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HomeMy WebLinkAbout2856 WHIPTAIL LOOP; ; CB163285; Permitchiy, of:. Carlsbad r.'• Commercial Permit l Print Date: 04/25/2019 - Permit No: C8163285 Job Address: 2856 Whiptail Lp Permit Type: BLDG-Commercial I Work Class: New Status: Closed - Finaled Parcel No: 2091201400 Lot #: 17 Applied: 08/25/2016 Valuation: $6,612,269.00 Reference #: 0EV2016-0007 Issued: 06/08/2017 Occupancy Group: Construction Type: IlIB Permit Finaled: U Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check #: Final Plan Check #: Inspection: 4/25/2019 11:43:47AM Project Title: CARLSBAD OAKS NORTH LOT 17 Description: CARLSBAD OAKS NORTH LOT 17: 126,020 SF SHELL TILT-UP - Applicant: Owner: Contractor: KENNETH SMITH MOORPARK VENTURES LP HAMANN CONSTRUCTION 500 Fesler St, 102 EL CAJON, CA 92020-1903 1000 Pioneer Way 1000 Pioneer Way 619-444-2182 x222 EL CAJON, CA 92020-1923 El Cajon, CA 92020-1923 619-440-7424 619-440-7424 BUILDING PERMIT FEE $2000+ • • $14,703.87 BUILDING PLAN CHECK FEE (BLDG) • $1,226.18 COMMUNITY FACILITIES DISTRICT (CFD) FEE $41,183.34 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $2,523.00 FIRES Occupancies a 50,000sq. ft. TI $658.00 GREEN BUILDING STANDARDS PLAN CHECK $166.00 LOCAL FACILITIES MANAGEMENT ZONE (LFMZ) - ZONE 16 5 • $50,408.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $434.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $1,277.00 PUBLIC FACILITIES FEES - inside CFD • $120,343:30 PUBLIC FACILITIES FEES - inside CFD $955.68 SB1473 BUILDING STANDARDS FEE • $265.00 SDCWA SYSTEM CAPACITY CHARGE 1 Displacement $8,046.00 SEWER BENEFIT AREA FEES - E • $86,133.60 SEWER CONNECTION FEE (General Capacity all areas) $22,654.80 STRONG MOTION-COMMERCIAL $1,851.44 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $232.00 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM • $55.00 TRAFFIC IMPACT Commercial-Industrial w/in CFD S • $68,670.00 WATER METER FEE 1 Displacement S $362.00 WATER SERVICE CONNECTION FEE 1" DISPLACEMENT (P) • $9,029.00 WATER TREATMENT CAPACITY CHARGE 1" Displacement $205.00 Total Fees: $431,382.21 Total Payments To Date: $431,382.21 Balance Due: $0.00 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov C(City of Carlsbad Print Date: 05/06/2019 Permit No: 5W160396 Job Address: 2856 Whiptail Lp Permit Type: BLDG-Migrated Parcel No: 2091201400 Valuation: $0.00 Occupancy Group: U Dwelling Units: Bedrooms: Work Class: BLDG-Migrated Lot #: Reference U: Construction Type: Bathrooms: Orig. Plan Check U: Plan Check U: Status: Applied: Issued: Permit Finaled: Inspector: Final Inspection: Closed - Withdrawn 08/25/2016 11/21/2016 Project Title: Description: SWPPP - CARLSBAD OAKS LOT 17: SHELL FEE AMOUNT Total Fees: Total Payments To Date: Balance Due: Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov CE .J C110 I 1 Cor I 'bc OoJ o ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING EIENGINEERING El BUILDING DFIRE 0 HEALTH DHAZMATIAPCD I Building Permit Application (City of 1635 Faraday Ave., Carlsbad, CA 92008 Plan Check No. Est. Value Ph: 760-602-2719 Fax: 760-602-8558 Carlsbad email: Plan Ck. Deposit building©carlsbadca.gov Date E-25— IL-0 Iswp tip - 2-A15L0 www.carlsbadca.gov JOB ADDRESS 2 Lp l:ot17Whiptail Loop, Carlsbad, CA 92010 I SUITES/SPACES/UNITS I I APN 209 - 120 - 14 - CT/PROJECT# D+ LOTS PHASES IS OF UNITS I # BEDROOMS #BATHR00MS I TENANT BUSINESS NAME ,9PE OCCGROUP 5D9 ILD_ 17 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Shell industrial building for speculation Tot -up I2Q 1 O2O ¶ EXISTING USE PROPOSED USE GARAGE (SF) f PATIOS (SF) DECKS (SF) FPLACE I IRE "ESEIS. AIR CONDITIONING IFIRESPRINKLERS VC O..*"C- NO YES I:INO III YESIZI NOE APPLICANT NAME Kenneth D Smith ArchiteA . . Primary Contact PROPERTY OWNER NAME oak. ?iVO e.v 'f' &4 L.-f ADDRESS 500 Fesler Street Suite #102 ADDRESS 1000 Pioneer Way CITY STATE ZIP CITY STATE ZIP El Ca ion CA 92020 El Calon CA 92020 PHONE IFM PHONE 619-444-2182 I 619-447-2439 619-440-7424 IFAX 619-440-8914 EMAIL / kd~'1ZPd1 EMAIL ' DESIGN PROFESSIONAL Kennth D Smith Architect & Associates . CONTRACTOR BUS NAME Hamann Construction ADDRESS ADDRESS 500 Fester Street Suite # 102 1000 Pioneer Way CITY STATE ZIP CITY STATE ZIP El Caion CA 92020 El Calon CA 92020 PHONE FAX PHONE IFAX 619-444-2182 I 619-447-2439 619-444-7424 I 619-440-8914 EMAIL EMAIL petra(kdsarch.com ; ksmith(kdsarch.com johnb(hamannco,com UC. S STATE LICe I CLASS I CflY BUS. UC.# I STATE C25315 373142 I B,A I 1235442 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, Improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law jChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). I.Ii" Workers' CompensatIon Declaration: I hereby affirm under penalty of perjury one of the following declarations: CJ I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. IZI i have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is Issued. My workers' compensation insurance carrier and policy number are: Insurance CO. Everest National Insurance Co. Policy No. CA 10002516 Expiration Date 1242016 This section need not be completed if the permit Is for one hundred dollars ($100) or less. []Certiflcate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person In any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for In Section 37 of the Llbor cc e, Interest and attorney's fees, CONTRACTOR SIGNATURE 44Ji/yiJ( AGENT DATE I hereby affirm that I am exempt from Conkector's License Law for tire following reason: [J I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply 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). [J I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes l:JNo 2.1(have !have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name/address/phone/contractors' license number): I will provide some of the work, bull have contracted (hired) the following persons to provide the work indicated (include name/address/phone! type of work): PROPERTY OWNER SIGNATURE []AGENT DATE 1i .ialltLiN FO RttriNO N iriES ID EN TI A L • iulll rcaa & Is the applicant or future building occupant required to submit a business plftrCacutely 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 1 No KaWity Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air management district? Yes No Is the facility lobe constructed withIn 1.000 feet of the outer boundary of a school site? Yes tf 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. LCO N STRUCTION LENDING AGEN C Y 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). Lender's Name Lender's Address ~[APPLICANT CERTIFICATION - -- - - -- - IcertrfythatI have readtheapplicelionandstatethattheabovelnformatlonisectandthatthelnfonnatlonontheplansisaccuiate.I agreetocomptywithallCityordinancesandStateteaftngtobrdtdlngconslructlon. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. IALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA-. An OSHA permit is required for excavations over MY deep and demotion or construction of structures over 3stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by Imitation and become nut and void if the building or work authorized by such penititisnot commenced within 180 days from the date of such permit or if the building or work authorized by such permit isstispendedorabandoned at any time after the work is commenced bra period of 180 days (Section 10&4.4 Uniform Building Code). ,.'APPUCANT'S SIGNATURE ,)!4/?44,,& xi?jjt/ DATE Of -f --c'i(, 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@carlsbadca.ciov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On P. 1) ASSOCIATED CIS# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On P. 1) NO CHANGE IN USE / NO CONSTRUCTION MAIL! FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION APPLICANT'S SIGNATURE DATE Permit Type: BLDG-Commercial Application Date: 08/25/2016 Owner: MOORPARK VENTURES LP Work Class: New Issue Date: 06/08/2017 Subdivision: Status: Closed - Finaled Expiration Date: 06/17/2019 Address: 2856 Whiptail Lp Carlsbad, CA IVR Number: 716701 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date BLDG-24 058685.2018 Passed Andy Krogh Complete ROugh/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency Roof drains completed Yes 0512412018 05/24/2018 BLDG-66 Grout 059010-2018 Passed Andy Krogh Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Trash enclosure pending special inspection Yes report 05/3012018 05130/2018 BLDG-34 Rough 059435.2018 Partial Pass Andy Krogh Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency - House meter release Yes 06/11/2018 06/11/2018 BLDG-lI 060573-2018 Passed Andy Krogh Complete Foundation/Ftg/Pier s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Trash enclosures Yes 07/12/2018 0711212018 BLDG-1 1 063814.2018 Passed Andy Krogh Complete FoundationlFtg/Pler s (Reber) Checklist Item BLDG-Building Deficiency - 12/19/2018 12/19/2018 BLDG-Final 079247-2018 Inspection COMMENTS Passed Light pole cassons Yes Failed Andy Krogh Reinspection . Complete 0412512019 0412512019 BLDG-Final Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Corrections left with contractor and are on No back of card BLDG-Plumbing Final No .BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 089924-2019 Passed Andy Krogh Complete Checklist Item COMMENTS Passed BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Page 5 of 5 April 25, 2019 Permit Type: BLDGCommerciaI Application Date: 08/25/2016 Owner: MOORPARK VENTURES LP Work Class: New Issue Date: 06/08/2017 Subdivision: Status: Closed - Finaled Expiration Date: 06/17/2019 Address: 2856 Whiptail Lp Carlsbad, CA IVR Number: 716701 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Trash enclosures Yes. 04/2412018 04!24I2018 BLDG-11 055880.2018 Passed Andy Krogh Complete Foundatlon!Ftg/Pier s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Mezzanine deck pending special inspection Yes report BLDG-24 056039-2018 Partial Pass Andy Krogh Reinspection Incomplete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency Roof drains as noted on card Yes 05/0712018 05107I2018 BLDG-14 056979.2018 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Soffit framing high and low as noted on Yes - plans Checklist Item COMMENTS Passed BLDG-Building Deficiency Soffit framing high and low as noted on Yes plans 0511412018 0511412018 BLDG-14 057886-2018 Passed Andy Krogh Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Soffit framing high and low completed Yes BLDG-17 Interior 057887-2018 Passed Andy Krogh Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency At electrical room exterior Yes 05/1712018 05/17/2018 BLDG-17 Interior . 058314-2018 Failed Andy Krogh Reinspection Complete Lath/Drywall - Checklist Item COMMENTS Passed BLDG-Building Deficiency Densglass missing screws No 05/21/2018 05/21/2018 BLDG-17 Interior 058584-2018 Pased Andy Krogh Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Densglass completed Yes Page 4 of 5 April 25, 2019 Permit Type: BLDG-Commercial Application Date: 08/25/2016 Owner: MOORPARK VENTURES LP Work Class: New Issue Date: 06/08/2017 Subdivision: Status: Closed - Finaled Expiration Date: 06/17/2019 Address: 2856 Whiptail Lp Carlsbad, CA lVR Number: 716701 Scheduled Date Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 1211212017 1211212017 BLDG-10 Tilt 043224-2017 Passed Andy Krogh Complete Panels/Floors BLDG-13 Shear 043108-2017 Partial Pass Andy Krogh Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Wong code.... tilt panels . Yes 0111812018 0111812018 BLDG-Il 046167.2018 Partial Pass Andy Krogh Reinspection Incomplete FoundationlFtglPler S (Rebar) Checklist Item COMMENTS Passed- BLDG-Building Deficiency East side ramp and stair footings Yes 0112912018 0112912018 BLDG-Il 047112-2018 Passed Andy Krogh Complete FoundatlonlFtglPier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Remaining ramp and stair footings with Yes special inspection report 0210212018 02/0212018 BLDG-11 047600.2018 Passed Andy Krogh Complete FoundatlonlFtglPler 5 (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Pour strips Yes 0212012018 02120/2018 BLDG-11 1049228-2018 Passed Andy Krogh Complete Foundation/FtglPler s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Add thicken edge to ramps Yes 02/27/2018 02/2712018 BLDG-11 049982.2018 Passed Andy Krogh Complete FoundationlFtglPier $ (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card Yes 03/16/2018 03116/2018 BLDG-IS 051976-2018 Passed Andy Krogh Complete Roof/ReRoof (Patio) 0412312018 04/23/2018 BLDG-Il 055717-2018 Passed Andy Krogh Complete Foundatlon/Ftg/Pier s (Rebar) Page 3 of 5 April 25, 2019 Permit Type: BLDG-Commercial Application pate: 08/25/2016 Owner: MOORPARK VENTURES LP Work Class: New Issue Date: 06/08/2017 Subdivision: Status: Closed - Finaled Expiration Date: 06/17/2019 Address: 2856 Whiptail Lp Carlsbad, CA IVR Number: 716701 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 08/31/2017 08/31/2017 BLDG-lI 033311-2017 Partial Pass Andy Krogh Reinspection Incomplete FoundationlFtglPler a (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted on card with special Yes inspection 0910112017 0916112017 BLDG-21 033479-2017 Passed Chris Renfro Complete UndergroundlUnderf - loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Inspected 4 sewer main from building to Yes street. Ok to backfill 0910812017 0910812017 BLDG-111 033963-2017 Cancelled Paul Bumette Reinspection Complete FoundationlFtglPler s(Rebar) - Checklist Item COMMENTS - Passed BLDG-Building Deficiency Partial as noted on card with special Yes inspection 10/2312017 1012312017 BLDG-22 038323-2017 Passed Andy Krogh Complete Sewer/Water Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Water from property line to building with Yes tracer wire 11106/2017 11/06/2017 BLDG-13 Shear 039571-2017 Partial Pass Andy Krogh Reinspection incomplete Panels/HD (ok to wrap) Checklist item COMMENTS Passed BLDG-Building Deficiency Wong code.... tilt panels Yes 1111612017 11/16/2017 BLDG-10 Tilt 040722-2017 Partial Pass Andy Krogh Reinspection Incomplete Panels/Floors Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted in special inspection report Yes 11/29/2017 11/29/2017 BLDG-1'1 041721.2017 Partial Pass Andy Krogh Reinspection Incomplete FoundatlonlFtglPler s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted on card with special Yes inspection 12/11/2017 12/11/2017 BLDG-11I 043010-2017 Failed Andy Krogh Relnspection Complete Foundation/Ftg/Pier s(Rebar) April 25, 2019 . . , Page 2 of 5 Permit Type: BLDG-Commercial Application Date: 08/25/2016 Owner: MOORPARK VENTURES LP. Work Class: New Issue Date: 06/08/2017 Subdivision: Status: Closed - Finaled Expiration Date: 06/17/2019 Address: 2856 Whiptail Lp Carlsbad, CA IVR Number: 716701 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 0611212017 0611212017 BLDG-11 025917-2017 Partial Pass Andy Krogh Reinspection Incomplete FoundationlFtglPier s(Rebar) Checklist Item COMMENTS Passed. BLDG-Building Deficiency Interior column figs less 3 places with Yes special inspection 0611612017 0611612017 BLDG-11 026464-2017 Cancelled Andy Krogh Reinspection Complete FoundationlFtglPier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency - . No BLDG-12 Steel/Bond 026465.2017 Cancelled Andy Krogh Reinspection Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No 0612112017 0612112017 BLDG-11 026745-2017 Partial Pass Andy Krogh Reinspection Incomplete FoundatlonlFtglPier $ (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted in special inspection Yes reports BLDG-12 Steel/Bond 026744-2017 Partial Pass Andy Krogh Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted in special inspection Yes reports 0612612017 0612612017 BLDG- 11 027159.2017 Passed Andy Krogh . . Complete FoundationlFtg!Pler • s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted in special inspection Yes reports . 0711312017 0711312017 BLDG-11 028640-2017 Passed Andy Krogh Complete FoundationlFtglPier - s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency. All remaining interior columns and exterior Yes footings except loading dock 0812312017 0812312017 BLDG-22 032543-2017 ,. PartialPass Andy Krogh Reinspection Incomplete SewerlWater Service . • - Checklist Item COMMENTS . Passed BLDG-Building Deficiency Building sewer underslab • Yes Page 1 of 5 April 25, 20119 . • CB163285 2856 WHIPTAIL LP. CITV OF CARLSBAD OAKS NORTH LOT 17 CARLSBAD INSPECTION RECORD " 126020 SF SHELL TILT-UP Building Di'jij COMM IND INDUST Loth. 17 KENNETH D SMITH ARCH (PETRA INSPECTION RECORD CARD WITH APPROVED JORDAN)-- - PLANS MUST BE KEPT ON THE JOB CALL BEFORE MUM FOR NEXT WORK DAY INSPECTION FOR BUILDING INSPECTION CALL: 760602-2725 I OR GO TO-'18050K.CarIsbadca.gpv/gujldin AND CLICK ON Request 'n5FeCtion' I DATE: NO YES Required Prior to Requesting Building Final If Checked YES Date Inspector Mazes PLiflning,'Landscape 760-944-8463 Allow 48 hours 3.(1.24t jsP1 CMS.I (Engineering inspections) 760-38-3891 Call before 2 p - FE-c Prevention 760-602-4660 Allow 48 hours Iq OX !76--LL7,-4!.- L,1, ,. Fr Type of Inspection Type of Inspection #11 FOUNDATION Datemmrnmrm COD ELECTRICAL #31 D ELECTRIC UNDERGROUND . UFER Date 77/7,17 Inspector #12 REINFORCED STEEL #34 ROUGH ELECTRIC #66 MASONRYPRECROUT #33 13 TEMPORARY ,LECTRICSEIWICE 0 GROUT 0 WALLDRAINS #35 PHOTOVOLTAIC #10 TILTPANELS I /J-/i7 i4L. #39 FINAL #11 COLUMN FOOTINGS #11 POUR STRIPS #41 UNDERGROUND DUCTS& PIPING #14 SUBFRAME £ FLOOR 0 CEILING 5Y/ #44 0 DUCT& PLENUM 0 REF. PIPING #15 ROOF SHEATHING A // #43 HEAT-AIR COND. SYSTEMS #13 W. SHEAR PANELS 71 #49 FINAL #16 INSULATION - #81 UNDERGROUND (11,12,21,3.) #18 0=10R LATH #17 INTERIOR LATH & DRYWALL #82 DRYWALL,EXT LATH, CASTES (17,18,23) #51 POOL EXCA/STEEL/BOND/FENCE #83 ROOF SHEATING, EXT SHEAR (13,15) #55 PREPLA$TER/FIHAL #84 FRAME ROUGH COMBO (14,24,34,44) #19 FINAL #85 T-Bar(14,24,34,44) [.. #22 0 SEWER & 8L/CO 0 P Date Inspector #89 FINAL OCCUPANCY (129 39,49) //J15// dIl sate #21 UNDERGROUND EIWASTEDWTR 4g7i Inspector #24 TOP OUr OWASIE OWTR A/S UNDERGROUND VISUAL #27 TUB & SHOWER PAN A/S UNDERGROUND HYDNO yt)/J k(Jtf #23 0 GAS TEST 0 GAS PIPING A/S UNDERGROUND FLUSH Z,9/,V67 74:;:21 #25 WATER HEATER -. . A/S OVERHEAD VISUAL #28 SOLAR WATER ___________ A/S OVERHEAD iIYDROSTA11C • ____________ #29 FINAL A/S FINAL #600 PRE-CONSIRUCT(ON MEETING - F/AROUGHIN ef2t F/A FINAL I I #603 FOLLOW VP INSPECTION ____________ FIXED EXTINGUISHING SYSTEM ROUGH-IN #605 NOTICE TO CLEAN __________ FIXED BITING SYSTEM HYDROSTA71CTEST #601 WRITTEN WARNING FIXED EXTINGUISHING SYSTEM: FINAL #609 NOTTCEOFVIOLATICN MEDICALGASPRESSURETEST #610 VERBAL WARNING MEDICAL GAS FINAL FEY 1M012 SEE BACK FOR SPEQAL. *IOTES CT'jIN c Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying f Carlsbad INSPECTION REPORT PAGE OF 1 JUL 13 2017 CTE JOB NO. PPPflPT Mfl BUILDING DIVISION PROJECT NAME (ftc)1w'J /Ilk'-,Al INSPECTION. ADDRESS /(JJ / :i I't ,,III af t, Lco £ 0 CONCRETE 6 i.\ lot" c I C c 19f REINF. STEEL ARCHITECT kOS Kcic4 0 MASONRY ENGINEER -t ccQ( 0 P.T. CONCRETE CONTRACTOR V'W\ (1 0 FIELD WELDING OTHER 0 SHOP WELDING INSPECTION DATE 27/ i 0 BATCH PLANT PLAN FILE/OTHER 0 EXP. ANCHOR BLDG. PERMIT/OTHER 1 g1 .. 5 0 OTHER MATERIAL IDENTIFICATION CONC. MIX NO. & Ibfin2 GROUT MIX NO. & lb/in2 MORTAR TYPE & Ib1in2 REINF. STEEL GR./SIZE 1 STRUCTURAL STEEL HIGH-STRENGTH BOLT MASONRY BLOCK OTHER MATERIAL SAMPLING D CONCRETE D MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 12 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER I INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS I PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. - '-k..-- ( . ' A.AC\ c- - c- (r- Ni -Gv ~-,Cjk -\c cA Vt 41, -'. -•,-- -\ -\ c\ t )P O(t( ff u-s I >N L K Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME CERTIFICATION NO. ( SIGNATURE' / 1- -- •L.. - 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (780) 746-9806 1 www.cte-inc.net C7 Construction Testing & Engineering, Inc. Inspecion I Testhg I Geotechnical I Environmental & Construdion Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF 1 CTE JOB NO. 10-13583G REPORT NO. PROJECT NAME Carlsbad Oaks Lot 17 INSPECTION MATERIAL IDENTIFICATION ADDRESS 2856 Whiptail Loop J CONCRETE CONC. MIX NO. & lb/in2 3033100 Carlsbad CA lI REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT KIDS 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER R21-1 Engineering 0 P.T. CONCRETE REINF. STEEL GR./SIZE A615 Gr 60 CONTRACTOR Hamann Construction 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 06/26/2017 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CB163265 0 OTHER MATERIAL SAMPLING El CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK o REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Onsite as requested to observe the concrete placement for perimeter footings. Approximately 273 cubic yards of Hanson's mix #3033100 was tailgated into place. Prior to the placement of concrete today all reinforcing steel was verified, exposure clearances were verified during the placement of concrete. All footings were saturated prior to placement. A mechanical vibrator was used to consolidate concrete around reinforcing steel and into the corners of footings. No concrete exceeded 90 deg for 90 minutes of age prior to placement. I obtained 3 samples during today's placement to perform temperature, slump tests and to cast 3 sets of 5 4°x8" cylinders for compressive strength testing. Concrete placement was found in conformance with approved contract documents. Footings placed today were between gridlines 1 through 9 and B through L. Additional reinforcing steel inspection items verified today: Footings for the following panels 41, 57, 58 and 59. Curb reinforcing steel was installed and verified per 7/S3.0 at line 9 for panel 14, also along lines E & D. Holddowns were verified for panels 64 and 59. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Gregory Prout CERTIFICATION NO. ICC # 5284166, SD # 1050 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Envimnmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. REPORT NO. Lg cALc dC1W4 PROJECT NAME PRu. LcT 1 INSPECTION MATERIAL IDENTIFICATION ADDRESS Lit-,1-1 I-viA W fAit- Lc P . CONCRETE CONC. MIX NO. & lb/in2 G(OO t2a. £.Nit L -s -F&A V> REINF. STEEL ' GROUT MIX NO. & lb/in2 ARCHITECT 1t t A'SC.l AT%-'S 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER '2t4 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR H1N4Aai a,'.L11W 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE i 7 ! tl 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER - BLDG. PERMIT/OTHER 0 OTHER MATERIAL SAMPLING IJ. CONCRETE 0 MORTAR 0 GROUT D FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL El BOLTS D OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS I PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. C,- 4S T -it,A /q4c dT1r/J ,c ('rr T12 3 vu J1 tU..Jl (AL Vt?4Av1Z.-. 4 €cr - iñ: iL (i Si t 1Ltev 5& .4P— te-Ve, Th4.4D Pf. 4ie4T T4' i"" LA.-n PLAc-&tr rL) ¶.wL$ - IIT$L Fc.tTz 6in Tiiit i,...t it itt1L. 4$t, r41.rE.S. JTflAt11,IL 2E$. VVA1LL ts2. ç4j .iur --_- •:- -1r .. ;r -,ii'r .4r, Vi.arI iJf.i I-.. ,-v1.J !i11 1 ..i ' -4 T1.A i.l LA i it sz-1--t &iI... L .L L4 Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. - I PRINTED NAME ______________ 4,15/c CERTIFICATION NO. SIGNATURE rp- -- 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net C?;E Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF I CTE JOB NO. #10-13583G REPORT NO. In: 7am /Out: 9am PROJECT NAME Carlsbad Oaks Lot 17 INSPECTION MATERIAL IDENTIFICATION ADDRESS 2856 Whiptail Loop 0 CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT Kenneth D. Smith & Ass. 0 MASONRY MORTAR TYPE & Win ENGINEER Robert C. Hendershot 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR Hamann Co. 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 8/31/17 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CB163285 0 OTHER MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK C3 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. On site as requested to perform inspection services for reinforcement install. Rebar was #3 @ 18" O.C. and qwas installed for S.O.G grid lines 6 thru 12 between A & L. Verified matl., location and spacing. Rebar was installed per the specifications and details of the approved structural dwg. LI . •- • .- -,••- I Certification of Compliance: All work, unless otherwise nok4i/'op1iibs with applicable codes and the approved plans and specifications. PRINTED NAME marco L.OrOfla j V-j'- CERTIFICATION NO. #8388676 ICC SIGNATURE Construction Testing & Engineering, Inc. Inspection 1 Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying GRADING OBSERVATION Job Name: Carlsbad Oaks North, Lot 17 Job Number: 1013583G Job Address: Lot 17, Whiptail Loop, Carlsbad, Ca. Date (s): 8-12-17 Plan File: Permit # Tech: Tony Scott Gen Contractor: Hamann Contr. Wkg.: Superintendent: Jake ,.Foreman Weather Condition: Sunny Summary of Work: Onsite, as requested to observe and test backfill of storm drain trenches running through middle of proposed slab area. Material was moisture conditioned with a water truckand compacted in approximately equal lifts via mini-ex with sheep's foot wheel attachment and with RTR by a large loader with full bucket. Random Density test results indicate required compaction has been achieved. TEST SUMMARY - Test No. LOCATION AND NOTES Elev. Feet Lab Maximum Density (PCF) Optimum Moisture Field Density (PCF) Field Moist Content % Compaction Relative Compact! Required Storm drain ° 130.1 8.1 126.7 10.2 97.4 90.0 2 Storm drain SIG 130.1 8.1 124.1 9.7 95.4 90.0 Storm drain SIG 130.1 8.1 125.0 9.3 96.1 90.0 Storm drain SG 130.1 8.1 128.3 10.0 98.6 90.0 Storm drain SG 130.1 8.1 127.6 9.8 98.1 90.0 Storm drain SG 130.1 8.1 125.2 9.5 96.2 90.0 * PLEASE NOTE ANY RE-INSPECTION/TESTING 1441 MONTIEL ROAD, SUITE I I5ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF1 CTE JOB NO. 10-13583 REPORT NO. PROJECT NAME Lot 17 Carlsbad Oaks North ADDRESS Whiptail Loop Carlsbad, CA ARCHITECT KIDS Archtect ENGINEER R2H Engineering CONTRACTOR Hamsun Construction Inc. OTHER INSPECTION DATE 07/17/17 PLAN FILE/OTHER BLDG. PERMIT/OTHER CB163285 INSPECTION MATERIAL IDENTIFICATION I CONCRETE CONC. MIX NO. & lb/in2 3033100/3000psi o REINF. STEEL GROUT MIX NO. & lb/in2 o MASONRY MORTAR TYPE & Ibfin2 o P.T. CONCRETE REINF. STEEL GR./SIZE o FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK o EXP. ANCHOR OTHER 0 OTHER MATERIAL SAMPLING 21 CONCRETE E MORTAR 0 GROUT EJ FIREPROOFING EJ MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Observation of concrete placement at Footings F-go footings (9) total Grids 10.5/H.5, 10.4/J.2, 10.3/K, 8.9/K.4, 8.8/L, 5.5/L, 3.3/K, 1.5/J F-60 footings (4) total Grids G/3,5,7,9 Concrete placed into clean footings through truck chute and mechanically vibrated to consolidate. Sampled concrete at 7:32am, load 2, ticket #705531 4" stump, concrete temp 80F, Ambient temp 65*F (5) 4x8 test cylinders made 4hrs Hnnn concrete nlant 214 I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Nicholas Narbeth . . CERTIFICATION NO. 5220351 ICC SIGNATUR!,4 'I 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net Engineering, Inc. CONSTRUCTION OBSERVATION REPORT Date: I) / 0 7J -?..19 '. Time: ; 3o. AM Project Name: 1.07 . . Project No.; Location: CAOzism o . ..:• . -. Purpose: 0 eserc\ler PAr4 -5 pFoj P ,k. '•' . Photos Taken: 0 Yes ,No The following was noted: - rGv1p- ¶45 ) ç 1 ve(i- . It'T FACE PER J9/c3. \&.s'f&CtJ p lb acct Q - o/lfitro.rr e05 'i.-e(nO.J-!rqi%,JTM_ I3ip }.JIJCPSoP ppMtt.ç ICJ - ePQ eMc (EU To occvIt 3to*w 3)ct. Fce (ti. aA(?c — ex-ri iiec " w: ,!ourTo(1 oF orewIi( 'Pact 1/JLJ . Observation performed by: _ s'r'• - - ga gi1t,,B 16466 Bemardo Center Drive, Suite 279 Las Vegas, NV San Diego, CA 92128 - Salt Lake City, UT 858.673.8416 tel CI1a.tr Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE \ OF CTE JOB NO. REPORT NO. PROJECT NAME INSPECTION MATERIAL IDENTIFICATION ADDRESS ' k(\ \ \.(' 0 CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in' ARCHITECT 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER a 1A 0 P.T. CONCRETE REINF. STEEL GR./SIZE- CONTRACTOR y'.(t v 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE • — 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER 0 OTHER MATERIAL SAMPLING O CONCRETE 0 MORTAR El GROUT 0 FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL 0 STRUCTURAL STEEL U BOLTS D OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. ('/ip(kpc-I 1i(t/f(t4,6 e rPf11(C(r)C4 c?t1 llii(! •)iEC(. I 4, '1'rk Th . O SP S tc\ S'?1 ( D\C(\ - X IS'. C (- t't-c' Oi\v\c\ \ ('-e Sccc A\'c - U —J-- CLU-' -\\ \)Q(% Y\ -c'cA — \"w'cA -• (- A@ (c.O 'cecc\ 'Q cA\c4or\ V- 0" ((• Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME 'yw-\ --\j CERTIFICATION NO. r(\ c( SIGNA 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9800 I www.cte-inc.net Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF \ CTE JOB NO. tO. 57 REPORT NO. PROJECT NAME fT il ) ADDRESS k\r 1 fC\ OA ARCHITECT K ) ENGINEER CONTRACTOR OTHER - INSPECTION DATE PLAN FILE/OTHER INSPECTION MATERIAL IDENTIFICATION CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & Win MASONRY MORTAR TYPE & lb/in2 P.T. CONCRETE REINF. STEEL GR./SIZE -At V5 hut, ('\ FIELD WELDING STRUCTURAL STEEL . SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER C' 0 OTHER MATERIAL SAMPLING 0 CONCRETE 0 MORTAR GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER I INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS I PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. ç 'c2t(\4fliC Jç-ç\ cccr, cv\.f-& '-'t\ vrc-r\ rrct*pr\ GI.CPO - vF\ c-\ 5-\ irASck('/ •.\\,çs (—r'y çç( c'L (X(y( Ø2 O(g \ f'•i I - Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME )ç' (-7 CERTIFICATION NO. : iZ)C k( c SIGNATURE ,-iY k..\. \_ ..__--- 1441 Montiel Road, Suite 115 1 Escondldo, CA 92026 I Ph(760)746-4955 I -Fax(760)746-9806 I www.cte-inc.net Construction. Testing & Engineering, Inc. Iñspeition I Testing I Gedtechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. i- 3. t:T\ REPORT NO. PROJECT NAME Je( LrA 17 INSPECTION MATERIAL IDENTIFICATION ADDRESS cCe &u .-4c Lo f R. 0 CONCRETE CONC. MIX NO. & lb/in2 ) I REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER H 0 P.T. CONCRETE REINF. STEEL GR./SIZE A(ri 4 7C CONTRACTOR FIELD . (a 0 FIELD WELDING STRUCTURAL STEEL & Ir 0 OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE / 0 BATCH PLANT I , MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER (' /(c3 .2 PC 0 OTHER MATERIAL SAMPLING .... El CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOC O REINFORCING STEEL 0 STRUCTURAL STEEL U BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. t,er±rr( c.ir( vovc( ..-(C o, J C c+ce' I 1r,4itj 0• I 11 City of Carlsbad NOV 16Ui1 UUILDING DIVISION : Certification of Compliance: All work, unless otherwise noted, compiles with applicable codes and the approved plans and specifications. I lDIlItr NAME RA • ( PRINTED LJ I'11IVI CERTIFICATION NO.—,L SIGNATURE 1441 Montiel Road, Suite 115 I Escondido, CA 92026 I Ph (760) 7464955 I Fax (760) 746-9806 1 www.cte-inc.net 10~ C Tr SOUTH INSPECTION REPORT Page 1 of 1 Job No. 10-13583G Report No. PROJECT NAME Carlsbad Oaks North Business Park, Lot 17 ADDRESS 2856 Whiptail Loop Carlsbad, CA 92010 ARCHITECT ENGINEER CONTRACTOR Hamann Construction OTHER INSPECTION DATE Wednesday, April 11, 2018 PLAN FILE/OTHER BLDG. PERMIT/OTHER INSPECTION MATERIAL INDENTIFICATION O CONCRETE CONC. MIX NO. & lb/in' o REINF. STEEL GROUT MIX NO. & lb/in2 o MASONRY MORTOR TYPE & lb/in" o P.T. CONCRETE REINF. STEEL GRJSIZE J FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK O EXP. ANCHOR OTHER o OTHER MATERIAL SAMPLING D CONCRETE [J GROUT 0 REINFORCING STEEL 0 FIREPROOFING U OTHER 0 MORTAR 0 BOLTS 0 STRUCIRUAL STEEL (J MASONRY BLOCK U OTHER INSPECTION PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES Arrived at 2856 Whiptail Loop, Carlsbad CA for welding inspection. Reviewed plans and Specifications, verified welders cert., WPS, welding parameter (Volts and Amps). Welder:Christopher Saldivar, Tony Chicazola, Brandon Devey performed with AWS A5.20, E71T-8 NR232. nh ,',,iinn nn t1hp fn11nu,no Items observed Gridline Qty Details/Drawings Status/Remarks Welding of joists to beam 1/4"weld x 2" Line H, K 1 16/S3.4, 13C/S3.4 Work in Progress Welding of horizontal joist stabilizer Line H-K I 18/S3.5 Work in Progress Welding of joist stabilizer to beam Line H, K 1 16/S3.4 Work in Progress End of Report. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specification PRINT NAME Hieu Nguyen SIGNATURE CERTIFICATION NO. ICC#8719355 TIME IN 7:00 TIME OUT 3:00 PM 14442 Meridian Parkway, Suite A I Riverside, CA 92518 I Ph (951) 571-4081 I Fax (951) 571-4188 I www.cte-inc.net Inspection I Testing I Geotechnical I Environmental I Construction Engineering I Civil Engineering I Surveying (;,TE S6UI-H' '1111z_'~_~Z.~;i_ INSPECTION REPORT Page 1 of Job No. 10-13583G Report No. PROJECT NAME Carlsbad Oaks North Business Park, Lot 17 ADDRESS 2856 Whiptail Loop Carlsbad, CA 92010 ARCHITECT ENGINEER CONTRACTOR Hamann Construction OTHER INSPECTION DATE Friday, April 13, 2018 PLAN FILE/OTHER BLDG. PERMIT/OTHER INSPECTION MATERIAL INDENTIFICATION O CONCRETE CONC. MIX NO. & Ib1in2 O REINF. STEEL GROUT MIX NO. & lb/in2 O MASONRY MORTOR TYPE & lb/in2 O P.T. CONCRETE REINF. STEEL GR./SIZE [} FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT O BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER O OTHER MATERIAL SAMPLING O CONCRETE [J GROUT REINFORCING STEEL 0 FIREPROOFING I I OTHER O MORTAR J BOLTS J STRUCTRUAL STEEL 0 MASONRY BLOCK I I OTHER INSPECTION PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES Arrived at 2856 Whiptail Loop, Carlsbad CA for welding inspection. Reviewed plans and Specifications, verified welders cert., WPS, welding parameter (Volts and Amps). Welder:Christopher Saldivar, Tony Chicazola, Brandon Devey performed with AWS A5.20, El 1T-8 NR232. Dnrl'nrn,aA c,nq,l nkranrntinn nn din fn1Innging, Items observed Gridline Qty Details/Drawings Status/Remarks Welding of metal decking to typical support between joists 2 rows 12" 0/C Line 0 1 11A/S3.5 Work in Progress Welding of metal decking to joists 12" 0/C Line 7-8 1 I8/S3.5 Work in Progress End of Report. PRINT NAME Hieu Nguyen SIGNATURE CERTIFICATION NO. ICC#87 19355 TIME IN 7:00 AM TIME OUT 3:00 PM 14442 Meridian Parkway, Suite A I Riverside, CA 92518 I Ph (951) 571-4081 I Fax (951) 571-4188 I www.cte-inc.net Inspection J Testing I Geotechnical I Environmental I Construction Engineering I Civil Engineering I Surveying CTE soUTH INSPECTION REPORT Page 1 of 1 Job No. 10-13583G Report No. PROJECT NAME Carlsbad Oaks North Business Park, Lot 17 INSPECTION MATERIAL INDENTIFICATION ADDRESS 2856 Whiptail Loop 0 CONCRETE CONC. MIX NO. & 1b1in2 Carlsbad, CA 92010 0 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT 0 MASONRY MORTOR TYPE & lb/in2 ENGINEER 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR Hamann Construction ] FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE Tuesday, April 17, 2018 El BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER 0 OTHER MATERIAL SAMPLING [J CONCRETE [J GROUT 0 REINFORCING STEEL 0 FIREPROOFING U OTHER o MORTAR 0 BOLTS 0 STRUCTRIJAL STEEL [] MASONRY BLOCK U OTHER INSPECTION PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES Arrived at 2856 Whiptail Loop, Carlsbad CA for welding inspection. Reviewed plans and Specifications, verified welders cert., WPS, welding parameter (Volts and Amps). Welder:Christopher Saldivar, Tony Chicazola, Brandon Devey performed with AWS A5.20, E7 IT-8 NR232. *,ic,.nl nheruntfrmn nn thp fn1lnwino Items observed Gridline Qty Details/Drawings Status/Remarks Welding of metal decking to typical support Line O 1 11 A/S3.5 Work Completed. WOK between joists 2 rows 12" 0/C Line K Welding of metal decking to joists 12" 0/C Line K Line H, Line 0,181S3.5 Work Completed. WOK Cut deck and weld decking to girder 2 rows of Line K 1 1/S3.5 Work Completed. WOK puddle weld @ 18" 0/C stagg End of Report. ICertificatbOn of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specification PRINT NAME Hieu Nguyen SIGNATURE AI( 1:00 AM CERTIFICATION NO. ICC#87 19355 TIME IN 7:00 M 14442 Meridian Parkway, Suite A I Riverside, CA 92518 I Ph (951) 571-4081 I Fax (951) 571-4188 I www.cte-inc.net Inspection I Testing I Geotechnical f Environmental I Construction Engineering I Civil Engineering I Surveying CTf SOU'TH INSPECTION REPORT Page 1 of 1 Job No. 10-135830 Report No. PROJECT NAME Carlsbad Oaks North Business Park, Lot 17 INSPECTION MATERIAL INDENTIFICATION ADDRESS 2856 Whiptail Loop 0 CONCRETE CONC. MIX NO. & Ibuin2 Carlsbad, CA 92010 0 REINF. STEEL GROUT MIX NO. & IbTin2 ARCHITECT 0 MASONRY MORTOR TYPE & lbfin2 ENGINEER 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR Hamann Construction [] FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE Monday, April 16, 2018 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER 0 OTHER MATERIAL SAMPLING CONCRETE 0 GROUT 0 REINFORCING STEEL 0 FIREPROOFING U OTHER MORTAR 0 BOLTS 0 STRUCTRUAL STEEL 0 MASONRY BLOCK U OTHER INSPECTION PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES Arrived at 2856 Whiptail Loop, Carlsbad CA for welding inspection. Reviewed plans and Specifications, verified welders cert., WPS, welding parameter (Volts and Amps). Welder:Christopher Saldivar, Tony Chicazola, Brandon Devey performed with AWS A5.20, E7 1T-8 NR232. PerfnrmetI vicitni oheervation on the fnl1owino Items observed Gridline Qty Details/Drawings Status/Remarks Welding of metal decking to typical support Line O 1 11 A/S3.5 Work in Progress between joists 2 rows 12" 0/C Line K Welding of metal decking to joists 12" 0/C Line H, Line 0, Line IC 18/S3.5 Work in Progress Cut deck and weld decking to girder 2 rows of Line K 1 1/S3.5 Work in Progress puddle weld @ 18" 0/C stagg __________________ End of Report. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specificationi PRINT NAME Hieu Nguyen SIGNATURE CERTIFICATION NO. ICC#8719355 TIME IN 7:00 AM TIME OUT 3:00 PM 14442 Meridian Parkway, Suite A I Riverside, CA 92518 I Ph (951) 571-4081 I Fax (951) 571-4188 I www.cte-inc.net Inspection I Testing I Geotechnical I Environmental I Construction Engineering I Civil Engineering I Surveying - CT:E 1 c'Construction Testing & Engineering, inc. Inspection I Testing I Geotectinical I Environme'ntal & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. to-i3c85G. REPORT NO. PROJECT NAME €4L5I4C cAkS Aie,o.r/' INSPECTION MATERIAL IDENTIFICATION ADDRESS J,vc5 jPA ag 46r i 0 CONCRETE CONC. MIX NO.& lb/in2 2R5 6Qv,pr41 LsP eA19654A0 E1 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT 0 MASONRY MORTAR TYPE & Win ENGINEER 0 P.T. CONCRETE REINF. STEEL GR./SIZE Ar/c CONTRACTOR *4 ,4.4c/, 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER 0 OTHER MATERIAL SAMPLING O CONCRETE 0 MORTAR fl GROUT 0 FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. eii 'S,'rA To M/SF T 7-9/4 vi,!Zc: FA/. 5 w 1Ws.L radsw tarc5O 5 T-T PsL OA—rAll-s ACI./ a iA/A fl2- Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME CERTIFICATION NO. -5#20 41&t SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.nét GRADING OBSERVATION Job Name: Carlsbad Oaks North Lot 17 Job Number: 10-13583G Job Address: Lot 17, Whiptail Loop, Carlsbad, Ca. Date (s): 4-18-18 Plan File: Permit # Tech: Tony Scott Gen Contractor: Contr. Wkg.: Superintendent: Jake Foreman Weather Condition: Sunny Summary of Work: Onsite, as requested to check bottom of footings for 5 trash enclosures and a gravity w footings were dug into the native pad material. Footing are cut to site spec dimension and have been probe found to of very tight, competent compaction, suitable for construction. TEST SUMMARY I Test I Elev. Lab Maximum Optimum % I Field Density (PCF) Field Moist No. I LOCATION AND NOTES Feet Density (PCF) Moisture I Content % Coir * PLEASE NOTE ANY RE-lNSPECTlONITESTING GRADING OBSERVATION Job Name: Carlsbad Oaks North Lot 17 Job Number: 10-13583G Job Address: Lot 17, Whiptail Loop, Carlsbad, Ca. Date (s): 4-4-18 Plan File: Permit # Tech: Tony Scott Gen Contractor: Contr. Wkg.: Superintendent: Jake Foreman Weather Condition: Sunny Summary of Work: Onsite, as requested to test compaction of subgrade for the front drive area. Compactioi not observed by me as work was completed before my arrival. Density test results indicate required compat been achieved. TEST SUMMARY Test No. LOCATION AND NOTES Elev. Feet Lab Maximum Density (PCF) Optimum % Moisture Field Density (PCF) Field Moist Content % Corr Front Drive Area SG 130.1 8.1 126.2 9.0 9 2 Front Drive Area SG 130.1 8.1 127.0 9.3 9 Front Drive Area SIG 130.1 8.1 128.3 9.3 9 Front Drive Area SG 130.1 8.1 128.0 9.5 9 Front Drive Area SIG 130.1 8.1 127.6 9.2 9 Front Drive Area SG 1 130.1 8.1 129.0 9.4 9 Front Drive Area SG 130.1 8.1 128.6 9.5 9 = Front Drive Area SG 130.1 8.1 127.1 9.5 9 * PLEASE NOTE ANY RE-INSPECTION/TESTING PROJECT NAME Carlsbad Oaks North Business Park, Lot 17 ADDRESS 2856 Whiptail Loop Carlsbad, CA 92010 ARCHITECT ENGINEER CONTRACTOR Hamann Construction OTHER - INSPECTION DATE Tuesday, April 10, 2018 J PLAN FILE/OTHER___________________________ BLDG. PERMIT/OTHER________________________ Page C Tr S~6u i-i INSPECTION REPORT Job No. Report No. 1 of 1 10-13583G INSPECTION MATERIAL INDENTIFICATION O CONCRETE CONC. MIX NO. & Ib!un2 o REINF. STEEL GROUT MIX NO. & Ibfun2 O MASONRY MORTOR TYPE & Ibfin2 O P.T. CONCRETE REINF. STEEL GR./SIZE J FIELD WELDING STRUCTURAL STEEL O SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK O EXP. ANCHOR OTHER OTHER MATERIAL SAMPLING O CONCRETE (1 GROUT 0 REINFORCING STEEL 0 FIREPROOFING IJ OTHER O MORTAR J BOLTS [J STRUCTRUAL STEEL [D MASONRY BLOCK 0 OTHER F INSPECTION PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES Arrived at 2856 Whiptail Loop, Carlsbad CA for welding inspection. Reviewed plans and Specifications, verified *welders cert., WPS, welding parameter (Volts and Amps). Welder:Christopher Saldivar, ROP welder no. 72950, performed with AWS A5.20, E71T-8 NR232. uicllql nh r,,,finn tm the frd1ruzinr Items observed ( Gridline Qty Details/Drawings Status/Remarks Welding of side plates to column for beam supports. 8/K 1 20/S3.5 Work in Progress End of Report. 14442 Meridian Parkway, Suite A I Riverside, CA 92518 f Ph (951) 571-4081 I Fax (951) 571-4188 J www.cte-inc.net Inspection I Testing I Gèotechnical I Environmental I Construction Engineering I Civil Engineering I Surveying Ao~ CT W Nllllizi~~~ Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. /2 1 & REPORT NO. PROJECT NAME (isrJ.c1) I1c ,ILJ..L INSPECTION MATERIAL IDENTIFICATION ADDRESS 2R5i LJI O4L.i j L.xu2 CONCRETE CONC. MIX NO. & Win c A 0 REINF. STEEL GROUT MIX NO. & lb/in2 , ARCHITECT 0 MASONRY MORTAR TYPE & Win ENGINEER 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR ii 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE /,—.21/--J' 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER 0 OTHER MATERIAL SAMPLING 1JJ CONCRETE 0 MORTAR fl GROUT fl FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. _ ,•__r II,)vl ./J4,,j,'. _$ c4-, Certification of Compliance: All work, unless otherwise noted, complies wlth_ppIicable codeS and the approved plans and specifications. PRINTED NAME JJtAY. SQ ,, 7 , I CERTIFICATION NO. —7 -V I .. SIGNATURE '- F 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-996 f www.cte-inc.net I . Engineering, Inc. CONSTRUCTION OBSERVATION REPORT Date: 1-4 / - i//i g Time: 1 4ti Project Name: L 0T /q Project No.: 1CC Location: LiO / Purpose: OS€RvE _W(WI\wFo(cE Po'f. Photos Taken: 0 Yes 0 No The following was noted: 'ø 4tGS- INSTALL iv'j', Ooi'tL @ sft,cr( .LOJ Tu 6E ALTefCNf1E0 AC tl Tf' CHO A GF &7Ucr f es Observation performed by: 'P'Y_c1 16466 Bernardo Center Drive, Suite 279 Las Vegas, NV San Diego, CA 92128 Salt Lake City, UT 858.673.8416 tel o~ CIO,INC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Enviroflmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF / CTE JOB NO. REPORT NO. PRóxoo- JECTNME4,4/ ,v. Pit, ADDRESS (Aids LAd ARCHITECT ti L. • ENGINEER 1z# -. CONTRACTOR c. OTHER INSPECTION DATE //-2.. 26 /7 - PLAN FILE/OTHER BLDG. PERMIT/OTHER INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & Win o REINF. STEEL GROUT MIX NO. & Win o MASONRY MORTAR TYPE & lb/in2 o P.T. CONCRETE REINF. STEEL GR./SIZE o FIELD WELDING e'/io.ZcJ 4e 14 SJRU1iJJ.. STEEL /1 ir o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK o EXP. ANCHOR OTHER o OTHER MATERIAL SAMPLING 0 CONCRETE 0 MORTAR El GROUT El FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL El STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME CERTIFICATION NO. /Z,,- ,&flq' SIGNATURE ri 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.nét CTELV,~ Construction Testing & Engiheenng, Inc : \, Inspection I Testing I Geotechnical Environmental & Construcbon Engineering I Civil Engineering I Surveying INSPECTION 'REPORT PAGE OF CTE JOB NO. /0-1— REPORT NO. PROJECT NAME INSPECTION MATERIAL IDENTIFICATION ADDRESS LG4 (7 . 0 CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & Win ARCHITECT kr .i 1- L.. 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER •• P.-- 'r4 - . . 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR k •. 0 FIELD WELDING STRUCTURAL STEEL - OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE L) / ).-.I i 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER . 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER ( VI — I 3 8 0 OTHER MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING D MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. 2t ,ç-4-,rt 4( oet z-ie.i c1t ,1'4'c '... $r 'Dcii4c( S .6, t.'- j aac( si ez ,-6e4#,L_ u-'c-VC- rrrc.J e4c.4 r I, 11-7 aL-Id ^,J1 Lr-j I - ----------- Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME 192'.'1Pc CERTIFICATION NO j - - - : SIGNATURE7A P1 -f •... (7 1441 Montiel Road, Suite 115 Escondido, CA 92026 I -Ph 760) 746-4955 1 Fax76O) 746-9806 I www.cte-inc.net CI E S~4~ iIN(o Construction Testing & Engineering, Inc. Inspection I Testing I Geotethnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF CTE JOB NO. 10-13583G REPORT NO. INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & lb/162 REINF. STEEL GROUT MIX NO. & lb/in? o MASONRY MORTAR TYPE& lb/in2 o P.T. CONCRETE REINF. STEEL GR./SIZE Grade 860 o FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK o I-' EXP. ANCHOR OTHER PROJECT NAME Lot 17 Whiptaip loo ADDRESS Lot 17 Whiptail loop Carlsbad Co. ARCHITECT Kennith D Smith ENGINEER R21-1 Engineering CONTRACTOR Hamann OTHER INSPECTION DATE 12-11-17 PLAN FILEIOTHER BLDG. PERMIT/OTHER CB-163285 CONCRETE 0 MORTAR Li OTHER MATERIAL SAMPLING GROUT 0 FIREPROOFING 0 MASONRY BLOCK REINFORCING STEEL U STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Weather cloudy 60's to 70's! Observed placement of reinforcing as per plans and specifications at panels SO through S9,1-3 through LII, T1,49,60 through 76, and 84! Details used general reinforcing notes and typical details.52.3 through S2.6! Reviewed list of discrepancy's observation report R2H four pages dated 12-6-I, all issues on report resolved! in observation report panel 65 detail per plans at imbed 53.6 #4 not S3.1 #9,panel 65 already poured!! panels 50,51.54.55 need bars with 90 bend sides of panels not on site to be placed before concrete placement 8hrs I Certification of Compliance: All work, unless otherwIse noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Mike Kingery CERTIFICATION NO. ICC 5258871 SIGNATURE 1441 Mantel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net —I - -' 2- Engineering Inc. Ls( or;'1 lzI'I. l[sJ [sJ :j ;JI:i I r.JIREPORT Date: Time: Project Name:_____________________ Project No.:_____________________ Location: Purpose: Photos Taken: 0 Yes 0 No The f IIowng was noted: - ,(I..r1'4.L (taF ~e-trJ, £ SIIQO t?A(15 --- ('J1fLL/(?.6 - . Foawoaic t- ,ij1t'1P' L4 t(Jr/LL (?,aut /7 JAt1 f5 fA(tJ 9I( -. rGvIo - C (z) poC e& If 3. 