E) INTERIOR CONIC SLAB ON GRADE (SAWCUT AS REQ'D)— 'k T/GRADE I-F 01-01, %"0 HOLE DRILLED FOR PRIMARY INJECTION POINT %"0 HOLE DRILLED FOR SECONDARY INJECTION POINT -PRIMARY INJECTION POINT -6'-0" ±0'-6" SPHERE OF INFLUENCE TYP (E) SOIL TYP SECONDARY INJECTION POINT -9'-0" ±0'-6" 0 z z Z 13 (L I= co C:) LL CC a W I= cl 0 0 c\j 0) < ui z ILL cc N W Z Lu M < co rn ui cp cr_ Lu a ii Cc C) Lo c\I W cq < 0 cc w 2 DEEP INJECTION DETAILS REVISIONS I A (E) STEEL T_ TO BE REMOVED (BY OTHERS) (E) THICKENED CONC SLAB ON GRA DE 4 44 4 A 4 4 = 'Tit, I I-- ---- I I -I T -a_,-, NOTE: REF PLAN FOR LAYOUT & INSTALLATION REQ'S DEEP INJECTION VOID FILL DETAIL SCALE: '/2"=l'—O" PROJECT NO: EL16-008 DESIGNED BY: JLD DRAWN BY: EL DATE: 06-10-2016 SHEET NO-w S4.7