0 (Z. EOL' 0 0 ( Vyty o -Y)j( V 'Z T I36 t €.- Ci) (rs'JT4i.L rI3e0 ' PE(t IJI.A 5 I("JtL &1,'9 ftlt /C -4 LI — C6e:L E9 PL-i'1 (_601/,r-' I'r ofl e(CofOE . 'M '/ç3lf eA <J CAOO i * Hbart Are Wfrtpov'. C t4t0 -foc)ceT (, -PL AJT/C. 0/4j ) £... — \,Je'-o oc -r & (i r.in: - rv-7q(..c L.00,4 of) CM — 0t/0 iiceo e ef, 5 c it A Observation performed by: 16466 Bernardo Center Drive, Suite 279 Las Vegas, NV San Diego, CA 92128 Salt Lake City, UT 858.673.8416 tel Engineering, Inc. CONSTRUCTION OBSERVATION REPORT Date: Time:__________________________ Project Name: Project No.:_____________________ Location: Purpose: Photos Taken: 0 Yes 0 No The following was noted: foO -r(ef (..T W / 1br F4 C' 1Q 1$3.i (tI(ij7 t-P'O OF f — '(CotlP I-qf ;S.°'t-.. lr$74'L.L L.. I t/çI It e'o F Pjv .. 9A3 SIfhl)L AV, F6 Cor/('€C7/oJ Ire (-A'(- klcSJL- M1I .P,IJ /S3.1 - 'st'L. 1") (. CIE — INJIAL,j (76 a- rrt 1 Do'd( \;g fr4'J1LL ,C'o(Cit- ect(t C? 1 c-f2L.c. £rc' _ L ct— ' \rrCr1(4L C41(L 0 et'. o01 SLC- vJ '4E(i (v) gA(ti A(E 6r -T' C7_ —fle bqtoo H A J(( PW FNZ 914, Cz F1r'1J Ir4f74L(,fr1, -sI)r S4r( f& -.34_ (1I5$W .5'r1p Observation performed by: 16466 Bernardo Center Drive, Suite 279 Las Vegas, NV San Diego, CA 92128 Salt Lake City, UT 858.673.8416 tel Engineering, inc, CONSTRUCTION OBSERVATION REPORT Date: Time:__________________________ Project Name: Project No.:_____________________ Location: Purpose: Photos Taken: 0 Yes 0 No The following was noted: - - / $3 SCut CH(Jao f'oCI('t V P'-'c SS- Ft'ii m --' (ilel4 'ci 13 -you fAt A- ,qol) &,(?J' (ifJi'C veai tlj4147 S(Oe 0 r p' lws -tz.c. 4M'j p 'f/sic @ 'rop Or, M" L.epekVsW \r] EL LO +C cS(t "l /-io)c. To (('it3o P1-t)y (NSLL CortC. Pe(t,. 15Y. ",114174LL S LA poi C-S — SOf.E j41Lo"r' p6cjce1.' ' P1, AC- - fIAIL . \NQOO 5r(P Tu lrae F0t'Zi4IJ0iUc r6 ACW( ("EL.. -ri-i IC/cwCr e(1v 10 - /-h 9J - e'i 141fj . Observation performed by: 16466 Bernardo Center Drive, Suite 279 Las Vegas, NV Diego, CA 92128 Salt Lake City, UT 858.673.8416 tel Engineering, Inc. CONSTRUCTION OBSERVATION REPORT 1l Date: ir Time: g'; 3c 1qj1 Project Name:L O T 1 . - . Project No.: e31 Location: Purpose: G çsrtv Pc) 1,.r 66?o(?E. Photos Taken: 0 Yes 0 No The following was noted: 46—IN5rLLL P&!?-/c3ff errcNc0 !P' P7'L.. I1/c3; - "1 Ho1r ThLM86o PLE PEf- rA;L Vr31c fU7('flt1 - lr'Sr,Lt. 3 .S -ti ggvpj Ferc °l All. ç . 1-iry L OriWi-c_tv -ø, er ' 61 p14t _b€1L Z,roe _f c< 'L i— 9(101° ,q.1G 1;o4(;(t (ivTh ('IY9L. Cu1?'(1?t'7tY c-1-ichfrJç jf' ,(ce0 S tilt.1 Eti(t' 4'5t-. 157 C 1-1.0 (rjcji _10tP rc.eo4c rL.rr;i -tee .. €? NC'lli 70 p, (14 1 Wl M v r^ P)JTC PC-& 'in.! Cj4ocp ;cft5'f c (OM&r(T •p ig/j ç3- r4 s-rLt. 2.-4 •JQ It•'J rocIcT ''T_J'O ((f-r1L t41'C /'L oc)C6'f @-LET su;'c 54..# 97- MW ADD HOolL e EN01 oF Hoalt Oar 7o49 Pea SI — 6 a (co1 P40LJ Ot5vç' Observation performed by: IP' (V)l 5 1P5 r, M / , L 9... , c CL .. L 16466 Bernardo Center Drive, Suite 279 San Diego, CA92128 .; 858.673.8416 tel Las Vegas, NV Salt Lake City. UT / CTEINC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE / OF / CTE JOB NO. /67-is.c&3 REPORT NO. PROJECT NAME INSPECTION MATERIAL IDENTIFICATION ADDRESS .2 £15(' /L,4;1, 7*,/ 0 CONCRETE CONC. MIX NO. & Win REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT /. 5,t , 0 MASONRY MORTAR TYPE & Win ENGINEER iC N ',v,'.ete' " 0 P.T. CONCRETE REINF. STEEL GR./SIZE b c) CONTRACTOR Á/ñìì, ñ.7.9 /cc?. )r?L 4 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE I-I 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER 11 4?/i8' BLDG. PERMIT/OTHER R 2 5- 0 OTHER MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT El FIREPROOFING O MASONRY BLOCK O REINFORCING STEEL U STRUCTURAL STEEL U BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. 4/f#2 41,/S $ ói$Vjt/Aç/. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. - I PRINTED NAME A CERTIFICATION NO. /z kc29s' A Qi SIGNATURi,'//~i 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net C mrEj,,.-. Construction Testing & Engineering, Inc. - Inspection ( Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. /0— i3 SE. REPORT NO. PROJECT NAME c,((( Qg ks £4 /7 ADDRESS L s. L. INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & Win o REINF. STEEL GROUT MIX NO. & lb/in2 0 MASONRY MORTAR TYPE & Win o P.T. CONCRETE REINF. STEEL GR./SIZE EEl' FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK El EXP. ANCHOR OTHER Al l'Z E] OTHER ARCHITECT k ENGINEER 12. CONTRACTOR -L1 ( OTHER "r.4 /iL4,(Ft INSPECTION DATE PLAN FILE/OTHER BLDG. PERMIT/OTHER MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER I INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS I PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. 4G ,, Alflef - .p 44 pneLj L., 1. .,.., ..r. iii4,r , d,.L;( 2i.1 &f-Lc(C( wGr TctI CAbOC Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED II A ri A • ---._•_ I I'LrivI • ,-.,P Q, ..1.. CERTIFICATION NO. z SIGNATURE4A,.. / r 1441 Montiel Road, Suite 115 I Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net ~~~ IN( , Construction Testing & Engineering, Inc. lnspecthn I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-13583G REPORT NO. PROJECT NAME Carlsbad Oaks North INSPECTION MATERIAL IDENTIFICATION ADDRESS Business Park Lot 17 0 CONCRETE CONC. MIX NO. & lb/in2 Whiptail Loop Carlsbad 0 REINF. STEEL GROUT MIX NO. & Win ARCHITECT KIDS 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER R2H o P.T. CONCRETE REINF. STEEL GR./SIZE A706 CONTRACTOR Hamann Construction Ve FIELD WELDING STRI I(TI IPAl STI OTHER o SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE :12/28/2017 o BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 539281. o EXP. ANCHOR OTHER BLDG. PERMIT/OTHER 1896536 0 OTHER MATERIAL SAMPLING O CONCRETE U MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Performed a visual inspection of completed welds for chord bar/angle iron connections for perimeter wall chord bars and Hold Down connections per 41S3.0. Welds were inspected for size, length and visual quality. At this time welding work is in progress. Welding Consumables and process: FCAW process, Lincoln Electric NR-232,.072" dia, AWS A5.2, F,V,H and OH positions welded today by certified welders. Welding work was performed per AWS D1.1 prequalified and manufacturer's recommendations for essential variables. All completed welds inspected today were found acceptable meeting the requirements of AWS D1.1 table 6.1 visual acceptance criteria. Location: North perimeter wall. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Gregory Prout CERTIFICATION NO. ICC# 5284166 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net Construction Testing & Engineering, Inc. Inspection I TesUng I Geotechnical I Environmental & Construdion Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. & REPORT NO. PROJECT NAME 2T! ADDRESS J(r#, 1 p . i,i ity fT/ ARCHITECT () S ENGINEER INSPECTION MATERIAL IDENTIFICATION CONCRETE CONC. MIX NO. & lb/in? REIN F. STEEL GROUT MIX NO. & lb/in2 MASONRY MORTAR TYPE & Win P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR A'i :.4.ji .j Q FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE V -/ 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER ii BLDG. PERMIT/OTHER 0 OTHER MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. r.7j ;_-ej,:•'- Y' 1Z.11 .. Dj. ?:2- '. ;. •:L..: Z',/ (7 7? .q • .\ ? ; Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME ..•... CERTIFICATION NO. SIGNATURE • .. .-- - 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 1 Fax(760)746-9806 I www.cte.inc.net 1• . . H ONSTRUCTION 1 6TING& I NGINEERING, INC. ESCONDIDO • TRACY • RIVERSIDE • OXNARD • LANCASTER • SACRAMENTO ll'4SPECTIONREPORT . -. PAGE /'OF CTE JOB #. le —. /353 REPORT#_____________ PROJECT NAME INSPECTION MATERIAL IDENTIFICATION ADDRESS 5C ,)/L, d-4, / .'<4 R. I ( ) CONCRETE vm .1 , / •. ........ . V...... OMASONRY ••1 :-. GROUT M!X#/PSI .:. ........ ARCHITECT Ai - - MORTAR ENGINEER iZ/_ c ()FIELD WELD .. .7 '3 -REBARGRADE/l7.c,'-CO' CONTRACTOR ()SHOP WELDING ' 1 / — ' STR INSPECTION DATE 1-9 — (.) PILE DRIVING . -. .. • :,'v ...... mn Ml PLAN FILE: . . (.) BATCH PLANT:;- .. BLDG PERMIT /?2g5T ()EXP ANCHOR -~X BLOCK_'- ' OTHER • _7_1-_____ MATERIAL SAMPLING ()CONCRETE ()MORTAR, GROUT. ()FIREPROOFING. - ()MASONRY BLOCK ()REBAR ()STRUCTURAL STEEL ()BOLTS INSPECTION PERFORMED, JOB PROBLEM,; MATERIAL: IDENTIFICATION PROGRESS WORK REJECTED, REMARKS ......................................:;,r...rfl,-' :-,_ . ..•a.;... •,..... . :.s:...... * e;/L / _ 33 .1 /3 1 ' " r Cthtufictuoñ of Conip11ance All wârk,unless àtherwise noted, compliis 'ith thêTaproved plans and E tlé ihifbildi NAME: (PRINT) I)/41114y Ito- J/' _. ,:25' _. . SIGNATURE___________ CERTIFICATION NO: 1€'32 J (j (')2 - . . GEOTECHNICAL& CONSTRUCTION ENGINEERING TESTING& INSPECTION. 1441 MONTIEL ROAD, SUITE 115, ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 iatons and H J Ii CTWE' INC Const ruction rTesting & Ergineering, Inc. Inspection f Testing I Geotechnical. I Environmental &Construcion Engineeng I Civil Engineeng I Surveying I LI % I ILI uiori. I IUPI r—rUK I PAGE OF CTE JOB NO. /0-13S83 REPORT NO. PROJECT NAME C c41 LD4 i INSPECTION MATERIAL IDENTIFICATION ADDRESS () r4c'j Lrw, C 1 0 CONCRETE CONC. MIX NO. & Win REINF. STEEL GROUT MIX NO. & Win ARCHITECT kt.' S 0 MASONRY MORTAR TYPE & Win ENGINEER i-4 0 'I.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR i-I a w' - v1'i (, vz,4 EB"FIELO WELDING STRUCTURAL STEEL OTHER A -A ck Coo.) LU,' Si( .. 0 SHOP WELDING HIGH-STRENGTH BOLT a INSPECTION DATE ,L,c I / e 0 BATCH PLANT MASONRY BLOCK - I I PLAN FILE/OTHER 0 EXP. ANCHOR OTHER !..4 Q BLDG. PERMIT/OTHER (- fl - i(3.2 0 OTHER MATERIAL SAMPLING O CONCRETE. ., IJ MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK- 0 REINFORCING STEEL 0 STRUCTURAL STEEL -0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS I PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. -I '-- ,-ec..4it-( -i-C rc'At-Ctc 7,4teJ it 'V;i 4 t4 .jc.t1 4cfu er ,(ec( /'4.i t.1 cc( -c t P4. 4 LL A - 1' c1c Ci L!,, A o—II I I .( 4—.04C.,_.... 1c. cs 46. , 1 1P CA,.-.J •-,j'/-j, a ra t ftjC' r'(r'J64,c L.. ;F cl/C.. A- (ratt.4 IA)rLIC(IVt Certification of Compliance' All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. PRINTED NAME CERTIFICATIONNO. a SIGNATURE /7 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 I www.cte-inc.net Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT . PAGE / OF / -- - CTE JOB NO. 10-/S .5T 'REPORT NO. MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 0.10130 GROUT MIX NO. & lb/in2 MORTAR TYPE & lb/in2:. REINF. STEEL GR./SIZE STRUCTURAL STEEL HIGH-STRENGTH BOLT MASONRY BLOCK OTHER PROJECT NAME INSPECTION ADDRESS.__ SS(' â)171 44 /1 Icit't) ix CONCRETE 1L,C/j b/' 0 REINF. STEEL ARCHITECT // A. o ENGINEER /1 ii41,tit //( ç 0 P.T. CONCRETE CONTRACTOR mw 7ä , FIELD WELDING OTHER - D SHOP WELDING INSPECTION DATE J/R 2ci PLAN FILE/OTHER - BLDG. PERMIT/OTHER I 32 33 o BATCH PLANT o EXP. ANCHOR o OTHER MATERIAL SAMPLING 19 CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING D MASONRY BLOCK 0 REINFORCING STEEL [I STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and speclflcations I PRINTED NAME - CERTIFICATION NO. h!:'•e 212 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)7464955 I Fax(760)746-9806 I www.cte-inc.net CI....INC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Envimnmentali Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF / GTE JOB NO. 10-15 6 Y REPORT NO. PROJECT NAME 7 IsLJ IM4 N ExT. eK. INSPECTION MATERIAL IDENTIFICATION ADDRESS 2 Y5 IJ,4, .,,4W/ d&eO 0 CONCRETE CONC. MIX NO. & lblin2 REINF. STEEL GROUT MIX NO. & Win ARCHITECT e., 7,fl . S, ;/i. 0 MASONRY MORTAR TYPE & Win ENGINEER ,2 /f ni PR & it' 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR /Lc7't,t' FIELD WELDING STRUCTURAL STEEL ___________ OTHER D 4- 10/1/4CRL 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 2 -19 -9c / 9 . 0 BATCH PLANT MASONRY BLOCK - - - PLAN FILE/OTHER 0 EXP. ANCHOR OTHER L -;W _9 BLDG. PERMIT/OTHER CZ 0 OTHER MATERIAL SAMPLING 0 CONCRETE .0 MORTAR El GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL LI STRUCTURAL STEEL 0 BOLTS U OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Certification of Compliance: All work, unless otherwise noted, compiles with applicable codes and the approved plans and specifications.. . PRINTED NAME CERTIFICATION NO. /y 5'2 s/ SIGNATURE / 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net CIE prc Construction Testing & Engineering, Inc. \, Inspection I Testing I Geotethnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. 16.t4!6 REPORT NO. AL-A ot PROJECT NAME PAL UT tl INSPECTION MATERIAL IDENTIFICATION - ADDRESS Lr ti WRIPrAlL. Lt P . CONCRETE CONC. MIX NO. & lb/in2 WO 0 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT V—VS i-A—:,-SQCIAMS MASONRY MORTAR TYPE & lb/in2 ENGINEER 'i.2...I4 Ii61-'LtI 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR A44Aid CTT '- 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT t I INSPECTION DATE cI2 ti 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER 0 OTHER MATERIAL SAMPLING I. CONCRETE D MORTAR IJ GROUT 0 FIREPROOFING D MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER I INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS I PLEASE NOTE ANY RE-INSPECTION. TESTING. OR OTHER PROJECT ISSUES. z rr #'s it c. -rcjt,j.i -SAaIDL-It-kcil A-4-4v c*J 2.oc ak.. J(1L iu..tiJ rit. LP(i t4 AflhfAL £ ti.' ifl-k fl# S i: S tJt$1)ii s&e d cu_ Fe 1tkz tA4. 1cA JiDt it 4;c fh ti 3t Ctru.r rtf1LtTh... w&s DLAt'ri VlA J - -xr i... Ln-t Ce .e.uP~m.r.l ijhoi. i 4J $t (tAr I. LkA F' iL*X *t4' Z.Li.ivf ift: pd ie-tr iit -r -C ib.r.tO - iITE$L T4 i1tr I Tft p.L 4L Jijr4ES. flM11s1L si?V1E.A LLe.k c( w.& t_ 5tv 1 2.. LrAv t't2_. _t iA 1Tr I -7ct91. L41 cs ' 1Lt TA io L -riJ -r ii *L1 tJ Lii Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME jI Szxt CERTIFICATION NO; ¼ . SIGNATURE Yb - 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte.4nc.net CIE_VIN 4 Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE t OF GTE JOB NO. REPORT NO. INSPECTION MATERIAL IDENTIFICATION El' CONCRETE CONC. MIX NO. & lb/in2 o REINF. STEEL GROUT MIX NO. & lb/in2 o MASONRY MORTAR TYPE & lb/in2 o P.T. CONCRETE REINF. STEEL GR./SIZE o FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK o EXP. ANCHOR OTHER o OTHER PROJECT NAME Cd4( 1)3 ALr4i, Lnu i ADDRESS IA)L4t31.n,t 0 ertp I - e ARCHITECT ENGINEER CONTRACTOR OTHER INSPECTION DATE PLAN FILE/OTHER BLDG. PERMIT/OTHER MATERIAL SAMPLING El CONCRETE D MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. 11 I - . .., -. -.L- L .— , ., ...i... .ii,,./.i .,,,,e Zriit rlr% 7!ZUIt'!IiJM.p L1 Jspylm,r., I.120 ,. i v-': J_I ./f()..4/..4c mJdjA .i- Cit nAJ I : i L Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME J, CERTIFICATION NO. ,i5/c(i SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net CONSTRUCTION TESTING & ENGINEERING, INC. GEOTECHNICAL I ENVIRONMENTAL I GONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING INSPECTION REPORT PAGE 1 OF I - CTE JOB NO. IC REPORT NO. PROJECT NAME L', i INSPECTION MATERIAL IDENTIFICATION ADDRESS i ZT7rt. I L4i '_Ii ' 0 CONCRETE CONC. MIX NO. & lb/in2 /1",30f 14A Ad 0 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT 0 MASONRY MORTAR TYPE & Win ENGINEER 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR o 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER d I (,4) JOc 0 OTHER MATERIAL SAMPLING E) CONCRETE D MORTAR El GROUT 0 FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS U OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES M,w) vrJ1iLc). Jp/?s'41) Zrl4i. ,)f / Al 4011 et OL;a.17 /I# J 'h' iD//i L' i)f.'14/'Lo 07/ei: ,L.. AT; )1I&dl iji r ,(/ tr - 15) ) filf-, ' fl',.cL Jfr,/. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. PRINTED NAME CERTIFICATION NO. ,1i, /' SIGNATURE / 1441 Montiel Road, Suite 115, Escondido, CA 92026 • Phone (760) 746-4955 • Fax (760) 746-9806 Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I , Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. 1013583 REPORT NO. PROJECT NAME Carlsbad Oaks North Lot#17 INSPECTION MATERIAL IDENTIFICATION ADDRESS 26Whiptail Loop West I CONCRETE CONC. MIX NO. & lb/in2 3011100/3000 Carlsbad, Ca !1 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT KIDS Architects and Associates, Inc. 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER R2H Engineering, Inc. 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR Hamann Construction 0 FIELD WELDING STRUCTURAL STEEL OTHER 630am-1030am 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 2128-18 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER C8163285 .o . OTHER CONC. MIX NO. & lb/in2 4033049/4000 -' MATERIAL SAMPLING II CONCRETE 0. MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL' 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS * PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Arrived on site as requested. Observed placement and consolidation of 9.75yds3 of mix design#3011100/3000psi concrete for stairs and landings. One set of five cylinders cast. Performed slump, temperature testing. Observed placement and consolidation of 6yds3 of miidesign#4033049/4000psi concrete for roof column diamonds. Observed installation of 2#4 'u" rebar wet set into the column diamonds during placement. One set of five cylinders cast. Performed slump and temperature testing. . Hanson mix design#3011100/3000p51 concrete 3/8" RK ?SK 3500psi required/3500psi design Ticket#743185 Truck#536 Time: 66 minutes Air Temperature: 440 Concrete Temperature: 600 Slump: 6" 15 Gallons added Location: Stairs and stair landings * . Hanson mix design#4033049/4000psi conciéte I "RK ?SK 4000psi .required/4000psi design Ticket#743212 Truck#537 Time: 66 minutes Air Temperature; 470 Concrete Temperature: 580 Slump: 5" 5 Gallons added Location: Roof column diamonds Certification of Compliance: All work, unless otherwisëfloted, iomplies with applicable codes and the approved plans and specifications. I PRINTED NAME' Daniel Azlin .. CERTIFICATION NO. 52204201CC SIGNATURE 4. 1441 Montiél Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net CONSTRUCTION OBSERVATION REPORT Date: 03/13 / Z..°/ .., . Tim ) c: Ia 411 Project Name: L- 0 T / Project No.: Location: Purpose: VGG P LJNG Photos Taken: 0. Yes 0 No The following was noted: - P(toIoc c11'q eet. /c-.i K C A pwC Li - POV1D Z- R.OWY o -'ti' r'cn. - Prtovip& ,OD i -ri OtsJ AL.. cccjt €.. Qvo t°i4C. *'fl To pcti1e,'i' 7: çç&j Sr.cirg rPAcN P(?.,aiIpc Cf,'TL1 - ei. C ! r,'c- L-3. fngrce'S 1. Slle "IT 0 e'I)Lf - Povto& g - riIitir . .c1eiJ AT Llr'( .. SJC_?L,Jiç ('Rovij Pct11)L ItIf(@.I5Ht2?T _frf ' . fØJ HItI1 °/o0 fc o'tprtj\iEr' rJI1Lr i -F(,mt5 (t€A - 3 f 0 f- NM1) M OT r oiIjD(?E -'1- rA r"I Loci' OF P('!.. .00J Observation performed by: _I('"/__S15' 16466 Bernardo Center Drive, Suite 279 Las Vegas, NV San Diego, CA 92128 Salt Lake City, UT 858.673.8416 tel Engineering, Inc. cosrnuco 0S.R'4 ot ROW Date: Time: Project Name:____________________ Project No.:______________________ Location: Purpose: Photos Taken: 0 Yes 0 No The following was noted: - 4 rjuiiuPe A, If 3. -. c'iu0 Ltr(. L , (t)O5 /44 -. r..sE/(t tZRco .3 (tvAIW oirL') - joo ir15 a l-Sf L6. CZ(ua -. s' -rPw, cr(Ir c L-lo f1 155Q iAtEPJ Observation performed by: 16466 Bernardo Center Drive, Suite 279 Las Vegas, NV San Diego, CA 92128 Salt Lake City, UT 858.673.8416 tel Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION-REPORT . PAGE OF - CTEJOBNO. REPORT NO. INSPECTION MATERIAL IDENTIFICATION -D CONCRETE CONC. MIX NO. & 1b11n2 REINF. STEEL GROUT MIX NO. & lb/in2 MASONRY MORTAR TYPE & Win o P.T. CONCRETE . REINF. STEEL GR./SIZE o FIELD WELDING STRUCTURAL-STEEL El SHOP WELDING HIGH-STRENGTH BOLT El BATCH PLANT MASONRY BLOCK 0 EXP. ANCHOR OTHER PROJECT NAME CAs4L d.4S Ih,4T,q ADDRESS. &IS /NS s PAgt. zorl z as IP ARCHITECT ENGINEER P.ZN CONTRACTOR /14M4UIJ OTHER . INSPECTION DATE. PLAN FILE/OTHER BLDG. PERMIT/OTHER 1 OTHER lAi4iL MATERIAL SAMPLING CONCRETE D MORTAR 0 GROUT El - FIREPROOFING 0 MASONRY BLOCK REINFORCING STEEL E STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. cDJU -,re. 7cm. t T//L cp- 4i'4ir?iAi,. A //dM5 /iZ 4Aj6 4-i. DøtZt##% . j,yc vcir-'T/- ' vj i'A r/A1 AAjio I2gI2J- R2N /)4,,J) Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME _______ CERTIFICATION NO. •.. . -. . .• SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 ..I. Ph (76Q) 746-4955 I Fax(760)746-9806 I www.cte-inc.net Construction Testing & Engineering, Inc. Inspection I Testing p Ceotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF CTE JOB NO. 10-13583 REPORT NO. INSPECTION MATERIAL IDENTIFICATION o .CONCRETE CONC. MIX NO. & lb/in? o REINF. STEEL GROUT MIX NO. & 1brin2 E3 MASONRY MORTAR TYPE & lb/in2 o P.T. CONCRETE REINF. STEEL GRJSIZE o FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK o EXP. ANCHOR OTHER PROJECT NAME Carlsbad Oaks Business Park Lot 17 ADDRESS Lot 17 Whiptail Loop Carlsbad Ca ARCHITECT KOS ENGINEER R21-1 CONTRACTOR Hamann OTHER INSPECTION DATE 13June2017 PLAN FILE/OTHER BLDG. PERMIT/OTHER B16-3285 '—' OTHER MATERIAL SAMPLING CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK El REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Arnvecl on site as scneauea. i-'errormea Tinai reoar inspection Tor all rou, rou ana r au loourlgs. /All wuu GrICUK410 Jar w, 9rdoe, ia placement, clearance and coverage. Observed placement and consolidation of 100 cubic yards of Hanson mix #3033100, 3000# concrete for the above footings. Monitored trucks and material time, temp, revs and cast I set of 5 cylinders for compressive strength testing. NOTE: Superintendent could not provide an approved mix design number and told me to document whatever was delivered to the job. RErn' t.c d JUN 2 12017 CITY OF CARLS3A EUILOING DiVoN Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved pIanaiJspefficatipns. I PRINTED NAME M.G.Sulham CERTIFICATION NO. 5281716/ SD1026 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying REPORT OF COMPRESSION TESTING PROJECT: Carlsbad Oaks Business Park lot 17 PROJECT NO.: 10-13583 PROJECT ADDRESS: lot 17 Whiptail loop Carlsbad, Ca ARCHITECT: KIDS CONTRACTOR: Hamann ENGINEER: R2H PLAN FILE NO: BUILDING PERMIT NO.: CBI 6-3285 SAMPLE DATA SUPPLIER: Hanson P1 M'FMJT flAT• I 3June201 7 MIX DESCRIPTION: 111/3K DATE REC'D IN LAB: MIX NUMBER: 3033100 TICKET NUMBER: 699844 SLUMP: 4.75 TRUCK NUMBER: 559 TYPE CEMENT: WATER ADDED: 5 gal. TIME IN MIXER: 81 MINUTES CONCRETE TEMP: 78 ° AMB. TEMP: 76 ADMIXTURE: SPECIAL TEST INSTRUCTIONS: 1 @7, 3@28, 1-hold AIR CONTENT: LOCATION OF PLACEMENT: footing at line F/6 REQUIRED STRENGTH (V C): 3000 PSI @ 28 DAYS DESIGN STRENGTH: 3000 PSI FIELD UNIT WEIGHT: pcf DRY UNIT WEIGHT: pcf SAMPLES MADE BY: SULHAM SET NUMBER: I LOAD: 2 LABORATORY COMPRESSION DATA AGE LAB NO. DATE TESTED DIMENSIONS (in.) TEST AREA (in .2) MAX LOAD (Ibf.) COMPRESSIVE STRENGTH (psi) FRACTURE TYPE DAYS A DAYS B DAYS C DAYS D DAYS E DAYS F DAYS G Notes: CTt j~ ~-.; ~O NC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnicat I Environmental & Construction Engineering I Civil Engineering I Surveying DAILY FIELD REPORT Client: jj /,c 4 K Job Number: Job Name: Day(s): f4jj Job Location: LT / 7 oiii Date(s): —7- Gen. Contractor: 124 Sub Contractor: General Description: 1r /, c 1 ,,t , , 1,A Of r -4 iiiC1.S7 1n7 17 #)t.n CI (_t)IV(L, 7L( C fr rs _ f L ()'A L- iTh . I2..FL4 0 C F' C 1'L -c r4 I 7-14 LA. 4, Y!A I Iq c 7.&.i /. /,,pC A ,2A( - - - I - - - •' - .1 - -•\ - ,P .. Ti- A On c 7 J, • 1APA VIP , Atrsi f))i i,.. p "A Pr ,_ ,D,ptp • - / - q '-.' - - - r - • - r - - - • -v - - C ., ,' L i FV Ii 1 if I-. r,.. M '. •'.. t - tl . L)1 A t.*' I kA .. , ,ç -,. p , ,j 42(' * PLEASE NOTE ANY RE-INSPECTION/TESTING Comments/Areas of Additional Concern: %,* A. .J fl/t.AJ '-i-z Date: 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying DAILY FIELD REPORT Client: JobNumber: Job Name: Day(s): A/tt,j o 'I Job Location: f, Date(s): Gen. Contractor: c IA / Sub Contractor: General Description: j-j Th P1-- 0j&4I7it L J.. .. _ . . £ Fi - ,v o T--i 4, f,. ife(& Vtl' (#W 'V -'vr • - - .• C/A ,,4S (b" X cV'. ,- ,_•,j 1.c )L.,. * .-a c1's,; C c - / L ci X Urtri\ In r;,.-. 7/)s CJ! /LPit Go<71n, It no Lio< H ,.,.J M. iL '194 -f ,4eJk , ,74,,c J ) tl41S 7 i i, -At, 'e h.1 2it fCCned,Cr L.Ji7t( &J7si '.ic S) n SelLc 'rM,fL4c L(IcP,c /b (A) Th I a 1J - A * PLEASE NOTE ANY RE-INSPECTION!TESTING Comments/Areas of Additional Concern: By: jDate: 1441 Montiel Road, Suite 115 I Escondido CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net CTJO -y Consir uction Testing & Engit x:-4• "..' - Testing i Geotechnical I Environmental & ng, Inc. I Civil Engineering I Surveying INSPECTION REPORT PAGE OF GTE JOB NO. /c c REPORT No. PROJECT NAME Lc.4 11 INSPECTION MATERIAL IDENTIFICATION ADDRESS 2 . C I L ( 0 CONCRETE CONC. MIX NO. & lb/in2 4(f cT/A 7C REINF. STEEL GROUT MIX NO. & Win / ARCHITECT i-< /\ 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER K.. ? 14 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR i-( r w c' ..i (1 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE C!/o // 7 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER C f /(.- t? C 0 OTHER MATERIAL SAMPLING O CONCRETE 0 MORTAR fl GROUT D FIREPROOFING IJ MASONRY BLOCK F1 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS I PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. — ( Ir- I -. I / •ii I -' I,- I (n .,p*,(f —fLt *p I %4r,,,'r4rtr- LC.Jl r,iI r-. rIt.( CO L 46 I L - 4 ii I d a- ' iN (zJ /o. S — Q. 71i c_ ;- ; ' ( i 11 ( c A - t -4,4 cc.. i..-[r4 : ,. .1. L Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME / CERTIFICATION NO. - */ ç -7(J 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte.inc.net CONSTRUCTIONTESTING & ENGINEERING9 INC ESCONDID(i) e TRACY o RIVERSIDE eOXNARD é LANCASTER e SACRAMENTO INSPECTIO: i REPORT : PAGE I OF CTEJOB# - . F REPORT#___________ PROJECT NAME F.&S I _______ INSPECTIOl - 'MATER1AIJIDENTIFICAT1ON ADDRESS I. )1 ' CONC MI —:. X#/PSJ ' ? J. MASONRY -'Li 'LGROUTMIX#/PSL,- ARCHITECT -40 IN AW.W F'MORTAR TYPE/PSI $%. ENGINEER FIELD'WELD'I4' OCR., Oil 4REBAR GRADE'.1 CONTRACTOR it1UF') SHOP WEING - - INSPECTION DATE ( I f- 'tSTR STEEL ' - - . PILE,DRWNG'4, PLAN FILE 45 ER rM,SBOL 1.2 ("i) BATCH PLANT i", j'. F1p F'F ') pI .FmJj 1016 BLDG PERMIT 'Lc,1Lt '-I - OTHER:______________________ - SAMPLING MATERIAL ()CONCRETE (,)MORTAR ( ) ()STRUCTURAL STEEL (•)BOLTS GROUT () FIREPROOFING ()MASONRY BLOCK ()REBAR I 4NSPECTION PERFORMEDJOBPROBLEMMATERIAI I(.4.!NTIFICATION, PROGRESS, WORKREJECTEDRElVlARKS ;J i4'i;tz -- '- ,j'z' '.i - 4- 41,- i-c 'A 1i'f h L ' I t.ii1 iA 011,çj jrA -, -, 4 (41 -; 0 - 14 7e 2b - 4 14 Ft - , F( - 4C - -.- ,- ____________________ Certification of Compliance AIIworkunIe CAt-' otherwisenotec FcFd wj;s compIueswiththe apj oved plans andspecificatuonsand .7dJ ,./:' - NAME (PRINT) - I -' SIGNATURE J!5Jj/ F - CERTIFICATION NO - GEOTECHIJICAL & C(J)NSTRUCTION ErJGINEERING TESTING -& INSPECTION - -. 1441 MONTIEL ROAD, SUITE I - 115, ESCONDIDO, I .- i -. 1• CA 92026 (760) 746-4955' FAX (760) 746-9806 -- - fl: cil Engineering, CONSTRUCTION OBSERVATION Date: Project Name: o REPORT — — Location: Inc. 31 Time:_________________________ Project No.:_____________________ Purpose: Photos Taken: 0 Yes 0 No The following was noted: 4L I c. riI A 5 Jt Cd( r& .• '(o 'i Er . I T, 1,4C0rr76 Observation performed by: 16466 Bernardo Center Drive, Suite 279 San Diego, CA 92128 858.673.8416 tel Las Vegas. NV Salt Lake City, UT ZO NO 4JiL CONSTRUCTION OBSERVATION REPORT Location: EngineM'ng, Inc. Date: -. Time:_________________________ Project Name: - Project No.:______________________ Purpose: Photos Taken: 0 Yes 0 No The following was noted: I'JST,LL e^3j5t?J On, v a 1'P(L.. LC,CS, C'1 60,t(t, 'Al STiL,1. /;oJ..,JpI.j € ('wi. G qCvi .,ç LINE (LfN')c. Ltp'e , WE E tJt'O (ftf re rc u,!5 L (vMrE FPPL$) C'1 LtNE ) l_C1ivE 7 iv 6- Pr" L ç4 IN co qlke li/LLISNE fLtq7a5 C0ji) 5ou7fli15i c!0PJP-( -I -I/) L'i_•iic Pe( teit' - LWff 3 —a tN5ii-(. krJR re& 1/5 o - £iH?.$t c4psrL " H"ST'LL (- 4t1 xi' criipc tv (tAr" -'c- roo A T!L5 u i-f 10 or Fsji,'t.. - 1'141 Et'O cJ P 9r'L " ?— 4t I_•T4 6 . CtUO L" E ,qLY . #5 oQEr Observation performed by: 858.673.8416 tel 16466 Bernardo Center Drive, Suite 279 Las Vegas, NV San Diego, CA 92128 I Salt Lake City, UT Engine ering, Inc. I CONSTRUCTION OBSERVATION REPORT Date: 6 Time: Project Name: _& T 1 7 Project No.: I I Location: CPRL5(3( Po UR Photos Taken: 0 Yes 0 No The following was noted: - (3,(1j /"\'J3T WELPi\PLE t(LL pç t12 ' /s CO ',ciwç F- fANeL C41 L 14 Q. L1'iiES -\, i J OS ST/C (4 1)e-TL t. Dpejvi @_ fv "— I',1 -\y sqrc lr'(& a -r'5 ) S Z ( (. Sff1Ci"1 5 wT NS.7!OLL c/( j,c& . 1pi 4f I OLDLJ\IrJ PJS7t -ML ,q ?L a L.1I -. P(j(9 *'( @.1.tAs 2( *S' COIL Q rae. L'v59' pttw ip rit.s @ IF (-)AT a-f- -41J - r'- 7S '& ENOJ oF Foti.ivç IL i'i lIESr e- P, j4outJ e fol.,4IL( -"— Cx c(1' wd- cij ji #'3 59iio req. Oet'u... 14 t°fci I_r. *14 I - ,J c. £_fR 5(9g oF Observation performed by: 16466 Bernardo Center Drive, Suite 279 San Diego, CA 92128 858.673.8416 tel Salt Lake City, UT - RECEIVED CITY OF CARLSBAD CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE ' PROJECT INSPECTOR:cDT t0V2I4%1AtJ DATE: CAM &I DIVISION PROJECT ID S2P /-O/ GRADING PERMIT NO. 20t 6 - M&I I LOTS REQUESTED FOR RELEASE: 4-1 .1-7 N/A x NOTAPPLIcABLE = COMPLETE C, 0_=Incomplete or unacceptable 1st 2nd. I 1. Site access to requested lots adequate and logically grouped. / Site erosion control measures adequate including basins and lined / ditches installed. Overall site adequate for health, safety .and welfare of public. Letter from Owner/Dev. requesting partial release of specific lots,, pads or bldg. 8/" x II" site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. / .EOW certification of work done. with finish pad elevations of specific lots to be released. ip Geologic engineer's letter if unusual geologic or subsurface conditions exist. / V Fully functional fire hydrants within 350 feet of building combustibles Weather to is le. and anall roadsaccess site required. jo ct&s11bIe iis, u/A Retaining wIIs installed.. Adequate progress on installation of slope irrigation and landscape. Minimum 20' wide all weather road. Sewer installed, and available for Use. Partial release of grading for the above stated' lots is approved for the purpose of building permit issuance. Issuance of building permifq is still subject to all normal City requirements required pursuant to the building permit process. Partial releseAf the site is denied for the following reasons: ni'* Ill Project I Date ,)lroJectsManager Date Partial Site Rel Checklist—UPDATED 11/20 15 EsGil Corporation In tFartnersfiip witfi government for (Building Safety DATE: NOV. 29,2016 U APPLICANT ______ -itJ RIS. AR JURISDICTION: LSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: 16-3285 SET: II PROJECT ADDRESS: 2856 WHIPTAIL LOOP PROJECT NAME: SHELL BUILDING The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified beloware resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith Is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the checklist is enclosed for the jurisdiction to forward to the applicant contact person. F-1 The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. -j fl EsGil Corporation staff did advise the applicant that the plan check has been completed. 'Peron contacted: Ken Sm;i l) Telephone #: 619-444-2182 Date contacted T ( Email: ksmith(ãkdsarch.com Mail Telephone Fax In Person REMARKS: Submit a letter from the soils engrKeecto the City confirming that the foundation/grading plans & spec's. have been reviewed & it's been determined tIl dations are properly incorporated into the By: ALl SADRE, S.E. Enclosures: EsGil Corporation DGA LIEJ LIMB []PC 11/21 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 - EsGil Corporation In Partners Flip wit/i government for(Building Safety DATE: SEPT. 12, 2016 JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-3285 PROJECT ADDRESS: 2856 WHIPTAIL LOOP PROJECT NAME: SHELL BUILDING SET:I D,APPLICANT I' JURIS. C3 PLAN REVIEWER 0 FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: LI EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did ,advise the applicant that the plan check has been completed. Person contacted: 4k Telephone #: 619-444-2182 Date contacted: 011121 6 (by:j). IqAViall '/Telephone Fax In Person LI REMARKS: Email: potro(ãkdsaroh.00m- By: Ali Sadre, S.E. Enclosures: EsGil Corporation GA 0 EJ El MB 0 PC 8/29 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD 16-3285 SEPT. 12, 2016 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-3285 PROJECT ADDRESS: 2856 WHIPTAIL LOOP CONSTRUCTION = II; STORIES = TWO; HEIGHT = 40'; OCCUPANCY = B/SI/Fl; AREAS: 1ST = 114,380; 2ND = 11,640; SHELL ONLY DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 8/29 SEPT. 12, 2016 REVIEWED BY: All Sadre, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. . GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring irw corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. CARLSBAD 16-3285 SEPT. 12, 2016 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? 0 Yes 0 No ARCHITECTURAL Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." Please show the outline and location of the future stairs on plans for the 2nd floor. The plans should clearly label the stairs as being either "interior exit access stairways" (Section 1009.3) or "interior exit stairways" (Section 1022). Please add the spandrel glass & 2' floor stairs to the list of deferred submittal items on plans. Please specify where detail 1NAD1 .3 is cross referenced on plans. . NON-RESIDENTIAL GREEN BUILDING STANDARDS (New Buildings) The California Building Standards Commission has adopted the Green Building Standards Code which became effective Jan. 1, 2011 and must be enforced by the local building official. The following mandatory requirements for commercial construction must be included on your plans. The following Green Building Standards apply only to newly constructed buildings. CGC 101.3. Commissioning. For new buildings that are 2:10,000 sq. ft., the architect or responsible design professional shall submit, prior to plan approval, a "Commissioning Plan". CGC Sec. 5.410.2. The Commissioning Plan must be submitted with the plan documents during plan check. The Plan must be reviewed and approved by the plan checker for compliance with the required features listed in CGC 5.410.2.3 as follows: (a) General project information (b) Commissioning goals (c) List the systems to be commissioned with information on design intent, equipment and systems to be tested, functions to be tested and acceptable performance based on tests (d) Commissioning Team information (e) Commissioning process activities, schedules and responsibilities. STRUCTURAL Provide a letter from the soils engineer confirming that the foundation/ grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. Note on plans that surface water will drain away from building. The grade shall fall a min of 5% within the first 10' (2% for impervious surfaces). Section 1804.3. CARLSBAD 16-3285 SEPT. 12, 2016 10. As per calculations, the base plate is 7/8" for C3, as opposed to 5/8", as shown on the schedule, on Sheet S1.0. II. Requirements in Seismic Design Category D. The structures assigned to SDC D should satisfy the following requirements, in addition to the requirements for SDC C: (ASCE 7-I0 Section 12.3): Please show how all ,rreqularities as aøolicable to this nroiect are addressed on DianS: I.e.. re-entrant corners, etc. Prohibited Horizontal and Vertical Irregularities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category E or F having horizontal irregularity Type lb of Table 12.3-1 or vertical irregularities Type lb, 5a, or Sb of Table 12.3-2 shall not be permitted. Structures assigned to Seismic Design Category D having vertical irregularity Type 5b of Table 12.3-2 shall not be permitted, except when subject to the limitations of Section 12.3.3.2. Plan or Vertical Irregularities. For structures having a plan structural irregularity of Type Ia, Ib, 2, 3, or of ASCE 7-10, Table 12.3-I (as shown in Figure 10.7) or vertical irregularity Type 4 of Table 12.3-2, the design forces determined from Section 12.8.1 need to be increased 25 percent for the following connections: I) diaphragms to vertical elements, 2) diaphragms to collectors & 3) collectors to vertical elements. (Sec. 12.3.3.4). ------------------------------------ / PeninJ Re-entrant corner a. Torsional Irregularity b. Re-entrant corners c. Diaphragm discontinuity Discontinuity in vertical elements of lateral-force-resisting system d. Out-of-plane offsets Figure 10.7 Examples of Plan Irregularities 1 -4 CARLSBAD 16-3285 SEPT. 12, 2016 Please dimension all diaphragm nailing zones on Sheet SI.4, in both directions, as required. Please specify where details 9, 12 & 13/S3.0 are cross referenced on plans. On detail 25/S3.1, there is (8) W bolts shown, versus (10) called out on noted. Please specify where details 10 & 201S3.1 are cross-referenced on plans. Please clarify (2)%" dia. dowels, as shown on detail 24/S3.1, versus (4) as called out. Please specify the panel thickness on detail 17/S3.0. Please indicate where details 17 & 19/S3.2 are referenced on plans. Please show the outline of (2) HSS, on detail 24/S3.3, as per detail 22/S3.3. Please state where details 5, 19, 26 & 28/S3.3 are called out on plans. Please show the outline of (2) #5's, as noted on E.F., on details 22 & 24/S3.3, versus (1) #5, on E.F., as shown (on 24/S3.3) & none shown on detail 22/S3.3. 22 Please specify where details 9, 14, 15, 17, 18, 19, 22 & 24/S3.4 are referenced on plans. On detail 14/S3.4, please specify what will happen when the panel is less than 6'-0" long. [This is not discussed elsewhere on plans including detail 2/S3.5]. Please indicate where details 4, 6, 14 & 17/S3.5 are cross referenced on plans. On detail 15/S3.5, please specify if 9" to the panel joints instead of < 9", as currently notes, as per detail 10/S3.5. Pleas state where details 13 & 14/S3.6 are called out on plans. [A reminder that references from SO.2 sheet will not be sufficient]. On detail 8/S3.6, please add (4) 3/4" - 18" long bars to the bottom plate. Please add (4) 3/4" - 18" long bars to the bottom plate on detail 10/S3.6. All typical details shall be labeled as such and referenced on keynotes on foundation, or framing, or panel elevation plans; irrelevant details may be deleted from the plans. Please remove the "NOTE FOR CONSTRUCTION" stamp throughout the plans. Additional corrections may be warranted, once revised plans and calculations are submitted for review and approval. 9 ADDITIONAL ITEMS CARLSBAD 16-3285 SEPT. 12, 2016 Please see attached for P/M/E items. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ali Sadre, S.E. at EsGil Corporation. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen PLUMBING (2013 CALIFORNIA PLUMBING CODE) Review the NW roof drain outfall design. MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) o No mechanical, shell building only. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) The service main is required to be GFP protected. Please include this information on the single line diagram. Include a finalized pole base based upon the 03/25 Geotechnical Report. The electrical service room door hardware must be panic bar specification. Please revise the architectural door schedule. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. a . CARLSBAD 16-3285 SEPT. 12, 2016 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-3285 PREPARED BY: All Sadre, S.E. DATE: SEPT. 12, 2016 BUILDING ADDRESS: 2856 WHIPTAIL LOOP BUILDING OCCUPANCY: B/Si/Fl; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) office/warehouse 126020 48.53 6,115,751 industrial Air Conditioning Fire Sprinklers 126020 3.94 496,519 TOTAL VALUE 6,612,269 Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance I V Plan Check Fee by Ordinance !'W Type of Review: o Complete Review 0 Structural Only I $14,703.381 I $9,557.201 Repetitive Fee I::] Repeats O Other Hourly Hr. @ * EsGil Fee I $8,233.89 Comments: In to 1-hour @$86/hr.) Sheet I of I macvalue.doc + PLAN CHECK, REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 09-07-2016 PROJET NAME: CARLSBAD OAKS NORTH LOT 17 PROJECT ID:SDP 16-04 PLAN CHECK NO: C416-37.5 SET#: 1 ADDRESS: 2856 WHIPTAIL LOOP APN: Z09-120-14 VALUATION:. : SCOPE OF WORK: NEW 126,020 SQ. FT. OFFICE BLDG. This plan check review.is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection 1y Construction Management & Inspection Division is required: Yes EZ1 No FX This plan check review is NOT COMPLETE. Items missing or incorrect are listed on theàttached checklist. Please resubmit amended plans as required. Plan Check Coinments have been sent to: KSMITH@KDSARCH.COM To determine status by one of the divisions listed below, please contact 760-602-2719. 'y,JIjJ - LAND DEVELOPMENT j [J1®J 760-602-2750 . Chris Sexton. . X. Chris Glassen.. - Greg Ryan . 760-602-4624 • 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Gregory.Ryan@carIsbadca.gov Gina Ruiz Linda Ontiveros . Cindy Wong 760-602-4675 760-602-2773 . . 760-602-4662 Gina.Ruiz@carlsbadca.gov1 Linda0ntiveros@carlsbadca.gov . Cynthia.Wong@carlsbadca.gov Ti . ValRay Nelson . • Dominic Fier! LJ • .• 760-602-2741 . • 760-602-4664 ValRay.Marshall@carlsbadca.gov . . Dominic.Fieri@carlsbadca.gov Remarks: CARLSBAD OAKS NORTH LOT 17 PLAN CHECK NO # CB16-3285 - - .s Outsanding issues are marked with [i . Items that conform to permit a i requirements are marked with EZI or have intentionally been left blank. 1. SITE PLAN TO BE SHOWN Provide a fully dimensioned site plan drawn to scale. Show: ON SIGNED North arrow APPROVED £1 I1 Existing & proposed structures GRADING EJ EJ Existing street improvements PLANS I EJ Property lines (show all dimensions) FRI LI Easements EJ LJ Right-of-way width & adjacent streets EJ Driveway widths EJ Existing or proposed sewer lateral £J Existing or proposed water service EJ Submit on signed approved plans: DWG No. 497-3A Show on site plan: Drainage patterns and proposed site elevations. Show all high points. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. - =ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography J Size location, alignment of existing orproposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. LJ Sewer and water laterals should not be located within proposed driveways, per standards. Include on titld sheet: EJ c:JSite address IJ EjAssessor's parcel number EJ LJ Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building sqUare footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: LOT #17, MAP #15505 Subdivision/Tract: CT 97-13 Reference No(s) E-36 -. REV 6/01/12 CARLSBAD OAKS NORTH LOT 17 PLAN CHECK NO # CB16-3285 N/A DWG 415-9J DISCRETIONARY APPROVAL COMPLIANCE . i x i ED Project does not comply with the following engineering conditions of approval for project no.: RES. NO. 5249 DEDICATION REQUIREMENTS EJ EJ Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $24.000.00 pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: IMPROVEMENT REQUIREMENTS =All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $120,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvehients required as follows: EJ Lj Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. E1 EJ Future public improvements required as follows: E-36 REV 6101112 CARLSBAD OAKS NORTH 10117 PLAN CHECK NO # CB16-3285 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. 1 EJ Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grding Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. EJ Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentatioh must be provided to your Engineering Cohstruction Inspector The inspector will then provide the engineering counter with a release for the building permit. -I El No grading permit required. EJEJ Minor Grading Permit required. See additional comments for project- specific requirements. 6. MISCELLANEOUS PERMITS NOW RIGHT-OF-WAY PERMIT. is required to do work in city right-of-way and/or private work adjcent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public.storm drain, sewer and water utilities. EJIEJ Right-of-way permit required for: • NOTE: ANY WORK BEING DONE IN THE PUBLIC RIGHT-OF-WAY REQUIRES R.O.W.. PERMIT. E-36 • . REV 6/01/12 S CARLSBAD OAKS NORTH LOT 17 PLAN CHECK NO # CB16-3285 7. STORM WATER S Construction Compliance SW 16-395 EJ I E1 Project Threat Assessment Form complete. -I Enclosed Project Threat Assessment Form incomplete. -I J Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached forn and return (SW ) EJ Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city.. Post-Development BMP DesiQn Manual Compliance SWMP 16-34• EJ EJ'Storm Water Standards Questionnaire. J Project is subject to Standard Storm Water Requirements. See city Best Management Practice (BMP.) Design Manual for reference. =Indicate areas of impervious surfaces (patios,walkway, etc. ) and pervious areas (landscaping). EJ JProject needs to incorporate low impact development strategies throughout in one or more of the followingways: J Rainwater harvesting (rain barrels or cistern) El Vegetated Roof • EJBio-retentions cell/rain garden J Pervious pavement/payers • •• • El Flow-through planter/vegetated or rock drip line El Vegetated swales or rock infiltration swales J Downspouts disconnect and discharge over, landscape El Other: E-36 REV 6/01/12 CARLSBAD OAKS NORTH LOT 17 PLAN CHECK NO # CB16-3285 8. WATER METER REVIEW Domestic (potable) Use PLEASE i:i E1 What size meter is required? SPECIFY L:J LJ Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. POTABLE NOTE: the connection fee, SDCWA system capacity charge and the WATER METER water treatment capacity charge will be based on the size of the meter SIZE necessary to meet the water use requirements. 5fl For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be W. V 9. FEES •.. V Required fees have been entered in building permit. Drainage fee applicable V V Added square feet V Added square footage in last two years? J yes Eno • V Permit No. Permit No. V V Project built after 1980 r ]yes FJ no Impervious surface > 50% []yes .[:]no Impact unconstructed facility Jyes El no EJ LZJ Fire sprinklers required J y e s EJno (is addition over 150' from centerline) Upgrade yes Eno EEl EE] V No fees required 10. ADDITIONAL COMMENTS Attachments: =Engineering Application = Storm Water Form 1 Right-of-Way Application/ Into. EJ Reference Documents E-36 I • REV 6101112 209-120-14-00 Fee Calculation Worksheet ENGINEERING DIVISION. Prepared by: CG Date: 9/6/16 GEO DATA: LFMZ: I B&T: Address: 2856 WHIPTAiL LOOP Bldg. Permit #: CBI6-3285 Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: WAREHOUSE SHEJ Sq.Ft./Units 126,020 EDU's: 25.2 Types of Use: .Sq.Ft./Units EDU's: Types of Use: . Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: WAREHOUSE SHELä Sq.Ft./Units 126,020 ADT's: 630 Types of Use: Sq.Ft./Units ADT's: Types of Use: I Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: FEES REQUIRED: Within CFD:YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) NO 1. PARK-IN-LIEU FEE: []NW QUADRANT ONE QUADRANT OSE QUADRANT OW QUADRANT ADT'S/UNITS: X FEE/ADT: $ N/A 23RAFFIC IMPACT FEE: ADT'S/UNITS: 630 X FEE/ADT: $107 $ 67,410 BRIDGE & THOROUdHFARE FEE: E DIST. #1 LJDIST.#2 IJ DIST13 (USE SANDAG)ADT'S'UN ITS X FEE/ADT: I FACILITIES MANAGEMENT FEE ZONE: 16 ADT'S/UNITS: I X FEE/SQ.FT./UNIT: $ .40 $ 50,408 SEWER FEE EDU's 25.2 X FEE/EDU: $881 $ 22,201.20 BENEFIT AREA: 'E EDU's! 25.2 X FEE/EDU: $3329 $ 83,890.80 DRAINAGE FEES: PLDA: EjHIGH MEDIUM El LOW ACRES: X FEE/AC: =$ PAID ON FM971302 POTABLE WATER FEES: UNITS CODE CONN: FEE METER FEE SDCWA FEE TOTAL This may not represent a comprehensive list of fees due for this project. Please contact the Building division at (760) 6022719 for a complete. listing of fees ,\ 04h> CITY OF CAR LSBAD PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division REVIEW CHECKLIST 1635 Faraday Avenue P -28 (760) 602-4610 www.carIsbadca.ov DATE: 12/9/16 PROJECT NAME: Carlsbad Oaks North Lot 17 PROJECT ID: SDP 16-04 PLAN CHECK NO: CBI6-3285 SET#: 2 ADDRESS: 2856 Whiptail Lp APN: 209-120-14 This plan check review is complete and has been APPROVED by the Planning Division. By: Teri Delcamp A Final Inspection by the Planning Division is required Z Yes E No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: ksmith@kdsarch.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton Chris Glassen J Greg Ryan 760-6024624 760-602-2784 760-602-4663 Chris.Sexton@carIsbadca.gov ChristoDher.Glassen@carIsbadca.gov Gregorv.Ryan@carlsbadca.gov Gina Ruiz ValRay Marshall Cindy Wang 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@cartsbadca.gov ValRay.Marshall@carlsbadca.gov Cvnthia.Won@carIsbadca.Eov Teri Delcamp fl Linda Ontiveros Dominic Fieri 760-602-4611 760-602-2773 760-602-4664 teri.delcamp@carIsbadca.gov Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carIsbadca.ov Remarks: See comments below. ¼ Plan Check No. CBI6-3285 Address 2856 WhiDtail LP Date 9/19/16 Review #1 Planner Teri Delcamp Phone (760)602-4611 APN: 209-120-14 Type of Project & Use: Lt. Ind Net Project Density: DU/AC Zoning: jyj General Plan: .Ei Facilities Management Zone: i CFD (in/out) # Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: warehouse/office) REVIEW #: 123 Legend: Item Complete LI Item Incomplete - Needs your action I.I.I Environmental Review Required: YES 0 NO 0 TYPE Prior Compliance DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: .. Discretionary Action Required: YES Z NO El TYPE SDP APPROVALIRESO. NO. DATE 8/31/16 PROJECT NO. SDP 16-04 OTHER RELATED CASES: N/A Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES 0 NO CA Coastal Commission Authority? YES 0 NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Z 0 El Habitat Management Plan Data Entry Completed? YES El NO El N/A If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (NP/Os, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) IZI El El • Inclusionary Housing Fee required: YES D NO El N/A IZI (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES 0 NO F1 (NP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) For construction of inclusionary units, email notification provided to HNS?: YES 0 NO 0 (Email Susan Steinkemp in HNS with project number and contact info) 0 El Housing Tracking Form (form P-20) completed: YES El NO [] N/A P.28 Page 2 of 3 • 07/11 Site Plan: 0 El Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44— Neighborhood Architectural Design Guidelines El El 1. Applicability: YES NO 0 0 2. Project complies: YES 0 NOD N/A Zoning: ll 0 0 Setbacks: Front: Required 29 Shown ± Interior Side: Required 14' Shown 87'+ Street Side: Required N/A Shown _ Rear: Required 78'5"/153'-5" Shown 80'/155' Top of slope: Required Shown Q± Accessory structure setbacks: N/A e Front: Interior Side: Street Side: Rear: Structure separation Required Shown Required Shown Required Shown Required Shown Required Shown OEM 3. Lot Coverage: Required Shown Height: Required 38'-5" Shown 38'-5" Parking: Spaces Required ZQZ Shown 207 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required 'Shown ... Additional Comments See below Demonstrate compliance with all applicable Planning coflditions required prior to issuance of building permits per SDP 16-04. Including but not limited to conditions 6.b no loading areas allowed between the building and the easterly property line remove the roll up door on the east elevation or stripe asphalt "no loading/unloading"; 6.e indicate the stylo, color and finish of "Superior Concrete Products" prefabricated wall at detail 11 on Sheet A13I.2; and 6.d. submit photometric cite lighting plan based on the selected fixtures and demonstrate no light spillage over property lines; revise Fixture Schedule on Shoot E7 for the Type A, CREE OSQ parking lot light, to include the Back Light ShiOldc. Completed. The landscape construction drawings will need to be approved prior to grading permit Issuance, and grading completed/pad certified before building permits will be issued. Growth management park fee of $.40/SF due prior to building permit issuance contact Building for comprchcncivc fees. Bulldlngcollects. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE P-28 Page 3 of 3 07/11 2?5u WpToii Page 1 of PLAN CHECK COMMENTS Daryl K. James & Associates, Inc. 205 Colina Terrace Vista, CA 92084 T. (760) 724-7001 Email: kiffiretsbcqlobal.net APPLICANT: Ken Smith BLDG. DEPT COpy Checked by: Daryl Kit James Date: 9/7/16 JURISDICTION: Carlsbad Fire Department PROJECT NAME: Speculation PROJECT ADDRESS: Lot 17 PROJECT DESCRIPTION: CB163285 New 126,020c Industrial Tilt-up Building for Speculation RESUBMITTAL INSTRUCTIONS Corrections or modifications to the plans must be clouded and include numbered deltas and revision dates. Provide a written response following each plan check comment of this document. Explain how and where each plan review comment has been addressed. Responses many generate additional comments. Provide a copy of Building Department (EsGil) comments. Input fire revisions onto the Building Dept. plan check. Please direct any questions regarding this review to: Daryl K. James 760-724-7001 or kitfiresbcglobaI.net COMMENTS MUST BE SUBMITTED DIRECTLY TO THE FOLLOWING ADDRESS: DARYL K. JAMES & ASSOCIATES, INC. 205 COLINA TERRACE VISTA, CA 92084 PLEASE DO NOT REQUIRE MY SIGNATURE TO ACCEPT DELIVERY OF REVISED PLANS] REVIEWER'S NOTE: Fire & life safety water supply & site plans that address Fire Service Features set forth in CFC Chapter 5 and Carlsbad Municipal Code Chapter 17.04, of the Fire Prevention Code, are not within the scope of this plan review. AO.1 Building Code Data Clarify 2-Story - (Future) Mezzanines. Coordinate with plan check set. Deferred Submittals Add the following: Fire Sprinkler System 2013 CFC 903 and 2013 NFPA 13. Fire Alarm System 2013 CFC 907 including CFC 907.2 sections applicable to occupancy groups, and 2013 NFPA72. Electric Vehicle Chargers Future Mezzanines & Mechanical (See Scope of Work for additional comments) Page 2 of 2 Scope of Work Clarify the extent of mezzanine work. Add: No mechanical work will occur under CB163285 (See Deferred Submittals) ALl Site Plan Denote the location of the Fire Sprinkler Riser. Denote the location of the Key Box. Revise S Occupancy Occupant load. Coordinate site legend symbols with plan. A2.1 Future Mezzanine & Mezzanine Area I = 02 Second Floor please clarify 2-Story or Mezzanine. Coordinate with plan check set. A3.1 & A3.2. AI0.1. AI0.2. P2.0 Clarify whether mezzanines are within the scope of work. A4.1 Roof Plan Imprint Carlsbad Policy 80-6 on to roof plan. Provide this note: Intent B (Fireman Safety) will be enforced. A7.1 Denote the location of the proposed numeric address on the building. CFC 505.2 A7.2 Denote tempered glass locations. A8.1 Door Elevations Coordinate with Door Schedule Window Schedule Denote tempered glass locations. A8.2&A8.3 Denote tempered glass locations. AIO.l. End of Comments SEEMORE STRUCTURAL CALCS. • • • • SCANNED •• SEPARATLEY • Engineering, Inc. STRUCTURAL CALCULATIONS LOT 17 FOR KENNETH D. SMITH ARCHITECTS SUBJECT: SHEET NO: ADDENDUM 1: ALL SHEETS ARE IN ADDITION TO OR REVISIONS OF THOSE DATED 8/12/16 GravityFraming & Columns ................................. ........................................................................ hA, 12R Panel#71 Reinforcement .....................................................................................................................34.1 CollectorDesign ..........................................................................................................................57.1- 57.4 IrregularityDesign .....................................................................................................................62.1- 62.16 ConnectionDesign ......................................................................................................................82.1- 82.4 LintelPanel Design ......................................................................................................................87.1- 87.6 Tilt-up Panel In-Plane Design .............................................................................................364.1 - 364.15 FoundationDesign ........................................................................................................................405- 457 Job No.: 16070 Designed By: J.W.S. Date: 11/10/2016 Checked By: R.C.H. 16466 Bernardo Center Drive, Suite 279 Las Vegas, NV San Diego, CA 92128 Salt Lake City, UT 858.673.8416 tel /C614 1p `*328~S hR R211 Engineering, Inc. Job Number 16070 -- Project COE LOT 17 Date_____________ Designer J.W.S. Subject COLUMNS & BEARING PLATES Sheet of_____ Pioe Columns Steel Pine Fv = 35 ksi LRFD LRFD Roof Area Right kl (ft) Mu = Pe (k-ft) Pu (kips) USE 0 Pn (kips) Check * Combined AG -4 36.0 10.0 97 PIPE 10 STD 174 0.57 kC-1RG RG -3 39.4 10.3 113 PIPE 10 STD 151 0.76 IS ALSO LABELED AS C-I ON PLANS - uomoinea unecK is ror moment oasea on ccenriciry aiong wirn Axial LOW. Additional 3000 # Dead Load applied to each Girder span for Pipe Columns and HSS Columns. HSS r-niumm -155 Fu = 4R ki I RFfl I RFfl Column or Roof Area Left Right Mezz ** Area (ft"2) kl (ft) Mu = Pe (k-ft) Pu (kips) USE 0 Pn (kips) Check * Combined C - 3 RG - 1 RG -7 400 20.0 14.8 176 HSS 8 x 8 x 3/8" 272 0.73 ft Girder ______C-3 AS C-2 ON PLANS IS LABELED - uomwnea c;necK is ror moment easea on tccentriciry aiong witn Axial LOaa. No Eccentricity considered for Floor or Mezzanine Area only Axial Load (NO Live Load Reduction). Bearina Plate Fv = 36 ksi ohi = 0.9 Columns sq PL (in) m n n' t min use t USE PLATE C - 1 16 4.000 4.000 1 2.500 0.609 0.625 PL 5/8 x 16 x 1,4" C -2 16 4.000 4.000 2.500 0.659 0.75 PL 3/4 x 16 x 1,4" C-2_IS ALSO LABELED AS C-I ON PLANS C -3 14 1 3.200 1 3.200 2.000 0.752 0.875 PL 7/8 x 14 x 1'2" TR AS C-2 ON PLANS C-31S LABELED I I t5earing i-'iate caseci on i-uiu section 74-4. iamaa assumea to oe 7.U) Sample Calculation [ç.jj No mezz or floor load shown in sample calculations. Pu = (1.4 23 psf ) * 1901.1 ftA2 + 1.4 * 6000 # = 69.6 kips (1.2 -23 psf + 1.6 * 12 psf ) * 1901.1 ft'2 + 1.2 * 6000 # = 97.0 kips Additional 3000 # DL added to each girder span. Pu max = 97.0 kips 0 Pn = 0.85 * Ag * Fcr Ag =11.9 inA2 r =3.67 kl/r = 117.71 A = 1.302 = kl/(r * ir)*(SQRT(Fy/29000ksi)) Fcr = (0.658AAA2)Fy = 17.22ksi 0 Pn = 0.85 * 11.9in"2 * 17.22 ksi = 174.2kips Pu /0 Pn =0.55OK Max Mu from Live Load only one side of column and checked with that axial force. Pu =76.4kips 3000 # DL placed only on side with LL for Max Mu. Mu =Pe = MAX [(DL + LL)left - DLright)* 4" or (DLleft - (DL + LL)right)* 4°] = Mu =10.0k-ft 0 Mn = 0.90 * Fy * Z Fy = 35 ksi Z = 39.4in"3 0 Mn =103.4k-ft Pu/ 0 Pn >= 0.2 Combined = Pu/ 0 Pn + (8/9)* Mu/ 0 Mn Combined =0.53OK DL + LL each side of column producing an eccentricity and full axial load. Combined =0.57OK Columns R21-1 Engineering, Inc. 12R RH Engineering, Inc. Job Number16070 Project COE LOT 17 Date____________ Designer J.W.S. Subject COLUMNS&BEARINGPLATES Sheetof_____ Pine Columns Steel Pine Fv = as ksi LRFD I RFfl Column Girder or Roof Area Left Right ki (ft) Mu = Pe (k-ft) Pu (kips) USE 0 Pn (kips) Check * Combined C -1 RG -9 RG -9 37.8 10.2 139 PIPE10STD 162 0.85 C -2 RG -10 AG -10 39.4 9.5 129 PIPE10STD 151 0.85 S ALSO LABELED AS C-I ON PLANS - uomo,nea unecK is ror moment easea on ccenrriciry aiong Wl(fl Axial Loaa. Additional 3000 # Dead Load applied to each Girder span for Pipe Columns and HSS Columns. HSS Columns HSS Fv = 46 ksi LRFD LRFD Column Girder or Roof Area Left Right Mezz ** Area (ftA2) kl (ft) Mu = Pe (k-ft) Pu (kips) USE 0 Pn (kips) Check * Combined C -3 RG -9 AG -9 390 1 20.0 10.2 216 HSS8x8x 3/8" 272 0.79 -4 390 16.0 1.2 99 HSS 8x8x1/4' 216 0.45 IS LABELED AS C-2 ON PLANS C-4IS LABELED AS C-3 ON PLANS _jC-3 EC - _____ - ____________ ____ - uomo:nea unecic is ror iviamenr oaseo on tccenrriciry aiong wirn Axial LOW. No Eccentricity considered for Floor or Mezzanine Area only Axial Load (Includes Live Load Reduction). Bearina Plate Fv = 36 ksi ohi = 0.9 Columns sqPL(in) m n n' t min use t USEPLATE C -1 16 4.000 4.000 2.500 0.731 0.75 PL 3/4x16x1'4' C-2 16 4.000 4.000 2.500 0.705 0.75 PL 3/4x16x1'4" C-2_IS ALSO LABELED AS C-I ON PLANS 14 3.200 3.200 2.000 0.834 0.875 PL 7/8 x 14 x 1'2" 14 3.200 3.200 2.000 0.563 0.625 PL 5/8 x 14 x 1'2" E C-3 IS LABELED AS C-2 ON PLANS]_ ISLABELED ASC-3ONPLANS H dC-4 eanng riaw casea on AMR; section 14-4. iamaa assumeci to oe 1.u) Sample Calculation [c -i No mezz or floor load shown in sample calculations. Pu = (1.4 *23psf ) * 2808 ft1'2 + 1.4 * 6000 # = 98.8 kips (1.2 * 23psf + 1.6 * 12 psf ) * 2808ft"2 + 1.2 * 6000 # = 139.0kips Additional 3000 # DL added to each girder span. Pu max =139.0kips 0 Pn = 0.85 * Ag * Fcr Ag = 11.9 inA2 r = 3.67 kl/r =123.43 A = 1.365 = kl/(r * u)(SQRT(Fy/29,000ksi)) Fcr = (0.658 AAA 2)Fy = 16.05 ksi 0 Pn = 0.85 * 11.9 inA2 * 16.05 ksi = 162.32 kips Pu /0 Pn = 0.85 OK Max Mu from Live Load only one side of column and checked with that axial force. Pu = 108.1 kips 3000 # DL placed only on side with LL for Max Mu. Mu = Pe = MAX [(DL + LL)left - DLright)* 4' or (DI-left - (DL + LL)right)* 4"] = Mu = 10.2 k-ft 0 Mn = 0.90 * Fy Z Fy = 35 ksi Z = 39.4 in3 0 Mn = 103.4 k-ft Pu! 0 Pn >= 0.2 Combined = Pu! 0 Pn + (8/9)* Mu! 0 Mn Combined = 0.75 OK DL + LL each side of column producing an eccentricity and full axial load. Combined = 0.85 OK CoIumns2 R21-1 Engineering, Inc. 4t R2H Engineering, Inc. PROJECT BY _____________ SUBJECT 34.1 JOB NO. DATE SHEET ____ OF *11 A - G. i 0 01 A I , C I Lf (A 'L c p 1 0 . cl,--t -) I4 C veJL1fL_ BAIlj Z3( .) - 10.12.. •;: V1 # U5 +3 7s o.c. cl 1.10-S) OIL 57.1 R2H Engineering, Inc. JOB NO. PROJECT DATE BY SUBJECT ________________________________ SHEET ____ OF o( coo 0 crzo S '1 IL (Si, Lro) - 9'r qI :i L c\c, 1, e 4 . I - C i - 372. . C-- 4t c1r', O.°C)(ja)(C. k:) - 3l.'( ' liZ- -- C q 2 - 4 C, . ( 3 ) ( v ) fr,) I k I Ci Cl - lo 1 tA!\ rct., -' .r. 10 P'IL t ç- m (or I1 VI'LtI .41 ,, — rents' r f&)N Pt. - 2.1 - fM- to 57.2 R2H Engineering, Inc. JOB NO. _) PROJECT L or i DATE BY SUBJECT SHEET ____ OF Ob PrfL_COr1Q(1joNç 9 3(ç K 7 4' O9(i)(t r((o c) - c It'\ f Locp -(s Z3 : 5 - - a ' ( s)( I ,)(Cu )c.:) - —q o F 'i_c (: - 41 jcl ç'ei L0 L.-I 1(r Lorc ?u fNL A - J- iicic - 3- 4' 0.9(3(O.' S.3 1?2H Engineering, Inc. JOB NO.________ PROJECT 1 DATE BY SUBJECT SHEET OF cio 14. CI.Ci.7cier.(. o.9( S-o IC)(.3/(iXS) IC S I'- -7 lo K .. t1 Jq c S AS I Z. (r. ,JLQ o OL I .%CrL( 7ic Iclt." FILeW Ct1eCIc *.- 6i" bc OF C ,,'&Ix 'l )cc:csi) toC ' a. x osT. L Z33 7 1 C 1c2_ - lic1 Ll rA V%.- '- c4ec (e1~(c. - Co j—ir (I $ rA o ct(_Co Irl) 2iC 1JC3 .ç Inc. RH Engineering, JOB NO._______ PROJECT L 'V f '/ DATE 3v't5 BY SUBJECT SHEET ____ OF Jf( Coc C..RQ -1 ,, Ci,p'T'O .MtO,W-I IN ftL cq A Cs I • • -to frk- 4 1-° 0-43 0.43 4-7.0 I1 gS''~5 R2HEngineerin PROJECT______ BY SUBJECT g, Inc. LOT 62.1 I C6 JOB NO. DATE SHEET ____ OF CW Cr- -Z, Lc 11Ac or-i L%cRç.ta J..p CU..P%(t\1i iIr'T c 1: 3"' O.Icx R5G - 3cc ) q S. ' . : R pI71?\r1 c0(Lr'Ga iAV1"/ 'si$ S 3 .-t L 1c.e IT, - I r C((-c Ast F-oa ces a'i z — 0tNC1lUi oF Oti'i, lb () £LErLLt'lf k Cut1 - CoW-C.1otU ô Ocur/ —) 1.J/j 10 C6-tc4U 4 Cc,sIrI Pe& — -ALL- CaLLeC1;M A CoiJ,(C1icp4 PJE IcrJ MC9 \Jslr4c flk 4&-1 CTO(.,SL T MeLIs To \.g• OF iO'.f — MPL-IS To %e C-14060 Sc(Lc.J ,S 1V%g.d 1* wooQ PIP.'ti(PCr c'c 3oI5•t tJ.t — AP?Lte5 To I3oL I, ot ," (LL Q oF bc' C4o c,N' e c -it oi' To wabo 0i f\Vllf(F'kf', Cis — AULIts le ii4LOO \,4, F. CdLLC1.,(t — I\Pfc. I I: -rb plos aqf.Iti -, Asj Q(C () 62.2 R2H Engineering, Inc. JOB NO._1 Goo PROJECT L cYf /1 _______________________________________ DATE BY ___________ SUBJECT _______________________________ SHEET ____ OF Coo 0, Of (IutN 1 vecTtc'- (çtiiU 4 J9 IC K LS I.°9 IL CLrC fc-F ' Vi ot3 . sc lek iJø )1- cz rtio fl r- (:3. Q6 9 It & 1CLF (fo) it (L( 0i..F tI.t.. ('LF ' 7- III. -L&I SfFtr'L, (7\ kc SI/ (?_) -'/ørB (K~ - C—.,O,L /J.I/3d,K. siALL IS A S wn Th 14 ('Lf c) n-n. p (LFr) ~ftcb :. -jis-1 ~cl~— C-111--t I , G(-D c_ &U ILL(SQ '-i-s iu LS S ?-tj 't 'V 1640 pL( C LF )C 'to PLE c(Zia 0 r- G- - .ts - I.o'-1 tc- (so) cft' (- lC'L( (A S,,) SM' (- I ç fJ 7 1 o. P'..F . S f R2HEngineerin PROJECT______ BY SUBJECT g, Inc. 1_-c I_ 1(0-10 JOB NO. DATE SHEET OF 62.3 0! -t G "i '.?) I cc(tD H r 3 - LI ~ jLP (L —o) i t $ pif 4: 1) fL( iJo 3 - Lie' s,' PL (ND) )I.t5 ç- 9L- IG'ta f'L-P t o k— Co.)°L u— -z , •.. qLF Y 6 z 3 & 1% (7LF fLF . Rte t'.f tZ(tO K - o pF cI2S - Lf c. o ; 9iF II S II' 5 IS oa 9LF ; TLC' Sc?M,4. (tect) IC. Jfctr r.'"&9 . 62.4 i4a R2H Engineering, Inc. JOB NO. _6o PROJECT i DATE BY ____ SUBJECT SHEET ____ OF ct)tj o f (4. •7,_ p, c (co'. Ci)) -zcA ao%o IFLF 1rcrQ) ('.F (Iff C') to vtU £c . tt' sr (!sa '-r o.i IcLr x z O,Ctflci . L1) 'tr sø) L. — Cf\'cc i'' of- SO 0-C-- . )o LF CVI eLr c?!, rr :.vie 05 I I° pu xl.Z5 fF — c3 ('Lc fl'Ut'if (rc) - CIO C Aeac1I t(- 5p5 '/. SC CZ'I 91 ( 14 V\ cuP C'CIi ci 3A'• ' %,atL9 JijQ o.0 g, 10 1'% - )C. It2 > Iis SID ao 13 i -:j P.F ?c Z PC CL c.co) r )ç t &I , L c (Lq P)) - . -.,---. - L çPC( çz9 'LF 0U tS('Lc ;.G. cz(cP r- ?U )cS W. PC - LF °1 0 fl-c— (Lco) tC3-2 eLc C1 (U lcc1 (Lfg ' ci"i 'L( 62.5 R2H Engineering, Inc. JOB NO.________ PROJECT Loi 11 DATE BY ____ SUBJECT SHEET OF ____ corj OiAeI (IF elf (L - 2S-ë - %1.. 0 PLE ((NJ 0) - - I s('" R2H Engineering, Inc. PROJECT BY J.W.S. SUBJECT___ 62.6 16070 JOB NO. LOT 17 DATE SHEET ______ OF____ ROOF LEDGER DESIGN GRAVITY LOADS ASSUME 10' BAY NEXT TO PANEL. ASSUME DEAD LOAD = ROOF LIVE LOAD =20 psf wD = 20 psfx (1072) = 100 plf wLr= 20 psfx(10'/2)= 100 plf OR Concentrated load of 300 lbs (300 Ib/2.5')= 120 plf IN-PLANE SEISMIC SHEAR LOADS DESIGN FOR 3 TIERS yE <= 1200 plf (ASD) 1200 <yE <= 1800 plf (ASD) 1800 <yE <= 2400 plf (ASD) DESIGN WOOD LEDGER: TRY 4x6 DFL #1 WITH 3/4" GRADE A36 LEDGER BOLT (Fyb = 45,000 psi) TIER 1: USE LEDGER BOLTS © 24" O.C. (SEE FOLLOWING PAGES FOR ENERCALC RESULTS) TIER 2: USE LEDGER BOLTS © 16" O.C. (SEE FOLLOWING PAGES FOR ENERCALC RESULTS) TIER 3: USE LEDGER BOLTS © 12" O.C. (SEE FOLLOWING PAGES FOR ENERCALC RESULTS) CHECK ANCHORAGE OF LEDGER BOLT IN CONCRET TILT-UP PANEL: TRY 12" VERTICAL EDGE DISTANCES, 9" HORIZONTAL EDGE DISTANCE. LOAD AMPLIFIED BY OMEGA = 2.5 TRY PANEL THICKNESS = 7.5" - 3/4" REVEAL =63/4" EMBED DEPTH = 5" 3/4" LEDGER BOLT CONCRETE ANCHORAGE IS ADEQUATE FOR GRAVITY LOAD + 2400 plf SHEAR (SEE FOLLOWING PAGES FOR SIMPSON STRONG TIE ANCHOR DESIGNER RESULTS) R2H Engineering, Inc. Project Title: 62.7 Engineer: Project ID: Project Descr: Pilnled: 22 JAN 2016. 11:20AM File = c:UsersUimmyOesktopTYPICA-l.EC6 I Wood Ledger ENERCALC. INC. 1983-2015. Build:6.15.12.9. Ver.6.15.12.9 Description: WOOD ROOF LEDGER -46 DFL #1 W/3/4' A.B. @12" o.c., 10 TRIB Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General information Ledger Width 3.50 in Design Method: ASD (using Service Load Combinations Ledger Depth 5.50 in Wood Stress Grade: Douglas Fir -Larch, No.1 Ledger Wood Species Douglas Fir-Larch Fb Allow 1,000.0 psi G : Specific Gravity 0.5 Fv Allow 180.0 psi Bolt Diameter 3/4" in Fyb: Bolt Bending Yield 45,000 psi Bolt Spacing 12.0 in Concrete as Main Supporting Member Cm - Wet Service Factor 1.0 Using 6" anchor embedment length in equations. Ct - Temperature Factor 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table 11 Cg - Group Action Factor 1.0 C A - Geometry Factor 1.0 Pt Load Pt Load Uniform Load 1 Load Data I Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 100.0 plf 0.0 plf 0.0 plf 0.0 p11 0.0 plf 0.0 p11 0.0 p11 Point Load... 0.0 lbs 300.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs Spacing 30.0 in Offset 0.0 in Horizontal Shear 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 2,400.0 lbs 0.0 lbs R2H Engineering, Inc. Project Title: 62.8 Engineer: Project ID: Project Descr: Printed: 22 JAN 2016, 11:20AM File = c:UsersUimmy\0esktopTYPlCA-1.EC6 I I Wood Ledger ENERCALC. INC. 1983-2015. Build:6.15.12.9.Ver.6.15.12.9 Description: WOOD ROOF LEDGER - 46 DFL #1 WI 3/4" A.B. @ 12" o.c., 10 TRIB DESIGN SUMMARY .Design OK N Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination... Load Combination... (for specific gravity & bolt diameter) +D+Lr+H +1.112D+0.70E+H Ledger, Perp to Grain 7,500.0 ksi Moment 78.408 ft-lb Max. Vertical Load 111.20 lbs Ledger, Parallel to Grain 7,500.0 ksi fb : Actual Stress 53.321 psi Bolt Allow Vertical Load . 901.69 lbs Supporting Member, Perp to Grain 2,600.0 ksi Fb : Allowable Stress 1,000.0 psi Supporting Member, Parallel to Grain 5,600.0 ksi Stress Ratio 0.05332 :1 Max. Horizontal Load 1,680.0 lbs Bolt Allow Horizontal Load 1,723.94 lbs Maximum Ledger Shear Load Combination... Angle of Resultant 3.787 dog +D+Lr+H Diagonal Component 1,683.68 lbs Shear 350.0 lbs Allow Diagonal Bolt Force 1,717.11 lbs Iv : Actual Stress 54.545 psi Stress Ratio, Wood @ Bolt 0.9805:11 Fv: Allowable Stress 180.0 psi Stress Ratio 0.3030 :1 Allowable Bolt Capacity Note! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination . . .+1.112D+0.70E+H Resutant Load Angle: Theta = 3.787 deg Ktheta = 1.250 Fe theta = 1,717.11 Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain Fern 7,500.0 Fes 2,600.0 Fyb 45,000.0 Fern 7,500.0 Fes 5,600.0 Fyb 45,000.0 Re 2.885 RI 1.714 Re 1.339 Rt 1.714 kl 1.316 k2 1.862 k3 0.8949 kl 0.7353 k2 1.216 k3 1.026 Im :Eq11.3-1 Rd= 5.0 Z = 0.01b5 Im Eq 111.34 Rd= 4.0 Z . 0.0 lbs Is Eq 11.3-2 Rd= 5.0 Z= 1,365.0 lbs Is Eq 11.3-2 Rd= 4.0 Z= 3,675.0 lbs II : Eq 11.3-3 Rd = 4.50 Z = 1,996.10 lbs II : Eq 11.3-3 Rd = 3.60 Z = 3,002.41 lbs 111m:Eq11.34 Rd= 4.0 Z= 2,321.16 lbs 111m:Eq11.3-4 Rd = 3.20 Z= 3,485.0 lbs Ills : Eq 11.3-5 Rd = 4.0 Z = 901.69 lbs Ills : Eq 11.3.5 Rd = 3.20 Z= 1,891.22 lbs IV : Eq 11.3-6 Rd = 4.0 Z = 1,070.24 lbs IV : Eq 11.3-6 Rd = 3.20 Z = 1,723.94 lbs Zntin :Basic Design Value = 901.69 lbs Zrnin: Basic Design Value = 1,723.94 lbs Reference design value - Perpendicular to Grain: Reference design value- Parallel to Grain: Z"CM CD* Ct"Cg"Cdelta = 901.69 lbs Z*CM* CD* Ct*Cg*Cdelta = 1,723.941b5 R21-1 Engineering, Inc. Project Title: Engineer: Project Descr: Project ID: 62.9 Pdnled: 22 JAN 2016. 11:19AM 'AIc'd Ledge File cUsersUimrn?tDesktoP1'tPlCA-l.EC6 VV ENERCALC, INC. 1983-2015, Build:6.15.12.9, Ver.6.15.12.9 - Licensee Q!l.E engineeri ng •Iinc. ca ' Description: WOOD ROOF LEDGER - 46 DFL #1 WI 3/4" A.B. @ 16" O.C., 10 TRIB Code References I Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General information Ledger Width 3.50 in Design Method: ASD (using Service Load Combinations Ledger Depth 5.50 in Wood Stress Grade: Douglas Fir - Larch, No.1 Ledger Wood Species Douglas Fir-Larch Fb Allow 1,000.0 psi G : Specific Gravity 0.5 Fv Allow 180.0 psi Bolt Diameter 3!4 in Fyb: Bolt Bending Yield 45,000 psi Bolt Spacing 16.0 in - Concrete as Main Supporting Member Cm - Wet Service Factor 1.0 Using 6" anchor embedment length in equations. Ct - Temperature Factor 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table 1 1 Cg - Group Action Factor 1.0 CA - Geometry Factor 1.0 Pt Load Pt Load I Uniform Lo Load Data I Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 100.0 p11 p11 p11 p11 p11 p11 p11 Point Load... lbs 300.0 lbs lbs lbs lbs lbs lbs Spacing 30.0 in Offset in Horizontal Shear lbs lbs lbs lbs lbs 1,800.0 lbs lbs R2H Engineering, Inc. Project Title: 62.10 Engineer: Project ID: Project Descr: PAnted: 22 JAN 2016, 11:19AM He = c:UsersUimm0esktopTYPlCA-1.Ec6 Wood Ledger ENERCALC, INC. 1983-2015, Build:6.15.12.9, Ver.6j5.12.9 I Description: WOOD ROOF LEDGER - 4x6 DFL #1 WI 3I4 A.B. @ 16" O.C., 10 TRIB DESIGN SUMMARY I Design OK N Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination... Load Combination... (for specific gravity & bolt diameter) +D+Lri-H +1.1120+0.70E+H Ledger, Perp to Grain 7,500.0 ksi Moment 106.395 ft-lb Max. Vertical Load 148.267 lbs Ledger, Parallel to Grain 7,500.0 ksi fb : Actual Stress 72.354 psi Bolt Allow Vertical Load 901.69 lbs Supporting Member, Pep to Grain 2,600.0 ksi Fb : Allowable Stress 1,000.0 psi Supporting Member, Parallel to Grain 5,600.0 ksi Stress Ratio 0.07235 :1 Max. Horizontal Load 1,680.0 lbs Bolt Allow Horizontal Load 1,723.94 lbs Maximum Ledger Shear Load Combination Angle of Resultant 5.044 deg +D+Lr+H Diagonal Component 1,686.53 lbs Shear 640.89 lbs Allow Diagonal Bolt Force 1,711.88 lbs Iv : Actual Stress 99.878 psi Stress Ratio, Wood @ Bolt 0.9852:1 Fv : Allowable Stress 180.0 psi Stress Ratio 0.5549 :1 Allowable Bolt Capacity 1Note! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination. - .+1.112D+O.70E+FI Resutant Load Angle: Theta = 5.044 deg Ktheta 1.250 Fe theta 1,711.88 Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain Fern 7,500.0 Fes 2,600.0 Fyb 45,000.0 Fern 7,500.0 Fes 5,600.0 Fyb 45,000.0 Re 2.885 Rt 1.714 . Re 1.339 Rt 1.714 ki 1.316 k2 1.862 k3 0.8949 ki 0.7353 k2 1.216 k3 1.026 Im Eq 11.3-1 Rd= 5.0 Z= 0.0 lbs lrn Eq 11.3-1 Rd= 4.0 Z = 0.0 lbs Is : Eq 11.3-2 Rd = 5.0 Z = 1,365.0 lbs Is : Eq 11.3-2 Rd = 4.0 Z = 3,675.0 lbs Il Eq 11.3-3 Rd= 4.50 Z= 1,996.l0lbs II Eq 11.3-3 Rd= 3.60 Z= 3,002.41 lbs lllm:Eq11.3-4 Rd= 4.0 Z= 2,321 .16 lbs 111m:Eq11.3-4 Rd = 3.20 Z = 3,485.0 lbs Ills : Eq 11.3-5 Rd = 4.0 Z = 901.69 lbs Ills : Eq 11.3-5 Rd = 3.20 Z = 1,891.22 lbs IV Eq 11.3-6 Rd= 4.0 Z= 1,070.24 lbs IV Eq 11.3-6 Rd = 3.20 Z= 1,723.941b5 Zrnin: Basic Design Value = 901.69 lbs Zrnin: Basic Design Value = 1,723.94 lbs Reference design value- Perpendicular to Grain: Reference design value - Parallel to Grain: Z * CM * CD* Ct * Cg * Cdelta = 901.69 lbs ZCCM* CD* Ct*Cg*Cdelta = 1,723.941b5 R2H Engineering, Inc. Project Title: 62.11 Engineer: Project ID: Project Descr: Punted: 22 JAN 2016,11:16M File = cUsersJimmDesktopTYPICA-1.EC6 Wood Ledger ENERCAIC. INC. 1983-2015, Build:6.15.12.9, Ver.6.15.12.9 Description: WOOD ROOF LEDGER - 4x6 DFL #1 W/ 3/4° A.B. @ 24" o.c., 10 TRIB Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General information Ledger Width 3.50 in Design Method: ASD (using Service Load Combinations Ledger Depth 5.50 in Wood Stress Grade: Douglas Fir - Larch, No.1 Ledger Wood Species Douglas Fir-Larch Fb Allow 1000 psi G : Specific Gravity 0.5 Fv Allow 180 psi Bolt Diameter 3/4° in Fyb: Bolt Bending Yield 45,000 psi Bolt Spacing 24.0 in Concrete as Main Supporting Member Cm - Wet Service Factor 1.0 Using 6" anchor embedment length in equations. Ct - Temperature Factor 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table 11 Cg - Group Action Factor 1.0 C A - Geometry Factor 1.0 Pt Load Pt Load Pt Load Uniform Load 4 4 4 Load Data .. I Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 100.0 pIE 0.0 pIE 0.0 plf 0.0 plf 0.0 p11 0.0 pIE 0.0 pIE Point Load... 0.0 lbs 300.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs Spacing 30.0 in Offset 0.0 in Horizontal Shear 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 1,200.0 lbs 0.0 lbs R21-1 Engineering, Inc. Wood Ledger Project Title: 62.12 Engineer: Project ID: Project Descr: Pnnted: fl JAN 2016. 11:16Ai File = cusersuimmy0esktoplTvPlcA-1.Ec6 INC. 1983-2015, Build:6.15.12.9, Ver.6.15.12.9 Description: WOOD ROOF LEDGER -46 DFL #1 WI 3/4° A.B. @24° o.c., 10' TRIB pEsIGN SUMMARY Maximum Ledger Bending Load Combination... +D+Lr+H Moment 165.146 ft-lb fb : Actual Stress 112.307 psi Fb : Allowable Stress 1,000.0 psi Stress Ratio 0.1123 :1 Maximum Ledger Shear Load Combination... Maximum Bolt Bearing Summary . Dowel Bearing Strengths Load Combination... (for specific gravity & bolt diameter) +1.1120+0.70E+H Ledger, Perp to Grain 7,500.0 ksi Max. Vertical Load 222.40 lbs Ledger, Parallel to Grain 7,500.0 ksi Bolt Allow Vertical Load 901.69 lbs Supporting Member, Perp to Grain 2,600.0 ksi Supporting Member, Parallel to Grain 5,600.0 ksi Max. Horizontal Load 1,680.0 lbs Bolt Allow Horizontal Load 1,723.94 lbs Angle of Resultant 7.541 deg +D+Lr+H Diagonal Component 1,694.66 lbs Shear 606.25 lbs Allow Diagonal Bolt Force 1,697.28 lbs N : Actual Stress 94.481 psi Stress Ratio, Wood @ Bolt 0.9985:1 Fv: Allowable Stress 180.0 psi Stress Ratio 0.5249 :1 Allowable Bolt Capacity jJ Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination . . .+1.112D+0.70E+H Resutant Load Angle: Theta = 7.541 deg Ktheta = 1.250 Fe theta = 1,697.28 Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain Fern 7,500.0 Fes 2,600.0 Fyb 45,000.0 Fern 7,500.0 Fes 5,600.0 Fyb 45,000.0 Re 2.885 Rt 1.714 Re 1.339 Rt 1.714 kl 1.316 k2 1.862 k3 0.8949 kl 0.7353 k2 1.216 k3 1.026 Im Eq 11.3-1 Rd= 5.0 Z= 0.0 lbs Im Eq 11.3-1 Rd= 4.0 Z= 0.0 lbs Is : Eq 11.3-2 Rd= 5.0 2= 1,365.0 lbs Is : Eq 11.3-2 Rd = 4.0 Z= 3,675.0 lbs II Eq 11.3-3 Rd= 4.50 2= 1,996.10 lbs II Eq 11.3-3 Rd = 3.60 Z= 3,002.41 lbs I11m:Eq11.34 Rd= 4.0 Z = 2,321.16 lbs Illm: Eq 11.3-4 Rd= 3.20 Z= 3,485.0 lbs Ills : Eq 11.3-5 Rd = 4.0 2 = 901.69 lbs Ills : Eq 11.3-5 Rd = 3.20 Z = 1,891.22 lbs IV Eq 11.3-6 Rd= 4.0 Z= 1,070.24 lbs IV Eq 111.3-6 Rd = 3.20 Z= 1,723.94 lbs Zmin: Basic Design Value = 901.69 lbs Zmin : Basic Design Value =. 1,723.94 lbs Reference design value - Perpendicular to Grain: Reference design value - Parallel to Grain: ZfrCM* CD* Ct*Cg*Cdelta = 901.69 lbs ZCM* CD* Ct*Cg*Cdelta = 1,723.941b5 62.13 Company: R2H ENGINEERING I Date: 1/22/2016 Engineer: JWS Page: 1/4 Project: TYPICAL CALCULATIONS Address: Phone: E-mail: JSIPES@R2H.COM 1IiYiI']I Anchor Designer TM Software I. Version 2.3.5555.164 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, her (inch): 5.000 Anchor category: - Anchor ductility: Yes hm,n (inch): 6.50 Cmin (inch): 4.50 Smin (inch): 4.50 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: U = 1.213 + 1.OE + 1.0L + 0.2S Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: D.3.3.4.3 (d) is satisfied Ductility section for shear: D.3.3.5.3 (c) is satisfied Do factor: 2.5 Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Project description: Location: Fastening description: ROOF LEDGER BOLT ANCHORAGE Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.75 State: Cracked Compressive strength, f c (psi): 4000 '+'..v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6d0 requirement: No Build-up grout pad: No z fllh <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 62.14 Company: R21-1 ENGINEERING Date: 1/22/2016 Engineer: JWS Page: 2/4 Project: TYPICAL CALCULATIONS Address: Phone: E-mail: JSIPES@R2H.COM III1I Anchor DesignerTM Itoo Software Version 2.3.5555.164 <Figure 2> Recommended Anchor Anchor Name: Heavy Hex Bolt - 3/40 Heavy Hex Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 62.15 Company: R2H ENGINEERING I Date: 112212016 Engineer: JWS Page: 3/4 Project: TYPICAL CALCULATIONS Address: Phone: E-mail: JSIPES@R2H.COM IIIhiI Anchor Designer TM Software Version 2.3.5555.164 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vuax (lb) Vuay (lb) 4(Vuax)2+(VuayY (Ib) 1 0.0 240.0 -6000.0 6004.8 -6000.0 6004.8 Sum 0.0 240.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, eNx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, ePiy (inch): 0.00 Eccentricity of resultant shear forces in x-axis, evc (inch): 0.00 Eccentricity of resultant shear forces in y-axis, ew (inch): 0.00 S. Steel Strength of Anchor in Shear (Sec. D.6.1 Vsa (lb) 9191a9 0 Øgraxaq V0 (lb) 11625 1.0 0.65 7556 9. Concrete Breakout Strenath of Anchor in Shear (Sec. D.6.21 Shear perpendiöular to edge in x-direction: Vhx = minI7(1a/da)024de2a4fccal15; 9.a4fcCal15I (Eq. 0-33 & Eq. 0-34) le (in) d0 (in) Aa f (psi) Cal (in) Vb. (lb) 5.00 0.75 1.00 4000 12.00 23292 tbVcbx =0 (Avc/Avca) !POd,V!PC.V Ph.V Vbx (Sec. 0.4.1 & Eq. 0-30) Avc (in 2) Avca (in 2) Id,V (lb) 0 SVctix (lb) 182.25 648.00 0.850 1.000 1.633 23292 0.70 6365 Shear perpendicular to edge in y-direction: Vby = minI7(le/do)°24da264f6cei15; 9A./fccai15I (Eq. 0-33 & Eq. 0-34) Ic (in) da (in) Ac f (psi) Cal (in) 1/by (I b) 5.00 0.75 1.00 4000 8.00 12679 ØVcby b (Avc/Avco) vY'C,vY'h,vVby (Sec. 0.4.1 & Eq. 0-30) Av. (in2) Av. (in2) I'v PC V Ph, V Vby (lb) 0 tlVcby (lb) 162.00 288.00 1.000 1.000 1.333 12679 0.70 6656 Shear parallel to edge in x-direction: Vby = minl7(Ie/de)024da2a4fcc01l5; 9Ac'If'ccai1 I (Eq. 0-33 & Eq. 0-34) Ia (in) da (in) Ac Pc (psi) Cal (in) Vby (I b) 5.00 0.75 1.00 4000 8.00 12679 çSVGbX =0 (2)(Avc/Av) v!l'c.vPh.vVby (Sec. 0.4.1 & Eq. D-30) Av (in 2) Av. (in 2) Wad.v SIAV Vby (lb) 0 6Vcbx (lb) 162.00 288.00 1.000 1.000 1.333 12679 0.70 13313 Shear parallel to edge in y-direction: Vbr = minI7(1a/da)0.2IdaAa4fcCa115; 92a4fcc81'51 (Eq. 0-33 & Eq. 0-34) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 62.16 Company: R2H ENGINEERING I Date: 1/22/2016 Engineer: JWS I Page: 4/4 Project: TYPICAL CALCULATIONS Address: Phone: E-mail: JSIPES@R2H.COM tk'iI!.1U Anchor Designer TM S)IT14 Software Version 2.3.5555.164 le (in) d0 (in) AD f (psi) cal (in) Vba (lb) 5.00 0.75 1.00 4000 12.00 23292 oVcby=0(2)(AvclAvco)V'ed,vV'c.vV'h,vVbm (Sec. D.4.1 & Eq. D-30) Avc (in 2) Av. (in 2) Ped.v Wc,v Y's.v Vb. (lb) 0 qlVcby (lb) 182.25 648.00 1.000 1.000 1.633 23292 0.70 14977 Concrete Prvout Strength of Anchor in Shear (Sec. 0.6.3 OVcP = lkcpNcb = çlkcp(ANc/ANao) 'ed,NY'c,N'cp.NNb (Eq. D-40) AN. (in2) ANco (in 2) ¶Pe4.N Y'c.N 91cp,N Ni, (lb) 0 OVp (Ib) 2.0 225.00 225.00 1.000 1.000 1.000 16971 0.70 23759 Results Interaction of Tensile and Shear Forces (Sec Shear Factored Load, V,0 (lb) Design Strength, øV0 (lb) Ratio Status Steel 6005 7556 0.79 Pass T Concrete breakout x+ 240 6365 0.04 Pass T Concrete breakout y- 6000 6656 0.90 Pass II Concrete breakout y- 240 13313 0.02 Pass II Concrete breakout x- 6000 14977 0.40 Pass Concrete breakout, - - 0.90 Pass (Governs) combined Pryout 6005 23759 0.25 Pass 314"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 5.000 inch meets the selected design criteria. Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied - designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied - designer to verify. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 82.1 Company: R2H ENGINEERING Date: 11/9/2016 Engineer: JWS Page: 1/4 Project: LOT 17 Address: Phone: E-mail: tiiV'AiI.iI• Anchor DesignerTM -] Software Version 2.4.5940.1 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACl 318-11 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 55 Diameter (inch): 0.625 Effective Embedment depth, het (inch): 6.000 Anchor category: - Anchor ductility: Yes hmin (inch): 7.38 Cmin (inch): 1.11 Smin (inch): 2.50 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: U = 1.213 + 1.OE + 1.OL + 0.2S Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: D.3.3.4.2 not applicable Ductility section for shear: D.3.3.5.2 not applicable Do factor not set Apply entire shear load at fro r' Anchors only resisting wind a <Figure 1> x Project description: Location: STOREFRONT SUPPORT BEAM Fastening description: BEAM TO PNL CONN. Base Material Concrete: Normal-weight Concrete thickness, h (inch): 8.50 State: Cracked Compressive strength, f (psi): 4000 9cv: 1.2 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6d0 requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 12.00 x 6.00 x 0.50 lb Y Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 82.2 Company: R2H ENGINEERING Date: 1 11/9/2016 Engineer: JWS I Page: 2/4 Project: LOT 17 Address: Phone: E-mail: Anchor Designer TM Software Version 2.4.5940.1 <Figure 2> Recommended Anchor Anchor Name: Heavy Hex Bolt - 518"0 Heavy Hex Bolt, F1554 Cr. 55 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 82.3 Company: R21-1 ENGINEERING Date: 11/9/2016 Engineer: JWS Page: 3/4 Project: LOT 17 Address: Phone: E-mail: 11 Anchor DesignerTM Software Version 2.4.5940.1 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Niia (lb) Vuaa (lb) Vga,, (lb) 1(Vuax)2+(Vuay)2 (lb) 1 0.0 0.0 1520.0 1520.0 0.0 0.0 1520.0 1520.0 3040.0 3040.0 <Figure 3> Sum 0.0 0.0 Maximum concrete compression strain (%a): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, eNa (inch): 0.00 Eccentricity of resultant tension forces in y-axis, eNy (inch): 0.00 Eccentricity of resultant shear forces in x-axis, ew (inch): 0.00 Eccentricity of resultant shear forces in y-axis, ew (inch): 0.00 Steel Strength of Anchor in Shear (Sec. D.6.11 V. (lb) çlgoui 0 Øg,ogØVsa (lb) 10170 1.0 0.65 6611 Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2 Shear perpendicular to edge in y-direction: Vby = minh7(1e/da)0 IdaAn4fccaI15; 9Aa1fcCal15I (Eq. 0-33 & Eq. 0-34) Ia (in) da (in) Aa f (psi) COI (in) tlby (lb) 5.00 0.63 1.00 4000 3.00 2757 ØVcgy= Ø(A vc/Avco) vY'edvWc,vPs,vVby(Sec. 0.4.1 & Eq. 0-31) Ave (in 2) Av. (in 2) Yecv !Pcv Vh, V Vby (lb) 0 qlVcigy (I b) 81.00 40.50 1.000 1.000 1.200 1.000 2757 0.70 4631 Shear parallel to edge In y-direction: Vs = minI7(1e/d4°4daAa4fccai15; 92a4fcCa11.51 (Eq. 0-33 & Eq. D-34) l (in) d0 (in) AS f' (psi) COI (in) Vbx (lb) 5.00 0.63 1.00 4000 11.50 20689 ØVcby = (2)(Avc/Avco) .dvY'cv!Ii,vVbx(Sec. 0.4.1 & Eq. 0-30) Ave (in2) Av (in2) Wed V qi,.v Vb. (lb) 0 ØVcby (lb) 172.13 595.13 1.000 1.200 1.425 20689 0.70 14321 Concrete Prvout Strength of Anchor in Shear (Sec. D.6.3 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 82.4 Company: R2H ENGINEERING I Date: 1 11/9/2016 Engineer: JWS I Page: 4/4 Project: LOT 17 Address: Phone: E-mail: Anchor DesignerTM Software Version 2.4.5940.1 ØVcpg = 5kcpN6g = Okap(ANc/ANco) Pec,NPed,N Wc.NPcp.NNb (Eq. 0-41) kcp ANC (in2) AN. (in2) !PCC,N 'od,N PCN Pcp,N Nb (Ib) 0 ØVcpg (lb) 2.0 336.00 324.00 1.000 0.800 1.000 1.000 22308 0.70 25911 Results Interaction of Tensile and Shear Forces (Sec. D.71 Shear Factored Load, V (Ib) Design Strength, aV (lb) Ratio Status Steel 1520 6611 0.23 Pass T Concrete breakout y+ 3040 4631 0.66 Pass (Governs) II Concrete breakout x- 1520 14321 0.11 Pass (Governs) Pryout 3040 25911 0.12 Pass 518"0 Heavy Hex Bolt, F1554 Gr. 55 with hef = 6.000 Inch meets the selected design criteria. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and 0.8.2 for torqued cast-in-place anchor is waived per designer option. - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of D.3.3.4.3 for tension need not be satisfied - designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of 0.3.3.5.3 for shear need not be satisfied - designer to verify. - Designer must exercise own judgement to determine if this design issuitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com A 87.]. RH Engineering, Inc. JOB NO.I c PROJECT Loll I-A DATE BY SUBJECT ___________________________________ SHEET ____ OF - _IpJ1( PflvJPA (Itr' _ts 'It, L3, L( el ,37 C LI, Psic .LeLf *tl. tk - 1(tW, /IO1t _rLc 'toF - -: — - S•C C6V(tr ( L lrjlP-'Lf Cl L L%o C6v P00) (Z,i'4 o P1._S V- LoOk L', L-5 ,LC/I-% Let Lt / -r4 qe(mr LIWlev 1' coqnM (LoRnS) sels- It' Gbç'31 - - cjE 3 (J _o 2-C fe (" J 87.2 File = P:t1616070C-1t2-CALC-116070.ec6 Concrete Beam ENERCAIC, INC. 1983-2016,Build:6.16.5.11,Ver.6.16.5.11 Lic. Licensee r2h engineering inc. Description: Lintel. Gravity Design cObEPENcEs 1 Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 TMat iiãFt1 ft 112 4.0 ksi * fr = fc 7.50= = 474.342 psi d) Phi Values Flexure: 0.90 fifl Shear: 0.750 V Density = 145.0 pcf f3 1 0.850 A LtWt Factor = 1.0 = Elastic Modulus 3,122.0 ksi Fy-Stirrups 40.0ks1 fy - Main Reber = 60.0 ksi E - Stirrups = Stirrup Bar Size # 29,000.0 ksi 3 E - Main Rebar = 29,000.0 ksi - Number of Resisting Legs Per Stirrup= 0.0 'Sp an.33.O ft TCiSion & Reinforcing Details 1 Rectangular Section, Width = 8.50 in, Height = 108.0 in Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 33.0 ft in this span 245 at 7.0 in from Bottom, from 0.0 to 33.0 ft in this span EIAIied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load: 0 = 0.0220, Lr = 0.020 ksf, Tributary Width = 27.0 ft, (roof) I Maximum Bending Stress Ratio = 0.644 :1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.005 in Ratio = 76585 >=36 .Mu : Applied 365.637 k-ft Max Upward Transient Deflection . 0.000 in Ratio = 0<360 Mn * Phi: Allowable 567.56 k-ft Max Downward Total Deflection 0.020 in Ratio = 20091 >=24 I Max Upward Total Deflection 0.000 in Ratio = 999<240 Location of maximum on span 16.530 ft Span # where maximum occurs Span # 1 87.3 Concrete Beam Lic. it'A'fhI1uIIII}4!i rue = r:u ENERCAIC, INC. 1983- Licer Description: Lintel @ floor level. Gravity Design EbODE REFERENCE Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties ft = 4.0 ksi d Phi Values * Flexure: 0.90 = 7.50 = 474.342 psi Shear: 0.750 4f Density = 145.0 pcf = 0.850 A. LtWt Factor 1.0 Elastic Modulus 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - MainRebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Reber = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = eWiTi hEU.rflOJflLsUUUUfU.Cl.O. Build:6.16.5.11. Ver.6.16.5.11. 0(0.841 Lr(1.751 8.5wx78h Span-31.0 It [Cross-Section & Reinforcing Details Rectangular Section, Width = 8.50 in, Height 78.0 in Span #1 Reinforcing.... 246 at 3.0 in from Bottom, from 0.0 to 31.0 ft in this span 246 at 7.0 in from Bottom, from 0.0 to 31.0 It in this span 246 at 11.0 in from Bottom, from 0.0 to 31.0 ft in this span flAliéf Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load: D =0.060, Lr = 0.1250 ksf, Tributary Width = 14.0 ft, (floor) DESIGN SUMMARY Section used for this span Mu : Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs Typical Section 553.67 k-ft 810.92 k-ft 15.472 ft Span # 1 Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.035 in Ratio = 10739>=36 0.000 in Ratio = 0<360 0.079 in Ratio = 4715 >=24 0.000 in Ratio = 999 <240 i4a R2H Engineering, PROJECT _LÔ- BY SUBJECT Inc. 87.4 JOB NO. Ic6h, DATE _____ SHEET OF LIte1 L- Pe.StCr O¼1-1 (-\ - eL' Q- R- (- , —. pcicrJ F6L... •Z shri j4 %1J Q 3 PiE (Lo) - ¼J) k. : ç-i(ç C' urv= (3 C. r % I ¼J(IJO WAO 'C -( (3o psr- ,J) (r- O .tfCa.1Mc)(I.o)C , iS ):cF) - 3_-.VSF Wer S c? o,'c. tf (!L iZ f- Of, NCALIL ;t 1L1J) . PLo& -, 1Ji(;1 Fon t'/-_ woo LjP..o -.I ' - If(Q -: '3', ,p - V4 V- IL 9 kl "' c-çe 3¼) 's.;' 'IC~ o e.1ç. rye C, &trZS;Lr-(%tc- 87 . 5 File = P:t1616070C-1'i2-CALC-1t16070.ec6 I Concrete Beam ENERCALC. INC. 1983-2016. Build:6.16.5.11.Ver.6.16.5.11 Descnption: Lintel - @ ROOF LEVEL - OUT OF PLANE CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc IQ = * 4.0 ksi 4) Phi Values Flexure: 0_90 fr = 7.50 = 474.342 psi Shear: 0.750 'V Density = 145.0 pcf 0.850 A. LtWt Factor 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stinups 40.0 ksi fy - MainRebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Reber = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 12 w 85_h Span.34.0 II Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 8.50 in Span #1 Reinforcing.... 145 at 3.063 in from Bottom, from 0.0 to 34.0 ft in this span 145 at 3.063 in from Top, from 0.0 to 34.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number I Uniform Load: W = 0.0570, E = 0.0270 k/ft. Tributary Width = 1.0 ft, (OUT OF PLANE) DESIGN SUMMARY i*ruI.] Maximum Bending Stress Ratio = 0.778 :1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 2.156 in Ratio= 189>=15 Mu : Applied 8.236 k-ft Max Upward Transient Deflection -2.156 in Ratio= 189>=15 Mn * Phi: Allowable 10.586 k-ft Max Downward Total Deflection 0.000 in Ratio = 999<150 Max Upward Total Deflection 0.000 in Ratio = 999<150 Location of maximum on span 16.969 ft Span # where maximum occurs Span # 1 Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 1/2 = * 4.0 ksi dj Phi Values fr= ft 7.50 474.342 psi II! Density = 145.0 pcf = ? LtWt Factor = 1.0 Elastic Modulus 3,122.0 ksi Fy - Stirrups fy - Main Rebar = 60.0 ksi E - Stirrups = Stirrup Bar Size # E - Main Reber = 29,000.0 ksi Number of Resisting Legs Per Stirrup = Flexure: 0.90 Shear: 0.750 0.850 40.0 ksi 29,000.0 ksi 3 87 . 6 File P:t16t16070C-112-CALC-116070.ec6 I Concrete Beam ENERCALC, INC. 1983-2016, Build:6.16.5.11, Ver.6.16.5.11 I Lic. #: KW-06000291 U1.(1iM*U?l,I1s[.II.IiiII L gt. Description: Lintel - @FLR LEVEL - OUT OF PLANE CODE REFERENCES 12wx8.5h Span-31.0 ft Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 8.50 in Span #1 Reinforcing.... 145 at 3.063 in from Bottom, from 0.0 to 33.0 ft in this span 145 at 3.063 in from Top, from 0.0 to 33.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number I Uniform Load: W = 0.0720, E = 0.0270 k/ft, Tributary Width = 1.0 ft, (OUT OF PLANE) DESIGN SUMMARY I Maximum Bending Stress Ratio = 0.817 :1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 2.142 in Ratio = 173>=15 Mu : Applied 8.649 k-ft Max Upward Transient Deflection -2.142 in Ratio = 173>=15 Mn * Phi: Allowable 10.586 k-ft Max Downward Total Deflection 0.000 in Ratio = 999<150 Max Upward Total Deflection 0.000 in Ratio = 999<150 I Location of maximum on span 15.528 ft I Span # where maximum occurs Span # 1 RR Engineering, Inc. Project LOT 17 Designer J.W.S. Subject PANEL RIGIDITIES PANEL RIGIDITIES Panel Line = I I Seis Fac= 0.131 PANEL NO. ON DRAWINGS: 141 /461 Job Number16070 Date____________ Sheet of_____ Panel No. =1 1 Panel Type= 1 Roof Height= 17 Parapet Height= 17 COND IPIER Thk h d Area Wt h/d Delta R PANEL 1 C I 1 1 8.5 17 7.34 249.6 26.52 2.32 0.67 1.50 F A - - 0.0 0.00 ##### #DIV/01 #DIV/01 F B - 0.0 .0.00 ## #DIV/01 #DIV/01 Pan R=1.501 F C - - 0.0 0.00 ##### #DIV/01 #DIV/01 F 0 0.0 0.00 ##### #DIV/01 #DIV/01 Pan Area = 249.56 (Sq Ft) F E 0.0 0.00 ### #DlV/01 #DIV/01 F F 0.0 0.00 ##### #DlV/0! I #DIV/01 Pan Wt = 26.52 (Kips) F G 0.0 0.00 1 ##### I #DIV/01 I #DlV/01 Pan Seis V = 3.47 (Kips) - F I H 0.0 0.00 1 ##### I #DlV/01 I #DIV/01 PANEL RIGIDITIES Panel Line = F-] ______ Seis Fac = 0.131 PANEL NO. ON DRAWINGS: I 1 Panel No. =1 2 Panel Type= Roof Height= Parapet Height= COND [PIER Thk h d Area Wt h/d Delta R PANEL 1 C 1 0 0.0 0.00 ##### #DIV/01 #DIV/01 F A 0.0 0.00 ### #DIV/01 #DIV/01 F B - 0.0 0.00 ### #DIV/01 #DIV/01 Pan R = 0.000 F C 0.0 0.00 ##### #DIV/01 #DlV/01 F D 0.0 0.00 ### #DIV/01 #DIV/01 Pan Area = 0.00 (Sq Ft) F E 0.0 0.00 ### #DIV/01, #DIV/01 F F 0.0 1 0.00 ##### #DIV/01 #DIV/01 Pan Wt =10.00 I (Kips) F G 0.0 1 0.00 ##### #DIV/ #DlV/01 113an Sels V =10.00 (Kips) F H 0.0 1 0.00 ##### #DIV/01 #DlV/01 PANEL RIGIDITIES Panel Line = 1 1 Seis Fac = 0.131 PANEL NO. ON DRAWINGS: I Panel No. =1 3 Panel Type= Roof Height= Parapet Height COND IPIER Thk h d Area Wt h/d Delta R PANEL 1 C 1 0 0.0 0.00 ### #DlV/01 #DIV/01 F A 0.0 0.00 1 ### #DIV/01 I #DlV/ol F B - - - 0.0 0.00 ##### #DIV/01 #DIV/01 Pan R = 0.000 F C 0.0 0.00 ##### #DIV/01 #DIV/01 F 0 - - 0.0 0.00 ##### #DIV/01 #DIV/01 Pan Area = 0.00 (Sq Ft) F E 0.0 0.00 ##### #DIV/01 #DIV/01 ___ F F 0.0 0.00 ### #DIV/01 #DlV/01 Pan Wt =10.00 (Kips) F G 0.0 0.00 ### #DIV/01 #DlV/01 Pan Seis V =10.00 (Kips) F I H I I 1 0.0 0.00 ##### I #DIV/01 1 #DlVI01 R2H Engineering, Inc. RID 0119/09 Version 7.4 Page 2 364.1 RtJ Eitgineering, Inc Job Number16070 Project LOT 17 Date__________ Designer J.W.S. Subject DISTRIBUTION OF FORCES Sheet of DESIGNPERACI 318-4,111 FOR I INTERMEDIATE PRECASTP SHEAR WALLS I DISTRIBUTION OF FORCES ASD Seismic Factor =F 7131 SHEARWALL, LINE 0 f'c= F-7-007 ksi Sds =LO:Z!QJ fy=l 60.00 Iks! p=I 1.0 INPUTS TOTAL ROOF V = 0.00 Kips DIAPHRAGM ROOF V =[0 ]Kips TOTAL MEZZ V = 0.00 Kips ADDITIONAL PANEL V = 10.50 IKips TOTAL PANEL V= 13.97 Kips MEZZ V 0.00 Kips Kips Enter ASD Seismic Values SUM V = 13.97 KIDS Enter Values without the redundancy factor included - Panel No. Roof R Ratio R/ SumR Mezz.? yin Mezz R Ratio Rm/ SumRm Mezz Shear Kips Roof Shear Kiøs Shear Wall Design Dwg. Panel No. 1 1.50 1.000 n - 0.00 0.00 0.00 14.0 Ti 41/46 0.00 0.000 : n 0.00 0.00 0.00 0.0 T 0 3 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 4 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 5 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 6 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 7 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 8 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 9 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 10 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 ii 0.00 0.000 iL. 0.00 0.00 0.00 0.0 T 0 12 1 0.00 0.000 [ n 0.00 0.00 0.00 0.0 T 0 13 0.00 0.000 : n 0.00 0.00 0.00 0.0 T 0 14 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 15 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 Pis.rnIiI.. I 364.2 DIS R21-1 Engineering, Inc. Page 7 4 R 29 Engineering, Inc. Job Number16070 Project LOT 17 Date___________ Designer J.W.S. Subject PANELTYPE1 Sheet_........oL.......... REINFORCED CONCRETE SHEAR WALL WINO OPENINGS Sds = 0.748 Shear Wall Line 0 fc= 4.00 ksi Panel Number 1 PANEL NO. ON DRAWINGS: 41/46 Pg. 1 fy= 60.00 ksi Panel Type 1 ________ Panel Geometry Hpanel 34 ft. Reveal t = ________ Hr= 17.00 ft. Ltot= 7.34 ft. Hr/ltot= 2.32 R= 1.000 teff= 7.75 HA- 0.00 ft. LA= 0.00 ft. HAJLA= #DIV/01 RA= 0.000 teff= 0 HB= 0.00 ft. LB= 0.00 ft. HB/LB= #DIV/01 RB= 0.000 teff= 0 HC= 0.00 ft. LC= 0.00 ft. HC/LC= #DIV/01 RC= 0.000 teff= 0 HD= 0.00 ft. LD= 0.00 ft. HD/LD= #DIV/01 RD= 0.000 teff= 0 HE= 0.00 ft. LE= 0.00 ft. HE/LE= #DIV/01 RE= 0.000 teff= 0 HF= 0.00 ft. LF= 0.00 ft. HFILF= #DIV/01 RF= 0.000 teff= 0 Lateral Loads Vr+p 13.97 kips Total roof+panel Weight of Panel = 26.51575 kips Vmezz 0.00 kips Hmezz ml00ft. 1.40 Gravity Loads DESIGN PER ACI 318-11 FOR INTERMEDIATE PRECAST SHEAR WALLS Wi 0.000 k/ft. DL xl 7.34 ft w2 k/ft. LLr x2 7.34 ft w3 k/ft. DL Mezz x3 7.34 ft w4 k/ft. LL Mezz x4 7.34 ft P1 kips DL Xl ft P2 kips LLr ft P3 kips DL Mezz X3 ft P4 kips LL Mezz X4 X2Ift ft P5 kips DL X5 ft P6 kips LLr X6 ft P7 kips DL Mezz X7 ft P8 kiDs LL Mezz X8 364.3 Boundary Check Pu = 18.56 kips klc/h = 24 <= 25 Agross 682.62 inA2 Pu/Ag 0.054 ksi factored gravity Only Allow 0.63 ksi Mu= 332.57 kft Vu = 19.56 kips Pu/Ag+M/S = 0.45 ksi factored gravity and lateral Flexural Steel As min.= 1.82 inA2 Betal = 0.85 0.75pb= 0.02 Asmax= 11.68 inA2 Asreq= 1.07 inA2 Use = 1.42 inA2 #NIA 400/fy = 0.0067 solid panel FLEXURAL STEEL 5 #5bars 4 #6 bars 3 #7 bars 2 #8 bars Use at o.c. each face Design for Shear Acv= 682.62 inA2 Acv*(fc)A.5 43.17 kips Vu= 19.56 kips Av min.= 0.19 inA2/ft. Smin= 17.62 in. LIt- 11.37 øVn = 49.8 kips øVn max = 259.036 kips øv = 0.75 SHEAR REINFORCING hooks not required 1 #5 bar at 17.62 o.c. 2 #3 bars at 14.00 o.c. 2 #5 bars at 17.62 o.c. Slab Dowels #4 bars @ 25 in o.c. Holdown Steel C.G. left - 3.67 ft. Holdown Steel C.G. right = 3.67 ft. Left Right Mot= 237.55 kft 3 #6 bar 3 #6 bar 0.6Mr left- 48.20 kft 2 #7 bar 2 #7 bar 0.6Mr right- 48.20 kft 2 #8 bar 2 #8 bar Pu left- 35.46 kips uplift @ left = yes 1 #9 bar 1 #9 bar Pu right= 35.46 kips uplift @ right = yes P41,46 TI R2H Engineering, Inc. Page 8 J1 RH Engineering, Inc. Project Designer J.W.S, Subject LOT 17 PANEL RIGIDITIES Job Number- 16070 Date____________ Sheet of_____ 364.4 PANEL RIGIDITIES Panel Line= _____ _____ Seis Fac = 0.131 PANEL NO. ON DRAWINGS: E5fi Panel No. =1 1 Panel Type = 1 Roof Height= 11.08 Parapet Heiqht= 0 COND IPIER Thk h d Area Wt h/d Delta R PANEL 1 C 1 12 11 16 177.3 26.59 0.69 0.03 35.23 F A 0.0 0.00 ##### #DIV/01 #DIV/01 F B 0.0 0.00 ##### #DIV/01 #DIV/01 Pan A = 35.233 F C 0.0 0.00 ##### #DIV/01 #DIV/01 F 0 - 0.0 0.00 ##### #DIV/01 #DIV/01 Pan Area = 177.28 (Sq Ft) F E 0.0 0.00 ##### #DIV/01 #DIV/01 F F 0.0 0.00 ##### #DIV/01 #DIV/01 Pan Wt = 26.59 (Kips) F G 0.0 0.00 ##### #DIV/0! #DIV/0! Pan Sels V = 3.48 (Kips) F H 0.0 0.00 ##### #DIV/01 #DIV/01 PANEL RIGIDITIES Panel Line = r 1 _____ Seis Fac = 0.131 PANEL NO. ON DRAWINGS: F_i Panel No. = 2 Panel Roof Height= Parapet Height= COND IPIER Thk h d Area Wt h/d Delta R PANEL 1 C 1 0 0.0 0.00 ##### #DlV/01 #DIV/01 F A 0.0 0.00 ##### #DIV/01 #DIV/01 F B - 0.0 0.00 ## #DIV/01 #DIV/01 Pan R = 0.000 F C 0.0 0.00 ### #DlV/01 #DlV/01 F D 0.0 0.00 ##### #DlV/01 #DIV/01 Pan Area = 0.00 (Sq Ft) F E 0.0 0.00 ##### #DIV/01 #DIV/01 F F 0.0 0.00 ##### #DIV/0! #DIV/01 Pan Wt =10.00 (Kips) F G 0.0 0.00 ### #DIV/0! #DIV/0! Pan Seis V =10-00 (Kips) F H 0.0 1 0.00 ##### #DIV/01 #DIV/01 PANEL RIGIDITIES Panel Line = I i Seis Fac = 0.131 PANEL NO. ON DRAWINGS: I Panel No. = 3 Panel Type=_ Roof Height= Parapet Height= COND IPIER IThk h d Area Wt h/d Delta R PANEL 1 1 C 1 - 0 - 0.0 0.00 ##### #DIV/01 #DIV/01 F A - - 0.0 0.00 ## #DIV/01 #DIV/01 F B 0.0 0.00 ##### #DlV/01 #DIV/01 Pan R = 0.000 F C 0.0 0.00 ##### #DIV/01 #DIV/01 F 0 0.0 0.00 ##### #DIV/0I #DIV/01 Pan Area = 0.00 (Sq Ft) F E 0.0 0.00 ### #DlV/01 #DIV/01 F F 0.0 0.00 ##### #DIV/01 #DlV/01 Pan Wt = 0.00 (Kips) T G - - 0.0 0.00 ##### I #DIV/01 #DIV/0! Pan Sels V = 0.00 (Kips) F H 1 0.0 1 0.00 1 ##### #DIV/01 #DIV/01 R21-1 Engineering, Inc. RID 01/19/09 Version 7.4 Page 2 4 'R 2ff,6pgih'eertn"g,,Asa Job Number16070 Project LOT 17 Date__________ Designer J.W.S. Subject DISTRIBUTION OF FORCES Sheet of_____ DESIGN ]PERACI318-11. FOR INTERMEDIATE PRECAST SHEAR WALLS 1 DISTRIBUTION OF FORCES ASD Seismic Factor = 0.131 SHEAR WALL, LINE 0 f,c=F-4-0-07 k s i Sds = - 0.748 fy"_1 60.00 ksi p = 1.0 INPUTS TOTAL ROOF V = 9.80 Kips DIAPHRAGM ROOF V =1 9.8 iKips TOTAL MEZZ V = 5.00 Kips ADDITIONAL PANEL V =1 IKips TOTAL PANEL V= 3.48 Kips MEZZ V =L5.OQjKips Kips Enter ASD Seismic Values SUM V = 18.28 Kins Enter Values withnut thp mthinriantv ftnr inrth,rlpri Panel No. Roof R Ratio RI SumR Mezz.? yin Mezz R Ratio RmI SumRm Mezz Shear Kips Roof Shear Kips Shear Wall Design Dwg. Panel No. 1 35.23 1.000 n 0.00 0.00 0.00 13.3 Ti 57 2 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 3 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 4 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 5 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 6 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 7 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 8 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 9 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 10 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 11 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 12 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 13 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 14 0.00 0.000 n 0.00 0.00 0.00 0.0 1 T 0 15 0.00 0.000 n 0.00 0.00 0.00 0.0 1 T 0 I 35.23 I 1.000 I I 0.00 I 0.00 I I Li 364.5 DIS R2H Engineering, Inc. Page 7 Flexural Steel Use - 0.40 inA2 FLEXURAL STEEL 2 #5bars 1 #6 bars 1 #7 bars I #8 bars Use at o.c. each face As min.= 5.76 in A2 Betal = 0.85 0.75'pb- 0.02 Asmax- 36.94 inA2 Asreq= 0.30 in42 #N/A 400/f y - 0.0067 R211 Engineering, Inc. 3646 Shear Wall Line 0 Panel Number PANEL NO. ON DRAWINGS: Panel Type 1 Panel Geometry Hpanel 11.08 ft. Hr= 11.08 ft. Ltot= 16.00 ft. HA= 0.00 ft. LA= 0.00 ft. HB= 0.00 ft. LB= 0.00 it. HC= 0.00 ft. LC= 0.00 ft. HD= 0.00 ft. LD 0.00 ft. HE- 0.00 ft. LE 0.00 ft. HF- 0.00 ft. LF= 0.00 ft. Lateral Loads Vr+p 13.28 kips Total roof +panel Vmezz 0.00 kips Hmezz 5'54ft. LF.= 1.40 Job Number 16070 Date_____________ Sheet of Sds- 0.748 f'c- 4.00 ksi 57 P9.1 fy- 60.00 ksi Reveal t = mom Hr/ltot= 0.69 R= 1.000 teff= 11.25 HNLA= #DlV/01 RA- 0.000 teff- 0 HB/LB= #Dl VIOl RB= 0.000 tefl= 0 HC/LC= #Dl VIOl RC= 0.000 teff- 0 HD/LD= #Dl VIOl RD= 0.000 teff= 0 HE/LE= #DIVIOI RE= 0.000 teff= 0 HF/LF= #Dl VIOl RF 0.000 teff= 0 Weight of Panel - 26.592 kips Project LOT 17 Designer J.W.S. Subject PANELTYPE11 REINFORCED CONCRETE SHEAR WALL W/ NO OPENINGS Loads Gravity Loads DESIGN PER ACI 318-11 FOR INTERMEDIATE PRECAST SHEAR WALLS Wi k/ft. DL xl 16 ft W2 k/ft. LLr x2 16 ft w3 k/ft. DL Mezz x3 16 ft w4 k/ft. LL Mezz x4 16 ft P1 kips DL Xi ft ft P3 kips DL Mezz X3 ft P2 kips LLr X2Ift P4 kips LL Mezz X4 ft PS kips DL X5 ft PS kips LLr X6 ft P7 kips DL Mezz X7 ft P8 kips LL Mezz X8 Boundary Check Pu = 18.61 kips klcIh = 11.08 <-25 Agross 2160.00 inA2 Pu/Ag 0.017 ksi factored gravity only Allow 1.26 ksi Mu- 206.05 k'ft Vu= 18.60 kips PuIAg+M/S - 0.05 ksi factored gravity and lateral solid panel Design for Shear Acv- 2160.00 inA2 Acv* (f'c)'.5 136.61 kips Vu= 18.60 kips Av min.= 0.27 inA2/ft. Smin- 18.00 in. lit= 17.07 øVn - 169.0 kips øVn max - 819.662 kips øv = 0.75 SHEAR REINFORCING hooks not required 2 #3 bars at 9.00 o.c. 2 #5 bars at 18.00 o.c. Slab Dowels #4 bars @ 32 in o.c. Holdown Steel C.G. left = 8.00 ft. Holdown Steel C.G. right = 8.00 ft. Left Right Mot- 147.18 kit 1 #6 bar 1 #6 bar 0.6Mr left= 105.36 k'ft 1 #7 bar 1 #7 bar 0.6'Mr right- 105.36 kit 1 #8 bar 1 #8 bar Pu left= 2.99 kips uplift @ left = yes 1 #9 bar 1 #9 bar Pu right= 2.99 kips uplift @ right - yes P57 R2H Engineering, Inc. Page 8 R2R' Engineering, Inc. 364.7 Project LOT 17 Designer J.W.S. Subject PANEL RIGIDITIES PANEL RIGIDITIES Panel Line = NEAR 8] ______ Seis Fac = 0.131 PANEL NO. ON DRAWINGS: 1 59 Job Number16070 Date____________ Sheet of_____ Panel No. =1 1 Panel Type= 1 Roof Height= 15 Parapet Heiqht= 0 COND IPIER Thk h d Area Wt h/d Delta R PANEL 1 C 1 12 15 15.96 239.4 35.91 0.94 0.05 19.54 F A 0.0 0.00 ##### #DIV/ #Dl VIOl F B 0.0 0.00 ##### #DIV/ #Dl VIOl Pan R = 19.543 F C 0.0 0.00 ##### #DIV/ #DIV/O! F D 0.0 0.00 ##### #DIV/ #Dl VIOl Pan Area =1239.40 (Sq Ft) F E 0.0 0.00 ##### #DIV/ #DIVIO! F F 0.0 0.00 ##### #DIV/ #Dl VIOl Pan Wt =135.91 (Kips) F G 0.0 1 0.00 1 ##### I #DIV/ #DIVIOI Pan Sells V =14.70 (Kips) F H 0.0 1 0.00 1 ##### I #DIV/ #DIVIO! PANEL RIGIDITIES Panel Line = r- 1 _____ Seis Fac = 0.131 PANEL NO. ON DRAWINGS: I Panel No. = 2 Panel Type Roof Height= Parapet Height COND IPIER Thk h d Area Wt h/d Delta R PANEL I C 1 0 0.0 0.00 ##### #DIVI #DIVIO! F A 0.0 0.00 ##### #DIVI #DlV/01 F B 0.0 0.00 ##### #DIVI #DIV/01 Pan R = 0.000 F C 0.0 0.00 ##### #DIVI #DIV/01 F D 0.0 0.00 ##### #DIVI #DIV/01 Pan Area = 0.00 (Sq Ft) F E 0.0 0.00 ##### #DIV/ #DIV/OI F F 0.0 0.00 ##### #DIVI #DIV/0! Pan Wt =10.00 (Kips) F G 0.0 0.00 1 #####I #DIVI #DIV/01 Pan Seis V =10.00 (Kips) F H 0.0 0.00 1 ##### I #DIVI #DIV/01 PANEL RIGIDITIES Panel Line = I I _____ Seis Fac = 0.131 PANEL NO. ON DRAWINGS: I Panel No. = 3 Panel Type= Roof Height= Parapet Height--j COND IPIER Thk h d Area Wt h/d Delta R PANEL 1 C 1 0 0.0 0.00 ## #DIVI #DlV/01 F A 0.0 0.00 ##### #DIVI #DIV/0! F B 0.0 0.00 #4#I## #DIVI #DIV/01 Pan R = 0.000 F C 0.0 0.00 ##### #DIVI #DIVIO! F 0 0.0 0.00 #/## #DIVI #DIV/01 Pan Area = 0.00 (Sq Ft) F E 0.0 0.00 ##### #DlVI #DIV/0! F F 0.0 0.00 ## #DIVIOI #DIVIO! Pan Wt =10.00 (Kips) F G 0.0 0.00 ##### #DIV/01 #DIVIO! Pan Seis V =10.00 (Kips) F H 0.0 0.00 ##### I #DlVI01 #Dl VIOl R21-1 Engineering, Inc. RID 01/19/09 Version 7.4 Page 2 4 fi2HEñghaeering, Inc. Job Number16070 Project LOT 17 Date__________ Designer J.W.S. Subject DISTRIBUTION OF FORCES Sheet of_____ DESIGN PERACI 318-11' FORINTERMEDIATE PRECAST SHEAR WALLS I DISTRIBUTION OF FORCES ASD Seismic Factor = 0.131 SHEARWALL, LINE NEAR 8 f'c= 4.00 ksi Sds = 0.748 fy=l 60.00 ksi p = 1.0 INPUTS _______ TOTAL ROOF V = 15.00 Kips DIAPHRAGM ROOF V = 15 Kips TOTAL MEZZ V = 25.90 Kips ADDITIONAL PANEL V = 7.00 Kips TOTAL PANEL V= 11.70 Kips MEZZ V =[25.90 Kips Kips Enter ASD Seismic Values SUM V = 52.60 Kios Enter Values without the redundancy factor included Panel No. Roof R Ratio R/ SumR Mezz.? yin Mezz R Ratio Rm/ SumRm Mezz Shear Kips Roof Shear Kips Shear Wall Design Dwg. Panel No. 1 19.54 1.000 n 0.00 0.00 0.00 26.7 Ti 59 2 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 3 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 4 0.00 0.000 :_n 0.00 0.00 0.00 0.0 T 0 5 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 6 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 7 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 1 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 9 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 10 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 ii 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 12 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 13 0.00 0.000 :_n 0.00 0.00 0.00 0.0 T 0 14 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 15 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 364.8 DIS R2H Engineering, Inc. Page 7 4:. RIM Engineering, life. Project LOT 17 Designer J.W.S. Subject PANEL TYPE 1 REINFORCED CONCRETE SHEAR WALL W/ NO OPENINGS Shear Wall Line NEAR 8 Panel Number F 1 1 PANEL NO. ON DRAWINGS: 59 Panel Type 1 Panel Geometry Hpanel = 15 ft. Thickness = 12.00 Hr= 15.00 ft. Ltot= 15.96 ft. Hr/ltot= 0.94 Lateral Loads Enter ASD Loads Vr+p 26.70 kips Total roof +panel 364.9 Job Number 16070 Date_____________ Sheetof_____ Sds = 0.748 fc= 4.00 ksi Pg. 1 fy= 60.00 ksi in Reveal t R= 19.543 teff= 11.25 Fixity[ C Cd=L_4.0 Vmezz 0.00 kips I = 1.00 Ou = 0.021 Hmezz L 15.00jft. Weight of Panel = 35.91 kips 0.025h5x= 4.500 L.F.= 1.40 OK Gravity Loads DESIGN PER ACI 318-11 FOR INTERMEDIATE PRECAST SHEAR WALLS Wi 0.120 k/ft. DL xl 15.96 ft W2 0.250 k/ft. LLr x2 15.96 ft w3 k/ft. DL Mezz x3 15.96 ft w4 k/ft. LL Mezz x4 15.96 ft P1 kips DL Xl ft P2 kips LLr X2 ft P3 kips DL Mezz X3 ft P4 kips LL Mezz X4 ft P5 kips DL X5 ft P6 kips LLr X6 ft P7 kips DL Mezz X7 I ft P8 -kips LL Mezz X8 L ft Boundary Check Pu = 26.48 kips klc/h = 15 Agross 2154.60 in42 Pu/Ag 0.025 ksi factored gravity only Allow 1.12 ksi Mu= 560.79 kft MulVulw = 0.94 Vu = 37.39 kips lw/600(6u/hw)= 45.60 in factored gravity and lateral <= 25 Ductile Moment Failure Expected solid pan el c = 13.29 in Mu = 561 k-ft Flexural Steel Each Face yes MUST RUN SOLVER TO CHECK MOMENT Bar size =[ _5 Spacing =L_14 lin øMn = 3435 k-ft As bar = 0.31 ine2 As panel = 8.48 inA2 øMn> Mu OK Est Wall As= 1.19 inA2 p = 0.0037 >0.00250K 400/fy= 0.0067 Design for Shear Acv= 2154.60 inA2 Acv*(fc)A.5 136.27 kips Vu= 37.39 kips Av min.= 0.27 inA2/ft. Smin= 18.00 in. L/t= 17.02 SHEAR REINFORCING hooks not required 2 #3 bars at 9.00 O.C. 2 #5 bars at 18.00 o.c. Slab Dowels #4 bars @ 28 in o.c. øVn = 168.5 kips øVn max = 817.613214 kips øv = 0.75 Holdown Steel C.G. left = 7.98 ft. Holdown Steel C.G. right = 7.98 ft. Left Right Mot= 400.56 kft 2 #6 bar 2 #6 bar 0.6Mr left= 149.50 k*ft 1 #7 bar 1 #7 bar 0.6*Mr right= 149.50 kft 1 #8 bar 1 #8 bar Pu left= 17.98 kips uplift @ left = yes 1#9bar 1#9bar Pu right= 17.98 kips uplift @ right = yes P59 Ti (ALT) R21I Engineering, Inc. Page 8 4 Rff Engineering, Job Number 16070 Date_____________ Sheet of_____ 364.10 Project Designer J.W.S. Subject LOT 17 PANEL RIGIDITIES PANEL RIGIDITIES Panel Line = NEAR 9] ______ Seis Fac = 0.131 PANEL NO. ON DRAWINGS: I 64 Panel No. =1 1 Panel Type= 1 Roof Height= 15 Parapet Heiqht= 0 COND IPIER Thk h d Area Wt hid Delta A PANEL 1 C 1 12 15 15.96 239.4 35.91 0.94 0.05 19.54 F A 0.0 0.00 ##### #DIV/01 #DIV/01 F B 0.0 0.00 #### #DIV/01 #DIV/01 Pan R = 19.543 F C 0.0 0.00 ##### #DIV/01 #DIV/01 F D 0.0 0.00 ##### #DIV/01 #DIV/01 Pan Area = 239.40 (Sq Ft) F E 0.0 0.00 ##### #DIV/01. #DIV/01 F F 0.0 0.00 ##### #DIV/01 I #DIV/01 I Pan Wt =135.91 (Kips) F G 0.0 0.00 ##### #DIV/01 I #DlV/01 113an Seis V =14.70 (Kips) F H 0.0 0.00 #### #DIV/01 I #DlV/01 PANEL RIGIDITIES Panel Line = r i ______ Seis Fac = 0.131 PANEL NO. ON DRAWINGS: [ 1 Panel No. = 2 Panel Type= Roof Height= Parapet Height= COND IPIER Thk h d Area Wt hid Delta R PANEL 1 C 1 0 0.0 0.00 ##### #DIV/01 #DIV/01 F A 0.0 0.00 ### #DIV/01 #DIV/01 F B 0.0 0.00 ##### #DIV/01 #DIV/01 Pan R = 0.000 F C 0.0 0.00 ### #DIV/01 #DIV/01 F D 0.0 0.00 ##### #DIV/01 #DIV/01 Pan Area = 0.00 (Sq Ft) F E 0.0 0.00 #### #DIV/01. #DIV/01 F F 0.0 0.00 ##### #DIV/01 #DIV/01 I Pan Wt =10.00 (Kips) F G 0.0 0.00 1 ##### I #DIV/01 #DIV/01 1Pan Seis V =10.00 (Kips) F H 0.0 0.00 1 ### I #DIV/01 #DIV/01 PANEL RIGIDITIES Panel Line = I I Seis Fac = 0.131 PANEL NO. ON DRAWINGS: 1 Panel No. = 3 Panel Type= Roof Height= Parapet Height= COND IPIER Thk h d Area Wt hid Delta R PANEL 1 C 1 0 0.0 0.00 ##### #DIV/01 #DIV/01 F A 0.0 0.00 ### #DIV/01 #DIV/01 F B 0.0 0.00 ##### #DIV/01 #Dl VIOl Pan R = 0.000 F C 0.0 0.00 ##### #DIV/01 #DIV/01 F 0 0.0 0.00 ## #DIV/01 #DIV/01 Pan Area = 0.00 (Sq Ft) F E 0.0 0.00 ##### #DIV/01. #DIV/01 F F 0.0 0.00 ##### #DIV/01 #DIV/01 Pan Wt =10.00 (Kips) F G 0.0 0.00 ##### #DIV/01 #DIV/01 I Pan Seis V =10.00 (Kips) F H 1 .0 0.00 ## #DIV/01 #DIV/01 R2H Engineering, Inc. RID 01/19/09 Version 7.4 Page 2 4 0211 Eiigiiuthring Inc. Job Number 16070 Project LOT 17 Date___________ Designer J.W.S. Subject DISTRIBUTION OF FORCES Sheet of_____ DESIGN! PER ACI318-1.li FOR, INTERMEDIATE PRECAST SHEAR.WALLS DISTRIBUTION OF FORCES ASD Seismic Factor =EO.131 SHEARWALL, LINE NEAR 9 f'c= 4.00 ksi Sds 40.748 fy= 60.00 ksi p=t 1.0 INPUTS ____ TOTAL ROOF V = 15.00 Kips DIAPHRAGM ROOF V =5 Kips TOTAL MEZZ V = 35.00 Kips ADDITIONAL PANEL V =00 IKips TOTAL PANEL V= 11.70 Kips MEZZ V =E35.00 1 Kips Kips Enter ASO Seismic Values SUM V = 61.70 Kios Enter Values without the redundancy factor included - Panel No. Roof A Ratio R/ SumR Mezz.? yin Mezz R Ratio Rmi SumRm Mezz Shear Kips Roof Shear Kips Shear Wall Design Dwg. Panel No. 1 19.54 1.000 :_n 0.00 0.00 0.00 26.7 Ti 64 2 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 3 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 4 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 5 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 6 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 7 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 8 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 9 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 10 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 ii 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 12 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 13 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 14 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 15 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 Mialowl "01 _Ix,II__IxI1I_ 364.11 DIS R21-1 Engineering, Inc. Page 7 R2HEngis:eering, use: 364.12 Project LOT 17 Designer J.W.S. Subject PANELTYPE11 REINFORCED CONCRETE SHEAR WALL W/ NO OPENINGS Shear Wall Line NEAR 9 Panel Number [ 1 ] PANEL NO. ON DRAWINGS: 64 Pg. 1 Panel Type 1 Panel Geometry Hpanel = 15 ft. Thickness = 12.00 in Hr= 15.00 ft. Ltot= 15.96 ft. Hr/Itot= 0.94 Lateral Loads Enter ASD Loads Vr+p 26.70 kips Total roof +oanel Job Number 16070 Date_____________ Sheet of Sds = 0.748 fc= 4.00 ksi fy= 60.00 ksi Reveal It R= 19.543 teff= 11.25 Fixity C Cd =L40i Vmezz 0.00kips I = 1.00 öu = 0.021 Hmezz. L_15.00 ift. Weight of Panel = 35.91 kips 0.025hsx= 4.500 LF.= 1.40 OK - Gravity Loads DESIGN PER ACl 318-11FOR INTERMEDIATE PRECAST SHEAR WALLS Wi 0.360 k/ft. DL - xl 15.96 ft W2 0.750 k/ft. LLr x2 15.96 ft w3 kfft. DL Mezz x3 15.96 ft w4 k/ft. LL Mezz x4 15.96 ft P1 kips DL Xl ft P2 kips LLr X2 ft P3 kips DL Mezz X3 ft P4 kips LL Mezz X4 ft P5 kips DL X5 ft P6 kips LLr X6 ft P7 kips DL Mezz X7 ft P8 kips LL Mezz X8 ft Boundary Check Pu = 34.57 kips klc/h = 15 Agross 2154.60 inA2 Pu/Ag 0.032 ksi factored gravity only Allow 1.12 ksi Mu= 560.79 kft Mu/Vulw = 0.94 Vu = 37.39 kips lw/600(6u/hw)= 45.60 in factored gravity and lateral <= 25 Ductile Moment Failure Expected solid pan el c = 13.29 in Mu = 561 k-ft Flexural Steel Each FaceL yesfl_MUST RUN SOLVER TO CHECK MOMENT Bar size =flT Spacing 14 _un øMn = 3435 k-ft As bar = 0.31 inA2 As panel = 8.48 inA2 OMn > Mu OK Est Wall As = 1.05 inA2 P = 0.0037 > 0.00250K 400/fy = 0.0067 Design for Shear Acv= 2154.60 inA2 Acv*(fc)A.5 136.27 kips Vu= 37.39 kips Av min.= 0.27 inA2/ft. Smin= 18.00 in. Lft= 17.02 Holdown Steel SHEAR REINFORCING hooks not required 2 #3 bars at 9.00 O.C. 2 #5 bars at 18.00 o.c. Slab Dowels #4 bars @ 28 in o.c. øVn = 168.5 kips øVn max = 817.613214 kips øv = 0.75 C.G. left = 7.98 ft. rTcludeMezz_pj Holdown Steel C.G. right = 7.98 ft. Left Right Mot= 400.56 kft 1 #6 bar 1 #6 bar 0.6Mr left= 164.64 kft 1 #7 bar 1 #7 bar 0.6*Mr right= 164.64 kft 1 #8 bar 1 #8 bar Pu left= 16.90 kips uplift @ left = yes 1#9bar 1#9bar Pu right= 16.90 kips uplift @ right = yes P64 TI (ALT) R2H Engineering, Inc. Page 8 364.13 t1i R2HEngineertn L.o1 DATE g, Inc. JOB NO. 0 PROJECT_____________________________________ BY SUBJECT _________________________________ SHEET OF 3 '13 / .co , ..c.c / jc..ej o o .j 11 L( 5" ç° A 70 9e5ISV Oi1 9LFrE L1(\L Lo(AO 'L 4'J1 A fl'iC 5 f5ri C... ø.'ii° Jr Ww (57I(r'(i Q - -its (7,) ci2c a.)5Iccr c 12- o. Lf w t r 9 rs,c (c 3 %1' - 13. S 1 1-2-) IcLF (-f-(tL Ly f4.-i 0 I -rity —) Fp f 'I c o.0 o.c ICLF - 0g0 y PNL - / t.\ C Fp ( .0 . ' K o.iscU) - o.cc u l a c(tccc Lit.. 364.14 RH Engineering, Inc. JOB NO.________ PROJECT L- 0-r DATE BY ___ SUBJECT SHEET ____ OF Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 1/2 = * 4.0 ksi d Phi Values ft = ft 7.50 = 474.342 psi 4f Density = 145.0 pd = A. LtWt Factor = 1.0 Elastic Modulus 3,122.0 ksi Fy - Stirrups fy - Main Rebar = 60.0 ksi E - Stirrups = Stirrup Bar Size # E - Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = Flexure: 0.90 Shear: 0.750 0.850 40.0 ksi 29,000.0 ksi 2 364.15 [ - - File = P:1616070C-1CA1.C-I16070.ec6 Concrete Beam ENERCAIC, INC. 1983-2016, Description: pnl #57 CODE REFERENCES 1 - W X fl Span-23.60 ft Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 14.50 in Span #1 Reinforcing.... 345 at 3.0 in from Bottom, from 0.0 to 23.60 It in this span 345 at 3.0 in from Top, from 0.0 to 23.60 It in this span 245 at 7.250 in from Bottom, from 0.0 to 23.60 It in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number I Uniform Load: W 0.670 klft, Tributary Width = 1.0 ft, (WIND) Uniform Load: E = 0.4190 k/ft, Tributary Width = 1.0 ft, (SEISMIC 1) Uniform Load: E 1.018 kIlt, Extent = 0.0 ->> 5.50 ft, Tributary Width 1.0 ft, (SEISMIC 2) Uniform Load: E 0.1090 kIlt, Extent = 0.0 ->> 5.50 ft, Tributary Width = 1.0 ft, (SELF WEIGHT - SEISMIC) Uniform Load: E = 0.1760 kIlt, Extent = 5.50 ->> 23.60 It, Tributary Width = 1.0 ft, (SELF WEIGHT - SEISMIC 2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.868 :1 Maximum Deflection I Section used for this span Typical Section Max Downward Transient Deflection 0.492 in Ratio= 576>=15 Mu : Applied -52.651 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0<150 * Mn Phi: Allowable 60.652 k-ft Max Downward Total Deflection 0.000 in Ratio = Max Upward Total Deflection 0.000 in Ratio = 999>=15 Location of maximum on span 0.000 ft I Span # where maximum occurs Span # 1 R2H Engineering, Inc. JOB NO. _ICoi 405 PROJECT Lo1 Jq DATE BY SUBJECT SHEET ____ OF \,1et 0 rea9t..( —'jS ei qr Ic tic' F1. 3cr/it. '. -z.' , c. IS tc(r- c_. re 11L . (cc6 O%I(Vtu(Jlr( f\ (iij1iwC Tj 3°c K q Jc.-4 Lo' F\c1br. clo o.sq(.9 Ll -to o Design Per 2012 IBC, ASCE 7-10 and ACI 318-11 Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS Sds h= 41.00 FT Hr= 36.50 FT HP= 20.50 FT Hm= 0.00 FT Vr= 67.0 K Vp= 9.00 K Vm= 0.0 K Ve= 76.0 K t'c= F-70-00-1 psi Job Number: #8986 Date: 406 Sheet of Designer: J.W.S. Lf=X1+L+32= 26 FT KERN = Lf/6 = 4.33 FT SP ALLOWABLE =[4000 PSF 4/3] 5333 PSF = 5.333 KSE (W/ SHORT DURATION LOADS) A FTG 130.0 FT2 S FIG =563.3 FT3 CONTINUOUS FOOTING ANALYSIS F5RID LINE 7.3 1I b= ] 16.010 FT d= FT LSw FT X1=FT X2= FT 60 8.5 300 /FT 0.400 25% ion 12.13.4 ASCE 7-10 PSF fl= 1.0 H1=I 1FT WALL WIDTH, tw Z0j5O PASSIVE RESISTANCE. FP HOLDOWN Pu L jKIPS (ASO) COEFF OF FRICT, CI: B1= 0.85 Reduction In Foundation Overturning phi vi_0.750 1 Uve Load UNIFORM LOADS Wi w2 w3 w4= w5 w6 wD(klf) wLr(klf) WL (ku) START (fl) (Fl) 4.356 0.000 0.080 0.080 0.000 _LENGTH _16.00 _16.00 LOCATION OF POINT LOAD FROM POINT LOADS D (k) Li (k) L (k) SHEAR WALL EDGE (Fl) P1= P2 P3 = P4 P5 P6 FOOTING WEIGHT, P1= 0.15 KCF • LI • b • d = 68.3 It SOIL WEIGHT, Ps= 0.1 PSF • LI • b = 13.0 ID= 152 K Lr= 1 K IL = 0 K ME = 2896 K-FT (#50 LOADS) ASOLOAD CASE P(k) Me (k-It) ye (k) Pvel (k-It) e2 = (Pvei+ M) / P (ft) SP Max (ksf) 1 152 0 0 0 0.0 WITHIN KERN 1.171 3 154 0 0 0 0.0 WITHIN KERN 1.181 4 153 0 0 0 0.0 WITHIN KERN 1.178 S 168 2172 57 -3.1 WITHIN KERN 0.364 -2696 60 153 0 0 0 0.0 WITHIN KERN 1.178 6b 164 1629 43 -6.1 WITHIN KERN -0.517 -2632 7 91 0 0 0 0.0 WITHIN KERN 0.703 8 75 2172 57 12.8 OUTSIDEKERN 2.291 -1208 OK <ALLOWABLE. 01< 01< <ALLOWABLE. OK OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK OK <ALLOWABLE, OK OK <ALLOWABLE, OK SLIDING SHEAR CHECK (ASD LOADS) PASSIVE RESISTANCE. FP = 300 PSF / FT COEFF OF FRICT, Cf = 0.4 H1 0.5 FT wpl= FPH1 = 150 PSF wp2= FP [Hl +d)= 1200 PSF Fp= (wpl+wpl)/2 • b • d= 11.8125 K ASD LOAD CASE Ff Fs =Fp+Ff CHECK 1 61 73 > Ve.OK 3 61 73 >Ve,OK 4 61 73 >Ve,OK 5 67 79 >Ve,OK Ba 61 73 >Ve.OK 6b 66 77 >Ve.OK 7 37 48 'Ve,OK 8 30 42 Ve.NG OK; PHI Vn Vu OK Av = Av.inin NO CHECK REQO NO CHECK REQO 109.0.5 PHI Vc S Vu Designer: J.W.S. Project: PROJECT Job Numbe, IHIIIII# Subject: CONTINUOUS FOOTING ANALYSIS Date: 407 Sheet of Weight of adjacent slab 30 from FOC = 33.0 K Ff2 z 13.2 K [OK,-ADDITIONAL SLIDING RESISTANCE PROVIDED BY SLAB I ONE-WAY SHEAR CHECK (LRFD LOADS) SHORT DIRECTION - Width. W = (Lf/2) - (WALL LENGTH/2) - d = 1.5 FT CHECK REQ'D At= W b = 7.5 FT-2 CHECK REQ LRFD LOAD CASE P Me ye Pe1 02 = (Pe1 . M ) / P SP Max SP Min Isp 5P1 Spave Vu 1 213 0 0 0 0.0 WITHIN KERN 1.639 1.639 26.00 1.639 1.6394 12.2955 2 183 0 0 0 0.0 WITHIN KERN 1.410 1.410 26.00 1.410 1.410223 10.57592 3 185 0 0 0 0.0 WITHIN KERN 1.421 1.421 26.00 1.421 1.420954 10.65715 3.1 lBS 0 0 0 0.0 WITHIN KERN 1.421 1.421 26.00 1.421 1.4209S4 10.65715 4 183 0 0 0 0.0 WITHIN KERN 1.410 1.410 26.00 1.410 1.410123 10.57S92 5 205 4054 106 3.7 WITHIN KERN 2.932 0.229 26.00 2.776 2.853962 21.40472 L3293_ 6 137 0 0 0 0.0 WITHIN KERN 1.054 1.054 26.00 1.054 1.0539 7.90425 7 114 4054 lOB 19.5 OUTSIDE KERN -2.356 0.000 .19.39 0.000 -1.17817 114.2334 1831 11 = bUILPHLnUft Al (JIll ILAL LUIUN d h -cover - dtie - db/2 [38.061]in PHI Vc = PHI(2(Pc0.5)(b)(d)) 188 K TRY[ 3 1 114]BARS@ [12]11 O.C. PHI Vs = phiAvFytd/s z 86 K (ACI 318-11. EON 11-16) PHI Vn= PHI (Vc + Vs) = 273 K LONG DIRECTION Width. W = (6/2) - (WALL WIDTH /2) - d = -1.35 FT At = W Lf = -35.2 FT2 qS= Pmax/A= 1.64 KSF Vu= qS TRIB AREA = -58 K PHI Vc = PHI(2(?c0.S)(b)(d)) = 976 K G U5IJ SHEAR REINF. Designer: J.W.S. Project: PROJECT Job Number: 11118118 Subject: CONTINUOUS FOOTING ANALYSIS Date: 408 Sheet of BENDING DESIGN (LRFD LOADS) LONG DIRECTION TRIB WIDTH, W2= MAX OFXI AND X2= 5 FT At= Wb= 25FI'2 LRFD LOAD CASE I SP Max I SP Min I Isp 5P2 Mu (k-ft) 1 1.639 1.639 26.00 1.639 102.5 2 1.410 1.410 26.00 2.410 88.1 3 1.421 1.421 26.00 1.421 88.8 3.1 1.421 1.421 26.00 1.421 88.8 4 1.410 1.410 26.00 2.410 88.1 5 2.932 0.229 26.00 2.412 172.4 6 1.054 1.054 26.00 1.054 65.9 7 -2.356 0.000 -19.39 0.000 1309.6 Wart = SUIL rncaaUnu MI U.- U- flLI UN (SIMM MU 9 £3(fl.O I ASSUME TENSION CONTROLS PHI= 0.9 d d- cover . title .db/2=[ 38.061 ]IN a = d'. ((.2Mu/(phi085Ufcb))+(dM2))5 3.127 IN Asreqm (0.85(rc)(a)(b))/Iy = 7.973 IN-2 (4/3)uMreq m 10.631 IN2 SELECT [ 8 119 IBARS As= 8 Inu2 a (As(fy))/(0.85)Pc)(b)) 3.14 in Lu a/131= 3.69 in ES = cc ((d'- c)/c) m 0.0279 Cv OK RHO MIN = 0.0014 asmin m RHOmin • bd(144 IN-2 / FTu2) = 3.53 IN2 4/31 As.req z 0 IN-2 SELECT [ 6 J #6 ]BARS Mu 2.64 inM2 BOTTOM rOK. As'Asre4 (OK J TOP (OK. As> 4/M,req SHORT DIRECTION USE MAXIMUM SOIL PRESSURE UNDER WALL MAX OF 5P2 = 2.412 KSF TRIB WIDTH. W3 = b/2 - (WALL WIDTH/2) - (FIG DEPTH/2) 0.396 FT At= W3 • Lf= 10.3 FT2 Mum SPlow At (W3/2) = 4.9 k-FT ASSUME TENSION CONTROLS PHI m 0.9 d= h- cover -dtie/2=[ 38.813 1IN a - ((.2Mu/(ph10.85cth))+(d2))o.5 = 0.01 IN Asreq = (0.85(Fc))a))b))/fy = 0.028 . IN2 = 0.001 IN2/FT 4/3 u Ascreq = 0.001 IN2 / tr USE r #3 1TIES @1 1 72 O.C. As m 0.018 IN2 / FT TWO-WAY SHEAR At m (b • d) - ((Lw + a) • (tw + di)) = 55.61 FT2 8= Lsw/tw 22.59 b.= 2(Lw + d)+ (2(tw + d) 46.10 FT OLS 30 (EDGE COLUMNS) per ACI 318-11 SECTION 11.11.2.1 Vc is smallest of (24 4/8)1(t'c0.S)(be)(d) = 2511 K ((osd/bu) + 2)Mf'c0.S)(bo)(d) m 4687 K 4(100.5)(bo)(d) = 4613 K PHI Vc= 1883K rOK. As> As.rq (öiC, PHI Vc>Vu Job Number: ##### Date:409 Sheet of Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS REBAR DEVELOPMENT #9 BAR Id 62 In As,req I As,prov = 1.0 • Id = 61.6 in sW2 NG splice length = 1.31d = 80 in CHECK HOLDOWNS Pu = 173.0 K (ASD) PER IN-PLANE SPREADSHEET Pu = 247.1429 K (LRFD) Vu = Pu • 13 370.7143 K (LRFD) Mu = Vu • 3'= 741.4286 K-FT (LRFD) PHI ye = 187.6 K [EEINF. REQ'O TRY5 #4BARS @ 9 0.C. PHI Vs = phiAvFvtd/s = 190 K (ACI 318-11. EON 11-16) PHI Vn= PHI (Vc+ Vs) = 378 K [KPHIVjyu CHECK OPENINGS IN WALL START OF OPENING = (MEASURED FROM EDGE OF SHEAR WALL) LENGTH OF OPENING = CENTER AT ENDS LRFD LOAD CASE SP Max SP Min Lsp 5P3 5P4 Vu (k) Mu(c) (k-It) Mu(-) X* (FT) 1 1.639 1.639 26.00 1.639 1.639 0.0 0.0 0.0 -11.4 2 1.410 1.410 26.00 1.410 1.410 0.0 0.0 0.0 -13.3 3 1.421 1.421 26.00 1.421 1.421 0.0 0.0 0.0 -13.2 3.1 1.421 1.421 26.00 1.421 1.421 0.0 0.0 0.0 -13.2 4 1.410 1.410 26.00 1.410 1.410 0.0 0.0 0.0 -13.3 5 2.932 0.229 26.00 2.412 2.412 0.0 0.0 0.0 -7.8 6 1.054 1.054 26.00 1.054 1.054 0.0 0.0 0.0 -17.8 7 .2.3S61 0.000 -19.39 -2.964 -2.964 0.0 0.0 0.0 6.3 5P3 = SOIL PRESSURE AT START OFOPENING MAX = 0.0 0.0 1 0.0 6.3 5P4 = SOIL PREsSURE AT END OF OPENING .1 DISTANCE FROM EDGE OF OPENING WHERE Vu < phi Vc/2 PHI Vc = 187.6 K öiio SHEAR REINF. REQO TRY 1#3 BARS @ 1' O.C. PHI Vs = phiAvFytd/s c 0 K (ACI 318-11, EQN 11-16) PHI Vn= PHI (Vc+VS) = 188 K [i1iVnifu ASSUME TENSION CONTROLS PHI= 0.9 d'= d - cover - due -db/2 =38.061 1N a d'- ((.2Mu/(phiO.85fcb))+(da2))a0.S 0.000 IN Asreq (0.85(t'c)(a)(b))/fy = 0.000 IN2 SELECT6 #6 BARS TOP As= 2.64 In-2 OK,rAAs q a = (As(fv))/(0.85(f'c)(b)) = 1.04 In c a/81= 1.22 In es= CC ((d'- c)/c) = 0.0907 sLy, OK ASSUME TENSION CONTROLS PHI= 0.9 d' = d - cover - title - db/2 38.061 1N a d'- ((-2Mu/(phi0.85cThfl+(d'2))0.S 0.000 IN Asreq = (0.85(l'c)(a)(b))/fy = 0.000 IN2 (4/3)Asreq 0.000 IN-2 SELECT6 #6 BARS BOTTOM As 2.64 in2 OK,'AiAs'eq a = (A(fy))/(0.85(f'c)(b)) = 1.04 in c= a/B1= 1.22 in en = cc ((d'- c)/c) 0.0907 sLy, OK REBAR DEVELOPMENT #6 BAR Id = 33 in As,req / As,prov = 0.0 • Id = 0.0 in splice length = 1.31d = 43 In #6 BAR Id= 41 in As,req / As,prov = 0.0 • Id = 0.0 in splice length = 1.31d = 53 In 0(k) Lr (k) L (k) LOCATION OF POINT LOAD FROM SHEAR WALL EDGE (PT) 25.116 13.104 44.00 2.640 2.400 54.50 POINT LOADS P1 = P2 = P3= P4 = PS = P6= Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS CONTINUOUS FOOTING ANALYSIS Design Per 2012 IBC, ASCE 7-10 and ACI 318-11 - GRID UNES I b0ö]FT Sds=[i748 ] d= 3.50 FT h= 41.00 FT LSw 55.50 FT Hr= 37.63 FT XS= 5.00 FT Hp 20.50 FT X2= 5.00 FT Hm= 0.00 FT If =X1 + L+ X2 = 65.5 FT yr = 205.0 K KERN = Lf/6 = 10.92FT VP= 31.00 K SP ALLOWABLE =[4000PSF _4/3J 5333 PSF Vm = 0.0 K 5.333 KSF (WI SHORT DURATION LOADS) ye = 236.0 K A FTG = 327.5 FT2 ('C 3000 psi S FTG = 3575.2FT3 fy 60 ksi H10.50FT WALLWIDTH,tw= 8.5 IN 1.0 PASSIVE RESISTANCE, PP = 300 PSF / Fl HOLDOWN Pu 158.0 _KIPS (850) COEFE OF FRICT, Cf = 0.400 81=0.85 Reduction in Foundation Overturning = 25% Section 12.13.4 ASCE 7-10 phi v= 0.750 1 Live Load 100 PSF (1= LO Job Number: #88811 Date: 410 Sheet of UNIFORM LOADS wi w2 w3 w4 w5 W6 wD (kif) wLr (kit) wL (kit) START (FT) LENGTH (Fl) 4.356 0.000 55.50 0.080 0.080 0.000 55.50 0.080 0.080 38.000 17.50 FOOTING WEIGHT, P1= 0.15 KCP • LI • b • d = 171.9 SOIL WEIGHT, P5= 0.1 PSF • Lf • b = 32.8 £D= 480 K Lr= 21 K L= 0 K £ME = 9175 K-FT (ASD LOADS) MD LOAD CASE P(k) Me (k-ft) Ve (k) Pe1 (k.ft) e2 = (Pe1+ M ) / P (It) SP Max (ksf) 1 480 0 0 SOS 1.1 WITHIN KERN 1.607 3 501 0 0 809 1.6 WITHIN KERN 1.757 4 496 0 0 733 13 WITHIN KERN 1.720 5 530 6881 177 558 14.0 OUTSIDE KERN 3.700 6a 496 0 0 733 1.5 WITHIN KERN 1.720 6b 518 5161 133 545 11.0 OUTSIDE KERN 3.177 7 288 0 0 303 1.1 WITHIN KERN 0.964 8 238 6881 177 250 30.0 OUTSIDE KERN 2.721 OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK -ALLOWABLE, OK OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK OK <ALLOWASLE. OK OK <ALLOWABLE, OK SLIDING SHEAR CHECK (ASD LOADS) PASSIVE RESISTANCE, FP = 300 PSF/ FT COEFF OF FRICT, Cf 0.4 H1 z 0.5 FT wp1 FPHI= 150PSF wp2 = FP(Hi+d) z 1200P5F Fp (wpl+wpl)/2bd= 11.8125 K ASD LOAD CASE Ff Fs FpfFf CHECK 1 192 204 i>Ve.OK 3 201 212 >Ve,OIC 4 198 210 > Ve,OIC 5 212 224 >Ve.OK 6a 198 210 > Va. OK 6b 207 219 >Ve,OK 7 115 127 Ve,OK 8 95 107 eVe.NG Designer: J.W.S. Project: PROJECT Job Number #1118911 Subject: CONTINUOUS FOOTING ANALYSIS Date: 411 Sheet_of Weight of adjacent slab 30' from FOC = 114.5 K Ff2 = 45.8 K [OK. ADDITIONAL SLIDING RESISTANCE PROVIDED BY SLAB ONE-WAY SHEAR CHECK (LRFD LOADS) SHORT DIRECTION Width, W = (Q/2) -(WALL LENGTH/2) . d = 1.5 FT CHECK REOD At= W' b = 7.5 F12 ICHECK REO' LRFD LOAD CASE P Me ye Pe1 e2 = (Pe1+ M ) / P SP Max SP Min Lsp SP1' Spave Vu 1 672 0 0 707 1.1 WITHIN KERN 2.250 1.854 65.50 2.241 2.245503 16.84127 2 587 0 0 758 1.3 WITHIN KERN 2.004 1.579 65.50 1.994 1.998809 14.99107 3 610 0 0 1092 1.8 WITHIN KERN 2.169 1.556 65.50 2.155 2.161812 16.21359 3.1 610 0 0 1092 1.8 WITHIN KERN 2.169 1.558 65.50 2.155 2.161812 16.21359 4 587 0 0 758 1.3 WITHIN KERN 2.004 1.579 65.50 1.994 1.998809 14.99107 5 648 12844 330 682 20.9 OUTSIDE KERN 7.276 0.000 35.62 6.970 7.123093 53.42319 6 432 0 0 455 1.1 WITHIN KERN 1.446 1.192 65.50 1.441 1.443538 10.82653 7 360 12844 330 31.6 OUTSIDE KERN 42.729 0.000 3.37 23.723 33.22611 249.1958 1452 = h - cover - dUe - db/2 =[38.061]in ___________ PHI Vc = PHI(2(f'c'0.5)(b)(d')) = 188 K L!LG. SHEAR REINF. REaD TRYI_3_J_#4_1 BARS @ III12 ]"O.C. PHI Vs = phIAv'Fytd/s = 86 K (ACI 318-11, EON 11.16) PHI Vn= PHI (Vc+ Vs) = 273 K OK,PHIViVu LONG DIRECTION Width, W = (6/2). (WALL WIDTH /2) - d = -1.35 FT [hO CHECK REQ'D At W Lf = -88.7 FT2 [NO CHECKREO'D qS= Pmax / A 2.05 KSF Vu= qSTRlBAREA= -182 K PHI ye pHI(2(rca0.$)(bj(d')) z 2458 K K,0.S_ PHI Vc Vu MAX OF SP2 = 6.255 (SF TRIB WIDTH, W3 = b/2 . (WALL WIDTH/2) - (FIG DEPTH/2)= 0.396 FT At = W3 Lf= 25.9 FT2 Mu = SPlow • At • (W3/2) = 32.1 K-FT ASSUME TENSION CONTROLS PHI= 0.9 d h . cover- dtie/2=I38.813 ]IN a d'- ((2Mu/(phi0.85.rc*b))+(da2))0.S = 0.07 IN Asreq (0.85(I'c)(a)(b))/ty = 0.184 IN2 0.003 IN2/FT 4/3Asreq= 0.004 IN2/Fr USE [3T]TIES@ D.C.[III721 As = 0.018 IN2 / FT TWO-WAY SHEAR At (b • d)-((Lw + d'( • (tw + do 99.85 F12 8= Lsw/tw= 78.35 = 2(Lw + d) + (2(tw + d) 125.10 FT as= 30 (EDGE COLUMNS) per ACI 318-11 SECTION 11.11.2.1 Vc is smallest of (2 + 4/B(A(fc0.S)(bo)(d) = 6419 IC ((cusd/bo) + 2)A(f00.51(bx)(d) = 8640 K 4(Vc0.S)(boj(d) = 12518 K PHI Vc= 4814K Aq [oKPHI Vc ?vu Designer: J.W.S. Project: PROJECT Job Number: 1111111111 Subject: CONTINUOUS FOOTING ANALYSIS Date: 412 Sheet of BENDING DESIGN (LRFD LOADS) LONG DIRECTION TRIBWIDTh,W2= MAX OFXi AND X2 5 F At= W*b= 25F1'2 LRFD LOAD CASE I SP Max I SP Min I Lsp 5P2 Mu (k-ft) 1 2.250 1.854 65.50 2.220 140.0 2 2.004 1.579 65.50 1.971 124.6 3 2.169 1.558 65.50 2.122 134.6 3.1 2.169 1.558 65.50 2.122 134.6 4 2.004 1.579 65.50 1.971 124.6 5 7.276 0.000 35.62 6.255 433.5 6 1.446 1.192 65.50 1.427 90.0 7 42.729 0.000 337 0.000 1396.2 -ZrAc auuLrntasuntMl sjullljsLatt.IIuN MP.AW1u I ASSUME TENSION CONTROLS PHI= 0.9 d - cover- due . db/2 38.061L]IN a d'- ((2Mu/(phI5065f'c5b))+(d'2))0S 3.344 IN Asreq = (0.85(f'c)(a((b))/fy = 8.527 INn2 (4/3)Asreq = 11.369 lN2 SELECT 1 1*9 IBARS AS 9 In-2 (As(fy)(/(0.85(?cflb)) = 3.53 In :=2 a/B1= 4.15 in as ec ((d'- c)/c) = 0.0245 Eg, OK RHO MIN = 0.0014 mmix = RHOmin • bd(144 IN-2 I F12) = 353 IN2 4/3 As,req = 0 IN2 SELECT 111116J 116 1BARS As = 2.64 1n2 BOTTOM OK,As'As [OK I TOP 1çAs>4/3As.req SHORT DIRECTION USE MAXIMUM SOIL PRESSURE UNDER WALL Job Number: #11111111 Date: 413 Sheet of Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS REBAR DEVELOPMENT 119 BAR Id =E/(W0.5)Wj 62 In ___________ As/eq / As,prov = 0.9 • Id = 58.5 in W2 [oK ] splice length = 1.31d = 80 In CHECK HOLDOWNS Pu = 158.0 K (ASD) PER IN-PLANE SPREADSHEET Pu = 225.7143 K (LRFD) Vu = Pu • 15 338.5714 K (LRFD) Mu =Vu • 3'= 677.1429 IC-FT (LRFD) PHI Vc = 187.6 K ING. SHEAR REINF. REaD TRYE5i#4 BARS @ [9_J O.C. PHI Vs = phlAvvFyt.d/s = 190 K (ACI 318-11. EQN 11-16) PHI Vn= PHI (Vc+ Vs) • 378K OK. PHI VnsVu CHECK OPENINGS IN WALL START OF OPENING (MEASURED FROM EDGE OF SHEAR WALL) LENGTH OF OPENING = 1 reerree ATFNflt LRFD LOAD CASE SP Max SP Min tsp 5P3 SP4 Vu (k) Mu(+) (k-ft) Mu).) X9PT) 1 2.250 1.854 6S.50 2.220 2.220 0.0 0.0 0.0 -8.5 2 2.004 1.579 65.50 1.971 1.971 0.0 0.0 0.0 -9.5 3 2.169 1.558 65.50 2.122 2.122 0.0 0.0 0.0 -8.8 8.1 2.169 1.558 65.50 2.122 2.122 0.0 0.0 0.0 -8.8 4 2.004 1.579 65.50 1.971 1.971 0.0 0.0 0.0 -9.5 5 7.276 0.000 35.62 6.255 6.255 0.0 0.0 0.0 -3.0 6 1.446 1.192 65.50 1.427 1.427 0.0 0.0 0.0 -13.1 7 42.7291 0.0001 3.31 -20.625 -20.625 0.0 0.0 0.0 0.9 SP3 = SOIL PRESSURE AT START OF OPENING MAX = 0.0 0.0 0.0 1 0.9 5P4 SOIL PRESSURE AT END OF OPENING DISTANCE FROM EDGE OF OPENING WHERE Vu n phi Vc/2 PHI Vc= 187.6 K TRY I s3JBAR5@ D.C. PHI Vs = phPAvFvtd/s = 0 K (ACI 318-11, EON 11-16) PHI Vn= PHI (Vc+Vs) a 188K ASSUME TENSION CONTROLS PHI 0.9 d'= d - cover - dtie - db/2 •FB.061IJlN a d'- ((.2Mu/(phivo.85fcth))+(d2))05 0.000 IN Asreq (0.85(fc)(a)(b))/(y = 0.000 IN2 [SELECT!I 6 1 86 JBARS As 2.64 1n2 a (As(fy))/(0.85(fc)(b)) = 1.04 In a/B1= 1.22 in as cc ((d'- c)/c) = 0.0907 sKY. OK ASSUME TENSION CONTROLS PHI= 0.9 d d - cover - title - db/2 •(3B.061j]IN a d'- ((.2Mu/(phi0.8Sfcb))+(da2))u0.5 0.000 IN Asreq (0.85(Vc)(a)(b))/(y= 0.000 lNv2 (4/3)Asreq 0.000 IN-2 [TSELECT[6 #6 IBARS As 2.64 Inv2 a (As(fy))/(0.85(f'c)(b)) z 104 in a/B1• 1.22 In €5 cc ((d'- c)/c) = 0.0907 sLy, OK REBAR DEVELOPMENT #16 BAR Id =[_/(25(rcv0.5)I 33 in As,req / As,prov = 0.0 • Id = 0.0 In splice length = 1.31d = 43 in #16 BAR Id =Ey/(20Ucv0.5) 41 in As,req / As,prov = 0.0 • Id 0.0 in splice length = 1.31d = 53 in SHEAR REINF. REQO P19VnsVu TOP [OK. AiAq BOTTOM [oc AssAsq D (k) Lv (k) 1(k) LOCATION OF POINT LOAD FROM SHEAR WALL EDGE (FT) 24.375 12.717 18.14 9.350 10.67 0.704 0.640 10.67 POINT LOADS P1= P2 = P3= P4= PS= P6= Job Number: #8855 Date: 414 Sheet-of- Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS CONTINUOUS FOOTING ANALYSIS Design Per 2012 IBC, ASCE 7-10 and ACI 318-11 [GRID H. !NL!6 I 5.00 Sds= 0.748 d= 3.50 FT h= 41.00 FT Lsw= 18.34 FT Hr= 35.00 FT 31= 4.00 FT HP= 20.50 FT X2= 4.00 FT Hm= 0.00 FT Lf =Xl + L + 32 = 25.34 FT Vr = 33.2 K KERN =Lf/6=4.39FT Vp= 11.40 IC SP ALLOWABLE = 4000 PSF 4/!.] 5333 PSF Vm = 0.0 K = 5.333 KSF (WI SHORT DURATION LOADS) Ve = 44.6 K A FTG = 131.7 FT2 Pc = 3000 psi S FTG = 578.2 FTv3 fy = 60 ksl H1 0.50 FT WALL WIDTH,tw 8.5 IN A = 1.0 PASSIVE RESISTANCE. PP = 300 PSF / FT HOLDOWN Pu = ____KIPS (ASO) COEFF OF FRICT, Cf = 0.400 81= 0.85 Reduction In Foundation Overturning = 25% Section 12.13.4 ASCE 7-10 phi v =[_0.750 J Live Load v 100 PSF fl= 1.0 UNIFORM LOADS Ml = W2 WS= w6 = wD (kit) wLr (kIt) wL (kit) START (PT) (FT) 4.356 0.000 0.594 0.540 0.000 _LENGTH _18.34 _18.34 FOOTING WEIGHT, Pf= 0.15 KCF • Lf b • d = 69.1 SOIL WEIGHT, Ps= 0.1 PSF • Lf • b = 13.2 D= 208 K Lr= 23 K JLz 0 K ME = 1585 K-FT (ASO LOADS) ASD LOAD CASE P(k) Me (k45) Ve(k) Pe1(k.ft) e2= (Pe1 + M) / P (ft) SPMax (ksf) 1 208 0 0 234 1.1 WITHIN KERN 1.980 3 231 0 0 349 1.5 WITHIN KERN 2.356 4 225 0 0 320 1.4 WITHIN KERN 2.262 5 229 1189 33 258 6.3 OUTSIDE KERN 4.243 6a 225 0 0 320 1.4 WITHIN KERN 2.262 6b 224 892 25 252 51 . OUTSIDE KERN 3.678 7 125 0 0 - 140 1.1 WITHIN KERN 1.188 8 103 1189 33 116 12.7 OUTSIDEKERN 3.037 OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK SLIDING SHEAR CHECK (ASD LOADS) PASSIVE RESISTANCE, PP = 300 PSF/ FT COEFF OF FRICI, Cf = 0.4 H1z 0.5 FT wpl = FPH1= 150PSF wp2= FP(H1+d)= 1200PSF Fp= (wpl+wpl)/2 • b • d = 11.8125 K ASD LOAD CASE Ff Ps=FoFf CHECK 1 83 95 >Ve,OK 3 92 104 > Ve,OK 4 90 102 ,Ve,OK 5 92 104 >Ve,OK Ga 90 102 .Ve,OK 6b 90 101 >Ve,OK 7 50 62 > Ve,OK B 41 53 Ve,OK Designer: J.W.S. Project: PROJECT Job Number: #1111811 Subject: CONTINUOUS FOOTING ANALYSIS Date: 415 Sheet_oL.............. Weight of adjacent slab 30 from FCC z 37.8 K Ff2= 15.1K [OK, ADDITIONAL SLIDING RESISTANCE PROVIDED BY SLAB ONE-WAY SHEAR CHECK (LRFD LOADS) SHORT DIRECTION Width, W = (Lf/2) - (WALL LENGTH/2) - d = 0.5 FT CHECK REaD1 At= Wb= 2.5 F12 CHECKREQ' LRFD LOAD CASE P Me Ve Pe1 e2 = (Pe1 + M ) / P SF Max SF Min Lap 5P1 Space Vu 1 291 0 0 327 1.1 WITHIN KERN 2.772 1.640 26.34 2.751 2.76129 6.903226 2 261 0 0 338 1.3 WITHIN KERN 2.564 1.395 26.34 2.542 2.552725 6.381813 3 286 0 0 465 1.6 WITHIN KERN 2.977 1.370 26.34 2.946 2.961716 7.40429 3.1 286 0 0 465 1.6 WITHIN KERN 2.977 1.370 26.34 2.946 2.961716 7.40429 4 261 0 0 338 1.3 WITHIN KERN 2.564 1.395 26.34 2.542 2.552725 6.381813 5 280 2219 62 315 9.0 OUTSIDE KERN 9.062 0.000 12.36 8.695 8.878516 22.19629 6 187 0 0 210 1.1 WITHIN KERN 1.782 1.054 26.34 1.768 1.775115 4.437788 7 1S6 2219 62 175 15.4 OUTSIDE KERN .9.416 0.000 .6.62 0.000 .4.70782 155.7298 'l• 1uILI'ntlluncAl LKIIK.ALILLIIUN d'= h . cover - dtie . db/2 =[j061]In PHI Vc 0 PHI(2(f'c0.5)(b)(d)) = 188 K TRYF3 1141BARS @ Ui2I" O.C. PHI Vs = phIAvFvtd/s = 86 K (ACI 318-11, EQN 11.16) PHI Vn= PHI (Vc+ Vs) = 273 K LONGDIRECTION Width, W = (B/2). (WALL WIDTH /2) - d • -1.35 FT At W Lf z -35.7 FT2 qS= Pmax/A= 2.21 KSF Vu • qS • TRIB AREA = .79 K PHI Vu = PHI(2(f'C0.S)(b)(d')) = 988 K [G USE MIN SHEAR REINF. OK, PHI Vif Vu OK Ac >= Av,mmn NO CHECK REQ'D NO CHECK REQ'D [0.SPHIVc > Vu Designer: J.W.S. Project: PROJECT Job Number: #11111111 Subject: CONTINUOUS FOOTING ANALYSIS Date: 416 Sheet of BENDING DESIGN (LItFD LOADS) LONG DIRECTION TRIB WIDTH, W2U MAX OFX1 AND X2U 4 FT AtU WbU 20FTU2 LRFD LOAD CASE I SP Max I SP Min I Lap 5P2 Mu (k-ft) 1 2.772 1.640 26.34 2.600 108.6 2 2.564 1.395 26.34 2.386 100.2 3 2.977 1.370 26.34 2.733 115.8 3.1 2.977 1.370 26.34 2.733 115.8 4 2.564 1.395 26.34 2.386 100.2 5 9.062 0.000 12.36 6.130 323.4 6 1.782 1.054 26.34 1.672 69.8 7 -9.416 0.000 -6.62 0.000 966.3 5rs = StilL VIWDSUIW Ml flhUEtMl. 5tl lull VillA MU 9 SUU. ASSUME TENSION CONTROLS PHI= 0.9 d . cover- title . db/2 =I38.o61_]IN a - ((2Mu/(phiU0.85rcb))+(dU2))UO.5 = 2.281 IN Asreq = (0.85(f'c)(a)(b))/fy = 5.816 INU2 (4/3)Asreq U 7.755 1N2 SELECT [6 #19 1BARS As U 6 In-2 U (As(fy)j/(0.85(f'c)(b)) = 2.35 in CU a/81U 2.77 in as = cc ((d'- )/C) = 0.0382 a Ly, OK RHO MIN z 0.0014 asmin = RHOmin U bUdU(144 IN-2 / FTU2) z 3.53 IN2 4/3 As,req = 0 INU2 SELECT 1 6 1 116 IBARS As = 2.64 lnU2 BOTTOM [OK, AsaAs [oK I TOP LOcAs>4/3A5,req SHORT DIRECTION USE MAXIMUM SOIL PRESSURE UNDER WALL MAX OFSP2U 6.130 KSF TRIB WIDTH. W3 = b/2 - (WALL WIDTH/2) - (FIG OEPTH/2)= 0.396 F At= W3 U Lfz 10.4 FTUZ MU U SPIOw • At U (W3/2) U 12.6 K-FT ASSUME TENSION CONTROLS PHIU 0.9 dU h- cover -dtie/2=I 38.813IN a U d'- ((.2Mu/(phlU0. ?cUb))+(dU2))05 z 0.03 IN Asreq z (0.85(Fc)(a)(b))/fy = 0.072 IN52 U 0.003 IN52 / FT 4/31Mreq= 0.004 1N2 /FT USE Ea3ITIES@ 11111172jO.C. As= 0.018 INU2/FT TWO-WAY SHEAR At (b • d) - ((Lw + d) • (tw + d)) 48.23 FT-2 LSW/tWU 2589 2U(Lw+d)+(2(tw+d) z SO.78 FT 05 U 30 (EDGE COLUMNS) per ACI 318-11 SECTION 11.11.21 Vc is smallest of (2 + 4/8)1(FcU0.5)(bo)(d) • 2737 K ((osdo) + 2)lfcU05)()(d) a 4921 K 41(f'00.51(j(d) U 5082 K PHI VCU 2053 K [K. AsAs7eq OIC' PHI VcaIu Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS REBAR DEVELOPMENT 119 BAR Id =[7Wca0.5ii 62 in Asreq I As,prov z 1.0 • Id = 59.9 In sW2 [hill] splice length = 1.31d m 80 In CHECK HOLDOWNS Pu = 76.0 K (ASO) PER IN-PLANE SPREADSHEET Pu = 108.5714 K (LRFD) Vu = Pu • 15 162.8571 K (LRFD) Mu = Vu • 3' = 325.7143 K-FT (LRFD) PHI Vc = 187.6 K rUSE MINTJ TRY BARS @ [1211l] O.C. PHI Vs = phiAvFVtd/5 = 86 K (ACI 318-11. EON 11-16) PHI Vn= PHI (Vc + VS) = 273 K OK, PHI VuiVu OK Av S= Av.rnln CHECK OPENINGS IN WALL _________ START OF OPENING = (MEASURED FROM EDGE OF SHEAR WALL) LENGTH OF OPENING =1 flrdTfl ATKSIflC LRFD LOAD CASE SF Max SP Min Isp SP3' 5P4 Vu )k) Mu(+) (k-ft) Mu(-j X* (FT) 1 2.772 1.640 26.34 2.600 2.600 0.0 0.0 0.0 -7.2 2 2.564 1.395 26.34 2.386 2.386 0.0 0.0 0.0 -7.9 3 2.977 1.370 26.34 2.733 2.733 0.0 0.0 0.0 -6.9 3.1 2.977 1.370 26.34 2.733 2.733 0.0 0.0 0.0 -6.9 4 2.564 1.39S 26.34 2.386 2.386 0.0 0.0 0.0 -7.9 5 9.062 0.000 12.36 6.130 6.130 0.0 0.0 0.0 -3.1 6 1.782 1.054 26.34 1.672 1.672 0.0 0.0 0.0 -11.2 7 -9.4161 0.000 -6.62 -15.108 -15.108 0.0 0.0 0.0 12 5P3= SOIL PRESSURE AT START OFOPENING MAX = 0.0 0.0 0.0 1 12 5P4 = SOIL PREIIURE AT ENO OF Ol'LNIFIU DISTANCE FROM EDGE OF OPENING WHERE Vu c phi Vc/2 PHI Vc = 187.6 K TRY[ ll3llJ BARS @ G.C.1911111' PHI Vs = phIAvFvtd/s = 0 K (ACI 318-11. EON 11-16) PHI Vn= PHI (Vc + VS) = 188 K ASSUME TENSION CONTROLS PHI= 0.9 = d - cover - due - db/2 =[38.061 111] IN a d'- ((-2Mu/(phi085f'cb))+(d2))0.5 z 0.000 IN Asreq = (0.85(fc)(a)(b))/fy = 0.000 1N2 [SELECT 6 116 ]BARS As= 2.64 1n2 a = (As(fy))/(0.85(?c)(b)) = 1.04 In a/B1= 1.22 In as = cc ((d'- c)/c) = 0.0907 ICy. OK ASSUME TENSION CONTROLS PHI= 0.9 d = d -cover - due - db/2 =1 38.061]IN a d'. ((.2Mu/(phl0.85cb))+(d2))a0.5 0.000 IN Asreq = (0.85(f'c)(aXb))Ifv = 0.000 IN2 (4/3)Asreq 0.000 IN2 LSELECTU 6 116 (BARS As 2.64 In2 a = (As(fy))/(0.85(f'c)(b)) z 1.04 in C a/61= 1.22 in as= KK ((d'- c)/c) z 0.0907 a Cy. OK REBAR DEVELOPMENT #6 BAR Id =[fy/(2S(fc0.5) 331n As,req / As.prov = 0.0 • Id z 0.0 In splice length = 1.31d = 431n 116 BAR ld= 41 In Asreq / As,prov = 0.0 • Id = 0.0 In splice length = 1.31d = 53 in 0 SHEAR REINF. REaD PHI Vyu TOP Aeq BOTTOM [OK. AiAq Job Number: #8888 Date: 417 Sheet of 0(k) Lr (k) 1(k) LOCATION OF POINT LOAD FROM SHEAR WALL EDGE (PT) 2.320 2.100 2.00 17.531 2.00 9.350 34.25 0.704 0.640 34.25 POINT LOADS P1 P2 P3 P4 = P5 P6= Job Number: 86669 Date:418 Sheet of Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS CONTINUOUS FOOTING ANALYSIS Design Per 2012 IBC, ASCE 7-10 and ACI 310-11 FRID UNE -1 7 b)E 42.7S FT sds=[ 0•74 d FT h 41.00 FT Lsw=FT Hr 35.50 FT X1=FT Hp 20.50 FT 82=FT Hm= 16.00 PT If =81+1+82 = 44.7S FT Vr 49.0 K KERN Lf/6 7.46 FT Vp = 40.00 K SP ALLOWABLE =3900PSF4/3] 5200 PSF Vm=_ 57.0 K = 5.200 8SF (W/ SHORT DURATION LOADS) Ve =146.0 K A FTG = 179.0 FT2 Pc [3000 psi S FTG = 1335.0 FT3 f. 60 ksl Hi= 0.50 PT WALL WIDTH,tw 8.5 IN = 1.0 PASSIVE RESISTANCE. FP = 300 PSF/ FT HOLDOWN Pu 100.0 KIPS (850) COEFF OF FRICI, Cf = 0.400 B1= 0.8S Reduction in Foundation Overturning = 25% Section 12.13.4 ASCE 7-10 phi v =_o1j Live Load 100 PSF fl= 1.0 UNIFORM LOADS Wi w2 w3 W4= w5 w6= wD (kit) wLr (IcIf) L (kIt) START (Fr) LENGTH (PT) 4.356 0.000 42.75 0.154 0.140 0.000 42.75 FOOTING WEIGHT, Pf= 0.15 KCF • Li • b • d = 67.1 k SOIL WEIGHT, Ps= 0.1 PSF • If • b = 17.9 It !O= 308 K Lr = 9 K L= 0 K ME = 3837 K-FT REQUIRED BASE AREA CHECK (ASO LOADS) ASD LOAD CASE P(k) Me (k-ft) ye (k) Pe1 (k-ft) e2 (Pe1 + M ) / P (It) SP Max (ksfl 1 308 0 0 255 0.8 WITHIN KERN 1.910 3 316 0 0 287 0.9 WITHIN KERN 1.983 4 314 0 0 279 0.9 WITHIN KERN 1.96S 5 340 2877 110 282 9.3 OUTSIDE KERN 4.265 Be 314 0 0 279 0.9 WITHIN KERN 1.965 6b 332 2158 82 275 7.3 WITHIN KERN 3.677 7 185 0 0 253 0.8 WITHIN KERN 1.146 8 152 1 2877 110 1 126 19.7 OUTSIDE KERN 3.101 OK <ALLOWABLE. OK OK <ALLOWA8LE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK OK ALLOWABLE, OK OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK SLIDING SHEAR CHECK (ASO LOADS) PASSIVE RESISTANCE, PP = 300 PSF / FT COEFF OF FRICT. Cf = 0.4 H1= 0.5 FT wp1 = EPH1 = 150 PSF wp2= FP(H1+d)= 90D PSF Fp= (wpl.wpl)/2bd= 5.25K ASD LOAD CASE Ff Ps Fp+Ff CHECK 1 123 128 > Ve,OK 3 127 132 > Va. OK 4 126 131 aVe OK S 136 141 aVe OR Be 126 131 aVe. OK 6b 133 138 aVe,OK 7 74 79 aVe,OK 8 61 66 Ve.NG Designer: J.W.S. Project: PROJECT Job Number: #111188 Subject: CONTINUOUS FOOTING ANALYSIS Date: 419 Sheet of Weight of adjacent slab 30 from FOC = 88.2 IC Ff2 = 35.3 K [ökAoDmoNAL SLIDING RESISTANCE PROVIDED BY SLAB ONE-WAY SHEAR CHECK (LRFO LOADS) SHORT DIRECTION Width, W z (Lf/2). (WALL LENGTH/2) - d = -1.5 PT NO CHECK RE, aD At W b = •6 FT2 NO CHECK REQO LRFD LOAD CASE P Me ye Pe1 e2 = (Pe1 + M ) I P SP Max SP Min Lap SP1 Space I Vu 1 431 0 0 357 0.8 WITHIN KERN 2.674 2.139 44.75 N/A N/A N/A 2 374 0 0 322 0.9 WITHIN KERN 2.329 1.846 44.75 N/A N/A N/A 3 383 0 0 358 0.9 WITHIN KERN 2.409 1.873 44.75 N/A N/A N/A 3.1 383 0 0 358 0.9 WITHIN KERN 2.409 1.873 44.75 N/A N/A N/A 4 374 0 0 322 0.9 WITHIN KERN 2.329 1.846 44.75 N/A N/A N/A 5 415 5371 204 344 13.8 OUTSIDE KERN 8.036 0.000 25.84 N/A N/A N/A B 277 0 0 229 0.8 WITHIN KERN 1.719 1.375 44.75 N/A N/A N/A 7 231 5371 204 191 24.1 OUTSIDE KERN -22.470 0.000 -5.14 N/A N/A N/A 5r1 = 3U11. rntaaulw 141 I_nI I I_RI. am.ulur, Pa - cover - dtie - db/2 4 6OF in PHI Vc = PHI(2(f'c0.5)(b)(d)) = 103 K TRYE3 _Ii4]BARS @ I12i O.C. PHI Vs a phiAvPvtd/s = 59 K (ACI 318-11. EON 11-16) PHI Vn= PHI (Vc + Vs) = 161 K LONGDIRECTION Width, W (8/2) - (WALL WIDTH /2) - d z -0.85 FT At W Lf -38.2 FT-2 qS= Pmas/A= 2.41 11SF Vu qS • TRIO AREA = -92 K PHI Vc PHI(2(fc0.5)(b)(d')) = 1150 K [oKb.sPHI*a Vu. NO SHEAR REINF REQD [iio CHECK REQD [NO CHECK REQ'D [OK,O5 PHI ic a Vu Designer: J.W.S.Project: PROJECT Job Number: #111111111 Subject: CONTINUOUS FOOTING ANALYSIS Date: 420 Sheet of BENDING DESIGN (LRFD LOADS) LONG DIRECTION TRIBWIDTH.W2= MAX 0FX1 AND X2= 1 FT At Wb= 4FT2 LRFD LOAD CASE I S' Max I SP Min I Up 5P2 Mu (k-ft) 1 2.674 2.139 44.75 2.662 5.3 2 2.329 1.846 44.75 2.318 4.7 3 2.409 1.873 44.75 2.397 4.8 3.1 2.409 1.873 44.75 2.397 4.8 4 2.329 1.846 44.75 2.318 4.7 5 8.036 0.000 25.84 7.725 15.9 6 1.719 1.375 44.75 1.711 3.4 7 -22.470 0.000 .5.14 0.000 626.5 UlLItt55UNtAI F KuuinL5tuiUN u oo.3 I ASSUME TENSION CONTROLS PHI= 0.9 a d -cover- dtle - db/2 =26.061 1N a d'- ((2Mu/(phI0.85nfcb))+(d2))0.5 2.765 IN Asreq (0.85(t'c)(a)(b))/fy = 5.641 IN2 (4/3)Asreq = 7.521 IN-2 SELECT 3 116 BARS As= 2.2 in2 a = (MUy))/(0.8S(fc)(b)) = 108 in a/B1= 1.27 in cc ((d'- c)/c) m 0.0586 a Cv. OK RHO MM = 0.0014 asmln = RHOmIn • bd(144 IN-2 / FT2) c 2.02 IN-2 4/3 As.req = 0 IN2 SELECT 5 115 BARS As 1.55 1n2 BOTTOM NG [OK TOP OKAi4)3As,req SHORT DIRECTION USE MAXIMUM SOIL PRESSURE UNDER WALL MAX OF SF2 = 7.725 11SF TRIB WIDTH. W3 = b/2 - (WALL WIDTH/2) . (FIG DEPTH/2)= 0.396 F At= W3 • Lf= 17.7 FT2 Mu = SPIow At • (W3/2) c 27.1 IC-FT ASSUME TENSION CONTROLS PHI= 0.9 d'= h-cover - dtie/2=26.81 1N a = d'- ((-2Mu/(phi0.85f'cb))+(d2))0.5 = 0.11 IN Asreq = (0.85(f'c)(a)(b))/fy = 0.22S IN2 = = 0.005 IN2/FT 4/3Asreq= 0.007 IN2/FT USE 3T1E5 @ 2 O.C. As= 0.018 IN2 / FT TWO-WAY SHEAR At= (b • d) - ((Lw + d') • (tw + d)) 49.62 FT2 8= Lsw/twz 60.35 bu = 2(Lw+d')+(2(tw+d') 95.60 FT US c 30 (EDGE COLUMNS) per ACI 318-11 SECTION 11.11.2.1 Vc is smallest of (2 + 4/B)A(f'cO.S)(bu)(d) = 3384 K ((05d/b.) + 2)1(f'c0.5)(b)(d) = 4391 K 41(rc0S)(b)(d) z 6550 K PHIVc 2538 K [OKAiAsq [OX; PHI Vijlu Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS REBAR DEVELOPMENT #6 BAR Id =:/(20(f'cO.5) 41 In As,req I AS,prov = 2.6 • Id = 105.3 in W2 splice length = 1.31d = 53 in Job Number: #11111111 Date: 421 Sheet of CHECK HOLDOWNS Pu = 100.0 K (ASD) PER IN-PLANE SPREADSHEET Pu = 142.8571 K (LRFD) Vu = Pu • 1.5 214.2857 K (LRFD) Mu = Vu • T = 428.5714 K-FT (LRFD) PHI Vc = 102.8 K NG, SHEAR REINF. REQD TRY BARS @ [J D.C. PHI Vs = phiAvFytd/s = 130 K (ACI 318-11, EON 11-16) PHI Vn= PHI (Vc+ VS) = 233 K 1OK, PHI ViiVu CHECK OPENINGS IN WALL _________ START OF OPENING [ 1(MEASURED FROM EDGE OF SHEAR WALL) LENGTH OF OPENING =1 1 CENTER AT ENDS LRFD LOAD CASE SP Max SP Min Lsp 5P3 SP41 Vu (k) Mu(i) (k.ft) Nu(.) X* (FT) 1 2.674 2.139 44.75 2.662 2.662 0.0 0.0 0.0 -4.8 2 2.329 1.846 44.75 2.318 2.318 0.0 0.0 0.0 -5.5 3 2.409 1.873 44.75 2.397 2.397 0.0 0.0 0.0 -5.4 3.1 2.409 1.873 44.75 2.397 2.397 0.0 0.0 0.0 -5.4 4 2.329 1.846 44.75 2.318 2.318 0.0 0.0 0.0 -5.5 5 8.036 0.000 25.84 7.725 7.725 0.0 0.0 0.0 -1.7 6 1.719 1.375 44.75 1.711 1.711 0.0 0.0 0.0 -7.5 7 -22A701 0.000 -5.14 -26.843 1 -26.843 0.0 0.0 1 0.0 0.5 5P3 SOIL PRESSURE AT START OF OPENING MAX 0.0 0.0 0.0 0.5 = UIl. retasunc Al truj UI urtriiriu = DISTANCE FROM EDGE OF OPENING WHERE Vu <phi Vc/2 PHI Vc = 102.8 K TRY I II3JBARS@ D.C.L1113111" PHI Vs a phIAvFvtd/s = 0 K (ACI 318-11, EON 11.16) PHI Vn = PHI (Vc + Vs) = 103 K ASSUME TENSION CONTROLS PHI 0.9 d' = d - cover - dtle - db/2 =[T26.061]IN a d'- ((.2Mu/(phi085*f'cb))+(d'2))o.S a 0.000 IN As = (0.85(f'c)(a)(b))/fy = 0.000 1N2 [TSELECTi6i #6 _]BARS As 2.64 1n2 a (As(fy))/(0.85(f'c)(b)) = 1.29 In a/Bt= 1.52 in eso cc ((d'- c)/c) z 0.0484 'Lv. OK ASSUME TENSION CONTROLS PHI• 0.9 d'= d- cover -dtie -dbt2=I....................26.061...............jIN a d'. ((.2Mu/(ph10.851'cth))+(d2))0.5 0.000 IN Asreq (0.85(t'c)(a)(b))/fy = 0.000 1N2 (4/3)Asreq 0.000 1N2 [SELECTEII6 116 .ljjli]BARS As 2.64 in2 a (As(fy))/(0.85(f'c)(b)) = 1.29 In c= a/B1= 1.52 In es cc ((d'- c)/c) = 0.0484 a Ey, OK REBAR DEVELOPMENT #6 BAR Id = 33 In As,req /As,prcv = 0.0 • Id = 0.0 In splice length = 1.3Id z 43 in #6 BAR Id 41 In As,req / As,prov z 0.0 • Id = 0.0 in splice length = 1.31d = 53 In [OK, NO SHEAR REINF. REaD [OK, PHI VnVu TOP JOK,As?As,ri,q BOTTOM Aèq Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS CONTINUOUS FOOTING ANALYSIS [!RID -K 44 b= 4.00 FT 5th = 0.78] d= 2.50 FT h= 41.00 FT Lsw= 58.67 FT Hr= 35.00 Fl (1= 1.00 FT Hp= 20.50 FT X2= 1.00 FT Hm = 16.00 FT Lf=Xl + L+ X2 = 60.67 FT yr = 70.0 K KERN = Lf/6 = 10.11 FT Vp= 41.00 K Design Per 2012 IBC, ASCE 7-10 and ACI 318-11 Job Number: #11888 Date: 422 Sheet of SP ALLOWABLE ) 3900 PSF '4/3.!j 5200 PSF Vm= 93.0 = 5.200 KSF (W/ SHORT DURATION LOADS) ye = 204.0 A FIG 242.7 FT2 f'c = 3000 S FTG = 2453.9FT3 fy z 60 Hlz 0.50 FT WALL WIDTH, 1w 8.5 1 1.0 PASSIVE RESISTANCE, PP = 300 HOLDOWN Pu =_73.0 _KIPS (ASD) COEFF OF FRIC1, Cf = 0.400 B1= 0.8S Reduction in Foundation Overturning= 25% Live Load phi v =1 0.750 I wD(klf) wLr(klf) WI (IcIfj START (PT) LENGTH (PT) 4.356 0.000 58.67 0.330 0.300 0.000 58.67 0.900 1.875 0.000 58.67 UNIFORM LOADS gal z w2= w3 w4 w5 = W6. /FT ion 12.13.4 ASCE 7-10 PSF Ii = 1.0 POINT LOADS P1 P2 P3 P4= PS PB 0(k) Lr (k) L (k) LOCATION OF POINT LOAD FROM SHEAR WALL EDGE (PT) 4.950 4.500 2.00 17.531 2.00 13.627 49.67 3.520 3.200 49.67 FOOTING WEIGHT, P1= 0.15 KCF • LI • b • d = 91.0 SOIL WEIGHT, P5= 0.1 PSF • LI • b = 24.3 It JD= 483 K !Lr= 135 K JLz 0 K ME = 5289 K-FT (ASD LOADS) ASD LOAD CASE P(k) Me (k-ft) ye (k) Pe1 (k-ft) e2 = (Pe1 + M ) I P (ft) SP Max (ksf) 1 483 0 0 266 0.6 WITHIN KERN 2.097 3 618 0 0 324 0.5 WITHIN KERN 2.678 4 584 0 0 309 0.5 WITHIN KERN 2.533 5 533 3966 153 294 8.0 WITHIN KERN 3.933 6a 584 0 0 309 0.5 WITHIN KERN 2.533 6b 521 2975 115 287 6.3 WITHIN KERN 3.474 7 290 0 0 160 0.6 WITHIN KERN 1.258 8 239 3966 153 132 17.1 OUTSIDE KERN 2.655 lit <ALLOWABLE, OK lit <ALLOWABLE. OK lit <ALLOWABLE. OK lit <ALLOWABLE, OK 1K <ALLOWABLE, OK 1K <ALLOWABLE, OK X <ALLOWABLE. OK 1K <ALLOWALE, OK Job Number: #6999 Date:423 Sheet of Designer: J.W.S. SLIDING SHEAR CHECK (ASD LOADS) PASSIVE RESISTANCE, PP = 300 PSF / FT COEFF OF FRICT, Cf = 0.4 Hl = 0.5 FT wpl= .FPH1= up2= FP(H1+d)= Fp (wpl+wpl)/2bd= Weight of adjacent slab 30' from FOC = Ff2 Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS ASD LOAD CASE Ff Fs =Fp+Ff CHECK 1 193 198 aVe,OK 3 247 252 I > Va. OK 4 234 239 > Ve,OK 5 213 219 > Ve,OK 6a 234 239 Ve,OK 6b 208 213 > Ve,OK 7 116 121 >Ve,OK 8 95 1 101 1 nVe,NG 150 PSF 900 PSF 5.25 K 121.0 K 48.4 K ONE-WAY SHEAR CHECK (LRFO LOADS) SHORT DIRECTION Width, W (Lf/2) -(WALL LENGTH/2). d -1.5 FT r NO CHECK REaD At= Wb= -6 FP2 rNO CHECK REQ'D LRFD LOAD CASE P Me Ve Pe1 e2 = (Pe1 eM) / P SP Max SP Min Lap SP1 Spave Vu 1 676 0 0 372 0.6 WITHIN KERN 2.936 2.633 60.67 N/A N/A N/A 2 647 0 0 348 0.5 WITHIN KERN 2,807 2.524 60.67 N/A N/A N/A 3 796 0 0 412 0.5 WITHIN KERN 3.446 3.111 60.67 N/A N/A N/A 3.1 796 0 0 412 0.5 WITHIN KERN 3.446 3.111 50,67 N/A N/A N/A 4 647 0 0 348 0.5 WITHIN KERN 2.807 2.524 60.67 N/A N/A N/A 5 651 7404 286 359 11.9 OUTSIDE KERN 5.895 0.000 55.25 N/A N/A N/A 6 434 0 0 239 0.6 WITHIN KERN 1.887 1.692 60.67 N/A N/A N/A 7 362 7404 286 199 21.0 OUTSIDE KERN 6.462 0.000 26.02 N/A N/A N/A h - cover - dtie - db/2 42i]mn PHI Vc = PHI(2(Pc0.5)(b)(d')) = 103 K TRY[3 ]_#47BARS@ [12]11 O.C. PHI Vs = phIAvFytd/s = 59 K (ACII 318-11, EQN 11-16) PHI Vn= PHI (Vc + VS) = 161K LONGDIRECTION Width, W z (6/2) - (WALL WIDTH /2) - d = -0.85 FT At= W' Lf= -51.8 FT2 qS= Pmas/A= 3.28 KSF Vu qS • TRIB AREA = -170 K PHI Vc PHI(2(1'00.5)(b)(d)) = 1559 K 9K, 0.5 PHI Vc a Vu. NO SHEAR REINF REQO ok; PHI Vivu tNO CHECK REQO [çCK RçQD [ço.s PHI vc a Vu Designer: J.W.S. Project: PROJECT Job Number: #6888 Subject: CONTINUOUS FOOTING ANALYSIS Date: 424 Sheet_of_ BENDING DESIGN (LRFO LOADS) LONG DIRECTION TRIBWIDTH.W2= MAX OFX1 AND X2= 1 FT At= Wb= 4FP2 LRFD LOAD CASE I SP Max I SP Min I Lsp 5P2' Mu (k.ft) 1 2.936 2.633 60.67 2.931 5.9 2 2.807 2.524 60.67 2.802 5.6 3 3.446 3.111 60.67 3.441 6.9 3.1 3.446 3.111 60.67 3.441 6.9 4 2.807 2.524 60.67 2.802 5.6 5 5.895 0.000 55.25 5.788 11.7 6 1.887 1.692 60.67 1.884 3.8 7 6.462 0.000 28.02 6.231 12.8 -bVZ= bUILMMUNtAl l..KIIII..Al. cl..I lupi MAA MU =i LAM I ASSUME TENSION CONTROLS PHI= 0.9 d= d. cover .dtie-db/2=[ 26.061 uN a . ((-2Mu/(phl'0.85'1c'b))+(d2))0.5 = 0.053 IN Asreq (0.85(f'c)(a)(b))/fy = 0.109 IN2 (4/3)Asreq = 0.145 IN-2 SELECT [ 5 #6 ]BARS As 2.2 In-2 a = (As(fy))/(0.85(fc)(b)) = 1.08 In a/81= 1.27 In Es CE ((d'- c)/c) = 0.0586 a €y. OK RHO MIN = 0.0014 asmin = RHOmmn • bd(144 INU2 / FT-2) = 2.02 IN'2 4/3' As.req = 0 IN'2 SELECT [ 5 115 BARS As 1.55 In2 BOTTOM [oc. As 54/3ALreq OK TOP 4/3As.req SHORT DIRECTION USE MAXIMUM SOIL PRESSURE UNDER WALL MAX OF SP2 = 6.231 KSF TRIB WIDTH. W3 = b/2 - (WALL WIDTH/2) . (FIG DEPTH/2)= 0.396 FT At = W3 • Lf= 24.0 FT'2 Mu= SPIow • At • (W3/2) 29.6 K-FT ASSUME TENSION CONTROLS PHI= 0.9 d= h- cover -dtle/2=I 26.813 IN a - ((.2MU/(ph10.85f'cth))4(d'2))0.5 0.12 IN Asreq (0.85(f'c)(a)1b))/fy = 0.246 IN2 = 0.004 INa2/Fr 4/3 • Ascreq = 0.005 IN-2 / FT USE r n3]TIES@ 1 72 ]'O.C. As 0.018 INU2/FT TWO-WAY SHEAR At (b • d)- ((Lw + d) • (tw + d)) = 67.45 F12 8= Lsw/tw= 82.83 b, 2'(Lw + d) + (2(tw + d) z 127.44 FT 05= 30 (EDGE COLUMNS) per ACI 318-11 SECTION 11.11.2.1 Vc is smallest of (2 + 4/B)1L(fc'0.5)(b,)(d1 = 4471 K ((osdlbo) + 2)1.(I'c0.S)(b)(d1 = 5482 K 4M1'c0.S)(bo)(d) = 8732 K PHI Vc= 3354K [ot. As> As.rq lot. PM VcaVu Job Number: #11888 Date: _425 Sheet of Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS REBAR DEVELOPMENT #6 BAR Id 41 in As,req /As,prov = 0.0 • Id = 2.0 In eW2 OK splice length = 1.3Id = 53 in CHECK HOLDOWNS Pu= 73.0 K (ASD) PER IN-PLANE SPREADSHEET Pu = 104.2851 K (LRFD) Vu Pu • 1.5 156.4286 K (LRFD) Mu = Vu • 3 = 312.8571 K-FT (LRFD) PHI Vc = 102.8 K !NGsHEAR REINF. REQD TRYLI31_II4IBARS @ 18 ]' O.C. PHI Vs = phiAvFytd/s z 88 K (ACII 318-11, EON 11-16) PHI Vn= PHI (Vc + VS) = 191 K K. PHI VnsVu CHECK OPENINGS IN WALL START OF OPENING I(MSURE0 FROM EDGE OF SHEAR WALL) LENGTH OF OPENING =1 1 CENTER ATENDS LRFD LOAD CASE SP Max SP Min Isp 5P3 5P4 Vu (k) MUM (k-ft Mu(-) X* (FT) 1 2.936 2.633 60.67 2.931 2.931 0.0 0.0 0.0 -4.4 2 2.807 2.524 60.67 2.802 2.802 0.0 0.0 0.0 -4.6 3 3.446 3.111 60.67 3.441 3.441 0.0 0.0 0.0 -3.7 3.1 3.446 3.111 60.67 3.441 3.441 0.0 0.0 0.0 -3.7 4 2.807 2.524 60.67 2.802 2.802 0.0 0.0 0.0 -4.6 5 5.895 0.000 55.25 5.788 5.788 0.0 0.0 0.0 -2.2 6 1.687 1.692 60.67 1.884 1.884 0.0 0.0 0.0 -6.8 7 6.462 0.000 28.02 6.231 6.231 0.0 0.0 0.0 -2.1 SP3 SOIL PRESSURE AT STAR! OF OPENING MAX = 0.0 0.0 1 0.0 1 -2.1 = sun. rnc)aultc RI erdu UI UVUflU = DISTANCE FROM EDGE OF OPENING WHERE Vu < phi Vc/2 PHI Vc z 102.8 K . OK. NO ShEAR REINF. REaD TRY I 1i3:JBARS@ D.C.E13IJ' PHI Vs = phIAvFvtd/s a 0 K [ACI 318-11. EQN 11.16) PHIVn PHI (Vc + Vs) = 103K [HIVVu [o -x ASSUME TENSION CONTROLS PHI= 0.9 d' = d - cover - dtie - db/2 =[26.061]IN - ((.2Mu/(phi0.85fcb11.(d'2))uo.5 0.000 IN Asreq (0.85(f'c)(aflb))/fy 0.000 IN-2 [SELECTjis J 115 JBARS TOP As 1.55 In-2 [OK,MAsIsq a = (As)fy))/(0.85(f'c)(b)) 0.76 in c= a/61= 0.89 in cs cc ((d' - c)Ic) 0.0845 'Ky. OK ASSUME TENSION CONTROLS PHI= 0.9 d'= d -cover dtie -db/2 =26.061jIN a d'- ((.2Mu/(phi0.8Sfcb))+(dv2))0.S . 0.000 IN Asreq = (0.85(fc)(a)(b))/fy = 0.000 IN-2 (4/3)Asreq 0.000 IN-2 [SELECTT5 j 116 ]BARS BOTTOM As 2.2 In2 JOK,As>Aseq a = (As(fy))/(0.85(f'c)(b)) 1.08 In c= a/81= 1.27 in as cc ((d'- c)/c) = 0.0586 sKy, OK REBAR DEVELOPMENT 115 BAR Id =Ey/(25j5) 21 in As,req / As,prov = 0.0 *Idz 0.0 in splice length • 1.31d • 36 in #6BAR Id =[fy/(Wjrc0.5)db 41 in As.req / As,prov • 0.0 • Id = 0.0 in splice length = 1.31d = 53 in 0(k) Lr(k) L(k) LOCATION OF POINT LOAD FROM SHEAR WALL EDGE (FT) 10.098 5.508 2.00 17.159 2.00 10.098 5.508 110.67 17.159 110.67 POINT LOADS P1= P2 P3 P4 = P5 = P62 Job Number: #81188 Date: 426 Sheet of Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS CONTINUOUS FOOTING ANALYSIS Design Per 2012 IBC, ASCE 7-10 and ACI 318-11 [RID LINELI FT 0.748 d=FT h = 39.50 FT Ltw=FT E~1157 Hr 33.90 FT X1=FT Hp 19.75 FT X2=FT Hm = 16.00 FT LfX1+L+X2 = 118.67 FT Vr= 110.0 K KERN = LfI6 = 19.78 FT VP= 64.00 K SP ALLOWABLE =I 3350 PSF4/J 4467 PSF Vm= 182.0 K = 4.467 KSF (W/ SHORT DURATION LOADS) ye = 356.0 K AFTG= 356.0 F12 fc= 3000 ipsi SFTG= 7041.3FT3 fy= 60 Ibsi WALL WIDTH. tw= H1=[10j50FT & 1=PASSIVE RESISTANCE. FP= 300 ]PSF/FT HOLDOWN Pu =KIPS (AS COEFF OF FRICT, Cf = 0.400 81= 0.85 Reduction In Foundation Overturning= 25% ]Section 12.13.4 ASCE 7-10 phi v =[_0.750] Live Load L. >.._.J100 PSF fl 1.0 UNIFORM LOADS w1= w2 w3 w4 wS w6 wD (kIt) wts (kit) wL (kit) START (FT) (FT) 4.197 0.000 0.594 0.540 0.000 0.900 1.875 0.000 _LENGTH _112.67 _112.67 _112.67 FOOTING WEIGHT, Pf= 0.15 KCF • If • b • d = 106.8 SOIL WEIGHT, Ps= 0.1 PSF • Lf • b = 35.6 it D= 838 K Lr= 283 K L= 0 K £ME = 8617 K-FT (ASD LOADS) ASO LOAD CASE P jIr Me'(-ft) ye (k) Pe1 (k-ft) e2= (Pe1 + M) / P (tt) SPMax (ksf) 1 838 0 0 0 0.0 WITHIN KERN 2.354 3 1121 0 0 0 0.0 WITHIN KERN 3.149 4 1050 0 0 0 0.0 WITHIN KERN 2.951 5 926 6463 267 0 7.0 WITHIN KERN 3.519 Be 1050 0 0 0 0.0 WITHIN KERN 2.951 6b 904 4847 200 0 5.4 WITHIN KERN 3.227 7 503 0 0 0 0.0 WITHIN KERN 1.413 8 415 6463 267 0 15.6 WITHIN KERN 2.084 OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK OK <ALLOWABLE, OK OK -ALLOWABLE, OK OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK Designer: J.W.S. Job Number: 6111188 Date: 427 Sheet of SLIDING SHEAR CHECK (ASO LOADS) PASSIVE RESISTANCE, FP = 300 PSF / FT COEFF OF FRICT, Cf = 0.4 H1= 0.5 FT wpi= FPH1= I50PSF wp2= FP (Hl +d)= 750PSF Fp= (wpl.wpl)/2bd= 2.7K Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS ASD LOAD CASE Ft Fs =Fp+Fi CHECK 1 335 338 >Ve,OK 3 448 451 > Ve.OK 4 420 423 >Ve,OK 5 370 373 aVe. OK 6a 420 423 >Ve.OK 6b 362 364 a ye, OK 7 201 204 aVe,OK 8 166 1 169 Ve.NG Weight of adjacent slab 30' from FCC = 232.4 K Ff2 = 93.0 K OK, ADDITIONAL SLIDING RESISTANCE PROVIDED BY SLAB ONE-WAY SHEAR CHECK (LRFO LOADS) SHORT DIRECTION Width, W (Lf/2) - (WALL LENGTH/2) - d 1 FT ICHECK REQ,I At= W*bz 3 FT2 CHECK RE LRFD LOAD CASE P Me ye Pe1 e2 = (Pe1. M ) I P SD Max SD Min Lap 5P1 Spave I Vu 1 1753 0 0 0.0 WITHIN KERN 3.296 3.296 118.67 3.296 3.295844 9.887533 2 1147 0 0 0 0.0 WITHIN KERN 3.223 3.223 118.67 3.223 3.22263 9.667891 3 1459 0 0 0 0.0 WITHIN KERN 4.097 4.097 118.67 4.097 4.097396 12.29219 3.1. 1459 0 0 0 0.0 WITHIN KERN 4.097 4.097 118.67 4.097 4.097396 12.29219 4 1147 0 0 0 0.0 WITHIN KERN 3.223 3.223 118.67 3.223 3.22263 9.667891 5 1131 12064 498 0 10.7 WITHIN KERN 4.890 1.464 118.67 4.862 4.876052 14.62816 6 754 0 0 0 0.0 WITHIN KERN 2.119 2.119 118.67 2.119 2.118757 6.356271 7 629 12064 498 0 19.2 WITHIN KERN 3.480 0.053 118.67 3.451 3.46543 10.39629 5r1 = aulL rntaaulst Al LAl I IIJU. acs.l UM d h - cover - dtie - db/2 =[ 20.061 ]in PHI VC PHI(2(f'cv0.5)(b)(d)) = 59 K TRY[T _#4]BARS@ D.C.12 1' PHI Vs = phiAvFytd/s = 45 K (ACI 318-11, EON 11.16) PHIVn z PHI Vc+ VS) = 104K LONG DIRECTION Width. W = (8/2) - (WALL WIDTH /2). d z -0.85 FT At W Lf -101.4 FT2 qS= Pmax/A= 4.10 k5F VU= qS'TRIBAREA = -415 K PHI Vc = PHI(2(f'c0.5)(b)(d')) z 2347 K [ok, 0.5 PHI V'c a Vu. NO SHEAR REINE REQD OK. PHI Vn a Vu NO CHECK REaD NO CHECK REaD PHI Vc a Vu Designer: J.W.S. Project: PROJECT Job Number: #11111111 Subject: CONTINUOUS FOOTING ANALYSIS Date: 428 Sheet of BENDING DESIGN (LRFD LOADS) LONG DIRECTION TRIBWIDTH.W2= MAX OFXI AND X2= 3 FT At = Wb= 9FT2 LRFD LOAD CASE I SP Max I SP Min I Lap 5P2 Mu (k-ft) 1 3.298 3.296 118.67 3.296 44.5 2 3.223 3.223 118.67 3.223 43.5 3 4.097 4.097 118.67 4.097 55.3 3.1 4.097 4.097 118.67 4.097 55.3 4 3.223 3.223 118.67 . 3.223 43.S 5 4.890 1.464 118.67 4.804 65.6 6 2.119 2.119 118.67 2.119 28.6 7 3.480 0.053 118.67 3.393 46.6 art= aulLrntaauntnl tnuluLatac.11ur. IVIflAIVlU9 UJ.0 ASSUME TENSION CONTROLS PHI= 0.9 d d . cover. dtie . db/2 =[j20.061]IN a . 1(-2Mu/(ph10.85 cb))+(d'2))0.S = 0.481 IN Asreq = (0.85(rc)(a)(b))/fy = 0.736 IN2 (4/3)Asreq = 0.981 IN2 SELECT [I 3 116 .JBARS As 1.32 In2 a = (As(fy))/(0.85(Vc)(b)) 0.86 in c= a/B1= 1.01 in as= cc ((d'- c)/c) 0.0563 5 Ky, OK RHO MIN 0.0014 asmits RHOmin • bd(144 IN2 I FT-2) z 1.21 IN2 4/3 As,req = 0 IN2 SELECT L 115 IBARS As z 0.93 In2 BOTTOM FOE. As s4/3As.req OK I TOP [OK,As4/3As.req SHORT DIRECTION USE MAXIMUM SOIL PRESSURE UNDER WALL MAX OF SP2 = 4.804 ICSF TRIB WIDTh. W3 b/2 . (WALL WIDTH/2). (FTG DEPTH/2)= 0.146 FT At = W3 • Lf= 17.3 FT2 Muc SPlow • At • (W3/2) = 6.1 K-FT ASSUME TENSION CONTROLS PHI= 0.9 d'= h . cover- dtie/2=j20.81311111]IN a - ((-2Mu/(phiO.851'cth))+(d2))0.5 = 0.04 IN Asreq (0.85(f'c)(a)(b))/fy = 0.065 IN2 0.001 IN2/FT 4/3 • Ascreq 0.001 INu2 / FT USE 1i3T1TIES@ 72 ]O.C. As= 0.0181N2/Fr TWO-WAY SHEAR At= (b • d) -((Lw + a) • (tw + d)) = 83.87 FT-2 8= Lsw/tw= 159.06 b.= 2(Lw + d) + (2(tw + a) = 233.44 FT us = 30 (EDGE COLUMNS) per ACI 318-11 SECTION 11.11.2.1 Vc is smallest of (2 + 4/B)A(f'cO.S)(b)(d) • 6234 K ((asd/bo) + 2)).(?c=0.5)(bo)(d) = 6817 K 41(rco.5)(b)(d) = 12312 K PHIVc 4675 K [OK. Ass Aq [OlE. PHI vc Vu Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS REBAR DEVELOPMENT 86 BAR Id i(20(f'0.5) 41 in As,req I As.prov = 0.6 • Id = 22.9 In eW2 [Oc 1 splice length = 1.31d = 53 in Job Number #8888 Date: 429 Sheet_of_ CHECK HOLOOWNS Pu = 73.0 K (ASD) PER IN-PLANE SPREADSHEET Pu = 104.2857 K (LRFD) Vu Pu • 1.5 156.4286 K (LRFD) Mu Vu • 3' = 312.8571 K-FT (LRFD) PHI Vc = 59.3 K ENG- , REaD TRY_131 E4BARS @ 141 O.C. PHI Vs = phIAvFytd/s 135 K (ACt 318-11. EQN 11-16) PHI Vn= PHI (Vc+ VS) = 195 K 1Oi PHI VVu CHECK OPENINGS IN WALL _________ START OF OPENING 4 0 ] (MEASURED FROM EDGE OF SHEAR WALL) LENGTH OF OPENING 4_ 3.34 1 - (FNTFR ATeunc LRFO LOAD CASE SP Max SP Min Lsp SP31 5P4 Vu (k) Mu(s) (k-ft) Mu(-) X* (FT) 1 3.296 3.296 118.67 3.296 3.296 16.5 4.6 9.2 -1.3 2 3.223 3.223 118.67 3.223 3.223 16.1 4.5 9.0 -1.4 3 4.097 4.097 118.67 4.097 4.097 20.5 5.7 11.4 -0.7 3.1 4.097 4.097 118.67 4.097 4.097 20.5 5.7 11.4 -0.7 4 3.223 3.223 118.67 3.223 3.223 16.1 4.5 9.0 -1.4 5 4.890 1.464 118.67 3.562 3.466 17.7 5.0 9.9 -1.1 6 2.119 2.119 118.67 2.119 2.119 10.6 3.0 5.9 -3.0 7 3.480 0.053 118.67 2.152 2.055 10.6 3.0 6.0 -3.0 5P3 = SOIL PRESSURE AT START OF OPENING MAX = 20.5 5.7 1 11.4 1 -0.7 5P4 = SOIL PRE55URE AT END OF OPENING = DISTANCE FROM EDGE OF OPENING WHERE Vu < phi VC/2 PHI Vc= 59.3 K TRYI I*3JBARS@ E10_J'O.C. - PHI Vs = phIAvFytd/s = 0 K (ACI 318-11, EON 11.16) PHI Vn= PHI (Vc+ Vs) = 59K ASSUME TENSION CONTROLS PHI= 0.9 d' d -cover -dtle -db/2 =[20.061I]lN a d'- ((.2Mu/(phi0.8Sf'cb))+(d'2))0.5 0.041 IN Asreq (0.85(f'c)(a)(b))/fy = 0.063 IN-2 [ESELECTI_31 #5 ]BARS As 0.93 in2 a (As(fv))/(0.85(f'c)(b)) = 0.61 in c a/81= 0.72 In as = cc ((d'- c)/c) = 0.0812 a Ky, OK ASSUME TENSION CONTROLS PHI = 0.9 d'o d - cover - dtie - db/2 =I20.061]IN a d'- ((-2MuI(ph1085cb)Hd'2))0.5 0.083 IN Asreq = (0.85(f'c)(a)(b))Ify= 0.127 1N2 (4/3)Asreq 0.169 1N2 1EELECTi__L 85 _jBARS As 0.93 in2 a (As(fy))/(0.8S(t'c)(b)) = 0.61 In c= a/B1= 0.72 In as cc ((d'- c)/c) 0.0812 a Ky, OK REBAR DEVELOPMENT 85 BAR Id = 27 in As,req I As,prov = 0.1 • Id = 1.9 In splice length = 1.31d = 361n #5 BAR Id= 34 In As,req / As,prov = 0.1 • Id 4.7 In splice length = 1.31d = 45 in [OK.NO SHEAR REINF. REQO OK. PHI VnaVu TOP saAeq BOTTOM 1OK.Aq Job Number: #8888 Date: 430 sheet_of_ Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS CONTINUOUS FOOTING ANALYSIS Design Per 2012 IBC, ASCE 7-10 and ACI 318-11 I GRID K. #62 1 - 4.00 fl SdsE 0.748 dI 2.50 Iii hI 41.00 FT I.sw=I 30.60 IFT Hr= 35.00 FT 81=1 1.00 IFT Hp= I 20.50 FT X2L1jFT Hm=l 16.00 FT Lf=X1+L+82= 32.6 FT Vrl 28.0 K KERN = LfI6 = 5.43 FT Vp =1 15.18 K SP ALLOWABLE =1 3900 PSF 4/ 5200 PSF Vm =[25.2 K = 5.200 KSF (W/ SHORT DURATION LOADS) Ve= 66.4 K A FIG = 130.4 FT-2 f'c = 3000 psi S FIG = 7085 F13 fy = 60 IcsI Hi FT WALL WIDTH, 1w = 8.5 IN 1 :0;SO PASSIVE RESISTANCE. FP = 300 PSF I FT HOLDOWN Pu =_ _KIPS (AS D) COEFF OF FRICT, Cf = 0.400 - B1= 0.85 Reduction in Foundation Overturning = 25% Section 12.13.4 ASCE 7-10 phi v=[ pj Live Load . 100 PSF fl= 1.0 UNIFORM LOADS Wi w2 W3= w4 WS= w6 uD (kit) uLr (kit) uL (kit) START (Fl) LENGTH (Fl) 4.356 0.000 30.60 0.330 0.300 0.000 30.60 0.900 1.875 0.000 30.60 POINT LOADS P1 P2 P3 P4 P5 P6 0(k) Lr (k) L (k) LOCATION OF POINT LOAD FROM SHEAR WALL EDGE (Fl) 5.610 5.100 28.60 16.256 28.60 13.627 9.00 3.520 3.200 9.00 5.00 10.530 1 21.938 1.00 FOOTING WEIGHT, Pf= 0.15 KCF • U • b • d z 48.9 SOIL WEIGHT, Ps= 0.1 PSF • Lf * b = 13.0 JD= 287 K ILT= 97 K IL* 0 K IME = 1791 K-FT (ASD LOADS) ASO LOAD CASE P Me jft) Ve (k) Pe1 (k.ft) e2 = (Pei + M ) I P (ft) ____________ SP Max (ksf) 1 287 0 0 14 0.0 WITHIN KERN 2.220 3 384 0 0 280 0.7 WITHIN KERN 3.338 4 360 0 0 214 0.6 WITHIN KERN 3.058 5 317 1343 50 15 4.3 WITHIN KERN 4.348 6a 360 0 0 214 0.6 WITHIN KERN 3.058 6b 309 1007 37 15 3.3 WITHIN KERN 3.816 7 172 0 0 8 0.0 WITHIN KERN 1.332 L. 8 142 1343 SO 7 9.5 1 OUTSIDE KERN I 2.995 OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK OK 'ALLOWABLE, OK OK -ALLOWABLE, OK OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE. OK Designer: J.W.S. Project: PROJECT Job Number: #88118 Subject: CONTINUOUS FOOTING ANALYSIS Date: 431 Sheet of SLIDING SHEAR CHECK (ASD LOADS) PASSIVE RESISTANCE, PP = 300 PSF I FT COEFF OF FRICT, Cf = 0.4 H1= 0.5 FT wpi= FPH1= 1SOPSF wp2= FP(H1+d)= 900PSF Fp= (wp2+wpl)/2'b'd= 5.25K ASD LOAD CASE Fl Fs =Fp+Ff CHECK 1 115 120 >Ve,OK 3 153 159 a Va. OK 4 144 149 > Ve,OK 5 127 132 >Ve.OIC 6a 144 149 aVe,OK 6b 124 129 >Ve,OK 7 69 74 >Ve,OK 8 57 62 aVe,OK Weight of adjacent slab 30' from FOC = 63.1 K P12= 25.2 K KADDITIONAL SLIDING RESISTANCE PROVIDED BY SLAB 1 ONE-WAY SHEAR CHECK (LRFD LOADS) SHORT DIRECTION Width, W a (1.1/2) - (WALL LENGTH/2). d a -1.5 FT [iio CHECK REaD At= Wb= ,6FTa2 [! CHECK REQ'D LRFD LOAD CASE P Me ye P'ei e2 a (Pad + M ) / P SP Max SP Min Lap SPV Space Vu 1 402 0 0 20 0.0 WITHIN KERN 3.108 3.053 - 32.60 N/A N/A N/A 2 393 0 0 150 0.4 WITHIN KERN 3.223 2.800 32.60 N/A N/A N/A 3 499 0 0 442 0.9 WITHIN KERN 4.452 3.203 32.60 N/A N/A N/A 3.1 499 0 0 442 0.9 WITHIN KERN 4.452 3.203 32.60 N/A N/A N/A 4 393 0 0 150 0.4 WITHIN KERN 3.223 2.800 32.60 N/A N/A N/A S 387 2507 93 19 6.5 OUTSIDE KERN 6.601 0.000 29.33 N/A N/A N/A 6 258 0 0 13 0.0 WITHIN KERN 1.998 1,962 32.60 N/A N/A N/A 7 215 I 2507 1 93 1 11 11.7 • OUTSIDE KERN 7.791 0.000 13.82 N/A N/A N/A 'Wi = 3UIL PNt)UKt MI IjU I HAL 3tt.I 1UN h 'cover - dtie - db/2 -F--2-6-0-6-1-1 In PHI Vc PHI(2(fcao.S)(b)(d')) 103 K TRY 31I] #4] BARS @ D.C.TT12T]' PHI Vs = phIAvFyVd/s 59 K (ACI 318-11, EON 11-16) PHI Vn= PHI (Vc + Vs) a 161 K LONG DIRECTION Width, Wa (B/2) - (WALL WIDTH /2) - d = -0.85 FT At = W LI = -27.8 FT2 qS= Pniax/A 383 11SF Vu= qS • TRIB AREA = -107 K PHI Vc = PHI(2(f'co.5)(b)(d')) z 838 K [K. 0.5 PHI Vc Vu, NO SHEAR REINF 8800 OK, PHI Vn Vu [iio CHECK REQ'D NO CHECK REOD a Vu Designer: J.W.S. Project: PROJECT Job Number: #81183 Subject: CONTINUOUS FOOTING ANALYSIS Date: 432 Sheet of BENDING DESIGN (LRFD LOADS) LONG DIRECTION TRIB WIDTH, W2 = MAXOFX1ANDX2= 1 FT At= Wb= 4FP2 LRFD LOAD CASE I SP Max I SP min I Lsp 5P2 Mu (k-ft) 1 3.108 3.053 32.60 3.106 6.2 2 3.223 2.800 32.60 3.210 6.4 3 4.452 3.203 32.60 4.414 8.9 3.1 4.452 3.203 32.60 4.414 8.9 4 3.223 2.800 32.60 3.210 6.4 S 6.601 0.000 29.33 6.376 13.1 6 1.998 1.962 32.60 1.997 4.0 7 7.791 0.000 13.82 7.227 15.2 -3rz= 3U1LYfl5S3UflLI4I tnhuuLMk3alluu'I IVlflAIVlU £J. ASSUME TENSION CONTROLS PHI= 0.9 d'= d. cover -dtie.db/2=[ 26.061 uN a = d- ((.2Mu/(phi0.851cb))+(d2))0.5 0.064 IN Asreq = (0.85(f'c)(a)(b))/fy = 0.130 IN-2 (4/3)Asreq 0.173 IN2 SELECT I 5 #6 ]BARS AS = 2.2 Inu2 a (As(fyfl/(0.85(f'c)(b)) 1.08 in a/B1= 1.27 in Esc cc ((d'- c)/c) = 0.0586 EY,OK RHO MIN 0.0014 asmin RHOmIn • bd(144 IN-2 / FT-2) = 2.02 IN2 4/3• As,req z 0 IN2 SELECT 5 j 115 JBARS As= 1.55 In2 BOTTOM roK. AS /3•As.req 10K ] TOP OK, AS> 4/3As,req SHORT DIRECTION USE MAXIMUM SOIL PRESSURE UNDER WALL MAX OF SF2 = 7.227 11SF TRIB WIDTH. W3 = b/2 - (WALL WIDTH/2) - (FTG DEPTH/2) 0.396 FT At = W3 • Lfz 12.9 FT2 Mu= SPlow • At • (W3/2) = 18.5 K-FT ASSUME TENSION CONTROLS PHI= 0.9 h- cover .dtie/2=[ 26.813 ]IN a ((.2MU/(phiQ.85f'Cb))+(d2))uO.5 c 008 IN Asreq = (0.85(I'c)(a)(b))/fy = 0.153 IN2 = 0.005 IN2 / FT 4/3 • Ascreq 0.006 IN-2 / FT USE L 113 ]TIES@ F 72 ]O.C. As 00181N2/FT TWO-WAY SHEAR At= lb • d) -((Lw + d) • (tw + d')) = 3601 FT"2 6= Lsw/tw= 43.20 b.= 2(Lw + d') + (2(tw + d') 71.30 FT os = 30 (EDGE COLUMNS) per ACI 318-11 SECTION 11.11.2.1 Vc Is smallest of (2 + 4/B15(t'ca0.5)(bn)(d) = 2556 K ((osd/ba) + 2)N?c=0.5)(bn)(d) = 3559 K 41(pcuO.5)(bo)(d) = 4885 K PHI Vc= 1917K roc. As A5,rq [OK. PHI Vc'Vu Job Number: #86641 Date: 433 Sheet of Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS REBAR DEVELOPMENT #6 BAR Id =/l20(fC0.5) 41 in As,req / As,prou z 0.1 • Id = 2.4 In cW2 [OK splice length = 1.31d = 53 in CHECK HOLDOWNS Pu = 32.0 K (AID) PER IN-PLANE SPREADSHEET Pu= 45.71429 K (LRFD) Vu = Pu • 1.5 68.57143 K (LRFD) - Mu =Vu • 3 137.1429 K-FT (LRFD) PHI Vc = 102.8 K [E MIN 1111 TRY [_3 _j lI4]BARS @ [8T] D.C. PHI Vs z phl'AvF11td/s 88 K (ACI 318-11, EON 11.16) _________ PHI Vn= PHI(Vc+Vs)= 191K [ÔK.PHIVnVu [OK An Av.rnin CHECK OPENINGS IN WALL _________ START OF OPENING = 1(MEASURED FROM EDGE OF SHEAR WALL) LENGTh OF OPENING =I __j r;MTSD aTCNflC LRFD LOAD CASE SP Max SP Lsp 5p3 5p4 Vu (k) Mu(+) (k-ft) Mu(-) X- (FT) 1 3.108 3.053 32.60 3.106 3.106 0.0 0.0 0.0 -4.1 2 3.223 2.800 32.60 3.210 3.210 0.0 0.0 0.0 -40 3 - 4.452 3.203 32.60 4.414 4.414 0.0 0.0 0.0 -2.9 3.1 4.452 3.203 32.60 4.414 4.414 0.0 0.0 0.0 -2.9 4 3.223 2.800 32.60 3.210 3.210 0.0 0.0 0.0 -4.0 5 6.601 0.000 29.33 6.376 6.376 0.0 0.0 0.0 -2.0 6 1.998 1.962 32.60 1.997 1.997 0.0 0.0 0.0 -6.4 7 7.791 0.000 13.82 7.227 7.227 0.0 0.0 0.0 -1.8 5p3 SOIL PRESSURE AT START OF OPENING MAX a 0.0 0.0 0.0 5P4 = SOIL PRESSURE AT END OF OPENING DISTANCE FROM EDGE OF OPENING WHERE Vu <phi Vc/2 __________ PHI Vc 102.8 K 10K. NO SHEAR REINF. REaD TRY F j 1*3 ] BARS @ [11113 _J O.C. PHI Vs z phIAvFytd/s z 0 K (ACI 318-11. EON 11-16) ___________ PHI Vn= PHI (Vc + Vs) = 103 K _________ ASSUME TENSION CONTROLS PHI= 0.9 d'= d - cover - title - db/2 =[j26.061]lN a d'- ((_2Mu/(phi0.85 cb))+(da2))ao.5 = 0.000 IN Asteq = (0.85(f'c)(a)(b))/fy 0.000 IN2 LIE T5 115 IBARS TOP As= 1.55 In-2 10K, As> As1iq a (As(fy))/(0.85(t'c)(b)) = 0.76 in c a/B1= 0.89 in as= cc ((d'- c)/c) = 0.0845 a Ky. OK ASSUME TENSION CONTROLS PHI z 0.9 d'= d - cover - title -db/2 z[26.o6lTiiiiiii]IN a d'- ((.2Mu/(phi0.859cub))+Cda2))a0.5 0.000 IN Asreq = (0.85(f'c)(a)(b))/fy = 0.000 lN2 (4/3)Asreq = 0.000 IN-2 IILECTF 5 1 #6 IBARS BOTTOM As 2.2 in2 [oAAs1q a (As(fy))/(0.85(f'c)(b)) 1.08 In c= a/B1= 1.27 In as = cc ((d'. c)/c) = 0.0586 > Ky. OK REBAR DEVELOPMENT #5 BAR Id =Iiji/l25(PcCo.S)jJ 27 in As.req / As.prov = 0.0 • Id = 0.0 In splice length = 2.31d a 36 in #6 BAR Id =Ejy/(20(Cca0.S) 41 in As,req / As.prov = 0.0 • Id = 0.0 in splice length = 1.31d = 53 In D (k) Lr (k) I (Is) LOCATION OF POINT LOAD FROM SHEAR WALL EDGE (FT) 12.882 6.721 4.00 16.256 9.00 2.763 5.00 9.450 19.688 3.00 POINT LOADS P1 P2 P3 P4 PS PG = Job Number: 48983 Date: 434 Sheet of Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS CONTINUOUS FOOTING ANALYSIS Design Per 2012 IBC, ASCE 7-10 and ACI 318-11 I GRID -H#68- 70 1 Fr d=I FT h 41.00 FT b1 E18.1LswI FT Hr= 36.00 FT X1=FT Hp 20.50 FT X2 FT Hm= 16.00 FT If =X1 + L + X2 = 70.17 FT yr = 94.9 K KERN = Lf/6 = 11.70 FT Vp = 32.60 K SP ALLOWABLE =[ 3900 PSF4/ 5200 PSF Vm=l 15.0 K 5.200 KSF (WI SHORT DURATION LOADS) ye = 142.5 K A FiG = 280.7 FT-2 rez 3000 psi S FTG = 3282.6 FT-3 fy = 60 Jul H1= 0.50 1FT WALL WIDTH, tw= 9.5 IN A 1.0 PASSIVE RESISTANCE, FP 300 PSF I FT HOLDOWN Pu =_105.0jKIPS (ASD) COEFF OF FRICT, Cf = 0.400 B1= 0.85 Reduction in Foundation Overturning = 25% Section 12.13.4 ASCE 7-10 phi v=[ 0.750 1 Live Load 1 100 PSF fl= 1.0 UNIFORM LOADS Wi = €4 104 WS= w6 wO (ku) s.As (klfi wL (kIt) START (FT) LENGTH (FT) 4.869 0.000 68.17 0.594 0.540 0.000 68.17 FOOTING WEIGHT, Pf= 0.15 KCF • If • b • d = 105.3 SOIL WEIGHT, Ps= 0.1 PSF • Lf • b = 28.1 Is D= 547 K Lr= 63 K L= 0 K ME = 4682 K-FT REQUIRED BASE AREA CHECK (ASD LOADS) 1150 LOAD CASE P(k) Me (k-FE) Ve (k) Pe1 (k-FE) e2 = (Pei + M ) I P (FE) SP Max (ksf) 1 547 0 0 1188 2.2 WITHIN KERN 2.311 3 610 0 0 2042 3.3 WITHIN KERN 2.796 4 594 0 0 1828 3.1 WITHIN KERN 2.675 5 604 3511 107 1313 8.0 WITHIN KERN 3.623 6a 594 0 0 1828 3.1 WITHIN KERN 2.675 6b 590 2634 80 1282 6.6 WITHIN KERN 3.295 7 328 0 0 713 2.2 WITHIN KERN 1.387 8 271 3511 107 589 15.1 OUTSIDE KERN 2.214 OK <ALLOWABLE, OK Oil <ALLOWABLE. Oil OK <ALLOWABLE, OK OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK Designer: J.W.S. Project: PROJECT Job Number: #111188 Subject: CONTINUOUS FOOTING ANALYSIS Date:_435 ASD LOAD CASE Ft Fs =Fp+Ff CHECK 219 224 sVe,OK 3 244 249 >Ve,OK 4 238 243 > Ve.OK 5 242 247 > Ve.OK 6a 238 243 >Ve,OK 6b 236 241 >Ve,OK 7 131 137 >Ve,OK 8 108 114 >Ve,OK SLIDING SHEAR CHECK (ASD LOADS) PASSIVE RESISTANCE, FP = 300 PSF / FT COEFF OF FRICT. Cf = 0.4 H1= 0.S FT wpi= FPH1= 150PSF wp2= FP (HI +d)= 900PSF Fp= (wpl+wpl)/bd= 5.25K Weight of adjacent slab 30' from FCC z 140.6 K Ff2= 56.2 K [OK, ADDITIONAL RESISTANCE PROVIDED BY SLAB ONE-WAY SHEAR CHECK (LRPD LOADS) SHORT DIRECTION Width. W = (Lf/2) . (WALL LENGTH/2) - d -1.5 FT [iO CHECK REaD At= Wb= -6 FT-2 INOCHECKREQD LRFD LOAD CASE P Me ye Pe1 e2 = (Pe1 + M ) / P SP Max SP Min Lap 5P1 Spave Vu 1 766 0 0 1664 2.2 WITHIN KERN 3.236 2.222 70.17 N/A N/A N/A 2 688 0 0 1853 2.7 WITHIN KERN 3.016 1.887 70.17 N/A N/A N/A 3 758 0 0 2792 3.7 WITHIN KERN 3.550 1.849 70.17 N/A N/A N/A 3.1 758 0 0 2792 3.7 WITHIN KERN 3.550 1.849 70.17 N/A N/A N/A 4 688 0 0 1853 2.7 . WITHIN KERN 3.016 1.887 70.17 N/A N/A N/A 5 738 6555 200 1604 11.0 WITHIN KERN 5.116 0.145 70.17 N/A N/A N/A 6 492 0 0 1069 2.2 WITHIN KERN 2.080 1.428 70.17 N/A N/A N/A 7 411 6555 200 892 18.1 OUTSIDE KERN 4.038 0.000 50.84 N/A N/A N/A UlL Iilt,,ulw RI SIU I IS.AL btLI lUll h -cover -dtie.db/2=[1]mn PHI Vc = PHI(2(?c0.5flb)(d')) = 103 K TRYF3 1 84]BARS@ 12]'O.C. PHI Vs = phiAvFyt'd/s = 59 K (ACI 318-11, EQN 11-16) PHI Vn= PHI (Vc +VS) = 161K LONG DIRECTION — Width, W z (8/2) - (WALL WIDTH /2)- d = -0.90 FT At W Lf = -62.9 FT2 qs= Pmaa/A= 2.73 KSF Vu qSTRI8AREA = -172 K PHI Vc = PHI(2(f'c0.S)(b)(d')) = 1803 K 0.5 -PHI uVu. NO SHEAR REINF REQO OK; PHI Vri Vu L_1 NO CHECK REQ'D [NO CHECK REQ'D [OK,O.S_PHI Vt 'Vu Designer: J.W.S. Project: PROJECT Job Number: #88118 Subject: CONTINUOUS FOOTING ANALYSIS Date: 436 Sheet of BENDING DESIGN (LRFD LOADS) LONG DIRECTION TRIB WIDTH. W2= MAX OF Xl AND X2= 1 FT At= Wb= 4FT2 LRFD LOAD CASE I SP Max I SP Min I Lsp 5P2 Mu (k-ft) 1 3.238 2.222 70.17 3.221 6.5 2 3.016 1.887 70.17 3.000 6.0 3 3.550 1.849 70.17 3.526 7.1 3.1 3.550 1.849 70.17 3.526 7.1 4 3.016 1.887 70.17 3.000 6.0 5 5.116 0.145 70.17 5.045 10.2 6 2.080 1.428 70.17 2.071 4.2 7 4.038 0.000 50.84 3.958 8.0 -5VZ= SUIL rncssunt At UtIUlLALtUIUN MAX MU =1 1UL I ASSUME TENSION CONTROLS PHI= 0.9 d d . cover. dtie - db/2 =26.061 1N a d'- ((-2Ma/(phl 0.851cb))+(d2))0.S = 0.043 IN Asreq (0.85(rc)(a)(b))/fy = 0.087 IN-2 (4/3)Asreq = 0.116 IN2 SELECT 5 86 BARS As 2.2 In-2 a (As(fy))/(0.85(t'c)(b)) 1.08 In c= a/B1= 1.27 in as = cc ((d- cl/c) = 0.0586 a Lv, OK RHO MIN = 0.0014 asmln= RHOmin • bnd.(144INv2/FTU2) = 2.02 IN'2 4/3* As.req = 0 IN-2 SELECT 5 #5 BARS As = 1.55 1n2 BOTTOM [O7A?4/3Areq FOE TOP rOiA7>:4i3As,req SHORT DIRECTION USE MAXIMUM SOIL PRESSURE UNDER WALL MAX OF SP2 = 5.045 KSF TRIB WIDTH, W3 = b/2 - (WALL WIDTH/2) . (FIG DEPTH/2)= 0.3S4 FT At = W3 * 15= 24.9 FTU2 MU = SPlow • At • (W3/2) 22.2 K-FT ASSUME TENSION CONTROLS PHI= 0.9 d' h . cover -dtie/26813 1N a d'- ((2Mu/(phi*0.85Pcb))+(d'U2))U0.S z 0.09 IN Mreq = (0.85(t'c)(a)(b))/fy = 0.1.84 IN-2 = 0.003 IN2/FT 4/3Mcreq= 0.004 IN2/Fr USE 83T1E5 @ 72' D.C. As= 0.018 IN2/FT TWO-WAY SHEAR At= lb • d) - ((Lw + d) • (tw + d)) 72.23 FI2 B= Lsw/tw= 86.11 bn 2(Lw + d) + (2(1w + d) 146.61 FT US = 30 (EDGE COLUMNS) per ACI 318-11 SECTION 11.11.2.1 Vc is smallest of 12 + 4/B)1.(f'c*0.5)(bn)(d) = 5139 K ((a5d/b*) + 2)X(f'cv0.5)(bn)(d) = 6139 K 4)41'c0.5)(b)(d) = 10045 K PHI Vc= 3854K LOKTA?AThq oKYPHIyVu Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS REBAR DEVELOPMENT #6 BAR Id = 41 in As.req/As.prev 0.0 Id z 1.6 in eW2 [PKII.iI 11111 splice length = 1.31d = 53 In CHECK HOLDOWNS Pu = 105.0 K (ASD) PER IN-PLANE SPREADSHEET Pu= 150 K (LRFD) Vu = Pu • 1.5 225 K (LRFD) Mu Vu • 3'= 450 K-FT (LRFD) PHI Vc = 102.8 K [SHEARREINF. REQO TRY I 5 114 j]BARS@ E 9 1O.C. PHI Vs = phi'AvFytd/s 130 K (ACI 318-11, EON 11-16) PHI Vn = PHI (Vc + Vs) = 233 K r!PHvn;vu CHECK OPENINGS IN WALL _________ START OF OPENING =F-215-0 1(MEASURED FROM EDGE OF SHEAR WALL) LENGTh OF OPENING =[ 17.83 j frNT;fl AT fliflt LRFD LOAD CASE SP Max SP Min tsp SP3 5P4 Vu)k) Mu(+)(Ic-ft) Mu(-) X* (FT) 1 3.236 2.222 70.17 3.185 2.927 110.8 286.2 508.8 4.7 2 3.016 1.887 70.17 2.960 2.672 102.4 266.0 472.8 4.3 3 3.550 1.849 70.17 3.465 3.032 118.7 311.4 553.5 4.9 3.1 3.550 1.849 70.17 3.465 3.032 118.7 311.4 553.5 43 4 3.016 1.887 70.17 2.960 2.672 102.4 2660 472.8 4.3 5 5.116 0.145 70.17 4.868 3.602 158.9 437.5 777.7 53 6 2.080 1.428 70.17 2.047 1.881 71.2 184.0 327.1 2.4 7 4.0381 0.0001 50.941 3.760 2.340 117.5 337.8 600.6 4.4 SP3 = SOIL PRESSURE AT START OF OPENING MAX z1 158.9 1 437.5 1 777.7 1 5.5 = DISTANCE FROM EDGE OF OPENING WHERE Vu c phi Vc/2 PHI Vc = 102.8 K RREINF. REQ'O TRY3__T1Ti!I11 BARS @ jJ'O.C. PHI Vs = phl'AvFvtd/s 59 K (ACI 318-11.EQN 11.16) PHI Vn = PHI (Vc + Vs) = 161 K [K. PHI Vnsiu ASSUME TENSION CONTROLS PHI= 0.9 d'= d- cover . title -db/2=[ 26.061 IIN a d'- ((-2Mu/(ph10.851'cb))+(d'2))0.5 1.898 IN Asreg (0.85(?c)(a)1b))/fv = 3.871 IN2 SELECT AODt 3 #8 BARS TOP As - 3.92 In2 a (As(fy))/(0.8S)f'c)(b)) = 1.92 in c a/B1= 2.26 In FS= cc ((d'- c)/c) z 0.0316 5Ev, OK ASSUME TENSION CONTROLS PHI= 0.9 d'= d- cover - title -db/2=I 26.061 1IN a = d'- ((-2Mu/(phl'0.85?cb))+(d'2))05 3.483 IN Asreq = (0.85(t'c)(a)(b))/fy = 7.106 IN2 (4/3)Asreq = 9.475 IN2 SECTADDL S #9 ]BARS BOTTOM As = 7.2 In2 a (As(fy))/(0.85(I'c)(b)) = 3.53 in a/BI= 4.15 in as= cc ((d'- c)/c) 0.0158 > KY, OK REBAR DEVELOPMENT #8 BAR Id 4 y/(2o(?c=0)4 55 In As,req / As,prov = 1.0 • Id 54.1 In splice length = 1.31d = 71 In #9 BAR Id =[j/(20(f'c04 62 In As,req / As,prov = 1.0 • Id = 61.0 in splice length = 1.31d = 80 in Job Number: #11111111 Date: _437 Sheet of 0(k) Li (It) 1(k) LOCATION OF POINT LOAD FROM SHEAR WALL EDGE IFT) POINT LOADS P1= P2 = P3 P4 PS P6 = Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS CONTINUOUS FOOTING ANALYSIS Design Per 2012 IBC. ASCE 7-10 and ACI 318-11 I 114146 1 5.00 Sds 0.748 d= 3.50 FT h = 34.00 FT Lsw 7.34 FT Hr 17.00 FT Xi= 3.00 FT Hp = 17.00 FT X2= 3.00 FT Hm= 0.00 FT Lf=X1+ L+ X2 = 13.34 FT Vr = 0.0 K KERN = Lf/6 = 2.22FT Vp = 14.00 K SP ALLOWABLE =[4000PSF] 5333 PSF Vm=_0.0 JK = 5.333 KSF (W/ SHORT DURATION LOADS) ye 14.0 K A FTG = 66.7 F12 Ic = 3000 psi S FIG = 148.3 FT3 = 60 loll Hi 0.50 FT WALL WIDTH. tw = 8.5 IN A = 1.0 PASSIVE RESISTANCE. PP = 300 IPSF/ FT HOLDOWN Pu =_36.0 _KIPS (ASD) COEFF OF FRICT, Cf = 0.400 B1= 0.85 Reduction In Foundation Overturning a 25% Section 12.13.4 ASCE 7-10 phiv=[ 0.750 ] Uve Load [..jiooPSF 11= 1.0 Job Number: #8668 438 Date:______________ Sheet of UNIFORM LOADS wl= w2 W3= w4 wS = W6. aiD (kif) wLr (klf) aiL (klf) START (PT) LENGTH (PT) 3.613 0.000 7.34 0.000 7.34 0.000 7.34 FOOTING WEIGHT, P1= 0.15 KCF • LI • b • d = 35.0 SOIL WEIGHT, Ps= 0.1 PSF • Lf b = 6.7 D= 68 K 1Lr = 0 K IL= 0 K ME = 287 K-FT REQUIRED BASE AREA CHECK (ASD LOADS) 850 LOAD CASE P(k) Me (k-ft) ye (k) Pei (k-ft) e2 = (Pe1 + M ) / P (ft1 SF Max (hal) 1 68 0 0 0 0.0 WITHIN KERN 1.023 3 68 0 0 0 0.0 WITHIN KERN 1.023 4 68 0 0 0 0.0 WITHIN KERN 1.023 S 75 215 11 0 2.9 OUTSIDE KERN 2.581 Be 68 0 0 0 0.0 WITHIN KERN 1.023 6b 74 161 8 0 2.2 WITHIN KERN 2.191 7 41 0 0 0 0.0 WITHIN KERN 0.614 8 34 1 215 1 11 0 6.4 OUTSIDE KERN 1958 OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK OK ALLOWABLE, OK OK ALLOWABLE, OK OK <ALLOWABLE, OK OK vALLOWABLE. OK OK <ALLOWABLE, OK SLIDING SHEAR CHECK (ASD LOADS) PASSIVE RESISTANCE. FP = 300 PSF / FT COEFF OF FRICI, Cf = 0.4 Hlz 0.5 FT wpl= FPH1= 150 PSF wp2= FP (HI +d)= 1200 PSF Fp= (wpl+wpl)/2 • b • d• 11.8125 K 1150 LOAD CASE Ff Ft =FpiFf CHECK 1 27 39 u Va. OIC 3 27 39 aVeOK 4 27 39 >Ve,OK 5 30 42 > VeOK 6a 27 39 tVe,OK 6b 29 41 >Ve,OK 7 16 28 >Ve,OK 8 14 25 aVe.OK Designer: J.W.S. Project: PROJECT Job Number: ##### 439 Subject: CONTINUOUS FOOTING ANALYSIS Date:___________ Sheet of Weight of adjacent slab 30 from FOC = 1S.1 K Ff2= 6.1K roK. ADDITIONAL SLIDING RESISTANCE PROVIDED RYSLAB ONE-WAY SHEAR CHECK (LRFD LOADS) SHORT DIRECTION Width, W (Lf/2) -(WALL LENGTH/2) - d z -0.5 FT FOE öIICkiQO At = W b = -2.5 FP2 [o CHECK REQO LRFD LOAD CASE P Me ye Pe1 e2 = (PeL + M ) / P SP Max SP Min Isp SP1 Spate Vu 1 -ir- T 0 0 0.0 WITHIN KERN 1.432 1.432 13.34 N/A N/A N/A 2 82 0 0 0 0.0 WITHIN KERN 1.227 1.227 13.34 N/A N/A N/A 3 82 0 0 0 0.0 WITHIN KERN 1.227 1.227 13.34 N/A N/A N/A 3.1 82 0 0 0 0.0 WITHIN KERN 1.227 1.227 13.34 N/A N/A N/A 4 82 0 0 0 0.0 WITHIN KERN 1.227 1.227 13.34 N/A N/A N/A 5 92 402 20 0 44 OUTSIDE KERN 5.325 0.000 6.91 N/A N/A N/A 6 61 0 0 0 0.0 WITHIN KERN 0.920 0.920 13.34 N/A N/A N/A 7 51 402 20 0 7.9 OUTSIDE KERN -5779 0.000 -354 N/A N/A N/A UIL PIIS1UKL Al LKIl lt.AL tt.ltUN d-0 h . cover- dtie . db/2 =[38.061]mn PHI Vc = PHI(2(f'c0S)(b)(d)) = 188 K TRYEI3IJ_514 ]BARS @ F121 D.C. PHI Vs = phIAvFvtd/s 86 K (ACI 318-22, EON 11-16) PHI Vn= PHI (Vc + Vs) = 273 K LONG DIRECTION Width, W = (8/2). (WALL WIDTH /2). d = -1.35 FT At W Lf -18.1 FT2 qS= Fmao/A= 1.43 KSF Vu= qS • TRIB AREA = -26 K PHI Vc • PHI(2(f'cO.S)(b)(d')) • 501 K [ç,0.5PHIv'c a Vu. NO SHEAR REINF REaD OK, PHI Vets/u NO CHECK REaD NO CHECK REQO C,0.5PHIVc a Vu Designer: J.W.S. Project: PROJECT Job Number: #1181111 440 Subject: CONTINUOUS FOOTING ANALYSIS Date:___________ Sheet if BENDING DESIGN (LRFD LOADS) LONG DIRECTION TRIB WIDTH, W2= MAX OFX1 AND X2= 3 FT At z W *b= 15FTu2 LRFD LOAD CASE I SP Max I S' Min I Lap SP21 Mu (k-It) 1 1.432 1.432 13.34 1.432 32.2 2 1.227 1.227 13.34 1.227 27.6 3 1.227 1.227 13.34 1.227 27.6 3.1 1.227 1.227 13.34 1.227 27.6 4 1.227 1.227 13.34 1.227 27.6 S 5.325 0.000 6.91 3.01S 102.5 6 0.920 0.920 13.34 0.920 20.7 7 -5.779 0.000 -3.54 0.000 2140 are = SUIL rntsaUnt RI t.flhI ILRL 3CII IU. rnn U =1 ASSUME TENSION CONTROLS PKI= 0.9 d -cover - dtle - db/2 38O61 IN a = ((.2Mu/(phl•O.85•f'c*b))+(d2))uO.5 0.493 IN Asreq (0.85(t'c)(a)(b))/ty = 1.257 IN2 (4/3)Asreq 1.677 IN-2 SELECT 6 #6.BARS As 2.64 In-2 a = (As(fy))/(0.85(Fc)(b)) 1.04 In Cu a/81 1.22 in as = cc ((d'- c)/c) = 0.0907 Ey, OK RHO MIN = 0.0014 asmin RHOmin • bd1144 IN-2 I FT2) = 353 IN2 4/ As.req = 0 INv2 SELECT 6 #6 BARS As = 2.64 in2 BOTTOM Ok7A/3Asreq TOP lox [O4/3As,req SHORT DIRECTION USE MAXIMUM SOIL PRESSURE UNDER WALL MAX OF SP2 = 3.015 KSF TRIB WIDTH, W3 = b/2 - (WALL WIDTH/2) - (FTG DEPTH/2)= 0.396 FT Al z W3L1 5.3 FT2 Mu = SPlow • At • (W3/2) 3.2 K-FT ASSUME TENSION CONTROLS PHI= 0.9 d'= h - cover-dtie/2=38813 1N a d'- ((2Mu/(phiu0.85.f.cub))+(d'u2))uo.5 = 0.01 IN Asre# (0.85(f'c)(a)(b))/Fy = 0.018 IN2 = 0.001 IN2/FT 4/3 • Asreq z 0.002 IN2 / FT USE 3T1E5 @ M• 0.018 IN2/FT TWO-WAY SHEAR At (b • d) - ((Lw + dl • (Lw + d')) = 25.92 FT-2 6= Lsw/twz 10.36 2(Lw + a') + (2(tw + a') 28.78 FT as z 30 (EDGE COLUMNS) per ACI 318-11 SECTION 11.11.2.1 Vc is smallest of (2 + 4/B)k(?ceO.5)(b)(d) = 1718 K ((asud/bo) + 2)k(100.5)(bv)(d) = 3820 K 41(rc10.$)(bo)(d) = 2880 K PHIVc 1289 K rOiAq Job Number: #8886 441 Date:______________ Sheet of Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS REBAR DEVELOPMENT #6 BAR Id =1/(20(f"O} 41 in __________ As.req /As,prov 0.5 • Id 19.6 In W2 [OK J splice length = 1.31d = 53 in CHECK HOLOOWNS Pu = 36.0 K (MO) PER IN-PLANE SPREADSHEET Pu = 51.42857 K (LRFD) Vu = Pu • 15 77.14286 K (LRFD) Mu =Vu • X= 154.2857 K-FT (LRFD) PHI Vc = 187.6 K . [OK j TRY E #11J BARS @ [8 11]" O.C. PHI Vs = phi"Av"Fytd/s = 128 K (ACI 318-11, EON 11-16) PHI Vn= PHI (Vc +Vs) = 316 K OK PHI Vn>Vu CHECK OPENINGS IN WALL START OF OPENING " 1(MEASURED FROM EDGE OF SHEAR WALL) LENGTH OF OPENING "I I CNTFR Ar evnc LRFD LOAD CASE SP Max SP Min Isp 5P3" SP4" Vu (k) Mu(+) (k-Es) Mu)-) X* (FT) 1 1.432 1.432 13.34 1.432 1.432 0.0 0.0 0.0 -13.1 2 1.227 1.227 13.34 1.227 1.227 0.0 0.0 0.0 -15.3 3 1.227 1.227 13.34 1.227 1.227 0.0 0.0 0.0 -15.3 3.1 1.227 1.227 13.34 1.227 1.227 0.0 0.0 0.0 -155 4 1.227 1.227 13.34 1.227 1.227 0.0 0.0 0.0 -1S.3 5 5.325 0.000 6.91 3.015 3.015 0.0 0.0 0.0 -6.2 6 0.920 0.920 13.34 0.920 0.920 0.0 0.0 0.0 -20.4 7 -5.7791 0.000 -3.54 -10.674 -10.674 0.0 0.0 0.0 1.8 5P3= SOIL PRESSURE AT START OF OPENING MAX" 0.0 0.0 0.0 1 1.8 13F4 = lUlL PHtSlRt At CPIU UP UI'LNII1t "K DISTANCE FROM EDGE OF OPENING WHERE Vu < phi Vc/2 PHI Vc = 187.6 K 10K. NO SHEAR REINF. REOD TRY L 8311] BARS @ [11119111111" O.C. PHI Vs = phi"Av"FVt"d/s" 0 K (ACI 318-11, EON 11.16) PHI Vn= PHI (Vc + Vs) = 188 K [oIc. PHI VIVu ASSUME TENSION CONTROLS PHI" 0.9 d'" d- cover -dtie-db/2=I 38.061]IN a = d'- ((-2Mu/(phi"085f'c"b))+(d'"2))"0.5= 0.000 IN Asreq = (0.85(f'c)(á)(b))/fy= 0.000 IN-2 [SELECr[II1s #5 ]BARS TOP As 1.S5 In"2 a" (As(fy))/(0.85(f'c)(b)) = 0.61 In C" a/B1" 0.72 In as CC ((d'- c)/c)= 0.1S67 sCy. OK ASSUME TENSION CONTROLS PHI" 0.9 d'= d - cover - dtle - db/2 =L38.06111111]IN a = d'. ((-2Mu/(phi0.85"f'c"b))+(d"2))"0.S" 0.000 IN Asreq= (0.85(f'c)(a)(b))/fy = 0.000 IN"2 (4/3)Asreq = 0.000 IN-2 ETSELECT5 T #16 IBARS BOTTOM As = 2.2 1n2 [OKAAq a" (As(fy))/(0.85(f'cj(b))" 0.86 In C" a/B1= 1.01 In en" cc ((d'- c)/c)= 0.1095 a Lv, OK REBAR DEVELOPMENT #5 BAR Id =EIfy/(25(fc"0.5)"d 27 In As,req / As.prov = 0.0 • Id" 0.0 In splice length = 1.31d = 36 In #6 BAR Id =Lry/(2O(l'c"0.S)db 41 in As.req I AS,prOv = 0.0 "Id" 0.0 in splice length = 131d" 53 In L (h) LOCATION OF POINT LOAD FROM SHEAR WALL EDGE (PT) f POINT LOADS P1 P2 P3 P4= PS. PB Job Number: #8888 442 Date:______________ Sheet of Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS CONTINUOUS FOOTING ANALYSIS Design Per 2012 IBC, ASCE 7-10 and ACt 31841 r---9-57-.6-4-7 b44.00 i' Sds 0.748 dI 2.50 IFT h 11.00 FT LswI 16.00 IFT Hr 11.00 FT XiI 1.00 In Hp 11.00 FT X2L In Hm 0.00 FT LfXl+L+X2 = 18 FT Vr= 0.0 K KERN = Lf/6 = 3.00 FT Vp 15.00 K SPALLOWABLE=[i00 PSF 4/3) 5200 PSF Vm=_0.0 _K 5.200 KSF (W/ SHORT DURATION LOADS) ye = 15.0 K A FIG = 72.0 FT-2 f'c 3000 psi S FIG =216.0 FT-3 fy = 60 ksl Hi T .0 KIPS(ASD) FT WALL WIDTH, tw 12.0 IN = PASSIVE RESISTANCE, FP = 300 PSF / FT HOLDOWNPu COEFF OF FRICT, Cf = 0.400 B1= 0.85 Reduction in Foundation Overturning = 25% Section 12.13.4 ASCE 7-10 phi v 4 Uve Load L > 100 PSF flz 1.0 UNIFORM LOADS Wi w2 w3 W4= w5 w6 uiilrl!Z(2iJI FOOTING WEIGHT, P1= 0.15 KCF • If • b • d = 27.0 It SOIL WEIGHT, P5= 0.1 PSF • Lf • b = 7.2 It JD= 61 K ILr= 0 K IL= 0 K jME = 203 K-FT REQUIRED BASE AREA CHECK (MD LOADS) ASO LOAD CASE P(k) Me (k-ft) ye (k) Pe1(k-ftI e2 = (Pei + M ) / P (ft) P Max (ksf) 1 61 0 0 0 0.0 WITHIN KERN 0.842 3 61 0 0 0 0.0 WITHIN KERN 0.842 4 61 0 0 0 0.0 WITHIN KERN 0.842 5 67 152 11 0 2.3 WITHIN KERN 1.633 6a 61 0 0 0 0.0 WITHIN KERN 0.842 6b 65 114 8 0 1.7 WITHIN KERN 1.435 7 36 0 0 0 0.0 WITHIN KERN 0.505 8 30 152 11 0 5.1 OUTSIDE KERN 1.120 OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK OK ALLOWABLE, OK OK <ALLOWABLE, OK Job Number: 111111118 443 Date:_____________ Sheet of Designer: J.W.S. SLIDING SHEAR CHECK (MD LOADS) PASSIVE RESISTANCE, FP = 300 PSF / FT COEFF OF FRICT, Cf = 0.4 H1 = 0.5F1 wpl = FPH1 150 PSF wp2 = FP (H1+ ill = 900 PSF Fp (wpl+wpl)/2bd= 5.25K Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS MD LOAD CASE Ff Ps FpiFf CHECK 1 24 29 >Ve,OK 3 24 29 >Ve.OK 4 24 29 >Ve,OK 5 27 32 > Ve,OK 621 24 29 >Ve,OK 6b 26 31 >Ve,OK 7 15 20 sVe,OK 8 12 17 Ve,OK Weight of adjacent slab 30' from FOC = 33.0 K Ff2 = 13.2 K [OK, ADDITIONAL SLIDING RESISTANCE PROVIDED BY SLAB U ONE-WAY SHEAR CHECK (LRFD LOADS) SHORT DIRECTION Width, W = (Lf/2) - (WALL LENGTH/2) - d = -1.5 FT NO CHEC-KR EQ'D At = W. b = •6 FT-2 NO CHECK REOD LRFD LOAD CASE P Me Ve Pel e2 = (Pe1+ M ) / P SP Max SP Min Lsp SPV Space Vu 1 85 0 0 .0 0.0 WITHIN KERN 1.178 1.178 18.00 N/A N/A N/A 2 73 0 0 0 0.0 WITHIN KERN 1.010 1.010 18.00 N/A N/A N/A 3 73 0 0 0 0.0 WITHIN KERN 1.010 1.010 18.00 N/A N/A N/A 3.1 73 0 0 0 0.0 WITHIN KERN 1.010 1.010 18.00 N/A N/A N/A 4 73 0 0 0 0.0 WITHIN KERN 1.010 1.010 18.00 N/A N/A N/A 5 82 284 21 0 3.5 OUTSIDE KERN 2.463 0.000 16.60 N/A N/A N/A 6 55 0 0 0 0.0 WITHIN KERN 0.758 0.758 18.00 N/A N/A N/A 7 45 284 21 0 6.2 OUTSIDE KERN 2.740 0.000 8.30 N/A N/A N/A lUlL PKEIIURE AT CRITICAL ILCTIUN d' = h - cover - dtie - db/2 =[2ibflIn PHI Vt = PHI(2(f'c0.5)(b)(d')) = 103 K TRY3]114] BARS @ E1112 ]" O.C. PHI Vs = phiAvFvtd/s = 59 K (ACI 318-11. EQN 11-161 PHI Vn= PHI (Vc+ VS) = 161 K LONG DIRECTION Width. W = (8/2) - (WALL WIDTH /2) - d = -1.00 FT At= W LI= -18.0 FT2 qs= Pmax/A= 1.18 KSF Vu qS • TRIB AREA = .21 K PHI Vc PHI(2(f'c0.5))b)(d')) = 462 K LOK.0.5PHI S Vu, NO SHEAR REINF REQO OK, PHI Vfl>Vu NO CHECK REaD NO CHECK REOD ô.SPHIVc S Vu Designer: J.W.S. Project: PROJECT Job Number: #8986 444 Subject: CONTINUOUS FOOTING ANALYSIS Date:______________ Sheet of BENDING DESIGN (LRFD LOADS) LONG DIRECTION TRIBWIDTH,W2= MAX 0FX1 AND X2= 1 FT At = W *b= 4FT2 LRFD LOAD CASE SP Max I SP Min I Lsp 5P2 Mu (k-ft) 1 1.178 1.178 18.00 1.178 2.4 2 1.010 1.010 18.00 1.010 2.0 3 1.010 1.010 18.00 1.010 2.0 3.1 1.010 1.010 18.00 1.010 2.0 4 1.010 1.010 18.00 1.010 2.0 5 2.463 0.000 16.60 2.315 4.8 6 0.758 0.758 18.00 0.758 1.5 7 2.740 0.000 8.30 2.410 5.3 ASSUME TENSION CONTROLS PHI z 0.9 d - cover- dtie . db/2 =E11126.061JIN a = d'- ((-2Mu/(phI 0.8S?cb))+(d2))0.5 0.022 IN Asreq = (0.85(f'c)(a)(b))/ry z 0.045 IN-2 (4/3)Asreq 0.060 IN2 SELECT 16 1*6 ]BARS As 2.64 In2 a (As(fy))/(0.85(fc)(b)) = 1.29 In a/81= 1.82 in cx cc ((d' (d . c)/c) = 0.0484 5Ev, OK RHO MIN = 0.0014 asmln = RHOmin • bd(144 IN2 / FT2) = 2.02 IN-2 4/3• As.req = 0 IN2 SELECT 1 6 SIB ]!BARS As z 2.64 In2 SHORT DIRECTION USE MAXIMUM SOIL PRESSURE UNDER WALL MAX OF SP2 z 2.410 KSF TRIB WIDTH. W3 = bll- (WALL WIDTH/2)- (FIG DEPTH/21= 0.250 FT At= W3 • Lf= 43 FT2 Mu= SPlow At • (W3/2) = 1.4 K-FT ASSUME TENSION CONTROLS PHI 0.9 d . h - cover - dtie/2=[iTjTiij26.8131]IN a d'- ((-2Mu/(phi0.855'cb)(I(d'2))0.S = 0.01 IN Asreq = (0.85(fc)(a)(b))/fy = 0.011 IN-2 = 0.001 IN2/FT 4/3Ascreq= 0.001 IN2/FT USE [II'3 ]TIES @ [)2]" O.C. As= 0.0181N2/FT TWO-WAY SHEAR At (b • d) - ((Lw + d') • (tw + d)) 14.36 FT2 Lsw/tw= 16.00 b.= r(Lw + d') + (2(tw + d') = 42.69 FT US= 30 (EDGE COLUMNS) per ACI 318-11 SECTION 11.11.2.1 Vc is smallest of (2+ 4/8)1(f'c0.5)(bx)(d) = 1645 K ((as'd/bo)+ 2)1(fc05)(b)(d) = 2578 IC (C) 41(1`00.5)(bu)(d) a 2925 K PHI Vc 1234K BOTTOM A4/3*As,req TOP (OiA74/3As,req As>A'eq JOK, PHI V5 Vu OesIgner. J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS REBAR DEVELOPMENT #6BAR Id z 41 In As,req / As,prov = 00 • Id = 0.7 In <W2 roK i splice length = 1.31d = 53 in Job Number: #8888 445 Date:_____________ Sheet of CHECK HOLOOWNS Pu = 3.0 K (MD) PER IN-PLANE SPREADSHEET Pu a 4.285714 K (LRFO) Vu Pu • 1.5 6.428571 K (LRFD) Mu Vu • X= 12.85714 K-Fr (LRFD) PHI Vc = 102.8 K [OK TRY E3iL e4IaARS €1 IT8III O.C. PHI Vs = phiAvFytd/s = 88 K (ACI 318-11, EON 11.16) PHI Vn= PHI(Vc+Vs)= 191K JK,PHIVufVu CHECK OPENINGS IN WALL - START OF OPENING =[ (MEASURED FROM EDGE OF SHEAR WALL) LENGTH OF OPENING =1 (FNTFR AT ENDS LRFD LOAD CASE SP Max SP Min LSP 5P3 5P4 Vu (Ic) Mu(+) (k-ft) Mu)-) X- (FT) 1 1.178 1.178 18.00 1.178 1.178 0.0 0.0 00 -10.9 2 1.010 1.010 18.00 1.010 1.010 00 0.0 0.0 -12.7 3 1.010 1.010 18.00 1.010 1.010 0.0 0.0 0.0 -12.7 3.1 1.010 1.010 18.00 1.010 1.010 0.0 0.0 0.0 -12.7 4 1.010 1.010 18.00 tOlO 1.010 0.0 0.0 0.0 -12.7 5 2.463 0.000 16.60 2.315 2.315 0.0 0.0 0.0 -5.5 6 0.758 0.758 18.00 0.758 0.758 0.0 0.0 0.0 -17.0 7 2.740 0.0001 8.301 2.450 2.410 0.0 0.0 0.0 -5.3 SP3 = SOIL PRESSURE AT START OF OPENING MAX = 0.0 0.0 0.0 1 -5.3 5P4 = SOIL PRESSURE AT END OF OPENING = DISTANCE FROM EDGE OF OPENING WHERE Vu <phi Vc/2 PHI Vc = 102.8 K TRY I #3JBARS@ D.C.E:iJ'- PHI Vs = phiAvFVtd/S = 0 K (ACI 318-11, EON 11-16) PHI Vn= PHI (Vc +VS) = 103 K ASSUME TENSION CONTROLS PHI= 09 = d - cover - dtle - db/2 =[I26.061]IN a d'- ((.2Mu/(ph10.851'cb))+(d2))vo.5 = 0.000 IN Asreq = (0.85(f'c)(a)(b))Ifv z 0.000 IN2 [TSELECT 5115 ]BARS As= 1.55 1n2 a = (As(fy))/(0.85(f'c)(b)) = 0.76 In a/B1= 0.89 In Es= cc ((d'- c)/c) = 0.0845 Lv, OK ASSUME TENSION CONTROLS PHI = 0.9 = . d - cover- dtle - db/2 =[26.061]IN a d'- ((.2Mu/(phi0.85Pcb))+(d'2))0.S 0.000 - IN Asreq = (0J5(f'c)(a)(b))/fy = 0.000 IN2 (4/3)Mreq = 0.000 IN2 rSELECT[5 116 JBARS As= 2.2 lfl2 a (As(fy))/(0.85(f'c)(b)) z 1.08 in a/B1= 1.27 in as= cc ((d'- c)/c) 00586 > E, OK REBAR DEVELOPMENT #5 BAR Id =[jy/(25(f'c'0.5) 27 in As,req / As,prov = 0.0 u Id = 0.0 in splice length = 1.31d = 36 in 46 BAR Id = 41 In As,req / As,prov 0.0 • Id = 0.0 in splice length = *.3Id = 53 in [SHEAR REINF. REQ'D [bKpHIvijlu TOP rOK,As)Aeq BOTTOM loll, As Asêq Designer: J.W.S. Project: PROJECI Job Number: 1111888 446 Subject: CONTINUOUS FOOTING ANALYSIS Date:___________ Sheet_of_ CONTINUOUS FOOTING ANALYSIS Design Per 2012 IBC ASCE 7-10 and ACI 318-11 FT LSw 20.00 FT Hr= 0.00 FT Xi= 4.50 FT Hp= 7.50 FT X2= 4.50 PT Hm= 15.00 FT Lf =XI + I + X2 = 29 FT yr = 0.0 K KERN = Lf/6 = 4.83 FT VP= 4.00 K SP ALLOWABLE öO PSF4/! 5333 PSF vm =1 58.8 K = 5.333 KSF (WI SHORT DURATION LOADS) ye = 62.8 K A FTG = 145.0 FT2 f'c 3000 psi S FTG = 100.8 FP3 fy = 60 ksl Hi= 0.50 WALLWIDTH,5w 73 IN PASSIVE RESISTANCE, FP = 300 PSF I FT HOLDOWN Pu 44.0]FT KIPS (ASD) COEFF OF FRICT, Cf = 0.400 Bi= 0.85 Reduction In Foundation Overturning = 25% Section 12.13.4 ASCE 7-10 phi v 4 oj Live Load L__> 100 PSF fl= 1.0 UNIFORM LOADS wD(klf) wLt(klf) wL(klf) START(FT) LENGTH (FT) wi wl = w5 1.406 0.000 20.00 0.150 0.313 0.000 20.00 w3= W4= - W6. POINT LOADS P1= P2 = P3 P4 PS P6 D (It) Lr (k) L (k) LOCATION OF POINT LOAD FROM SHEAR WALL EDGE (FT) 0.563 1.172 0.10 FOOTING WEIGHT, Piv 0.15 KCF • Lf • b • d = 76.1 SOIL WEIGHT, Psm 0.1 PSF • Lf • b = 14.5 JD= 122 K 1Lr= 0 K IL= 7 K ME = 1132 K-FT REQUIRED BASE AREA CHECK (MD LOADS) MD LOAD CASE P(k) Me (k-ft) ye (k) Pei (k-ft) e2 = (Pe1 4 M ) I P (EE) ____________ SP Max (ksf) 1 130 0 0 17 0.1 WITHIN KERN 0.919 3 122 0 0 6 0.0 WITHIN KERN 0.851 4 128 0 0 14 0.1 WITHIN KERN 0.902 5 135 849 47 6 6.3 OUTSIDE KERN 2.152 6a 128 0 0 14 0.1 WITHIN KERN 0.902 6b 137 637 35 15 4.7 WITHIN KERN 1.878 7 73 0 0 3 0.0 WITHIN KERN 0.511 8 61 849 47 3 14.1 OUTSIDE KERN 1.633 1K <ALLOWABLE, OK 1K <ALLOWABLE. OK 1K <ALLOWABLE, OK 1K <ALLOWABLE. OK 1K <ALLOWABLE. OK 7K <ALLOWABLE, OK 7K <ALLOWABLE. OK lIE <ALLOWABLE, OK Designer: J.W.S. Project: PROJECT Job Number: #8888 447 Subject: CONTINUOUS FOOTING ANALYSIS Date:___________ Sheet of SLIDING SHEAR CHECK (ASO LOADS) PASSIVE RESISTANCE, PP = 300 PSF I FT COEFF OF FRICT. Cf = 0.4 H1= 0.5 FT wpt= FP'H1= 150PSF wp2= FP (HI +d)= 1200PSF Fp= (wpl+wpl)/2bd= 11.8125 K Weight of adjacent slab 30' from FCC = 41.3 K Ff2= 16.5 K [05,-.ADDITIONAL SLIDING RESISTANCE PROVIDED BY SLAB ONE-WAY SHEAR CHECK (LRFD LOADS) ASD LOAD CASE Ff Fs =Fp+Ff CHECK 1 52 64 aVe,OK 3 49 61 > Ve,OK 4 51 63 aVe,OK 5 54 66 a Va. OI( 6a 51 63 >Ve,OK 6b 55 67 aVe,OK 7 29 41 >Ve,OK 8 24 36 Ve,NG SHORT DIRECTION Width, W (Lf/2) - (WALL LENGTH/2) - d = 1 FT CHECK REaD At= W b = 5 FT2 CHECK REQ' LRFD LOAD CASE P Me ye Pe1 e2 = (Pe1+ M)/P SP Max SF Min Lap SPI Spave Vu 1 171 0 0 8 0.0 WITHIN KERN 1.192 1.170 29.00 1.191 1.191689 5.958445 2 159 0 0 25 0.2 WITHIN KERN 1.130 1.058 29.00 1.128 1.128917 5.644586 3 154 0 0 18 0.1 WITHIN KERN 1.090 1.037 29.00 1.088 1.088616 5.443081 3.1 147 0 0 7 0.0 WITHIN KERN 1.022 1.003 29.00 1.021 1.021448 5.107238 4 154 0 0 18 0.1 WITHIN KERN 1.090 -1.037 29.00 1.088 1.088616 5.443081 5 172 1585 Be 19 9.3 OUTSIDE KERN 4.420 0.000 15.61 4.137 4.278579 21.39289 6 110 0 0 5 0.0 WITHIN KERN 0.766 0.752 29.00 0.766 0.766086 3.830429 7 92 1585 88 4 17.3 OUTSIDE KERN -4.356 0.000 -843 0.000 -2.17813 91.7833 5r1 = UIL rntaaune MI 1.1511 R.AI. 3Mi IUN = h - cover - dtie - dbl2 =[38.061] in PHI Vc = PHI(2(f'c0.5)(b)(d)) = 188 K TRYI 3 #4]BARS@ [12]"O.C. PHI Vs = phiAvFytd/s = 86 K (ACI 318-11, EON 11-16) PHI Vn= PHI (Vc + Vs) = 273 K LONG DIRECTION Width, W = (8/2) - (WALL WIDTH /2) - d = -1.31 FT At= WLf= -38.1 FT2 qS = Pmas / A = 1.19 KSF Vu = qS • TRIB AREA = -45 K PHI Vc = PHI(2(f'c0.S)(b)(d)) = 1088 K jöib.s Piiè a Vu, NO SHEAR REINF REQD OK, PHI Vr Vu LNO CHECK REQ'D [O CHECK REQ'D K,0.5PHIVc a Vu Designer: J.W.S. Project: PROJECT Job Number: #9998 448 Subject: CONTINUOUS FOOTING ANALYSIS Date:___________ Sheet of BENDING DESIGN (LRFD LOADS) LONG DIRECTION TRIB WIDTH, W2 = MAX OF Xl AND X2 = 4.5 FT Ala Wb= 22.5 FT2 U1FD LOAD CASE I SP Max I SP Min I Lap 5P2 Mu (k-ft) 1 1.192 1.170 29.00 1.189 60.3 2 1.130 1.058 29.00 1.119 57.0 3 1.090 1.037 29.00 1.081 55.0 3.1 1.022 1.003 29.00 1.019 51.7 4 1.090 1.037 29.00 1.081 55.0 5 4.420 0.000 15.61 3.146 202.3 6 0.766 0.752 29.00 0.764 38.8 7 .4.356 0.000 .8.43 0.000 670.9 3rt SUlLrn33UnRI LMhIILML3L1IUPl mu =1 OIU. I ASSUME TENSION CONTROLS PHI a 0.9 d -cover. title - db/2 =38.061 1N a d'- ((2Mu/(phI 0.85fcb))+(d'2))0.5 = 1.568 IN Asreq (0.85(f'c)(a)(b))/fy = 3.999 IN-2 (4/3)Asreq 5.332 IN2 SELECT 6 #8 BARS As = 4.74 In2 a = (As(fy))/(0.85(rc)(b)) 1.86 In ca a/Bi= 2.19 in as = cc ((d'- c)/c) = 0.0492 a Ky, OK RHO MIN = 0.0014 asmin = RHOmin n bd(144 IN2 / FT2) = 3.53 IN-2 4/3 As.req = 0 IN-2 SELECT 6 - #6 8ARS As = 2.64 1nu2 BOTTOM 10K TOP OK/As4/3As,req SHORT DIRECTION USE MAXIMUM SOIL PRESSURE UNDER WALL MAX OF SP2 = 3.146 KSF TRIB WIDTH. W3 = b/2 - (WALL WIDTH/2) - (FTG DEPTH/2)= 0.438 FT At = W3 • Lfc 12.7 FT2 Mu = SPlow • At • (W3/2) 8.7 K-FT ASSUME TENSION CONTROLS PHIa 0.9 h -cover -dtie/2=38.813 1N a = d'. ((-2Mu/(phl0.85Pcth))+(d'2))0.5 0.02 IN Asreq = (0.85(fc)(a)(b))/fy = 0.050 IN2 = 0.002 IN2 / FT 4/3 • Ascreq z 0.002 IN2 / FT USE "TIES @ 72" O.C. As 0.018 IN'2 / FT TWO-WAY SHEAR At= (b • d) - ((Lw + d') • (tw + d')) 57.02 FT-2 B= Lsw/F.p,= 32.00 2(Lw+d')+(2(tw+d') 53.94 FT as = 30 (EDGE COLUMNS) per AO 318-11 SECTION 11.11.2.1 Vc is smallest of (2 + 4/B)l(t'c0.S)(bx)(d) = 2867 K ((asd/bu) + 2)Mfc=05)(b)(d) = 5079 K 4).(f'c0.5)(bo)(d) z 5397 K PHI Vc= 2150 K [OK,'AiAThq OK. PIll VVu Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS REBAR DEVELOPMENT #8BAR Id 4 Eyfl2Olrc0.Srdb=I 55 In As.req / As,prov = 0.8 • Id = 45.2 In cW2 splice length = 1.3Id = 71 in Job Number: #11111111 449 Date:_____________ Sheet of CHECK HOLDOWNS Pu = 44.0 K (ASD) PER IN-PLANE SPREADSHEET Puz 62.85714 K (LRFD) Vu = Pu • 1.5 94.28571 K (LRFD) Mu z Vu • 3 188.5714 K-FT (LRFD) PHI Vc= 187.6 K FUSE MIN rRv[ 3 #4 JBARS@ [ 8 ]0.C. PHI Vs = phi-AI-Flt-d/, = 128 K (ACI 318-11. EON 11-16) PHI Vn= PHI (Vc+ Vs) = 316 K rOK.PHlVnnyu 10K An 5 Avrnln CHECK OPENINGS IN WALL _________ START OF OPENING =[ MEA5URED FROM EDGE OF SHEAR WALL) LENGTH OF OPENING = tCNTFA ATFMfl LRFD LOAD CASE SF Max SP Min Lsp SP3 SP4 Vu (k) Mu(i) (k-It) Mu(,) X* (Fr) 1 1.192 1.170 29.00 1.189 1.189 0.0 00 00 -158 2 1.130 1.058 29.00 1.119 1.119 0.0 00 0.0 -18.8 3 1.090 1.037 29.00 1.081 1.081 00 0.0 0.0 -17.3 3.1 1.022 1.003 29.00 1.019 1.019 0.0 0.0 0.0 -184 4 1.090 1.037 29.00 1.081 1.081 0.0 0.0 00 -17.3 5 4420 0.000 15.61 3.146 3.146 00 00 00 -6.0 6 0.766 0.752 29.00 0.764 0.764 0.0 0.0 0.0 -24.6 7 .4.3S61 0.000 -8.43 -6.682 -6.682 0.0 0.0 0.0 2.8 5P3 = SOIL PRESSURE AT START OF OPENING MAX = 0.0 0.0 0.0 1 2.8 1P4 = SOIL PRt55UI5t AT tPiO OF OPtNIN 1= DISTANCE FROM EDGE OF OPENING WHERE Vu < phi Vc/2 - PHI Vc= 187.6 K TRY[ 113 ]BARS@ [ is J'o.c. PHI Vs = phPAvFytd/s = 0 K (AC) 318-11, EON 11-16) PHI Vn= PHI (Vc+VS) = 188 K ASSUME TENSION CONTROLS PHI= 0.9 d= d- cover -dtie-db/2=[ 38061 uN a d'- ((.2Mu/(phi0.8S9cb))+(da2))a0.5 0.000 IN Asreq (085(fc)(a)(b))/fy = 0.000 IN2 LISELECT; S 85 1'S As= 1.55 In2 a (As(fy))/(0.85(f'c)(b)) = 061 In a/61= 0.72 In cs ec((d'-c)/c)c 0.1567 sKy, OK ASSUME TENSION CONTROLS PHI = 0.9 d= d. cover -dtie.db/2=[ 38061 IIN a = d'. ((_2Mu/(phlo.851'cnb))+(d2))0.S 0.000 IN Asreq = (0.85(t'c)(a)(b))/fy = 0.000 IN2 (4/3)Asreq 0.000 IN2 SELECT 5 116 IBARS As 2.2 1n2 - a (As(fy))/(0.B5(f'c)(b)) = 0.86 in C = a/B1= 1.01 In €5 cc ((d'- c)/c) 0.1095 5 Ky, OK REBAR DEVELOPMENT IlS BAR Id = Iy/l2SØ'cao.S)db = 27 in As,req /As,prov = 0.0 • Id = 0.0 in splice length = 1.3Id = 36 In #6 BAR Id = /(20(f'c=0rdb= 41 In As,req / As,prov z 0.0 • Id = 0.0 in splice length = 131d = 53 In [OK, NO SHEAR REINF. REaD EK, PHI Vn,Vu TOP rOK, As, As.rq BOTTOM [OK. Ass As,rq D (k) Li (k) L (h) LOCATION OF POINT LOAD FROM SHEAR WALL EDGE (PT) 0.863 1.797 15.00 10.359 2.00 POINT LOADS P1= P2 P3 P4= PS P6 Job Number: #I#II#II 450 Date:______________ Sheet of Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS CONTINUOUS FOOTING ANALYSIS Design Per 2012 IBC, ASCE 7-10 and ACI 318-11 r---#-59--7 I 5.00 Sds=t 0.748 d= 3.50 FT h = 15.00 Fr Lsw= 16.00 FT Mr-15.00 FT X1= 4.00 FT HP= I 7.50 PT X2= 4.00 FT Hm=I 15.00 FT Lf=X1+L+X2= 24 FT Vr=I 15.0 K KERN = LfI6 = 4.00 FT VP= 12.00 K SP ALLOWABLE )4000PSFJ 5333 PSF V. 26.0 K 5.333 KSF (W/ SHORT DURATION LOADS) ye = 53.0K A FIG = 120.0 F12 f'c = 3000 psi S FTG =480.0FT3 fy = 60 ksi H1=r-70.770 FT WALL WIDTH, tw= 12.0 IN HOLDOWN 1= 10 PASSIVE RESISTANCE. PP = 300 PSF I FT Pu 4 20.0 lOPS (ASO) COEFF OF FRICT, Cf = 0.400 0.85 Reduction in Foundation Overturning = 25% Section 12.13.4 ASCE 7-10 phi vi 0.750 1 Live Load u 100 PSF fl= 1.0 UNIFORM LOADS Wi (43 4= 5 6 wD(IcIf) wLr (kIt) WL (kit) START (Fr) LENGTH (PT) 2.250 0.000 16.00 0.150 0.313 0.000 16.00 FOOTING WEIGHT, Pf= 0.15 KCF • Lf • b • d = 63.0 It SOIL WEIGHT, P5= 0.1 PSF • Lf • b = 12.0 It JD= 125 K !Lr= 0 K L= 7 K IME = 891 K-FT REQUIRED BASE AREA CHECK (ASD LOADS) ASD LOAD CASE P(Ic) Me (k-ft) Ve (k) Pe1 (k-ti) e2 = (Pe1 + M ) / P (ft) SP Max (ksf) 1 131 0 0 44 0.3 WITHIN KERN 1.186 3 125 0 0 56 0.5 WITHIN KERN 1.155 4 130 0 0 47 0.4 WITHIN KERN 1.178 5 138 668 40 62 5.3 OUTSIDE KERN 2.668 6a 130 0 0 47 0.4 WITHIN KERN 1.178 6b 140 501 30 51 4.0 WITHIN KERN 2.313 7 75 0 0 34 0.5 WITHIN KERN 0.693 8 62 668 40 28 11.3 OUTSIDE KERN 1.964 OK <ALLOWABLE, OK OK <ALLOWA8LE. OK OK <ALLOWABLE. OK OK <AU.OWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK OK <ALLOWABLE. OK OK <ALLOWABLE, OK SUDING SHEAR CHECK (ASD LOADS) PASSIVE RESISTANCE, FP = 300 PSF / FT COEFF OF FRICI, Cf = 0.4 H1 = 0.5 FT wpl= EPHI= 150PSF wp2= FP (HI +d)= 1200PSF Fp= (wpl+wp1)/2bd= 11.8125 K ASD LOAD CASE Ff Fs =Fp+Ff CHECK 1 53 64 sVe,OIC 3 50 62 2, Ve,OK 4 52 64 >Ve,OK 5 55 67 > Ve.OK Ba 52 64 > Ve,OK 6b 56 68 >VeOK 7 30 42 sVe,OK 8 25 37 cVe,NG Designer: J.W.S. Project: PROJECT Job Number: ##### 451 Subject: CONTINUOUS FOOTING ANALYSIS Date:___________ Sheet of Weight of adjacent slab 30' from FCC = 33.0 K Ff2= 13.2K 10K ADDITIONAL SLIDING RESISTANCE PROVIDED BY SLAB ONE-WAY SHEAR CHECK (LRFD LOADS) SHORT DIRECTION Width, W = (Lf/2) - (WALL LENGTH/2) - d = 0.5 FT rCHECK REQ'I At = W b = 2.5 FT2 [CHECK REQ'E LRFD LOAD CASE P Me ye Pei e2=(Pei+M)/P SP Max SP Min Lap 5P1 Space Vu 1 174 0 0 79 0.5 WITHIN KERN 1.618 1.290 24.00 1.611 1.614192 4.035479 2 160 0 0 47 0.3 WITHIN KERN 1.435 1.238 24.00 1.431 1.433164 3.58291 3 156 0 0 55 0.4 WITHIN KERN 1.417 1.189 24.00 1.412 1.414575 3.536437 3.1 150 0 0 67 0.5 WITHIN KERN 1.387 1.106 24.00 1.381 1.383593 3.458982 4 156 0 0 55 0.4 WITHIN KERN 1.417 1.189 24.00 1.412 1.414575 3.536437 5 175 1247 74 63 7.5 OUTSIDE KERN 5.168 0.000 13.54 4.977 5.072722 12.6818 6 112 0 0 51 0.5 WITHIN KERN 1.040 0.829 24.00 1.036 1.037695 2.594236 7 94 1247 74 42 13.8 OUTSIDE KERN -6.998 0.000 -5.35 0.000 -3.49917 93.51626 d'= h - cover - dtie - db/2 =[ 38.067in PHI VC = PHI(2(f'c0.5)1b)(d')) 188 K TRY [T7 114 18A85@ [ü]"O.C. PHI Vs = phIAvFytd/s = 86 K (ACI 318-11. EON 11-16) PHI Vn= PHI (Vc+Vs) = 273 K LONG DIRECTION Width, W = (B/2) - (WALL WIDTH /2) - d = -1.50 FT At = W Lf= -36.0 FT-2 qS = Pmas /A = 1.46 KSP Vu qS • TRIB AREA = -52 K PHI Vc PHI(2)fc0.5)(b)(d')) = 901 K 5P!I .Vu, NO SHEAR REINF REaD IVn NO CHECK REQ'D NO CHECK REQ'D {oico.s PHI Vc > Vu ASSUME TENSION CONTROLS PHI= 0.9 d- cover -dtie-db/2L 38.061 JIN a = . ((.2Mu/(ph10.85f'cb))i(d2))0.5 = 1.259 IN Asreq (0.85(f'c)(a)(b))/fy = 3.210 IN2 (4/3)Asreq = 4.280 IN2 SELECT [ 6 117 1BARS As 3.6 In-2 a = (As(fV))/(0.85(l'c)(b)) 1.41 In c a/B1= 1.66 in en cc ((d'- c)/c) = 0.0657 a Ky. OK RHO MIN 0.0014 asmin = RHOmin • bd(144 IN2 I FT-2) = 3.53 1N2 4/3 As.req = 0 IN-2 SELECT [ 6 #6 ]BARS As = 2.64 IOl BOTTOM [OW TOP OK, As a 4/3Asreq SHORT DIRECTION USE MAXIMUM SOIL PRESSURE UNDER WALL MAX OF SP2 = 3.642 KSF TRIB WIDTH. W3 b/2 - (WALL WIDTH/2) - (FTG DEPTH/2)= 0.250 FT At = W3 • Lf 6.0 FT2 Mu. SPlow • At • (W3/2) = 2.7 K-FT ASSUME TENSION CONTROLS PHI= 0.9 h. cover .dtie/2=[ 38.813 IIN a - ((-2Mu/(ph10.851cb))+(d'2))0.5 = 0.01 IN Asreq = (0.85(f'c)(a)(b))Ify = 0.016 IN-2 0.001 IN2/FT 4/3Asceq= 0.001 IN2/FT USE []TIES @ [ 72 _j D.C. As = 0.018 IN2 / FT TWO-WAY SHEAR At = (b • d) - ((Lw + d) • (tw + d)) 40.02 FT2 B= Lsw/tw= 16.00 2(Lw+d)+(2(tw+d) 46.69 FT os = 30 (EDGE COLUMNS) per ACI 318-11 SECTION 11.11.2.1 Vc is smallest of (2 • 4/B)1(f'cO.S)(b)(d) = 2628 K ((osd/bo) + 2)A(fcO.5)(b)(d) = 4716 K 41(?co.5)(bs)(d) = 4672 K PHI Vc= 1971 K As.rq OK, PHI VCnJU Designer: J.W.S. Project: PROJECT Job Number: #8888 452 Subject: CONTINUOUS FOOTING ANALYSIS Date:___________ Sheet of BENDING DESIGN (LRFD LOADS) LONG DIRECTION TRIBWIDTH.W2= MAX OFX1 AND X2 4 F At = W*b= 20FT2 LRFO LOAD CASE I SP Max I SP Min I Isp SP2 Mu (k.ft) 1.618 1.290 24.00 1.563 64.0 2 1.435 1.238 24.00 1.402 57.0 3 1.417 1.189 24.00 1.379 56.2 3.1 1.387 1.106 24.00 1.340 54.8 4 1.417 1.189 24.00 1.379 56.2 5 5.168 0.000 13.54 3.642 186.4 6 1.040 0.829 24.00 1.005 41.1 7 -6.998 0.000 -5.35 0.000 540.7 Job Number: #8### 453 Date:_____________ Sheet of Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS REBAR DEVELOPMENT #7 BAR Id = 48 In As,req/As,prov 0.9 • Id 42.7 In <W2 OK spike length 1.31d 62 In CHECK HOLDOWNS Pu = 20.0 K (ASD) PER IN-PLANE SPREADSHEET Pu = 28.57143 K (LRFD) Vu = Pu • 1.5 42.85714 K (LRFD) Mu =Vu • 3'= 85.71429 K-FT (LRFD) PHI Vc = 187.6 K [OK 1RY3 #4 BARS @ 8 0.C. PHI Vs = phiAvFtd/s 128 K (ACI 318-11, EON 11-16) PHI Vn = PHI (Vc + Vs) = 316 K CHECK OPENINGS IN WALL START OF OPENING = (MEASURED FROM EDGE OF SHEAR WALL) LENGTH OF OPENING = CCNTPR aTcNnc LRFD LOAD CASE SP Max SP Min Isp SP3 5P4 Vu (k) Mu(+) (k-ft) Ms(-) X* (Fr) 1.618 1.290 24.00 1.563 1.563 0.0 0.0 0.0 -12.0 2 1.435 1.238 24.00 1.402 1.402 0.0 0.0 0.0 -13.4 3 1.417 1.189 24.00 1.379 1.379 0.0 0.0 0.0 -13.6 3.1 1.387 1.106 24.00 1.340 1.340 0.0 0.0 0.0 -14.0 4 1.417 1.189 24.00 1.379 1.379 0.0 0.0 0.0 -13.6 5 5.168 0.000 13.54 3.642 3.642 0.0 0.0 0.0 -5.2 6 1.040 0.829 24.00 1.005 1.005 0.0 0.0 0.0 -18.7 7 -6.998 0.000 -5.35 -12.236 -12.236 0.0 0.0 0.0 1.5 5P3= SOIL PRESSURE AT START OF OPENING MAX = 0.0 0.0 1 0.0 1.5 I'4 C bUIL l'KLuHt Al LNU UP UILNIN(, .1 z DISTANCE FROM EDGE OF OPENING WHERE Vu <phi Vc/2 PHI Vc= 187.6 K TRY #3BARS €1 •' O.C. PHI Vs = phiAvFvtd/s 0 K [ACI 318-11, EON 11-16) PHI Vn= PHI (Vc+ Vs) = 188 K ASSUME TENSION CONTROLS PHI= 0.9 d'= d - cover - dtie - db/2 =38.061 1N a d'- ((-2Mu/(ph10.85f'cb))+(d'2))0.5 0.000 IN As (0.8S(f'c)(a)(b))/fy z 0.000 lN2 SEiECTS #5 BARS As 1.55 In2 a = (A(fy))/(0.85(f'c)(b)) = 0.61 In aI61= 0.72 In cc((d -c)/c)= 0.1567 s€y,OK ASSUME TENSION CONTROLS PHI= 0.9 = d - cover - dtie - db/2 =38r081 IN a = d'- ((-2Mu/(phlO.BSf'cb))+(d'2110.5 0.000 IN Asreq (0.85(f'c)(aXb))/fv = 0.000 IN2 (4/3)Asreq = 0.000 IN2 EIECTS #16 BARS ,A1 2.2 1n2 a (As(fy))/(0.85(f'c)(b)) = 0.86 In a/B1= 1.01 in as cc ((d'- c)/c) 0.1095 Cv, OK REBAR DEVELOPMENT #5 BAR Id =r7(25(o5)d6 27 in As,req /As,prov = 0.0 • Id = 0.0 in splice length = 1.31d = 36 In #6 BAR Id =fin2o(rp:5) 41 In As,req / As,prov = 0.0 • Id = 0.0 in splice length = 1.31d = 53 In OHEAR REINE. REQD IOK!PHlYiIYu TOP [OK7AA7q BOTTOM [OKTA. q Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS CONTINUOUS FOOTING ANALYSIS [ 1164 5.00 Sds= 0.748 d= 3.50 FT h= 15.00 FT Lsw= 1600 Fr Hr= 15.00 FT X1 4.50 FT HP= 7.50 FT X2= 4.50 FT Hm= 15.00 FT Lf=X1+L+X2 = 25 FT Vt= 15.0 K KERN = Lf/6 = 4.17 FT VP= 12.00 K Design Per 2012 IBC, ASCE 7-10 and ACt 318-11 Job Number: #8888 454 Date:_____________ Sheet of SP ALLOWABLE ( 4000 P5F413!j 5333 PSF Vm=L 35.0 = 5.333 KSF (W/ SHORT DURATION LOADS) ye = 62.0 A FTG = 125.0 FT2 f'c 3000 SFTG= 520.8FP3 fy= 60 H1=0.50 FT WALL WIDTH, tw= 12.0 1= 1.0 PASSIVE RESISTANCE, PP = 300 HOLDOWN Pu =_20.0 _KIPS (ASD) COEFF OF FRICr, Cf = 0.400 61= 0.85 Reduction in Foundation Overturning = 25% phI v =FO7So1 Uve Load wD(klf) wLr (liii) wL (klf) START (Fr) (Fr) 2.250 0.000 0.360 0.750 0.000 _LENGTH _16.00 _16.00 UNIFORM LOADS wl= as2 = 14 = w4 = = w6= /Fr Jon 12.13.4 ASCE 7-10 PSF Fl = 1.0 POINT LOADS P1= P2= P3 P4= P5 = P6 0(k) Li' (Ii) L(k) LOCATION OF POINT LOAD FROM SHEAR WALL EDGE (Fr) 2.461 5.126 15.00 10.359 2.00 12.600 26.250 2.00 FOOTING WEIGHT, P1= 0.15 KCF • LI • b • d = 65.6 It SOIL WEIGHT, Ps= 0.1 PSF • If • b = 12.5 it 10= 145 K 1Lr= 0 K 11= 43 K IME = 1057 K-Fr REQUIRED BASE AREA CHECK (ASD LOADS) MD LOAD CASE P(k) Me (k-ft) ye (k) Pe1(k-ft) e2= (Pci + M) / P (It) SP max (list) 1 189 0 0 242 1.3 WITHIN KERN 1.974 3 145 0 0 121 0.8 WITHIN KERN 1.394 4 178 0 0 212 1.2 WITHIN KERN 1.B29 5 161 793 47 133 5.8 OUTSIDE KERN 3.062 6a 178 0 0 212 1.2 WITHIN KERN 1.829 6b 189 595 35 221 4.3 OUTSIDE KERN 3.080 7 87 0 0 72 0.8 WITHIN KERN 0.836 8 72 793 47 60 11.8 OUTSIDEKERN 2.212 lit <ALLOWABLE. OK X <ALLOWABLE. OK 1K <ALLOWABLE, OK lit <ALLOWABLE, OK X <ALLOWABLE. OK 1K <ALLOWABLE. OK X <ALLOWABLE. OK )K <ALLOWABLE, OK SLIDING SHEAR CHECK (MD LOADS) PASSIVE RESISTANCE. FP = 300 PSF / FT COEFF OF FRICT, Cf = 0.4 H1= 0.5 FT wp1 = FP'Hl= 150 PSF wp2= FP (HI +d)= 1200 PSF Fp= (wpl+wpl)/2b'd= 11.8125 K ASD LOAD CASE Ff Es =Fp+Ff CHECK 1 75 87 > Va. OIC 3 58 70 > Ve.OK 4 71 83 >Ve,OK 5 64 76 > Ve.OK 6a 71 83 >Ve.OK 6b 76 88 >Ve,OK 7 35 47 >Ve,OIC 8 29 41 Ve,NG Designer: J.W.S. Project: PROJECT Job Number: 88889 455 Subject: CONTINUOUS FOOTING ANALYSIS Date:___________ Sheet of Weight of adjacent slab 30 from FCC = 33.0 K Ff2 = 13.2 K [OK. ADDITIONAL SLIDING RESISTANCE PROVIDED BY SLAB ONE-WAY SHEAR CHECK (LRFD LOADS) SHORT DIRECTION Width, W (Lf/2) . (WALL LENGTH/2) - d 1 FT CHECK REQE At= W b = S FT2 ICHECKRE4Xa LRFD LOAD CASE P Me ye Pe1 e2 = (P'ei+ M ) I P SP Max SP Min Lsp SP1 Spave Vu 1 203 0 0 169 0.8 WITHIN KERN 1.951 1.303 25.00 1.925 1.938441. 9.692231. 2 244 0 0 339 1.4 WITHIN KERN 2.601 1.299 25.00 2.549 2.575402 12.87701 3 218 0 0 266 1.2 WITHIN KERN 2.253 1.231 25.00 2.212 2.232698 11.16349 3.1 174 0 0 145 0.8 WITHIN KERN 1.673 1.117 25.00 1.650 1.661525 8.307627 4 218 0 0 266 1.2 WITHIN KERN 2.253 1.231 25.00 2.212 2.232698 11.16349 5 239 1480 87 284 7.4 OUTSIDE KERN 6.220 0.000 15.40 5.816 6.017912 30.089S6 6 131 ' 0 0 108 0.8 WITHIN KERN 1.254 0.838 2500 1.238 1.246144 6.23072 7 109 1480 87 90 14.4 OUTSIDE KERN -7.647 0.000 .5.70 0.000 .3.8237 109.0369 )ri = )LIIL VKt5UI5t Al LIU I ILFIL SLLI IUI'I h- cover .dtie.db/2=I38!IJin PHI Vc = PHI(2(f'c0.5)(b)(d)) 188 K TRY[3 II41BARS@ [12]'O.C. PHI Vs = phiAvFytd/s = 86 K (ACI 318-11. EON 11.16) PHIVn = PHI (Vc +VS) = 273K LONG DIRECTION Width, W = (8/2) - (WALL WIDTH /2) - d = -1.50 FT At W Lf -37.S FT-2 qS = Pmax /Az 1.95 KSF Vu= qSTRIB AREA = .73 K PHI Vc = PHI(2(t'cO.5)(b)(d)) z 938 K [No USE-MIN SHEAR REINF. OK; PHI Vnlu OK Av = Avrnin NO CHECK REaD NO CHECK REaD PHI Vt Vu Designer: J.W.S. Project: PROJECT Job Number: u#rniii 456 Subject: CONTINUOUS FOOTING ANALYSIS Date:___________ Sheet of BENDING DESIGN (LRFD LOADS) LONG DIRECTION TRIB WIDTH, W2 = MAX OF XI AND Xl 4.5 FT At = W' b' 22.5 FT'2 LRFD LOAD CASE I SP Max I SP Min I Isp SP2' Mu (k-ft) 1 1.951 1.303 25.00 1.835 96.8 2 2.601 1.299 25.00 2.367 127.7 3 2.253 1.231 25.00 2.069 111.0 3.1 1.673 1.117 25.00 1.573 83.0 4 2.253 1.231 25.00 2.069 111.0 5 6.220 0.000 15.40 4.402 284.2 6 1.254 0.838 25.00 1.179 62.2 7 .7.647 0.000 -5.70 0.000 698.0 -3rA= SUILVSOSUSCSI I.flhtILMLtLuIUP Mu -1 ASSUME TENSION CONTROLS PHI' 0.9 d- cover - title -db/2'[ 38.061 uN a = d'- ((.2Mu/(phl'0 85'f'c'b))+(d"2))'05 = 1.633 IN Asreq = (0.85(f'c)(a)Jb))/fy = 4.1.64 IN-2 (4/3)'Asreq = 5.553 IN'l SELECT [ 6 118 IBARS As= 4.74 In-2 a (As(fy))/(0.85(f'c)(b)) m 1.86 in C' 8/81' 2.19 In as= EC (Id'. c)/c) = 0.0492 'LV, OK RHO MIN = 0.0014 asmln RHOmin • bd(144 IN-2 / FT-2) z 3.53 IN'2 4/3' As,req' 0 IN'2 SELECT r 6 As' 2.54 In'2 BOTTOM 10K 1 TOP LOx, As> 4/3'AS,req SHORT DIRECTION USE MAXIMUM SOIL PRESSURE UNDER WALL MAX OF 5P2 = 4.402 115F TRIB WIDTH, W3= b/2 . (WALL WIDTH/2) - (FIG DEPTH/2)' 0.250 FT At' W3Lf' 6.3 FT-2 Mu' SPIow • At • (W3/2) = 3.4 K-FT ASSUME TENSION CONTROLS PHI' 0.9 d'= h. cover .dtie/2=[ 38.813 ]IN a = d'- ((-2Mu/(phl'0.859'cb)+Id"2))'0.5' 0.01 IN Asreq = (0.85(rc)(a)(b))/fy= 0.020 IN'2 = 0.001 IN'2 / FT 4/3Ascreq= 0.001 IN'2/FT USE [ 113 JTIES@ 1 72 j'o.C. As' 0.018 IN'2/Fr TWO-WAY SHEAR At= (b • d) - ((Lw + d') '(04 + d'))' 45.02 FT'2 B' Lsw/04= 16.00 2(Lw+d')+(2(tw+d') 46.69 FT as' 30 (EDGE COLUMNS) per ACI 318-11 SECTION 11.11.2.1 Vc Is smallest of (2 + 4/B)A(f'cao.5)(b,)(d), 2628 K ((as'd/b,) + 2)A(f'c'O.S)(bu)(d)' 4716 K 41(Pc'O.S)(bu)(d)' 4672 K PHIVc' 1971K OX, PHI vc>yu Designer: J.W.S. Project: PROJECT Subject: CONTINUOUS FOOTING ANALYSIS REBAR DEVELOPMENT #8 BAR Id =E/(20(f'0.5)4J 55 in As,req/Asprov = 0.9 1d= 48.1 In cW2 10K 1 splice length = 1.3Id = 71 In Job Number: #1181111 457 Date:______________ Sheet_of_ CHECK HOLDOWNS Pu= 20.0 K (MD) PER IN-PLANE SPREADSHEET Pu = 28.57143 K (LRFD) Vu Pu • 1.5 42.85714 K (LRFD) Mu Vu • 3'= 8571429 K-FT (LRFD) PHI ye = 187.6 K TRY13 -j 11411BAR5@ D.C.ciill8lilll' PHI Vs = phiAvFVtd/s = 128 K (ACI 318-11, EON 11-16) PHI Vn= PHI (Vc+ Vs) = 316 K OK.PHIViVu CHECK OPENINGS IN WALL START OF OPENING 1(MEMURED FROM EDGE OF SHEAR WALL) == LENGTH OF OPENING :1 CCNTFR ATFNfl LRFD LOAD CASE SP Max SP Min Lsp 5P3 5P4 Vu (k) Mu(+)(k-ft) Mu)-) X* (Fr)_ 1 1.951 1.303 25.00 1.83S 1.835 0.0 0.0 0.0 -10.2 2 2.601 1.299 25.00 2.367 2.367 0.0 0.0 0.0 -7.9 3 2.253 1.231 25.00 2.069 2.069 0.0 0.0 0.0 -9.1 3.1 1.673 1.117 25.00 1.573 1.573 0.0 0.0 0.0 -11.9 4 2.253 1.231 25.00 2.069 2.069 0.0 0.0 0.0 -9.1 5 6.220 0.000 1540 4.402 4.402 0.0 0.0 0.0 -4.3 6 1.254 0.838 25.00 1.179 1.179 0.0 0.0 0.0 -15.9 7 -7.647 0.000 -5.70 -13.681 -13.681 0.0 0.0 0.0 1.4 5P3 = SOIL PRESSURE AT START OF OPENING MAX = 0.0 0.0 1 0.0 1 1.4 5P4 = SOIL PlILSIURt AT ENO UP OPENINF. DISTANCE FROM EDGE OF OPENING WHERE Vu C phi Vc/2 PHI Vc= 187.6 K TRYI ] #3BARS@ D.C. PHI Vs = phlAvFytd/s = 0 K (ACI 318-11. EON 11-16) PHI Vn= PHI (Vc+ Vs) = 168K ASSUME TENSION CONTROLS PKI• 0.9 d'= d- cover - title -db/2=[ 38.061]IN a d'. ((.2Mu/(phio.85'f'cb))+(d'2))uo.5 0.000 IN Asreq (0.85(t'c)(a)(b))/Ey = 0.000 IN-2 [TSELECTI5 I #5 1BARS As = 1.55 In2 a (As(fy))/(085)fc)(b)) z 0.61 In a/61= 0.72 In €c((d'-c)/c)= 0.1567 €y, OK ASSUME TENSION CONTROLS PHI• 0.9 d'= d - cover - due - db/2 =[38.061'I]IN a = d'- ((-2Mu/(phi0.85Pcb))+(d'2))03 0.000 IN Asreq = (085(t'c)(a)(b))/fy = 0.000 1N2 (4/3)Asreq = 0.000 1N2 £TSELECTF5T 116 IBARS A5 - 2.2 In2 a (As(fy))/(0.85(f'c)(b)) 0.86 in c= a/81= . 1.01 in as= cc ((d' - c)/c) 01095 a Ky, OK REBAR DEVELOPMENT 115 BAR Id 4_.!y/(25(fc*0.5)d 27 in As,req / As,prov = 0.0 • Id = 0.0 in splice length = 1.31d = 36 In #6 BAR Id z 41 In As,req/As,prov= 0.0 *Idz 0.0 in splice length = 1.31d = S3 in OK. NO SHEAR REINF. REQ'D Oil- PHI Vn >Vu TOP AAq BOTTOM OK.Ajpq GE000N INCORPORATED GEOTECHN.ICAI. ENVIRONMENTAL. MATERIALS Project No. 06442-32-21 September 14, 2016 Hamann Construction 1000 Pioneer Way El Cajon, California 92020 Attention: Ms. Linda Richardson Subject: STRUCTURAL PLAN REVIEW CARLSBAD OAKS NORTH BUSINESS PARK; LOT 17 CARLSBAD, CALIFORNIA References: 1. Structural Plans for A New Building for Lot 17, Whiptail Loop Carlsbad, California, Sheets SO. 1, SO. 2, Si. 0 and S3.0, prepared by R2H Engineering Incorporated, dated August 17, 2016 (Project No. 16070). 2. Update Geotechnical Report, Carlsbad Oaks North Business Park, Lot 17, Carlsbad, California, prepared by Geocon Incorporated, dated March 25, 2016 (Project No. 06442-32-21). Dear Ms. Richardson: In accordance with the request of Mr. Alex Moore, with Kenneth D. Smith Architect & Associates, Incorporated, we have reviewed the referenced structural plans to check if the plans and details have been prepared in substantial conformance with the recommendations presented in our referenced geotechnical report. Based upon our review of the project plans and the information contained within the referenced geotechnical report, it is the opinion of Geocon Incorporated that the plans and details have been prepared in substantial conformance with recommendations presented in the geotechnical report. Our review was limited to geotechnical aspects of project development and did not include the review of other details on the referenced plans. Geocon Incorporated has no opinion regarding other details found on the referenced plans, civil, structural, or otherwise, that do not directly pertain to geotechnical aspects of site development. If you have any questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED AL to do 0 No. 66915 RCE66915 IV EA:DBE:dmc (2) Addressee 17'f DAVID B. EVANS CL NO. 1860 * I CERTIFIED B. Evans icJ ENGINEERING GEOLOGIST David CEO 1860 CAO 6960 Flanders Drive -0 San. Dilgo,. California 92121.2974 0 Telephone 858.558.6900 • Fax 858.558.6159 2856 WHIPTAIL LP 2091201400 SDPI6004 UPDATE GEOTECHNICAL REPORT CARLSBAD OAKS NORTH BUSINESS PARK - LOT 17 CARLSBAD, CALIFORNIA PREPARED FOR HAMANN CONSTRUCTION EL CAJON, CALIFORNIA COMMIND MARCH 25, 2016 08-25-2016 PROJECT NO. 06442-32-21 CB1 63285 - GEOCON IN C ORPORATED GEOTECHNI:CA,1 . ENVIRONMENTAL. MATERIALS (07)? Project No. 06442-32-21 March 25, 2016 Hamann Construction 1000 Pioneer Way El Cajon, California 92020 Attention: Ms. Linda Richardson Subject: UPDATE GEOTECHNICAL REPORT CARLSBAD OAKS NORTH BUSINESS PARK - LOT 17 CARLSBAD, CALIFORNIA Dear Ms. Richardson: In accordance with your request, and our Proposal No. No. LG- 15226, dated July 6, 2015, we have prepared this update geotechnical report for the continued development of the subject lot in the Carlsbad Oaks North Business Park. The accompanying report presents our conclusions and recommendations pertaining to the geotechnical aspects of project development. We understand the proposed project includes fine grading the existing sheet-graded pad to support a two-story industrial office building with mezzanine and associated improvements. Based on the results of this study, it is our opinion that the subject lot can be developed as planned, provided the recommendations of this report are followed. If there are any questions regarding this update report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Emilio RCE 66915 EA:DBE:ejc (3) Addressee ES AL /David QB.v4ans CEG 1860 DAVID S. EVANS NO. 1860 CERTIFIED ENGINEERING GEOLOGIST 6960 Flanders Drive 0 San Diego, California 9212-2974 0 Telephone 858.558.6900 a Fax 858.558.6159 TABLE OF CONTENTS PURPOSE AND SCOPE .1 PREVIOUS SITE DEVELOPMENT..............................................................................................2 SITE AND PROJECT DESCRIPTION ..........................................................................................2 SOIL AND GEOLOGIC CONDITIONS........................................................................................3 4.1 Compacted Fill (Qcf and Quc)..............................................................................................3 4.2 Granitic Rock (Kgr) ...............................................................................................................4 GROUNDWATER..........................................................................................................................4 GEOLOGIC HAZARDS.................................................................................................................4 6.1 Faulting .................................................................................................................................4 6.2 Seismicity-Deterministic Analysis........................................................................................5 6.3 Seismicity-Probabilistic Analysis..........................................................................................5 6.4 Landslides..............................................................................................................................6 6.5 Liquefaction and Seismically Induced Settlement................................................................6 6.6 Tsunamis and Seiches ...........................................................................................................6 CONCLUSIONS AND RECOMMENDATIONS ..........................................................................7 7.1 General..................................................................................................................................7 7.2 Soil Excavation and Characteristics......................................................................................8 7.3 Subdrains.............................................................................................................................10 7.4 Grading Recommendations.................................................................................................10 7.5 Slopes..................................................................................................................................12 7.6 Seismic Design Criteria.......................................................................................................13 7.7 Foundation and Concrete Slab-On-Grade Recommendations ............................................14 7.8 Preliminary Pavement Recommendations - Rigid..............................................................17 7.9 Retaining Walls and Lateral Loads Recommendations.......................................................19 7.10 Infiltration Basins and Bioswales........................................................................................21 7.11 Site Drainage and Moisture Protection ...............................................................................22 7.12 Slope Maintenance..............................................................................................................23 7.13 Grading, Foundation, and Retaining Wall Plan Review .....................................................23 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map (Map Pocket) Figure 3, Geologic Cross Sections A-A' and B-B' (Map Pocket) Figure 4, Wall/Column Footing Dimension Detail Figure 5, Retaining Wall Drainage Detail APPENDIX A INFILTRATION TESTING APPENDIX B SELECTED LABORATORY TESTING (prepared by Geocon Incorporated, 2007) APPENDIX C RECOMMENDED GRADING SPECIFICATIONS LIST OF REFERENCES UPDATE GEOTECHNICAL REPORT 1. PURPOSE AND SCOPE This report presents the results of an update geotechnical study for the proposed ultimate development of Lot 17 located in the Carlsbad Oaks North Business Park in Carlsbad, California (see Vicinity Map, Figure 1). The purpose of this report was to evaluate the soil and geologic conditions on site and provide specific geotechnical recommendations pertaining to the development of the property as proposed. The scope of our study included a site visit to observe whether the lot is essentially the same as it was upon the completion of mass grading and, reviewing the following reports and plan specific to the project: Final Report of Testing and Observation Services During Construction of Site Improvements, Carlsbad Oaks North Business Park, Phase 2, Carlsbad, California, prepared by Geocon Incorporated, dated December 22, 2008 (Project No. 06442-32-14). Final Report of Testing and Observation Services During Site Grading, Carlsbad Oaks North Business Park - Phase 2 (Phase 2-Lots 13 through 19; Phase 3-Lots 20 through 25 and Lot 27), Carlsbad, California, prepared by Geocon Incorporated, dated December 11, 2007 (Project No. 06442-32-13). Supplemental Trenching and Rippability Study, Carlsbad Oaks North Business Park, Phase 2, Carlsbad, California, prepared by Geocon Incorporated, dated September 18, 2006 (Project No. 06442-32-11). Update Geotechnical Investigation, Carlsbad Oaks North Business Park and Faraday Avenue Offsite, Carlsbad, California, prepared by Geocon Incorporated, dated October 21, 2004 (Project No. 06442-32-03). Preliminary Grading Plan, First Industrial, Whiptail Loop Road, Carlsbad, California, prepared by R.EC-Consultants, Inc., PDF copy received March 21, 2016. New Building for Lot 17, Whiptail Loop, Carlsbad, California, prepared by Kenneth D. Smith Architect & Associates, Inc. dated December 17, 2015. We also performed testing in select areas of the site between August 26, and October 1, 2015, to evaluate infiltration characteristics of the existing compacted fill and granitic bedrock. The details and results of the of the infiltration testing are presented in Appendix A. The descriptions of the soil and geologic conditions and proposed development described herein is based on review of the referenced reports and plan, and observations made during mass grading Project No. 06442-32-21 - I - March 25, 2016 operations for Lot 17 of the Carlsbad Oaks North Business Park development. Additional references reviewed to prepare this report are provided in the List of References. 2. PREVIOUS SITE DEVELOPMENT Mass grading of Lot 17 was performed in conjunction with the compaction testing and observation services of Geocon Incorporated. Test results as well as professional opinions pertaining to grading of the lot are summarized in the referenced geotechnical report (Reference No. 2). Pertinent laboratory tests performed on selected soil samples collected during grading are presented in Appendix B of this report. Subsequent to the grading operations, storm drain systems associated with the temporary desilting basin were constructed along the southwest margin of the site. We provided testing and observation services during trench backfill operations. Our test results are presented in Reference No. 1. 3. SITE AND PROJECT DESCRIPTION Lot 17 consists of an approximate 8-acre, previously sheet-graded vacant lot. The site is bounded by Lot 13 to the south, Lot 18 and Whiptail Loop to the west, undeveloped land to the north and northeast, and residential homes to the east. The existing as-graded condition of the lot consists of compacted fill and granitic rock exposed at grade. Ascending and descending cut and fill slopes, constructed at 2:1 (horizontal:vertical) or flatter are located along the perimeter of the lot with a maximum height of approximately 57 feet (fill slope that descends to Lot 13). Topographically, the sheet-graded pad generally slopes from the northeast to southwest. Elevations on the sheet-graded portion of the pad vary from approximately 474 feet above Mean Sea Level (MSL) to approximately 460 feet MSL. Existing improvements within the lot consist of a storm drain system that was constructed as part of the overall Carlsbad Oaks North Business Park - Phase 2 improvement construction. The slopes are landscaped with shrubs and trees with an active irrigation system to water the existing vegetation. Sparse low lying grass/weeds are spread across the building pad portion of the lot. We understand that the proposed development will consist of grading the site to accommodate a two- story, approximate 126,171 square foot, concrete tilt-up building with associated underground and surface improvements. Storm drain systems that will convey storm water run-off are planned beneath the proposed building. The main floor will consist of approximately 114,378 square feet, dedicated to offices, manufacturing, and storage space. The upper floor will consist of a roof top mezzanine with approximately 11,793 square feet of space. Loading docks and vehicle ramps are proposed at the rear of the building. The traffic is anticipated to consist of cars/light trucks, and heavy truck traffic. A 6- foot high masonry sound wall is proposed along the eastern portion of the lot. We anticipate that the Project No. 06442-32-21 -2- March 25, 2016 structure will be founded on conventional continuous, isolated spread foundations or appropriate combinations thereof with slab-on-grade. Proposed development includes constructing a Low Impact Development (LID)Ibio-retention basin for storm water treatment. We understand that this system will be lined with an impermeable liner (no infiltration). The descriptions contained herein are based upon the site reconnaissance and, a review of the referenced reports and plan. If project details vary significantly from those outlined herein, Geocon Incorporated should be notified for review and possible revisions to this report prior to final design submittal. 4. SOIL AND GEOLOGIC CONDITIONS Compacted fill and granitic bedrock underlie the site. Granitic bedrock is exposed at the surface in northern and western perimeter slope areas. These units are described below and their approximate lateral extent is shown on the Geologic Map (Figure 2) and the Geologic Cross Sections (Figure 3). 4.1 Compacted Fill (Qcf and Quc) Compacted fill (Qcf) was placed across the lot during previous grading operations. The fill is underlain by granitic rock and generally consists of a 5-foot-thick cap of soil with some 6-inch-minus rock. Thicker fill areas with rock fragments up to 12 inches in size were placed below the 5-foot-thick soil cap in the south/southeastern portion of the lot. Rocks larger than 12 inches in length and, generally between 2 to 4 feet in maximum dimension were placed at least 10 feet below finish sheet grade in the south/southeastern portion of the site. In some instances, larger boulders were individually placed in the deeper fill areas. The outer approximately 15 feet of embankment slopes consist of soil fill with 6-inch-minus rock and occasional 12-inch material. The presence of oversize rock should be considered during fine grading and where below-grade improvements (i.e., sewer, storm lines) are proposed in areas deeper than five feet below existing grade. During previous grading operations, areas of the pad where bedrock was exposed at grade or located within five feet of finish grade were undercut a minimum of five feet below finish sheet-grade and replaced with compacted fill. In these areas (mapped as Quc), bedrock should be expected at a depth of five feet below existing grade. The potential for hard rock and rock rippability difficulties should be considered for excavations extending deeper than five feet. Fill materials placed during mass grading operations generally consist of silty sands, and mixtures of angular gravel and boulders generated from blasting operations in granitic rock. Soils consisting of sandy clays were placed in deeper fill areas. Based on information presented in Reference No. 2, the Project No. 06442-32-21 - 3 - March 25, 2016 fill is compacted to at least 90 percent of the laboratory maximum dry density at or slightly above the optimum moisture content in accordance with ASTM D 1557. Excluding the upper approximately one foot, the compacted fill is suitable for support of additional fill and/or structural loading. The upper one foot will require processing as part of further development. 4.2 Granitic Rock (Kgr) Cretaceous-age, granitic basement rock of the Southern California Batholith underlies the compacted fill and, is exposed at grade in the northern and western slope areas. Based on our observations during previous mass grading, and experience with similar geologic conditions in the area, the rock materials exhibit a variable weathering pattern ranging from completely weathered decomposed granite to fresh, extremely strong hard rock that required blasting to excavate. Excavations that expose moderately to fresh bedrock will encounter difficult ripping conditions and may require blasting techniques to achieve excavation. The granitic unit exhibits adequate bearing and slope stability characteristics. The soils derived from excavations within the decomposed granitic rock are expected to consist of, very low to low expansive (Expansion Index [El] 50), silty, medium- to coarse-grained sands. It should be anticipated that excavations within the bedrock will generate boulders and oversize materials (rocks >12 inches) that will require special handling and placement as recommended hereinafter. Oversize rock fragments may also require exportation from the site due to available fill volume. 5 GROUNDWATER Groundwater was not observed during mass grading operations or during recent field work. Groundwater is not anticipated to impact proposed project development, however, perched water conditions may develop following periods of heavy precipitation or prolonged irrigation. In the event that surface seeps develop, shallow subdrains may be necessary to collect and convey the seepage to a suitable outlet facility. 6. GEOLOGIC HAZARDS 6.1 Faulting Based on field observations made during previous grading operations, review of published geologic maps, and previous geotechnical reports; the subject lot is not located on any known active or potentially active fault traces as defined by the California Geological Survey (CGS). Project No. 06442-32-21 -4- March 25, 2016 6.2 Seismicity-Deterministic Analysis We used the computer program EZ-FRISK (Version 7.65) to determine the distance of known faults to the site and to estimate ground accelerations at the site for the maximum anticipated seismic event. According to the computer program EZ-FRJSK (Version 7.65), six known active faults are located within a search radius of 50 miles from the site. We used acceleration attenuation relationships developed by Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007) NGA USGS 2008 in our analysis. Table 6.2 lists the estimated maximum earthquake magnitude and peak ground acceleration for faults in relationship to the site location calculated for Site Class D as defined by Table 1613.3.2 of the 2013 California Building Code (CBC). TABLE 6.2 DETERMINISTIC SPECTRA SITE PARAMETERS Fault Name Distance from Site (miles) Maximum Earthquake Magnitude (Mw) Peak Ground Acceleration Boore- Atkinson 2008 (g) Campbell- Bozorgnia 2008 (g) Chiou- Youngs 2007 (g) Newport-Inglewood/Rose Canyon 8 7.5 0.28 0.24 0.31 Rose Canyon 8 6.9 0.24 0.22 0.25 Elsinore 20 7.85 0.22 0.15 0.20 Coronado Bank 24 7.4 0.17 0.12 0.14 Palos Verdes Connected 24 7.7 0.19 0.13 0.16 Earthquake Valley 39 6.8 0.10 0.06 0.06 San Joaquin Hills 40 7.1 0.11 0.09 0.08 Palos Verdes 40 7.3 0.12 0.08 0.08 San Jacinto 45 7.88 0.13 0.09 0.11 Chino 50 1 6.8 0.07 0.05 0.04 6.3 Seismicity-Probabilistic Analysis We performed a probabilistic seismic hazard analysis using the computer program EZ-FRISK The program operates under the assumption that the occurrence rate of earthquakes on each mapped Quaternary fault is proportional to the fault slip rate. The program accounts for earthquake magnitude as a function of rupture length. Site acceleration estimates are made using the earthquake magnitude and distance from the site to the rupture zone. The program also accounts for uncertainty in each of following: (1) earthquake magnitude, (2) rupture length for a given magnitude, (3) location of the rupture zone, (4) maximum possible magnitude of a given earthquake, and (5) acceleration at the site Project No. 06442-32-21 -5 - March 25, 2016 from a given earthquake along each fault. By calculating the expected accelerations from considered earthquake sources, the program calculates the total average annual expected number of occurrences of site acceleration greater than a specified value. We utilized acceleration-attenuation relationships suggested by Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007) NGA USGS 2008 in the analysis. Table 6.3 presents the site-specific probabilistic seismic hazard parameters including acceleration-attenuation relationships and the probability of exceedence. TABLE 6.3 PROBABILISTIC SEISMIC HAZARD PARAMETERS Probability of Exceedence Peak Ground Acceleration Boore-Atkinson, 2008 (g) Cam pbell-Bozorgnia, 2008 (g) Chiou-Youngs, 2008 (g) 2% in a 50 Year Period 0.50 0.40 0.47 5% in a 50 Year Period 0.38 0.31 0.35 10% in a 50 Year Period 0.30 0.24 0.26 While listing peak accelerations is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic design, including frequency and duration of motion and soil conditions underlying the site. Seismic design of the structures should be evaluated in accordance with the California Building Code (CBC) or City of Carlsbad guidelines. 6.4 Landslides No landslides were encountered within the site or mapped within the immediate areas influencing the project development. The risk associated with landslide hazard is very low. 6.5 Liquefaction and Seismically Induced Settlement The risk associated with liquefaction and seismically induced settlement hazard at the subject project is very low due to the existing dense compacted fill and very dense nature of the granitic bedrock, and the lack of a permanent, shallow groundwater table. 6.6 Tsunamis and Seiches The risk associated with tsunamis and seiches hazard at the project is very low due to the large distance from the coastline and the absence of an upstream body of water. Project No. 06442-32-21 - 6 - March 25, 2016 7. CONCLUSIONS AND RECOMMENDATIONS 7.1 General 7.1.1 No soil or geologic conditions were encountered during our evaluation of the subject site that would preclude the development of the property as presently planned provided the recommendations of this report are followed. 7.1.2 The existing compacted fill soils and granitic rock are considered suitable for support of additional fill or structural loads. In areas where fill is required to achieve ultimate grade, or proposed excavations are less than one foot, the upper one foot of existing ground surface should be scarified, moisture conditioned, and compacted prior to placing fill. 7.1.3 Depending on the time of year that fine grading is performed, wet to saturated soil conditions may be encountered, especially in the temporary detention basin. Wet soils, if encountered, will need to be dried or mixed with dryer soil to facilitate proper compaction. 7.1.4 Proposed development shows storm drain lines extending beneath the planned building. The project civil engineer needs to ensure that the system is water tight (no seepage from storm drain pipes or water intrusion within the gravel pack that envelopes the lines). Consideration should be given to encapsulating the storm drains with slurry in-lieu of gravel. The project civil engineer should add additional measures such as cut-off walls at the storm drain up gradient inlets to ensure water does not seep outside the pipe and saturate the compacted fill beneath the building. Additionally, the project civil engineer should coordinate with other consultants (i.e., structural engineer, MEP engineers) and verify that planned storm drain lines do not conflict with the building foundation system or planned interior underground improvements. It is imperative that the storm drain lines are able to support surcharge loads from the foundation system, where applicable. 7.1.5 Future grading and, construction of utilities and foundations will likely encounter and generate some rock fragments greater than six inches. Excavations for improvements in fill areas that extend through the 5-foot-thick soil cap in bedrock undercut areas (see Figure 2) and extend more than 10 feet in deeper fill areas, such as sewer lines, will likely encounter hard granitic rock and generate rock fragments greater than 12 inches. Excavation difficulties should be anticipated. 7.1.6 Possible blasting or rock breaking may be required for excavations that extend into fresh or less weathered granitic bedrock (i.e. proposed loading dock area). Core stones or oversize material may also be generated that will require special handling and fill placement procedures. The potential for these conditions should be taken into consideration when Project No. 06442-32-21 - 7 - March 25, 2016 determining the type of equipment to utilize for future excavation operations. Due to the absence of large areas of available fill volume, it is unlikely that the oversize material could be placed as compacted fill during the grading operation; hence, the oversize material may require exportation. 7.1.7 The on-site geologic units have permeability characteristics and/or fracture systems that are conducive to water transmission, natural or otherwise (e.g., rain, landscape irrigation), and may result in future seepage conditions. It is not uncommon for groundwater or seepage conditions to develop where none previously existed, particularly after landscape irrigation is initiated. The occurrence of induced groundwater seepage from landscaping can be greatly reduced by implementing and monitoring a landscape program that limits irrigation to that sufficient to support the vegetative cover without over watering. Shallow subdrains may be required in the future if seeps occur after rainy periods or after landscaping is installed. 7.2 Soil Excavation and Characteristics 7.2.1 Excavations within the compacted fill areas (upper zones consisting of 6 and 12-inch minus rock) should generally require light to moderate effort to excavate using conventional heavy-duty grading and trenching equipment. Excavations advanced into granitic rock or into fill zones with oversize rock will require heavy to very heavy effort with possible blasting if fresh granitic rock is encountered. 7.2.2 Testing during the mass grading operations indicate that the prevailing soils within three feet of grade have an Expansion Index (El) less than 20 and are defined as "non-expansive" by 2013 California Building Code (CBC) Section 1803.5.3. Pertinent laboratory test results performed during previous mass grading operations are presented in Appendix B, Table B-Ill. Table 7.2.1 presents soil classifications based on the El per ASTM D 4829. We expect the majority of the on-site soils possess a very low expansion potential. Geocon Incorporated will perform additional expansion index testing after completion of fine grading operations to evaluate the expansion potential of material present within the upper approximately three feet of ultimate design finish elevation. Project No. 06442-32-21 - 8 - March 25, 2016 TABLE 7.2.1 SOIL CLASSIFICATION BASED ON EXPANSION INDEX ASTM D 4829 Expansion Index (El) Soil Classification 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High Greater Than 130 Very High 7.2.3 Laboratory testing on soil samples collected during mass grading was also performed to evaluate water-soluble sulfate content. Table B-N, Appendix B summarizes the laboratory test results. Based on the test results, the on-site soils at the locations tested possess a "Not Applicable" ("SO") sulfate exposure to concrete structures as defined by 2013 CBC Section 1904 and ACI 318 Sections 4.2 and 4.3. We recommend that guidelines presented in the CBC and ACI be followed in determining the type of concrete to be used. Table 7.2.2 presents a summary of concrete requirements set forth by the CBC and Ad. The presence of water-soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time landscaping activities (i.e., addition of fertilizers and other soil nutrients) may affect the concentration. Based on the discussion above and during fine grading operations, additional soil sampling and testing should be performed on fill soils located near finish pad grade to evaluate water-soluble sulfate content. TABLE 7.2.2 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Water-Soluble Maximum Minimum Sulfate Exposure Sulfate Cement Water to Compressive Exposure Class Percent Type Cement Ratio Strength (psi) by Weight by Weight Negligible SO 0.00-0.10 -- -- 2,500 Moderate Si 0.10-0.20 II 0.50 4,000 Severe S2 0.20-2.00 V 0.45 4,500 Very Severe S3 >2.00 V+Pozzolan or Slag 0.45 4,500 Project No. 06442-32-21 -9- March 25, 2016 7.2.4 Geocon Incorporated does not practice in the field of corrosion engineering. If improvements that could be susceptible to corrosion are planned, it is recommended that further evaluation by a corrosion engineer be performed. 7.3 Subdrains 7.3.1 No new subdrains are expected considering the limited fill depth that is planned for fine grading operations. 7.4 Grading Recommendations 7.4.1 Grading should be performed in accordance with the Recommended Grading Specifications contained in Appendix C. Where the recommendations of Appendix C conflict with this section of the report, the recommendations of this section take precedence. 7.4.2 Prior to commencing grading, a preconstruction conference should be held at the site with the owner or developer, grading contractor, civil engineer, and geotechnical engineer in attendance. Special soil handling and/or fine grading plans can be discussed at that time. 7.4.3 Grading should be performed in conjunction with the observation and compaction testing services of Geocon Incorporated. Fill soil should be observed on a full-time basis during placement and, tested to check in-place dry density and moisture content. 7.4.4 Site preparation should begin with the removal of all deleterious material and vegetation in areas of proposed grading. The depth of removal should be such that soil exposed in cut areas or soil to be used as fill is relatively free of organic matter. Material generated during stripping and/or site demolition should be exported from the site. 7.4.5 Loose or soft accumulated soils in the temporary detention basin will need to be removed and compacted prior to filling the basin. Abandoned storm drain pipes associated with the temporary basins should be removed and the resulting excavation backfilled in accordance with the recommendations presented herein. 7.4.6 Areas to receive fill should be scarified to a depth of at least 12 inches, moisture conditioned as necessary, and compacted to at least 90 percent relative compaction prior to placing additional fill. In areas where proposed cuts into existing• fills are less than 12 inches, the resulting finish-grade soils should be scarified, moisture conditioned as necessary, and compacted to a minimum dry density of 90 percent of the laboratory maximum dry density. Near-surface soils may need to be processed to greater depths depending on the amount of drying or wetting that has occurred within the soils since the Project No. 06442-32-21 _10- March 25, 2016 initial sheet grading operations. The actual extent of remedial grading should be determined in the field by the geotechnical engineer or engineering geologist. Overly wet surficial soils, if encountered, will need to be removed to expose existing dense, moist compacted fill or granitic rock. The wet soils will require drying and/or mixing with drier soils to facilitate proper compaction. 7.4.7 After site preparation and removal of unsuitable soils as described above is performed, the site should then be brought to final subgrade elevations with structural fill compacted in layers. In general, soils native to the site are suitable for re-use as fill provided vegetation, debris and other deleterious matter are removed. Layers of fill should be no thicker than will allow for adequate bonding and compaction. Fill, including backfill and scarified ground surfaces, shoUld be compacted to at least 90 percent of laboratory maximum dry density as determined by ASTM D 1557, at or slightly above optimum moisture content. The project geotechnical engineer may consider fill materials below the recommended minimum moisture content unacceptable and may require additional moisture conditioning prior to placing additional fill. 7.4.8 To reduce the potential for differential settlement, the cut portion of fill-cut transition areas, if encountered, should be over-excavated (undercut) a minimum of two feet below the lowest foundation element and replaced with compacted low expansive (Expansion Index [El] 50) soil fill predominately consisting of 6-inch-minus rock. Undercutting should also be considered to facilitate excavation of proposed shallow utilities beneath the buildings. Where not restricted by property line or existing improvements, the undercut should extend at least five feet horizontally outside the limits of the building footprint area and isolated spread footings located outside the building limits, if applicable. Fill to cut transition condition may be encountered along the north edge of the planned building based on existing as-graded conditions and proposed fine grading. Exploration excavations should be performed during the grading operation to check for fill to cut conditions. 7.4.9 Consideration should be given to performing exploratory excavations to evaluate the rippablility characteristics of the bedrock for proposed site improvements (i.e. utility trenches, retaining walls) located within previously undercut areas or within granitic rock exposed at grade. This work should be performed during grading operations. The need to undercut granitic rock for utility corridors or foundations should be determined based on the findings of the exploratory trenching. The undercuts, if needed, should extend at least one foot below the deepest utility or foundation. The excavations should be replaced with soil fill with 6-inch-minus rock fragments. Project No. 06442-32-21 - 11 - March 25, 2016 7.4.10 Rocks greater than six inches in maximum dimension should not be placed within three feet of finish grade. Rocks greater than 12 inches in maximum dimension should not be placed within the upper five feet of finish grade and three feet below the deepest utility. Placement of oversize rock should be performed in accordance with the recommendations in Appendix C. Some oversize rocks may need to be exported from the project due to limited fill volume. 7.4.11 We recommend that excavations be observed during grading by a representative of Geocon Incorporated to check that soil and geologic conditions do not differ significantly from those anticipated. 7.4.12 It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with applicable OSHA rules and regulations in order to maintain safety and maintain the stability of adjacent existing improvements. 7.4.13 Imported soils (if required), should consist of granular "very low" to "low" expansive soils (El 50). Prior to importing the soil, samples from proposed borrow areas should be obtained and subjected to laboratory testing to check if the material conforms to the recommended criteria. The import soil should be free of rock greater than six inches and construction debris. Laboratory testing typically takes up to four days to complete. The grading contractor needs to coordinate the laboratory testing into the schedule to provide sufficient time to allow for completion of testing prior to importing materials. 7.5 Slopes 7.5.1 Slope stability analyses were previously performed on the 2:1 slopes on the property for the overall Carlsbad Oaks North Business Park development (see referenced geotechnical reports). The deep-seated and surficial slope stability analyses where performed using the simplified Janbu analysis using average drained direct shear strength parameters based on laboratory tests performed during our previous geotechnical investigation. The results of the analysis indicate that cut and fill slopes have a factor-of-safety of at least 1.5 against deep seated and surficial instability for the slope heights proposed. 7.5.2 No new significant fill slopes are planned during this phase of grading. 7.5.3 All slopes should be landscaped with drought-tolerant vegetation having variable root depths and requiring minimal landscape irrigation. In addition, all slopes should be drained and properly maintained to reduce erosion. Slope planting should generally consist of Project No. 06442-32-21 -12- March 25, 2016 drought tolerant plants having a variable root depth. Slope watering should be kept to a minimum to just support the plant growth. 7.6 Seismic Design Criteria 7.6.1 We used the computer program US. Seismic Design Maps, provided by the USGS. Table 7.6.1 summarizes site-specific design criteria obtained from the 2013 California Building Code (CBC; Based on the 2012 International Building Code [LBC] and ASCE 7- 10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 second. The values presented in Table 7.6.1 are for the risk- targeted maximum considered earthquake (MCER). Based on soil conditions and planned grading, the building structure should be designed using a Site Class D. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2013 CBC and Table 20.3-1 of ASCE 7-10. TABLE 7.6.1 2013 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2013 CBC Reference Site Class D Section 16 13.3.2 MCER Ground Motion Spectral 1.033g Figure 1613.3.1(1) Response Acceleration - Class B (short), Ss MCER Ground Motion Spectral 0.402g Figure 1613.3.1(2) Response Acceleration - Class B_(1_sec),_Si Site Coefficient, FA 1.087 Table 1613.3.3(1) Site Coefficient, Fv 1.598 Table 1613.3.3(2) Site Class Modified MCER Spectral 1.123g Section 1613.3.3 (Eqn 16-37) Response Acceleration (short), SMS Site Class Modified MCER Spectral 0.642g Section 1613.3.3 (Eqn 16-38) Response Acceleration (1 sec), SMI 5% Damped Design Spectral 0.748g Section 16 13.3.4 (Eqn 16-39) Response Acceleration (short), SDS 5% Damped Design Spectral 0.428g Section 1613.3.4 (Eqn 1640) Response Acceleration (1 sec), SDI 7.6.2 Table 7.6.2 presents additional seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum considered geometric mean (MCE0). Project No. 06442-32-21 -13- March 25, 2016 TABLE 7.6.2 2013 CBC SEISMIC DESIGN PARAMETERS Parameter Site Class D ASCE 7-10 Reference Mapped MCE0 Peak Ground 0.391g Figure 22-7 Acceleration, PGA Site Coefficient, FPGA 1.109 Table 11.8-1 Site Class Modified MCE0 0.434g Section 11.8.3 (Eqn 11.8-1) Peak Ground Acceleration, PGAM 7.6.3 Conformance to the criteria for seismic design does not constitute any guarantee or assurance that significant structural damage or ground failure will not occur in the event of a maximum level earthquake. The primary goal of seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. 7.7 Foundation and Concrete Slab-On-Grade Recommendations 7.7.1 The project is suitable for the use of continuous strip footings, isolated spread footings, or appropriate combinations thereof, provided the preceding grading recommendations are followed. 7.7.2 The following recommendations are for the planned two-story structure and assume that the grading will be performed as recommended in this report. Continuous footings should be at least 12 inches wide and should extend at least 24 inches below lowest adjacent pad grade and be founded on properly compacted fill. Isolated spread footings should be at least two feet square, extend a minimum of 24 inches below lowest adjacent pad grade, and be founded on properly compacted fill. A typical footing dimension detail is presented on Figure 4. 7.7.3 The use of isolated footings, which are located beyond the perimeter of the building and support structural elements connected to the building, are not recommended. Where this condition cannot be avoided, isolated footings should be connected to the building foundation system with grade beams. 7.7.4 The project structural engineer should design the reinforcement for the footings. For continuous footings, however, we recommend minimum reinforcement consisting of four No. 5 steel reinforcing bars, two placed near the top of the footing and two placed near the bottom. The project structural engineer should design reinforcement of isolated spread footings. Project No. 06442-32-21 -14- March 25, 2016 7.7.5 The recommended allowable bearing capacity for foundations designed as recommended above is 2,500 pounds per square foot (psf) for foundations in properly compacted fill soil. This soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing of 4,000 psf. 7.7.6 The allowable bearing pressures recommended above are for dead plus live loads only and may be increased by up to one-third when considering transient loads such as those due to wind or seismic forces. 7.7.7 The estimated maximum total and differential settlement for the planned structure due to foundation loads is 1 inch and 3/4 inch, respectively over a span of 40 feet. 7.7.8 Building interior concrete slabs-on-grade should be at least five inches in thickness. Slab reinforcement should consist of No. 3 steel reinforcing bars spaced 18 inches on center in both directions placed at the middle of the slab. If the slabs will be subjected to heavy loads, consideration should be given to increasing the slab thickness and reinforcement. The project structural engineer should design interior concrete slabs-on-grade that will be subjected to heavy loading (i.e., fork lift, heavy storage areas). Subgrade soils supporting heavy loaded slabs should be compacted to at least 95 percent relative compaction. 7.7.9 The foundation design engineer should provide appropriate concrete mix design criteria and curing measures to assure proper curing of the slab by reducing the potential for rapid moisture loss and subsequent cracking and/or slab curl. We suggest that the foundation design engineer present the concrete mix design and proper curing methods on the foundation plan. The foundation contractor should understand and follow the specifications presented on the foundation plan 7.7.10 A vapor retarder should underlie slabs that may receive moisture-sensitive floor coverings or may be used to store moisture-sensitive materials. The vapor retarder design should be consistent with the guidelines presented in the American Concrete Institute's (AC!) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (AC! 302.2R-06). In addition, the membrane should be installed in accordance with manufacturer's recommendations and ASTM requirements, and in a manner that prevents puncture. The project architect or developer should specify the type of vapor retarder used based on the type of floor covering that will be installed and if the structure will possess a humidity controlled environment. Project No. 06442-32-21 _15- March 25, 2016 7.7.11 The project foundation engineer, architect, and/or developer should determine the thickness of bedding sand below the slab. Typically, 3 to 4 inches of sand bedding is used in the San Diego County area. Geocon should be contacted to provide recommendations if the bedding sand is thicker than 6 inches. 7.7.12 Exterior slabs not subject to vehicle loads should be at least 4 inches thick and reinforced with 6x6-W2.9/W2.9 (6x6-6/6) welded wire mesh or No. 3 reinforcing bars spaced at 24 inches on center in both directions to reduce the potential for cracking. The reinforcement should be placed in the middle of the slab. Proper positioning of reinforcement is critical to future performance of the slabs. The contractor should take extra measures to provide proper reinforcement placement. Prior to construction of slabs, the subgrade should be moisture conditioned to at least optimum moisture content and compacted to a dry deniity of at least 90 percent of the laboratory maximum dry density in accordance with ASTM 1557. 7.7.13 To control the location and spread of concrete shrinkage and/or expansion cracks, it is recommended that crack-control joints be included in the design of concrete slabs. Crack- control joint spacing should not exceed, in feet, twice the recommended slab thickness in inches (e.g., 10 feet by 10 feet for a 5-inch-thick slab). Crack-control joints should be created while the concrete is still fresh using a grooving tool or shortly thereafter using saw cuts. The structural engineer should take criteria of the American Concrete Institute into consideration when establishing crack-control spacing patterns. 7.7.14 Ancillary structures, such as Concrete Masonry Unit (CMU) wall enclosures, can be supported on conventional foundations bearing entirely on properly compacted fill or entirely on bedrock. Based on as-graded conditions, several of these structures planned along the north margin of the pad may be founded on granitic rock or fill/bedrock transitions. If encountered, the cut portion of the footing should be undercut at least one foot below the foundation element and replaced with compacted fill. Footings for ancillary structures should be at least 12 inches wide and extend at least 12 inches below lowest adjacent pad grade. The project structural engineer should design reinforcement of the foundations for these structures. The allowable soil bearing pressures presented in Section 7.7.5 are applicable for design of the foundation systems for ancillary structures. 7.7.15 The above foundation and slab-on-grade dimensions and minimum reinforcement recommendations are based upon soil conditions only, and are not intended to be used in lieu of those required for structural purposes. The project structural engineer should design actual concrete reinforcement. Project No. 06442-32-21 -16- March 25, 2016 7.7.16 No special subgrade presaturation is deemed necessary prior to placement of concrete. However, the slab and foundation subgrade should be moisture conditioned as necessary to maintain a moist condition as would be expected in any concrete placement. 7.7.17 The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soil (if present), differential settlement of existing soil or soil with varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur. 7.7.18 Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. 7.7.19 Foundation excavations should be observed by the geotechnical engineer (a representative of Geocon Incorporated) prior to the placement of reinforcing steel and concrete to check that the exposed soil conditions are consistent with those anticipated and that footings have been extended to appropriate bearing strata. If unanticipated soil conditions are encountered, foundation modifications may be required. 7.8 Preliminary Pavement Recommendations - Rigid 7.8.1 The following preliminary pavement design sections are based on our experience with soil conditions within the surrounding area and previous laboratory resistance value (R-Value) testing performed throughout the Carlsbad Oaks North Business Park development. The preliminary sections presented herein are for budgetary estimating purposes only and are not for construction. An R-Value of 35 has been assumed. The final pavement sections will be provided after the grading operations are completed, subgrade soils are exposed and laboratory R-Value testing is performed on the subgrade soils. 7.8.2 The preliminary pavement section recommendations are for areas that will be used as passenger vehicle parking and, car/light truck and heavy truck driveways. We evaluated the rigid pavement sections consisting of Portland cement concrete (PCC) are based on methods suggested by the American Concrete Institute Guide for Design and Construction of Concrete Parking Lots (ACI 330R-08). The structural sections presented herein are in Project No. 06442-32-21 -17- March 25, 2016 accordance with City of Carlsbad minimum requirements for private commercial/industrial developments. Table 7.8 summarizes preliminary pavement sections. TABLE 7.8 PRELIMINARY PAVEMENT DESIGN SECTIONS Location PCC Section (inches) Automobile Parking 5.0 Automobile/Light truck Driveways 6.0 Heavy /Trash Truck Driveways/Fire Lane 7.0 Heavy Truck Loading Apron 7.0 Trash enclosure apron 75* *City of Carlsbad minimum for Private Commercial/Industrial developments. 7.8.3 We used the following parameters in design of the PCC pavement: Modulus of subgrade reaction, k = 200 pci* Modulus of rupture for concrete, MR = 500 psi Traffic Category = A, B, and C Average daily truck traffic, ADTT = 10 (Cat A) and 25 (Cat B), 700 (Cat C) Reinforcing: No. 3 bars placed 24 inches O.C. each way and placed at center of slab. *pci = pounds per cubic inch. = pounds per square inch. 7.8.4 Prior to placing PCC pavement, subgrade soils should be scarified, moisture conditioned and compacted to a dry density of at least 95 percent of the laboratory maximum dry density near or slightly above optimum moisture content in accordance with ASTM D 1557. The depth of compaction should be at least 12 inches. 7.8.5 Loading aprons such as trash bin enclosures, loading docks and heavy truck areas should utilize Portland cement concrete as presented in Table 7.8 above and reinforced as recommend in Section 7.8.3. The concrete loading area should extend out such that both the front and rear wheels of the truck will be located on reinforced concrete pavement when loading and unloading. 7.8.6 A thickened edge or integral curb should be constructed on the outside of concrete (PCC) slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness or a minimum thickness of two inches, whichever results in a thicker edge, at the slab edge Project No. 06442-32-21 -18 - March 25, 2016 and taper back to the recommended slab thickness three feet behind the face of the slab (e.g., a 7-inch-thick slab would have a 9-inch-thick edge). 7.8.7 To control the location and spread of concrete shrinkage cracks, crack-control joints (weakened plane joints) should be included in the design of the concrete pavement slab. Crack-control joints should not exceed 30 times the slab thickness with a maximum spacing of 15 feet (e.g., a 7-inch-thick slab would have a 15-foot spacing pattern) and should be sealed with an appropriate sealant to prevent the migration of water through the control joint to the subgrade materials. The depth of the crack-control joints should be determined by the referenced AC! report. 7.8.8 To provide load transfer between adjacent pavement slab sections, a butt-type construction joint should be constructed. The butt-type joint should be thickened by at least 20 percent at the edge and taper back at least 4 feet from the face of the slab. The project structural engineer should be consulted to provide other alternative recommendations for load transfer (i.e., dowels). 7.8.9 The performance of pavement is highly dependent on providing positive surface drainage away from the edge of the pavement. Ponding of water on or adjacent to the pavement will likely result in pavement distress and subgrade failure. Drainage from landscaped areas should be directed to controlled drainage structures. Landscape areas adjacent to the edge of asphalt pavements are not recommended due to the potential for surface or irrigation water to infiltrate the underlying permeable aggregate base and cause distress. Where such a condition cannot be avoided, consideration should be given to incorporating measures that will significantly reduce the potential for subsurface water migration into the aggregate base. If planter islands are planned, the perimeter curb should extend at least six inches into the subgrade soils. 7.9 Retaining Walls and Lateral Loads Recommendations 7.9.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 35 pounds per cubic foot (pci). Where the backfill will be inclined at no steeper than 2.0 to 1.0, an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index of 50 or less. Selective grading will be required to provide soil with an El of 50 or less for wall backfill. Geocon Incorporated should be consulted for additional recommendations if backfill materials have an Expansion Index greater than 50. Project No. 06442-32-21 _19- March 25, 2016 7.9.2 Where walls are restrained from movement at the top, an additional uniform pressure of 8H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the active soil pressure where the wall possesses a height of 8 feet or less and 12H where the wall is greater than 8 feet. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to two feet of fill soil should be added (soil total unit weight 130 pcf). 7.9.3 Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on-site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil for use as wall backfill if standard wall designs will be used. 7.9.4 Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The wall designer should provide appropriate lateral deflection quantities for planned retaining walls structures, if applicable. These lateral values should be considered when planning types of improvements above retaining wall structures. 7.9.5 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (El 50) free-draining backfill material with no hydrostatic forces or imposed surcharge load. A typical retaining wall drainage detail is presented on Figure 5. If conditions different than those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 7.9.6 In general, wall foundations having a minimum depth and width of 1 foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within three feet below the base of the wall has an Expansion Index < 90. The recommended allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. Project No. 06442-32-21 -20- March 25, 2016 7.9.7 The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. As a minimum, wall footings should be deepened such that the bottom outside edge of the footing is at least seven feet from the face of slope when located adjacent and/or at the top of descending slopes. 7.9.8 The structural engineer should determine the seismic design category for the project in accordance with Section 1613 of the CBC. If the project possesses a seismic design category of D, E, or F, retaining walls that support more than 6 feet of backfill should be designed with seismic lateral pressure in accordance with Section 18.3.5.12 of the 2013 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psf) exerted at the base of the wall and zero at the top of the wall. A seismic load of 19H should be used for design. We used the peak ground acceleration adjusted for Site Class effects, PGAM, of 0.434g calculated from ASCE 7-10 Section 11.8.3 and applied a pseudo-static coefficient of 0.33. 7.9.9 For resistance to lateral loads, a passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed formation materials. The passive pressure assumes a horizontal surface extending away from the base of the wall at least five feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. Where walls are planned adjacent to and/or on descending slopes, a passive pressure of 150 pcf should be used in design. 7.9.10 An allowable friction coefficient of 0.40 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the passive earth pressure when determining resistance to lateral loads. 7.9.11 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 12 feet. In the event that walls higher than 12 feet are planned, Geocon Incorporated should be consulted for additional recommendations. 7.10 Infiltration Basins and Bioswales 7.10.1 At the completion of grading the site will be underlain by compacted fill and/or dense granitic bedrock. It is our opinion that infiltrating storm water runoff into compacted fill Project No. 06442-32-21 -21 - March 25, 2016 areas increases the risk for compression-related settlement and distress to the surrounding improvements. Infiltrating into the bedrock increases the risk for seepage migration and groundwater related impacts. 7.10.2 Any basins, bioswales and bio-remediation areas should be designed by the project civil engineer and reviewed by Geocon Incorporated. Typically, bioswales consist of a surface layer of vegetation underlain by clean sand. A subdrain should be provided beneath the sand layer. Prior to discharging into the storm drain pipe, a seepage cutoff wall should be constructed at the interface between the subdrain and storm drain pipe. The concrete cut-off wall should extend at least 6-inches beyond the perimeter of the gravel-packed subdrain system. 7.10.3 Distress may be caused to planned improvements and properties located hydrologically downgradient or adjacent to these devices. The distress depends on the amount of water to be detained, its residence time, soil permeability, and other factors. We have not performed a hydrogeology study at the site. Downstream and adjacent properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other impacts as a result of water infiltration. Due to site soil and geologic conditions, permanent bioswales and bio-remediation areas should be lined with an impermeable barrier, such as a thick visqueen, to prevent water infiltration in to the underlying compacted fill. Temporary detention basins in areas where improvements have not been constructed do not need to be lined. 7.10.4 The landscape architect should be consulted to provide the appropriate plant recommendations. If drought resistant plants are not used, irrigation may be required. 7.11 Site Drainage and Moisture Protection 7.11.1 Adequate site drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2013 CBC 1804.3 or other applicable standards. In addition, surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. 7.11.2 In the case of basement walls or building walls retaining landscaping areas, a water- proofing system should be used on the wall and joints, and a Miradrain drainage panel (or Project No. 06442-32-21 -22 - March 25, 2016 similar) should be placed over the waterproofing. The project architect or civil engineer should provide detailed specifications on the plans for all waterproofing and drainage. 7.11.3 Underground utilities should be leak free. Utility and irrigation lines should be checked periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate the soil for prolonged periods of time. 7.12 Slope Maintenance 7.12.1 Slopes that are steeper than 3:1 (horizontal:vertical) may, under conditions that are both difficult to prevent and predict, be susceptible to near-surface (surficial) slope instability. The instability is typically limited to the outer 3 feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is therefore recommended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. Although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. 7.13 Grading, Foundation, and Retaining Wall Plan Review 7.13.1 The geotechnical engineer and engineering geologist should review the grading, foundation and retaining wall plans prior to final City submittal to check their compliance with the recommendations of this report and to determine the need for additional comments, recommendations and/or analysis. Project No. 06442-32-21 -23 - March 25, 2016 LIMITATIONS AND UNIFORMITY OF CONDITIONS The firm that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical aspects of site development are incorporated during site grading, construction of improvements, and excavation of foundations. If another geotechnical firm is selected to perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. A copy of the letter should be provided to the regulatory agency for their records. In addition, that firm should provide revised recommendations concerning the geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report. They should also perform additional analyses deemed necessary to assume the role of Geotechnical Engineer of Record. The recommendations of-this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 06442-32-21 March 25, 2016 'J•• .1 - - - - - - / - I u - •.! .1 dL \.1:•4,.4_..%/ ES.- - ..- . ,- :" • -- -' - .. - . i a: ... ;i I - • .1 -. MW /ir .• . - qi. - -- - i- , -- ..- I. I W - . ---'I. • f -. -I At I - /?I • - •.. - . !'!,' • I I IN IL wap '•\ . - ii/• - ( lip to - - - •.• I . • •-. ..•- 1_I VICINITY MAP GEOCON CARLSBAD OAKS NORTH INCORPORATED <O-r) BUSINESS PARK - LOT 17 GEOTECHNICALU ENVIRONMENTAL• MATERIALS CARLSBAD, CALIFORNIA 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 9212 - 2974 PHONE 858 558-6900 - FAX 85€ 558-6159 RM I AML I I DSK/G-TYPD DATE 03-25-2016 PROJECT NO. 06442-32-21 FIG. 1 CONCRETE SLAB 4. SAND AND VAPOR PAD GRADE RETARDER IN '.•. i—a. ACCORDANCE WITH ACI :...... 00 4 . LL I FOOTING WIDTH ...:.. 4 a 4 F 4 a .... ... 4 4 : . 4 .........S.4.:.' . 44 44 4 4 :... .......... 4 44 4 4 4 .1 Y,>Y2?'/ SAND AND VAPOR RETARDER IN ACCORDANCE WITH ACI '4 a 44 _ FOOTING WIDTH* *SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE I WALL / COLUMN FOOTING DIMENSION DETAIL I PEOCON, R 70'WAl Ejb~ 4 GEOTECHNICAL• ENVIRONMENTAL U MATERIALS 6960 FLANDERS DRIVE. SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM I AML DSK/GTYPD CARLSBAD OAKS NORTH BUSINESS PARK - LOT 17 CARLSBAD, CALIFORNIA P773 - 25 - 2016 PROJECT NO. 06442-32-21 FIG. 4 Plotted ==16 846AM I By.ALV1N LADRILLONO I FIN LocalIon:YlPROJECTSt08442.32.2I (Lot 17)IDETAILSIW04otomn Foaling DInan4oa Detali (00LFOO12)449 CONCRETE PROPOSED BROWDITCH RETAINING WALL I •'.. I I WATER PROOFING PER ARCHITECT GROUND SURFACE TEMPORARY BACKCUT PER OSHA GROUND SURFACE 213H '1 FOOTING iI MIRAFI 140N FILTER FABRIC (OR EQUIVALENT) OPEN GRADED V MAX. AGGREGATE 4 DIk PERFORATED SCHEDULE 40 PVC PIPE EXTENDED TO APPROVED OUTLET 12 CONCRETE BROWDITCH J/._GROUND SURFACE RETAINING - ___________________ WALL • WATER PROOFING I - _-PERARCHITECT I DRAINAGE PANEL (MIRADRAIN 6000 I OR EQUIVALENT) 2/3 H - •_12.1 - (1 CU.FTJFT.) 314* CRUSHED ROCK FILTER FABRIC PROPOSED ENVELOPE - MIRAFI 140N OR EQUIVALENT FOOTING] 'N._4 DIA. SCHEDULE 40 PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET NOTE: DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING CONCRETE BROWDITCH 1 ,7—GROUND SURFACE RETAINING WALL - WATER PROOFING - -PER ARCHITECT 2/3 H DRAINAGE PANEL - (MIRADRAIN 6000 OR EQUIVALENT) 4 DIA. SCHEDULE 40 PROPOSED PERFORATED PVC PIPE - GRADE_\ - OR TOTAL DRAIN EXTENDED TO I FOOTINl APPROVED OUTLET NO SCALE I I TYPICAL RETAINING WALL DRAIN DETAIL I GEOCON' (9 INCOPORATEP GEOTECHNICALU ENVIRONMENTAL MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 RM I AML DSK/GTYPD CARLSBAD OAKS NORTH BUSINESS PARK - LOT 17 CARLSBAD, CALIFORNIA DATE 03-25-2016 1 PROJECT NO. 06442 -32-21 I FIG. 5 Platted 0312312016 8:59AM I Blr.ALVIN LADRILLONO I Fib La tIe,oY1PROJECTSO6442-32-21 (Lot 17)WETAILSlTypIcaI Retaining Well DnebRgo Detail (RWD07A)409 APPENDIX APPENDIX A INFILTRATION TESTING We performed infiltration testing between August 26 and October 1, 2015, to evaluate storm water infiltration feasibility. The approximate locations of the test areas are shown on Figure 2. We performed the testing in bore holes drilled with a CME-85 drill rig equipped with 8-inch hollow stem augers. For the drilled bore holes, we used an Aardvark Permeameter, (a constant head permeameter) to evaluate the hydraulic conductivity. Trenches were also excavated in the compacted fill and granitic rock for testing. The trenches were pre-soaked approximately 24 hours prior to start of infiltration testing. For the open trenches and after cleaning/removing of mud, we refilled the trenches with water and performed, in general, a falling head test method to check the infiltration rates. The unfactored average infiltration values are presented in the table below. INFILTRATION TEST RESULTS Infiltration Test No. Approximate Depth of Drilled Hole/Trench Excavation Hydraulic Conductivity/Infiltration Rate (in/hr) Medium Tested I-i 18 feet 0.0023 Granitic Rock 1-2 8Y2 feet 0.0017 Granitic Rock 1-3 18 feet 00023 Granitic Rock 1-4 9 feet* 0.0782 Granitic Rock 1-5 2Y2 feet* 0.1940 Compacted fill 1-6 2Y2 feet* 0.2720 Compacted fill *Tested zone was approximately two feet in height at trench test areas. Project No. 06442-32-21 March 25, 2016 APPENDIX B SELECTED LABORATORY TEST RESULTS PERFORMED BY GEOCON INCORPORATED (2007) FOR CARLSBAD OAKS NORTH BUSINESS PARK LOT 17 CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-21 APPENDIX B SELECTED LABORATORY TEST RESULTS We performed laboratory tests in accordance with test methods of American Society for Testing and Materials (ASTM) or other accepted procedures. We tested selected soil samples obtained during the grading of Carlsbad Oaks North Business Park - Phase 2 development for their maximum dry density and optimum moisture content, shear strength, expansion index and water-soluble sulfate. The results of our laboratory tests are presented on Tables B-I through B-1V. TABLE B-I SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557 Proctor Curve No. Source and Description Maximum Dry Density (pci) Optimum Moisture Content (%) 1 Grayish brown, Silty, fine to medium SAND with trace gravel 133.3 7.4 2 Dark reddish brown, Silty, fine to medium SAND 134.9 7.4 3 Brown, Silty, fine to coarse SAND with trace clay 129.7 9.3 4 Dark brown, Silty, fine to coarse SAND with trace gravel 129.1 9.4 5 Dark brown, Silty, fine to medium SAND with trace gravel 132.8 8.8 6 Dark brown, Silty, fine to coarse SAND with trace gravel 132.2 8.4 TABLE B-Il SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS AASHTO T236 Sample No. Dry Density (pci) Moisture Content (%) Unit Cohesion (psi) Angle of Shear Resistance (degrees) 1 120.2 11.8 500 35 2 1 122.0 1 7.0 1 715 1 33 31 117.2 1 8.8 1 545 1 37 Samples were remolded to approximately 90 percent of maximum dry density at near optimum moisture content. Project No. 06442-32-21 -13-1 - March 25, 2016 TABLE B-Ill SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample No. (Lot No. and Location) Moisture Content (%) Dry Density (pcf) Expansion Index Expansion Classification Before Test After Test El-i (Lot 17 East) 7.8 12.3 118.5 0 Very Low EI-8 (Lot 17 Central) 7.4 13.0 118.1 0 Very Low EI-9 (Lot 17 West) 7.6 12.3 118.3 0 Very Low TABLE B-IV SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. (Lot No.) Water-Soluble Sulfate (%) Sulfate Exposure El-i (Lot 17 East) 0.018 Negligible EI-8 (Lot 17 Central) 0.008 Negligible EI-9 (Lot 17 West) 0.007 Negligible Project No. 06442-32-21 - B-2 - March 25, 2016 / APPENDIX APPENDIX C RECOMMENDED GRADING SPECIFICATIONS FOR CARLSBAD OAKS NORTH BUSINESS PARK LOT 17 CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-21 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, and/or adverse weather result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. GI rev. 07/2015 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. .2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 3.1.2 Soilrock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than % inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 GI rev. 07/2015 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition. 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1½ inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. 4.2 Asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility or in an acceptable area of the project evaluated by Geocon and the property owner. Concrete fragments that are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. GI rev. 07/2015 4.3 After clearing and grubbing of organic matter and other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5:1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL - A .-Original Ground 2 1 Finish Slope Surface Remove All Unsuitable Material As Recommended By Slope To Be Su7ch~~That Consultant Sloughing Or Sliding Does Not Occur Varies "B" See Note 1 - See Note 2 No Scale DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. GI rev. 07/2015 S. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557. 6.1.3 When the moisture content of soil fill• is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. GI rev. 07/2015 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. GI rev. 07/2015 ip 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face ofthe slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 Rock placement, fill placement and flooding of approved granular soil in the windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement; Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3 Plate bearing tests, in accordance with ASTM D 1196, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required minimum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be. performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection GI rev. 07/2015 variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. 6.3.5 Test pits shall be excavated by the Contractor so that the consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. 7. SUBDRAINS 7.1 The geologic units on the site may have permeability characteristics and/or fracture systems that could be susceptible under certain conditions to seepage. The use of canyon subdrains may be necessary to mitigate the potential for adverse impacts associated with seepage conditions. Canyon subdrains with lengths in excess of 500 feet or extensions of existing offsite subdrains should use 8-inch-diameter pipes. Canyon subdrains less than 500 feet in length should use 6-inch-diameter pipes. GI rev. 07/2015 TYPICAL CANYON DRAIN DETAIL KWVAL Nii -. V4*LLUNCNPMED NO 'i_44H1 VCPEDPIPEI. , EcE OFIX4EETR4OEPTN ORAENOFWNGANOFU1 2l O(LElO00 PPErCRRUS .. UESSThAN 1OGfEETP!H CRAkPE W4Gfl4S$CNtRThAN &O FT :"No sèAI 7.2 Slope drains within stability fill keyways should use 4-inch-diameter (or lager) pipes. 01 rev. 07/2015 TYPICAL STABILITY FILL DETAIL ---.--.- .'- LI, . ' ' .M4 C is...,. w .oc ,.., 7. -. — s%t I S. fl.S 2• OUl 1 4W4C) IOUr/AWT AND Ce TOCe*JATt P)JTIWMTDAPpRaVOUTtI? -p NOSCALE 7.3 The actual subdrain locations will be evaluated in the field during the remedial grading operations. Additional drains may be necessary depending on the conditions observed and the requirements of the local regulatory agencies. Appropriate subdrain outlets should be evaluated prior to finalizing 40-scale grading plans. 7.4 Rock fill or soil-rock fill areas may require subdrains along their down-slope perimeters to mitigate the potential for buildup of water from construction or landscape irrigation. The subdrains should be at least 6-inch-diameter pipes encapsulated in gravel and filter fabric. Rock fill drains should be constructed using the same requirements as canyon subdrains. GI rev. 07/2015 7.5 Prior to outletting, the final 20-foot segment of a subdrain that will not be extended during future development should consist of non-perforated drainpipe. At the non-perforated/ perforated interface, a seepage cutoff wall should be constructed on the downslope side of the pipe. TYPICAL CUT OFF WALL DETAIL 'FRONtV$EW E:Y1EW. - 7.6 Subdrains that discharge into a natural drainage course or open space area should be provided with a permanent headwall structure. GI rev. 07/2015 TYPICAL HEADWALL DETAIL : ;]• a:jc 1 No . owTocamRouFAcecRM%G 7.7 The final grading plans should show the location of the proposed subdrains. After completion of remedial excavations and subdrain installation, the project civil engineer should survey the drain locations and prepare an "as-built" map showing the drain locations. The final outlet and connection locations should be determined during grading operations. Subdrains that will be extended on adjacent projects after grading can be placed on formational material and a vertical riser should be placed at the end of the subdrain. The grading contractor should consider videoing the subdrains shortly after burial to check proper installation and functionality. The contractor is responsible for the performance of the drains. GI rev. 07/2015 8. OBSERVATION AND TESTING 8.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 8.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 8.3 During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 8.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 8.5 We should observe the placement of subdrains, to check that the drainage devices have been placed and constructed in substantial conformance with project specifications. 8.6 Testing procedures shall conform to the following Standards as appropriate: 8.6.1 Soil and Soil-Rock Fills: 8.6.1.1 Field Density Test, ASTM D 1556, Density of Soil In-Place By the Sand-Cone Method. GI rev. 07/2015 8.6.1.2 Field Density Test, Nuclear Method, ASTM D 6938, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 8.6.1.3 Laboratory Compaction Test, ASTM D 1557, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 8.6.1.4. Expansion Index Test, ASTM D 4829, Expansion Index Test. 9. PROTECTION OF WORK 9.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 9.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. 10. CERTIFICATIONS AND FINAL REPORTS 10.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 10.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. - GI rev. 07/2015 LIST OF REFERENCES Boore, D. M., and G. M. Atkinson (2007), Boore-Atkinson NGA Ground Motion Relations for the Geometric Mean Horizontal Component of Peak and Spectral Ground Motion Parameters, Report Number PEER 2007/01. 2. Chiou, B. S. J., and R. R. Youngs (2008), A NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, preprint for article to be published in NGA Special Edition for Earthauake Spectra. California Geological Survey (2003), Seismic Shaking Hazards in California, Based on the USGS/CGS Probabilistic Seismic Hazards Assessment (PSHA) Model, 2002 (revised April 2003). 10% probability of being exceeded in 50 years. (http:llredirect.conservation.ca.gov/cgs/rghm/pshamap/pshamain.html). Campbell, K. W., Y. Bozorgnia (2008), NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV, PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01 to 10 s, Earthquake Spectra, Volume 24, Issue 1, pages 139-171, February 2008. Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, compiled by C. W. Jennings, 1994. Kennedy, M. P., and S. S. Tan, Geologic Map of the Oceanside 30'x60' Quadrangle, California, USGS Regional Map Series Map No. 2, Scale 1:100,000, 2007. 7 Wesnousky, S. G., Earthquakes, Quaternary Faults, and Seismic Hazard in California, Journal of Geophysical Research, Vol. 91, No. B12, 1986, pp. 12, 587, 631. Risk Engineering (2015), EZ-FRISK (version 7.65). Unpublished reports and maps on file with Geocon Incorporated. USGS (2011), Seismic Hazard Curves and Uniform Hazard Response Spectra (version 5.1.0, dated February 2, 2011), http:llearthquake.usgs.gov/research/hazmaps/design/. Project No. 06442-32-21 March 25, 2016 4-, CITY OF CARLSMIAD13 A COMMUNITY FACILITIES DISTRICT NO. NON-RESIDENTIAL B-32 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov NON-RESIDENTIAL CERTIFICATE: Non-Residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The option you chose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before signing. Your signature is confirming the accuracy of all information shown. Lr %o 619440-7424 4 Name of Owner Telephone 4 O<% ', ' 1000 Pioneer Way 2856 Whiptail Loop Address El Cajon CA 92020 Carlsbad CA City, State Zip 209-120-14-00 Assessor Parcel Number(s) orAPN(s) and Lot Numbers(s) if notyet subdivided by County Assessor CBI 63285 Building Permit Number(s) As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below: OPTION (1): I elect to pay the SPECIAL TAX - ONE TIME now, as a one-time payment. Amount of One-Time Special Tax: $ 41,183.34 Owner's Initials_______ OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty- five (25) years. Maximum annual Special Tax: $ 5,687.42 Owner's Initials________ :y UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. erty Owner Title Date The City of Carlsbad has not independently verified the information shown above. Therefbre, we accept no responsibility as to the accuracy or completeness of this information. Land Use: COMM Imp.Area: I FY: 16117 Annex date: 05104 Factor 0.3268 X 126,020 Square Ft. = $ 41483.34 B-32 Pane I of 1 Rev. 071fl9 Project Address (City of Carlsbad CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name Carlsbad Oaks North - Lot 17 Building Permit Plan Check Number CB163285 A. P. N 209-120-14-00 Project Applicant (Owner Name) Project Description: Industrial Tilt-Up Building Building Type Industrial Residential: NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: 126,020 Net Square Feet New Area City Certification of Applicant Information: 8Aa05wn Date September 15, 2016 Carlsbad Unified School District D Vista Unified School District 0 San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 2 55 P i co A v e S t e. 1 0 0 Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact: Nancy Dolce (By Appt. Only) O Encinitas Union School District- San Dieguito Union High School District-By.Appointment Only By appointment only 684 Requeza Dr. 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Encinitas, CA 92024 (760-753-6491 x 5514) (760-944-4300 xl 166) 1 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date:• 8;-/3,/17 B-34 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************************************************** THIS FORM INDICATES THAT THE-SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL DATE CARLSBADI CA 92009 PHONE NUMBER 113 —3csc B-34 Page 2 of 2 Rev. 03/09 SAN DIEGO REGIONAL I OFFICE USE ONLY • LCC %. HAZARDOUS MATERIALS I RECORD ID IPLAN CHECK # QUESTIONNAIRE I BPDATE I I usiness Name (Vt coy i< Business Contact Telephone - qq -70- if Project Addre4s jf ifaU citYC 4b I I A# - , Mailing A dd ress, iôtin pioyieev /C•ty / CaA Zio Code e q0;0 I Plan File# I Project Cpntact PML. Apolicant /naiI Telephone # 1OVcJa,V? -0-f- deLnI'tam Ig I'? - '/L//- 2/01 me tollowing questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for orogects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14 Other Health Hazards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials d%1one of These. Flammable Solids 8. Unstable Reactives 12. Radioactives 21,3 Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 M Is, your business listed on the reverse side of this form? (check all that apply). 0 L' ll your business dispose of Hazardous Substances or Medical Waste in any amount? 0 1 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 1 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 1 Will your business use an existing or install an underground storage tank? 0 1 Will your business store or handle Regulated Substances (CalARP)? 0 1 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 1 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1.320 gallons? (California's Aboveground Petroleum Storage Act). - I' the answer to any Diego, CA 92123. CalARP Exempt Date Initials CalARP Required Date Initials CalARP Complete Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcomo(sdcountv.ca.qov (858) 586-2650). [No stamp required if Qi Yes and 03 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate burns; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES NO 0 Q1 Will the project disturb 160 square feet or more of existing building materials? 0 W Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 L11 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdaocd.orq/infolfactsloermits.odf) for typical equipment requiring an APCD permit. 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1.000 feet of a school hntinrIry Briefly describe business activities: i'.eff I Briefly describe proposed project: 517e 1/ I declare under penalty of and belief tile response made In M ury th Ue best of my knowledge , rare true and correct. / /7 , Name of Owner or Authorized Agent Signature of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:____________________________________________________________________ BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD APCD COUNTY-HMD APCD COUNTY-HMD APCD A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY U.CJHA WAR IWAJER AUW Date___ Business Name______ Street Address______ Email Address_______ PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement/ Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining / Milling Painting I Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting/ Forming Pesticide Manufacturing 1 Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching / Milling Research and Development Film /X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap/ Detergent Manufacturing Industrial Laundry Waste Treatment! Storage SIC Code(s) (if known): Brief description of business activities (Production /Manufacturing Operations):______________ 1¼ Description of operations generating wastewater (discharged to sewer, hauled or evaporated): A/A Estimated volume of industrial wastewater to be discharged (gal /day): 4It44 List hazardous wastes generated (type /volume): Date-operation began/or will begin at this location: Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: Site Contact '2 Title Signature Phone No. fl'- Z/$. ENCINA WTER AUTHORITY, 6200 Avenida Encinas Carlsbad, CA 92011(760) 438-3941 FAX: (760) 476-9852 City of Carlsbad -' Valuation Worksheet . Building Division Permit No: CB163285 Address Assessor Parcel No. Date By I 2856WH1PTA111P 08/25/2016 SLE Type of Work Area of Work Multiplier VALUE SFD and Duplexes $139.52 $0.00 Residential Additions $166.81 $0.00 Remodels / Lofts $45.78 $0.00 Apartments & Multi-family $124.35 $0.00 Garages/Sunrooms/Solariums $36.40 $0.00 Patio/Porch $12.13 $0.00 Enclosed Patio $19.71 $0.00 Decks/Balconies/Stairs $19.71 $0.00 Retaining Walls, concrete,masonry $24.26 . $0.00 Pools/Spas-Gunite $51.56 $0.00 TI/Stores, Offices $45.78 $0.00 TI/Medical, restaurant, H occupancies $63.70 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 SHELL TILT-UP 126,020 $45.49 $5,732,649.80 $0.00 $0.00 $0.00 $0.00 • $0.00 . $0.00 Fire Sprinkler System $3.94 $0.00 Air Conditioning - commercial $6.37 $0.00 Air Conditioning - residential $5.31 $0.00 Fireplace/ concrete, masonry $4,883.11 $0.00 Fireplace/ prefabricated Metal $3,319.61 $0.00 $0.00 • _______________ _______________ $0.00 TOTAL 55,732,549.80 Valuation: Comm/Res (C!R): Building Fee Plan Check Fee Strong Motion-Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electrical $5,732,650 C $12,952.18 $9,066:53 $1,204.00 $228.00 $163.00 $200,642.74 $104,334.23 CFD Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/or CFD Explanation: rb-ty of Carlsbad DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 DeveIoment Services Land Development Engineering. 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I'm applying for: 0 Grading Permit ,$puilding Permit 0 Right-of-way permit 0 Other Project Name: Lot 17 . —... Project lD:?OP((0-O4DWG #ICB# itD3295 Address: Whiptail Loop, Carlsbad CA (2!5(4) APN 209-120-14 Disturbed Area: 8.03 Ac Section 1: Determination of Project's SWPPP Tier Level SWPPP Tier (Check applicable criteria and check the corresponding SWPPP Tier Level, then go to section 2) Level Exempt —No Threat Project Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Tablel, section 3.2.2 of Storm Water Standards, the following permits are exempt from SWPPP requirements: . . 0 Exempt L EJ Electrical 0 Patio 0 Mobile Home 0 Plumbing 0 Spa (Factory-Made) .1. 0 Fire Sprinkler 0 Mechanical 0 Re-Roofing 0 Sign 0 Roof-Mounted Solar Array Tier 3— Significant Threat Assessment Criteria — (See Construction General Permit (CGP) Section l.B)* J My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface; or, 121 My Project is associated with construction activity related to residential, commercial, or industrial 121 Tier 3 development on lands currently used for agriculture; or 121 My project is associated with construction activity associated with Linear Underground/Overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead . linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, . trenching, excavation, boring and drilling, access road, tower footings/foundatIon, pavement repair or replacement, stockpile/borrow locations. 0 Other per CGP___________________________________________________ Tier 2 - Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, Project will result in 2,500 sq. ft. or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: . 0 Tier 2 located within 200 ft. of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to I vertical; and/or disturbed area is located along or within 30 ft. of a storm drain inlet, an open drainage channel or • watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 —Apr. 30) Tier I — Low Threat Assessment Criteria My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt permit type per above and the project meets one or more of the following criteria: Tier i results in some soil disturbance; and/or includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling) * Items listed are excerpt from CGP. CGP governs criteria for triggers for Tier 3 SVVPFI'. ueveloperlowner shall coniurrn coverage unoer we current and any amendments, revisions and reissuance thereof. - SWPPP Section 2: Determination of Project's Construction Threat Level Construction Tier (Check applicable criteria under the Tier Level as determined in section 1, check the Threat Level corresponding Construction Threat Level, then complete the emergency contact and eve • signature block below) Exempt Not Applicable - Exempt Tier 3 - High Construction Threat Assessment Criteria: My Prolect meets one or more of the following: O Project site is 50 acres or more and grading will occur during the rainy season 0 Project site is located within the Buena Vista or Ague Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA High ig Soil at site is moderately to highly erosive (defined as having a predominance of soils with Tier 3 USDA-NRCS Erosion factors ktgreater than or equal to 0.4) Site slope is 5 to I or steeper E] Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 - April 30) Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3— Medium Construction Threat Assessment Criteria Medium .. e 1 All projects.not meeting Tier 3 High Construction Threat Assessment Criteria - H Tier 2— High Construction Threat Assessment Criteria: My Proiect meets one or more of the following: Project is located within the Buena Vista or Ague Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA Soil at site is moderately to highly erosive (defined as having a predominance of soils with El High USDA-N RCS Erosion factors kr greater than or equal to 0.4) Tier 2 0 Site slope is 5 to I or steeper Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 - Apr. 30) Owner/contractor received a Storm Water Notice of Violation within past two years Site results in 10,000 sq. ft. or more of soil disturbance Tier 2— Medium Construction Threat Assessment Criteria Medium 0 e My project does not meet Tier 2 High Threat Assessment Criteria listed above Tier I - Medium Construction Threat Assessment Criteria: My Project meets one or more of the following: D Owner/contractor received a Storm Water Notice of Violation within past two years Medium Tier 1 Site results in 500 sq. ft. or more of soil disturbance Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 -April 30) Tier I - Low Construction Threat Assessment Criteria 0 Low My project does not meet Tier I Medium Threat Assessment Criteria listed above I certify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropriate tier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Tide 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City EngineerlBuilding Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. Erne Contact Na / Telephone No: Tele Owner/Owner's Authorized Agent Name: thk aM/ • Title: Ale4______ Owner/Owns rized Agent Sionature rAt Date: ________________ T / FOR CITY USE ONLY City Concurrence: Yes No By: Date: (city of STORM WATER STANDARDS Development Services Carlsbad QUESTIONNAIRE Land Development Engineering 1635 Faraday Avenue E-34 . (760) 602-2750 www.carlsbadca.gov To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs)into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits.-and/or -construction permits). The results of the questionnaire determine the level of- storm water standards that must be applied to a prOposed development or redevelopment project. Depending on the outcome, your project will either be subject to STANDARD PROJECT' requirements or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. lf.you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. 1 completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT NAME: First Industrial Lot 17 PROJECT ID:. ADDRESS: Near Whiptail Loop and Bobcat Ct. APN: 209-120-1400 Tie project is (check one): IJ New Development fl Redevelopment the total proposed disturbed area is: 349,704 ft2 (8.0 ) acres The total proposed newly created and/or replaced impervious area is: 50,187 ft2 acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID . SWQMP#: Then, go to Step I and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. E-34 Page 1 of 4 REV 02116 —ro-B cMPEEEpgoJE zri IJo determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building o z or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. .Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered "no" to the above question, the project is a 'development project', go to Step 2. Hgon- 1.0 determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer e following questions: Is your project LIMITED to one or more of the following: YES NO '1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; o i Designed and constructed to be hydraulically disconnected from paved streets or roads; Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in o accordance with the USEPA Green Streets guidance? Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? 0 I you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark tie second box stating "my project is EXEMPT from PDP ..." and complete applicant information. .!Discussion to justify exemption (e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): rtyou answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Paae2of4 REV 02116 To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, 0 D and public development projects on public or private land Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or 0 El more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land . Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and D refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812) Is your project i new or rédévelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside U development project includes development on any natural slope that is twenty-five percent or greater. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a Street, road, highway 23 El : freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface . used for the transportation of automobiles, trucks, motorcycles, and other vehicles 7.. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? Directly to" includes flow that is conveyed overland a distance of U 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539 Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 40. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land ' and are expected to generate pollutants post construction? ii. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CIVIC D Z 21.203.040) If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP . . and complete applicant information. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the second box stating "My project is a 'STANDARD PROJECT'..." and complete applicant information. E-34 Paae3of4 REV 02/16 Nt5-E QOMPLEFED OEbE LOQME{t EC4StHA1ARE Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = 0.0 sq. ft. 0 Z Total proposed newly created or replaced impervious area (B) = 50,187 sq. ft. Percent impervious area created or replaced (BIA)*100 = N/A I'If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ..." and complete lipplicant information. lf you answered "n'o,4 the structural BMP's required for POP apply to the entire development. Go to step 5, check the check the first box stating "My project is a PDP . .." and complete applicant information. NIN RN -0 kffi-sRik H hiAt J LOM 1?J My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. El My project is a 'STANDARD PROJECT' OR EXEMPT from POP and must only comply with 'STANDARD PROJECT stormwater requirements of the BMP Manual. As part of these requirements, I will submit a 'Standard Project ;.'. Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project. • Note: For projects that are close to meeting the POP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. Q My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Wilder Zamora Applicant Title: Project Engineer, REC Consultants, Inc. Applicant Signature: Date: 1016 Environmentally Sensitive Areas include but are not limited to all tiean water Act 5CCti0fl U3(d) Impaired water bodies; areas aesignatea as Areas OT special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. This Box for City Use Only City Concurrence: YS NO 0 0 By: Date: Project ID: E-34 Page 4 of 4 • REV 02116 RECEIVED I PLUMBING, Development Services I h> AUG 2 5 2016 ELECTRICAL, Building Division MECHANICAL 1635 Faraday Avenue I CITY OF 760-602-2719 I I F CARLSBAD WORKSHEET www.carlsbadca.gov CARLSBADINISDIVISION B-18 Building@carlsbadca.gov I Project Address:IOT 17 WHIPTAIL LOOP CRLSBD.CA Permit No.: QE) 1(37,5 Information provided below refers to work being done on the above mentioned permit only. This form must be completed and returned to the Building Division before the permit can be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains.......................................................0 New building sewer line .........................................................................................YesX No - Numberof new roof ............................................................................................................... 23 Install/after water line? ......................................................................................................................... YES Numberof new water heaters .........................................................0 Numberof new, relocated or replaced gas outlets? ..................................................................... 0 Numberof new hose bibs ..................................................................................................................0 Residential Permits: New/expanded service: Number of new amps: N/A Minor Remodel only: Yes No Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this project: N/A Number of new amps involved in this project: 4,000 New Construction: Amps per Panel: Single Phase ...............................................................Number of new amperes________________ Three Phase.................................................................Number of new amperes_________________ Three Phase 480........................................................Number of new amperes, 4,000 Number of new furnaces, A/C, or heat pumps .............................................................N/A New or relocated duct .......................................................................... Yes No X Numberof new fireplaces? ................................................................................................................. .M/A Numberof new exhaust .............................................................................................................N/A Relocate/install vent .............................................................................................................................N/A Numberof new exhaust hoods? .................................................................................................N/A Number of new boilers or compressors? ........................................................... Number of HP N/A B-18 Page 1 of 1 Rev. 03/09 col ity of Carlsbad Print Date: 05/03/2019 Permit No:.PREV2018-0019 Job Address: 2856 Whiptail Lp Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2091201400 Lot #: 17 Applied: 01/31/2018 Valuation: $0.00 Reference #: DEV2016-0007 Issued; 02/14/2018 Occupancy Group: Construction Type IlIB Permit 05/03/2019 Finaled: # Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check #: CB163285 Final Plan Check #: Inspection: Project Title: CARLSBAD OAKS NORTH LOT 17 Description: CARLSBAD OAKS NORTH LOT 17: ADD 1,147 SF OF OFFICE AREA TO 1ST FLOOR Applicant: Owner: Co-Applicant: KENNETH SMITH MOORPARK VENTURES LP HAMANN CONSTRUCTION 500 Fesler St, 102 EL CAJON, CA 92020-1903 1000 Pioneer Way 1000 Pioneer Way 619-444-2182 x222 EL CAJON, CA 92020-1923 El Cajon, CA 92020-1923 619-440-7424 619-440-7424 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $450.00 Total Fees: $ 450.00 Total Payments To Date: $ 450.00 Balance Due: $0.00 I: Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad PLAN CHECK REVISION APPLICATION' B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. 6 PRewz01- co 1'1 Original Plan Check No. C131 6-3285 Project Address Lot 17 Whiptail Loop, Carlsbad, CA 92010 Date 1/15/2018 Contact David White Ph 619.444.2182 x 235 Fax Email dwhite@kdsarch.com Contact Address 500 Fesler Street City El Cajon Zip 92020 General Scope of Work 1,147 sqft. Office area added to plan. Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans fl Calculations J Soils El Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets See attached list Does this revision, in any way, alter the exterior of the project? El Yes [] No Does this revision add ANY new floor area(s)? J Yes E-] No Does this revision affect any fire related issues? El Yes No Is this a complete set? Y-J 'No Signature 1635 Faraday Avenue, Carlsbad, CA 92008 ph: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov KENNETH D. SMITH ARCHITECT -I & ASSOCIATES 500 FESLER STREET, SUITE 102, EL CAJON, CA 92020 (619) 444-2182 FAX (619) 442-2699 Change(s) to approved plans Project Name: Lot 17 Whiptail Loop Project Number: CB16-3285 Summary of changes 1,147 sqft. Office area added to plan Sheet by Sheet Description of Changes Sheet Description AO. 1 Scope of work updated, index updated. (6) clouded A2. F Office plan added, demising wall added, square footage updated. (16) clouded A2.3 Office plan added, misc. notes updated. (i6) clouded A2.4 Exit plan updated for office addition. (i6) clouded A4.1 Mechanical unit layout updated. (6) clouded A5.1 Ceiling plan updated for office layout, enlargement added, legend updated. (6) clouded A8.1 Door schedule updated, finish schedule updated. (i6) clouded A9.1 Sheet added for enlarged rest room plan. (i6) clouded AD7 Detail sheet added. (6) clouded AD7. 1 Detail sheet added. (i6) clouded AD9. 1 Detail sheet added. (i6) clouded MI-i THRU M5-3 Mechanical plans added to set, t-24 certificates updated. E3 Office plan added. (6) clouded E5 Lighting plan updated. (6) clouded E5.1 Sheet added, Enlargements of office, lighting and roof plan. (i6) clouded E6 Roof plan updated. (i6) clouded E7 Electrical diagram updated, fixture schedule updated. (6) clouded E8 Panel schedules updated and added. (i6) clouded P0.1 Fixture schedule updated. (i6) P0.2 Isometric updated, detail A and B added. (i6) clouded P0.3 Sheet added, fixture units and demand schedule added, cold and hot water sizing schedule added. (i6) clouded P1.0 Back flow note added. (6) clouded P1.1 Office plan and plumbing notes added. (6) clouded P3.0 Roof vents and water supply added. (i6) clouded EsGil A SAFEbuiItCompany DATE: FEB. 08, 2018 U APPLICANT - JURlSDlCTION:CARLSBAD, U PLAN REVIEWER U FILE PLAN CHECK NO.: 16-3285 (REV. #3) - PREV2018-0019 SET: I PROJECT ADDRESS: 2856 WHIPTAIL LOOP PROJECT NAME: SHELL BUILDING The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is. enclosed for the jurisdiction to forward to the applicant contact person. LI. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. El EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (bV)g Mail Telephone Fax In Person Telephone #: 619-444-2182 Email: ksmith(kdsarch.com REMARKS: Creation of 1,147-s.f. open office, in the existing warehouse, is under this plan revision. Selected sheets are revised and resubmitted for review & approval. By: ALl SADRE, S.E. Enclosures: EsGil Corporation El GA U EJ 0 MB 0 PC 2/01 9320 Chesapeake Drive, Suite 208 • San Diego; California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 16-3285 (REV. #3) - PREV2018-0019 FEB. 08, 2018 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-3285 (REV. #3) - PREV2018-0019 PREPARED BY: ALl SADRE, S.E. DATE: FEB. 08, 2018 BUILDING ADDRESS: 2856 WHIPTAIL LOOP BUILDING OCCUPANCY: B/Si/Fl; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) office 1147 Air Conditioning 1147 Fire Sprinklers 1147 TOTAL VALUE Jurisdiction Code cb IBY Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance I Type of Review: 0 Complete Review Structural Only I I I $4,50.001 Repetitive Fee I Repeats * Based on hourly rate O Other Ul Hourly 3 Hrs.@ EsGil Fee $120.00 I $360.00I Comments: Sheet I of I macvalue.doc + CITY O CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.20v DATE: 2/2/18 PROJECT NAME: CARLSBAD OAKS NORTH LOT 17 PROJECT ID: SDP 16-04 PLAN CHECK NO: PREV20I8-0019 SET#: I ADDRESS: 2856 WHIPTAIL LP APN: 209-120-14 This plan check review is complete and has been APPROVED by the PLANNING Division. By: TERI DELCAMP A Final Inspection by the PLANNING Division is required J Yes N No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. Eli This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Hector Salgado 760-602-4624 Hector.Salado@carlsbadca.ov Gina Ruiz 760602-4675 Gina.Ruiz@carlsbadca.gov Teri Delcamp 760-602-4611 teri.deIcamD@carlsbadca.gov Remarks: Additional office area does not result in building exceeding overall planned office square footage, so no impact on required parking. rcity of Carlsbad Print Date: 05/03/2019 Permit No: PREV2017-0219 Job Address: 2856 Whiptail Lp Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2091201400 Lot #: 17 Applied: 09/27/2017 Valuation: $ 0.00 Reference #: DEV2016-0007 Issued: 10/11/2017 Occupancy Group: Construction Type IlIB Permit 05/03/2019 Finaled: # Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check #: PC163285 Final Plan Check #: Inspection: Project Title: CARLSBAD OAKS NORTH LOT 17 Description: CARLSBAD OAKS NORTH LOT 17: DEFERRED GLASS & GLAZING Applicant: Owner: Co-Applicant: KENNETH SMITH MOORPARK VENTURES LP HAMANN CONSTRUCTION 500 Fesler St, 102 EL CAJON, CA 92020-1903 1000 Pioneer Way 1000 Pioneer Way 619-444-2182 x222 EL CAJON, CA 92020-1923 El Cajon, CA 92020-1923 619-440-7424 619-440-7424 FEE . AMOUNT MANUAL BUILDING PLAN CHECK FEE $300.00 Total Fees: $ 300.00 Total Payments To Date: $ 300.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services City Of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number C c3c Plan Revision Number PV201-7_02J9 Project Address General Scope of Revision/Deferred Submittal: CONTACT INFORMATION: Name J.kO_4_J4s1---_ Phone (P 19 —q9741-49 Fax C/e c,içto:g'q,7L Address City Zip qz24 Email Address LttJ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: ins R'6lculations E1 Soils LI Energy LI Other 2. 1 •3. Describe revisions in detail List page(s) where each revision is shown Does this revision, in any way, alter the exterior of the project? C Yes No Does this revision add ANY new floor area(s)? Yes No Does this revision affect any fire related issues? LI Yes No 7e ls this acom se LY e LNo Date '/2-'7-ii7 .€~'Signature 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil Corporation In (Partners flip witfi government for(Building Safety DATE: OCT. 03, 2017 0 APPLICANT 2JURIS. JURISDICTION: ARLSBADJ 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 16-3285 (REV. #1) - PREV2017-0219 SET: I PROJECT ADDRESS: 2856 WHIPTAIL LOOP PROJECT NAME: SHELL BUILDING The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified onthe enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LII The..applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. Lii The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Ken Smith Telephone #: 619-444-2182 Date contacted: (by 7 Email: ksmithkdsarch.com Mail Telephone Fax In Person REMARKS nor glazing & _____ lassshOpdraWIngs'&CaIcUlatic(a deferred 7 are under spen7 By: ALl SADRE, S.E. Enclosures: EsGil Corporation LI GA LI EJ [1 MB LI PC 9/28 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 16-3285 (REV. #1) - PREV2017-0219 OCT. 039 2017 (DO NOTPAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-3285 (REV. #1) - PREV2017-0219 PREPARED BY: ALl SADRE, S.E. DATE: OCT. 03, 2017 BUILDING ADDRESS: 2856 WHIPTAIL LOOP BUILDING OCCUPANCY: B/Si/Fl; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) office/warehouse 126020 industrial Air Conditioning Fire Sprinklers 126020 TOTAL VALUE Jurisdiction Code 1Cb 1By Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance I V Type of Review: o Complete Review Structural Only I I I $300.001 Repetitive Fee Repeats V * Based on hourly rate O Other Hourly 2 Hrs.@* El EsGil Fee $120.00 I $240.00 Comments: Sheet I of I macvalue.doc + PROJECT NO: 2973 DATE July 159 2017 PROJ ECT Exterior Glass and Glazing at Lot 17 Whiptail Loop Carlsbad, cA Client: Long Glazing & Doors, Inc. San Diego, California 619-733-7123 ON-0i— oØ (N N. cp.,1. >1 w CID _j CL oCO IOLUJ O oo_ IL I Dli rtinn.itn X NoExceptJcnTen i PioJØ:16070 B. RCvIs8asPJo 0 C.Revise/Rutimft 0 ByLB D. Rejecled/Nesubrnit 0 E NotibjecHo Review 0 9/22/2017 We ?cI8c( CA I A, km ", m0*mWftdft0wdMft0XWWft nclmsituIallnJe. 1rautwbj Scott J. Sanders, SE INC. Consulting Structural Engineers Adzona, CaJifomI& H A.vác, V14shiigton 789 MarlbóróCt Cáini&t CA 9171 1 PHONE (909)625 1906 • FAX (909) 634-7860 • EMAIL sjscIarernontSE corn DtID -- DD daremonI GI//IIG1 — C • Scott J. Sanders, SE INC. S.F. orAr SuuciI &rQG A1?. CtWC1fl. Ht,t 1¼C1. hcc PHONE (OG 625-1cCG • FAX (AN 634-7EAO • EMAIL G!on3mcnISE,cn Project No:2973 Lot 17 Page: 2 of 7/16/2017 2973 Lot 17 C Exterior Glass and Glazing at Lot 17 Whiptail Loop Table of Coirdents Item Description Page tOO Key Plans Ki to K14 2.00 Bases of Design 81, 82 3.00 Lateral Loads Li, L2 4.00 Elevation Mullion Design Mi to M27 6.00 Dead Load. Silicone DU 7.00 Drift Design DRI 8.00 Wind Tab Design wi-i 9.00 Anchor Bolt DeSi9n MI-I to ABI-6 10.00 Section & detail Properties -------------_•_CI to C5 11.00 Design Criteria RI 12.00 Dril Flex ESR R2 13.00 Ref Details R3 14.00 15.00 16.00 ( CALCULATION AND ENGINEERING PREPARED BY: ScOTTJ; SANDERS Exp Date: 640-18 Wet Signature Required 2973 Lot 17 1130211 i ]. 11JSCCNCE1&ID III102E I 00011 CBCft- PIICPJlEr4LI.44u3. 4aLDoptJlADacIosER I P"1JU.OUTECE PREPJSuPPLY24Is3l3CENTOc7N 1 ETA OPFSETAIAL HAI03LE .naIO2W PREAIIOTLLT4O7AII ICTHAESHCID INSt FWNIO 14033wa00 1cIDUL3C*I0I. !V1I0II IT02&1IE4.QYY IQIYFCU.EAOI000R1 STY ITEM EESC11PSOM I LOOT P 311 USIOINH ETAIDA3DHOET{LCCI( OUT ETALLIO2E CITAIOER%WTH NET , 01100(11011(110 Sri ETMI1H lILY PAl, 0711$ HW3102 I 1TIM00ATOR - PlIl,11IsTAIL4UIETTfDlETCATOR I HI PP1$9T3LtS5AASIA C01ITJOUSPOHOH(LEOIIHSE P,TAN.414ET. 103000110 HOLDO02JIADI 0103(11 I 711111 0111005 ISILYSIZT LNMEATETBLOC(PON 111071 1 110 M SID LOCATION tv T1(EjH01D5I$3L7l115)4) ! SC) 1111.LCO2C. ELEVATION $IO2&AELCIYS 50117011 !ACN0oalI. ~MAIMPANIC` TACUVLP3IIC - PRffiThI&013C. A AESTAl713LCCA AL .44623103 H ($ETffiJCLOS.l,.! I 7111111111 01fl5716 PRO 51J77L13400310061170 CEll IN$,OFPW 71111.14*401! 1 TIOTE5HOID - FR TMLT4STAE SLThR(SICLOSI1$5023314) GENERAL NOTES ELEVATION NOTES I) FOR ADDIflONAL woits so ivaou ppi I (GI V 710L355 I flS4FLATEOG.A5S MADE UP OF'CRDPAN - sr.oETs. - - - .114 GUAROIAI$3WR0514430N65A7011t43.I.SACER:&NOOARO 2 APPRCVM.OF ThESE ORAWEIGS IN ESAPPROYM. & - ADREELIEHY UPON 1)11 COMMONS SNGV.HSOTIIAT LONG a çcz sPANoact*ss £ GLASS MADEUP OR WTSOARDP*4E w GUARPIAN SUNG*R0 01343011 ELEAS WIAAL SPACER; INBOARD - .. PAUL ALl. DIMENSIONS TO BE AELDV00IFEDPITTORTD!NSTALLAT1OM 4 EXTERIOR AWMINIJMFRAMING AIGLOl SERIES ?X5OFFSETG1.AD SnICONE CAUIWNDTO BE DOW CORNING 705ORECUNM5NT SYSTEM FOR VGLASSASMANUFACTUFRO VARCADIA.INC, -. COLOR GRAY. - S. E1ERED 61 *1.1.CLASS APPROVED PER3UlMITSu. ALUMINUM FRAMING FINISH: 70% IC$313R F OUPOPOMCU51IC I OYVALSPAR, COLOR: VTEHDM.ISLVEM303033& AUJUIWUM 000NSMEISOU NARROWSILE 0E11035 PATH W EON ASUANUFAC%JREOETMCACLA.InC. . -. - • -. . ..•.. _ 3' ARE DOOR =G C=I;00CO3 IZ-Yi?' .T7RLYL102RI14PM1 fl5I)dF44 TL4 1A I4 INDEX OF DRAWINGS- TI TITLE SIIEET PROIECIM ICC. GENERAL NOTES.. 9 ELEVATION NOTES, POOR KARPOARESC*IEINLE. - Fl. clRSrpLooA PLAN VIEW - PS FVTSTPLOOR FLAIl VIEW4CONTD) P3 SECON3FLOCRPU11V03tV El ELEVATIONS -ES ELEVATIONS SZE ES ELEVATIONS El E2.EVATJETW - El EtSV4Bl1$ E6 ELEVATIONS - 0) DETAiLS - D2 DETAILS 03 DETAILS - 04 DETAILS. THEE Ti LOT#1 7 WHIPTAIL LOOP cARLSBAD, cAUFORNIA GLAZING :coWrRAcToR LO3JGGL*ZIHG& 000IlC.IILC. MISSACSTnEET.Sumalcallo SANTEE,CA 02311 TEL- 619458.0391 FAICB 58.0334 L tk Xx OTI .i I /çx3 11rL&2 / 'ist 6f jii?111 PROJECT, DIRECTORY OWNER MOORPAKVENTURO. LP. lax PIONEORWAY. E4.CAJOt&CA 03020 1104IO-7424 CO1TACTGREGG KWAJIR ARCHITECT KENNETH 0.5111TH ARCHITCOT&MSOETATES INC. 000PBSLERSTITEET.SUITETD2 ELC0JOT CA 02020 TeO 6I0.1d44102 GENERAL .CONTRACTOR iwi*MNcouSllwcuoN 1030 PIONEER WAY EL CArnM,cA.uozo Taz619440.7424 NTAC'fl JOHN 0CHER T 0-i THUS * -------------- PARTIAL FIRST FLOOR PLAN E ARCH DWG: A2.1;2.2 w'\ S 0 UZI DH Ira PARTIAL FIRST FLOOR-PLAN., — ARC A2.3 S P2 r --- Li ••- ii am IottI. I pa me 0: .i®. CB PARTIAL-SECOND FLOOR PLAN II - FAST WALL ARCH DWG:AaI:M2 PARTIAL SECOND FLOOR PLAN ARCH DW& *3.1; *3.2 PARTIAL SECOND FLOOR PLAN ARCTiG:A32 00 84'• .- A1AI e#1MI ri fD DI AM I2VlCfl flv,c 5I. Oro 0,0 - im '-I WINDOW ELEVATION MM %VMW 1YPE. VWWOflH WAIL ARC IREFt A.I:A3IW AA SCALE: iW 7I4I1fV '•1 - - - I. Ii 1 I II I. WINDOW ELEVATION EE INOOWTY 1*6$OUfl W. ARCh R A2.ARZ ?J3 sCAI WINDOW ELEVATION Riq ARTRflh1hOWTW %Ch I DW RCUIHWML 17.IflPRWThWALL - ARChRCrA.I:Az7 M2 ECM. $'tO• U 2 ID 2 ID ID 2 9 wiNDow I DOOR ELINATIONIE WINDOW ELEVATION IERIØRWINOWTVPCT. I ThU3hAt5T WAIl. DQN1PFt'.tMJS 5flHWAU. ARCH RE:A2.hA ALA ARCHRffiA2.t:A2.2 AR3 $CA&AI 1R'-W CME j#r'rr Lf al U ..w ION WINDOWELEVATION *,ww El I N5 I WINDOW? DOOR ELEVATION tTHSc.1nWT$IAAU.w. ARC$RERALlAU M GCALE Ui.I%G' :i~ 2,41 H . amw low,[_______ tit :IE\ Asi WINDOW ELEVATION cTCAiwuisowivpr v. 3TW. t3T WALt £X1CRlWl2iDNTVI'CV, UWS CAST WALT. HRFA3.1:AS.S 33.3 5CAL TI114 __________ 2 —IrACW S —Irma "IL' Al 00 ADmIII.siIR WINDOW ELEVATION cCPICTIASNTO'.SnLO SOUTH WALl. AtAlS *3.3 WINDOW! DOOR ELEVATION EM VMMRV=DAIS SOUTH WALL TFASiAZ AU ac*& THw WINDOW ELEVATION SCAI.3 IMI WINDOW ELEVATION EM AAIPJSSOUTWWML ,ACNR—%,.,, &T:A3.S 33.3 5GAL TW ."o I 44 1 +1! om Sri 0, / 9 4 44 IIIIl1.N4lIS I4 SI UW i4 I log rr CL w CMLD arms k9 ow - I Ir ' -- tno B if111 B I q jI LONG GLAZING & DOORS, INC. 9O1 c.sTEgco I 1TU4 7 u ,r i i I nDJStOUS B B I B B eU,dlaicom HtPTAtL LOOP CARL BAD CA -- _____________________ i"'. niLIu ID[ gin ouu i ov ggmIgQ UD Eno m 01, ci ) ) PI a -Lw ** T* 4WP ULWI -a ( 2IOYP 13TYP f In A WINDOW/ DOOR ELEVATION WINDOW ELEVATION Lo rin WDOWflPEW. I ThUSSWTHWMI. • WAM 394 JIA3.2 **3 3CA 1W1V 5CALX WW LII I Iu VW. olmon WNXCWWPSJ 0. F 2 Ii 1 0. -. 0. 0 ODC4._F U 0. ,0. • 0 0 - 0. 0. I- PT -S E qII LONG ciiAljNG&oO'OIS;tNt. 9201 ISSACST.Sif &r.(? UT#iT - WHIPTAIL LOOP j &jtn CARLSBAO CA sr.4m. lmvrcr 'IL 00 0. ri WINDOW ELEVATION I!I3 - — m----- o te.o to- __.-3us 16 --- 00 04 hi ________ - 'VP . I. 7.II 01 I-_------____jj I WINDOW ELEVATION EM e *WUfl4WL W. I1*T ft_lr 17 ! L -th -. - ____ - WINDOW ELEVATION UJ TRWD1D1TVP! . I flI5OUIHWU - ARCM REFAIiA? C4 1J4IVP rlrrrl 00001% 00,11% 011N 1~ - 1__1 -- 44 4 At C4.: •,. ' .'• .: ii EI • ror Lj -%L NN F I 4: m Iflili LONG GLAZING &000RS, INC. REVISIONS U tj 9DtISSAC ST. STEMD LOT#17 STff.tA!J1071 - - WIIIPTAIL LOOP if .i&IIIIIJflOIfl - -- CARL$BA. CA - ) ) ) DETWO ICRT £I gc U SEAL.. DETAIL ERT EE REF NONE - I I so= IITXIO GA FORMED CHANNEL MUWO AT SILL SCME&I :SE: .O DETAILVERT A SCAM V-LV7 srn r=IrrI Usm' .c IRVa KOW (Iri A ATIVASUN qF NOW F- DRM3 DET D __ L a OETAILDOORHEAD IMM QAIM SCALE: IIO EE ?.i;.. 4:.• 0 9 a Slik ANT • . .4: 4 I COWP • DETAiLJAM3 AH REF: BJADZ FM SCALE: &*V.0 DETAIL VERT SEAtS: C1W D2 ~ LI ,I STILESMA __ . .; ,. ., .. .4.... .4 . .. • .. .., ••4. '4. . . .• .. .• • ;.•••4 4WALLUT 4 ... - 4 0TI4!I , 4 :. .? . • .. , 4 . - ci -'• 4. : - 4 -c .. j .. h1 3r4-1 STRVC?LAL SUZIOTAP! .ALUM --1 Fl-d 4 -cottrvv ,:• - . •4jff14•$ 4 •• .- .00 :.. h;1 I DETAILJAMB 1E SCALE. r.i-o' \ • .AIIZ'4 \\ c DETAIL JAMB MCII KEr: A02 SCALE: 6;.0 I.:---T. •j ' - DETAIL m DOOR SILL REP. NAO SCAIE,6s1'.O' DETAIL t DOOR JAMB AR REFWAO2 SCALE: 61,.C• ff I IrI U. r iii 9 - . .1. J.• sq.; •Q ::. q • 9 . . •qD .. 9 q •! volavdslwo dOOlilvidIHM #iO-' OYU)WiSY1IITOG £. I NI 'SHOOG V 9NIZV19 9NO1 r IL ( Scott J. Sanders, SE INC. ____ PROJECT:.2973 Lot 17 Ccwt'g SE.' I•'e.G . PageB. '" '" W Date: 7/15/2017 PHONE ICIN 625. 5C6 • FAX CEC9 F34-78M • [MAIL c.5SE.c1. PROJECT: Exterior Glass and Glazing at Lot 17 Whiptail Loop Carlsbad, CA DESCRIPTION: Bases of Design Vertical Loading: Storefront 1" 1G. 114" Outer. 112" airspace, 114" Inner Insulated Glass system = 6.50 PSF Aluminum Storefront = 2.00 PSF Aluminum Storefront = 1.50 PSF TOTAL DL = 10.00 PSF Horizontal Loading: Wind Design per ASCE 7-10 110 mph, Exp C, Risk Category II ASD Basic Wind Load = -16.74 PSF ASD Corners Wind Load = -30.72 PSF Human impact loads: 200 lbs point load on wall adjacent to walkways, 42" above walking surface Seismic Loading per ASCE 7-10 Body of Connections Fp = 0.34 Wp Bolts and Welds Fp = 1.05 Wp Load Combinations per ASCE 7-10 Design Properties: Glass Fr = Modules of Rupture: Annealed = 6000 psi Heat-strengthened = 12000 psi Fully Tempered = 24000 psi E = Modules of Elasticity . = 10400 ksi G = Modules of Rigidity (shear) = 4300 ksi Poisson's Ratio = p = 0.23 Density• 156 lb1ftA3 Coefficient of Linear Expansion 0.46x10'-5 inlin deg F Codes and Reference: 2016 California Building Code ASCEISEI 7-10 Aluminum Design Manual AAMA Design Guide Manuals ASTM E-1300 -09 AISC ACI 318 Dril Flex self-Drilling Fasteners ESR-3332 Hilti ESR Report 3027 Hilti ER-2196 Scott J. Sanders SE INC. tn,:kr,l PHONE MMI 65• IE06 • FAX IE09I 6.I.1EO • EMAIL g.sCcwSEccrn PROJECT:.2973 Lot 17 Page:B- Date: 7115/2017 PROJECT: Exterior Glass and Glazing at Lot 17 Whiptail Loop Carlsbad, CA DESCRIPTION: Bases of Design Deflections: Vertical Framing Members supporting glass or metal panels normal to surface Single Span 13'-6" or Less Max Deflection = U1 75 for clear span of support Single Span greater than 13'-6" Max Deflection = 11240 + 1/4' for clear span of support Per 2016 CBC Max Deflection = 3/4" Cantilever Members Max Deflection = 2L1175 of span past support Transverse Framing Members supporting glass or metal panels in-plane: Deflection = 11175 for clear span of support normal to the plane of construction Vertical Deflection = 11360 or 1/8" whichever is less for clear span of support, in the plane of construction Building Drift and Movement Criteria Vertical differential deflection Live Load per EOR. Inter-story lateral drift 2.0%. Aluminum Design 6063-T3 Temper Alloy ASTM 6063-T3 UNO Ftu = 30 ksi; fly = 25 ksi; Fcy = 25 ksi; Fsu = 19 ksi; E= 10,110 ksi Structural Silcone Joist: 112" thick joint Allowable Tension Width of joint T allowable 318" thick joint Allowable Tension Width of joint T allowable = 20 psi = 0.5 inches = 120 plf = 20 psi = 0.375 inches = 90pIf ( Projet No:2973 Lot 17 Page; 1.-I 711512017 Scortj.$apders, SE ( ( PROJECT: JçRiPTlOP4: Wind Design Per ASCE 7-10 30.2.2 Min Design Wind Pressure 16 psfforStrength =16 x 0.6 = 9.6 pad ASD Wind Deelcin IfA5CE 7.10 Components and Cladding Simplified Method Chapter 30 Part 4 Building Information: L w 250.00 ft 9 * 250.00 ft lit 40.00 ft Roof S1000 = 0.00 lnlft Corner Distance shall equal the smaller of: 10% of Mlii L or B. = 25.00 ft 0.4 Ht 16.00 ft Not Less Than 4% Lot B = 10.00 ft or = 2.00 ft Typical: Horizontal Glass Curtain wails and Storefronts Exposure • C ASCE 7 Sec 8.5.6 Building Roof • Fiat Roof V 110.00 mph. Wind speed ASCE 7.10 Fig 26.54A8 or C Risk Category of Building = I Risk Category of Building ASCE 7-10 Table 1.5.1 Nat = 1.00 Topography factor ASCE 7.10 Sec 26,8 N/A BuIlding Height = 40.00 ft EAF per table 30.7-2 1.0000 30 ft Tel, Eap C p LRDF = Puble (EAF)(RF)K1 (ASCE 7-10 30.7-1) Zone 4 • -28.70 28.70 ZoneS = .53.00 28.70 Roof Plate Zone 3 = -92.90 Exposure Area 10ftA2 50ft2 100 ftA2 200 ft52 600 ft2 RF -Effective Arear Reduction Factor from ThIs 30.7-2 Zone 4 Minus 1 0.92 0.88 0.85 0.8 Zone 4 Plus 1 0.88 0.82 0.77 0.7 p LRFD - interior zone -28.70 -2 6.40 .25.26 .24.40 .22.96 20.70 25.26 23.53 22.10 20.09 Roof Plate Zone 3 42.00 .88.47 -51.75 -78.97 -74.32 Zone Minus 1 0.85 0.77 0.68 0.6 Zone Plus 1 0.68 0.82 0.77 0.7 Corner zono -53.00 .45.05 .40.81 .36.04 -31.80 20.70 28.26 23.53 22.10 20.03 PASD Load P.6 lntcdorzone -17.32 .1564 -15.15 .14.84 43.78 17.22 18.15 14.12 13.26 12.05 Corner zone 41.50 -27.03 .2449 .21.02 -19.08 17.22 11.15 14.12 13.26 12.06 Roof Plate Zone 45.74 41.2805 49.0812 -47.379 -44.592 ( ,Scott J. Sanders, SE INC. At4tI. 1%.àI wh..4-odi 'PHONE OMGMtEC • FM EMALqr1Rm Project No.: 2973 Lot 17 Page L-2 7115/2017 PROJECT: Exterior Glass and Glazing at Lot 17 Whlptall Loop Carlsbad, CA DESCRIPTION: Seismic Loading ASCE 7-10 - Seismic Desian Cat. D Site Class = D hn zi 40.00 ft, per plans SEISMIC COEFFCIENTS Sds= 2i3Sms. = 0.7908 Sms=FaSs = 1.1863, Fa = 1.0470 1615.1 .2 Ss = '1.1330 SI = .0.4350 Ip = .1.0000 Occupancy ii Fv '1.5650 Sd1=2I3FvS1 0.4539 ( Wonstructurai Components Fpx = 1.6PIP*SdsWpx = 1.2653 wpx Mln Fpx = 0.31p*sds*wpx = 0.2373 wpx Table 13.6.1 CoeWCleflts for Architectural Components Wail Element LFasoners of the connection system ap = ii000 ap 1.2600 Pp = 25001DI Rp .' .10000 Z = 29.0000 FT = 35.0000, Fr Wall Element Fp = (0.4*apSd5! (RpIIp) (1+2*ZIh))Wp = L33621iWp Fasteners Load Fp (0.4*apSds! (Rpllp) (1+21ZTh'))Wp = 1.0506795Wp Wail Element Width Trib = 4.6009 FT Height Trib = 15.0000 Fr Glass Wt = 10.0000 psI, Trib DeadLoad = 675.0000 Ibis Wail Fasteners Load Fp = psf, 709.21 lb ( 2973 Lot 17 SECTION Scott J. Sanders, SE INC. 5t. c.Iin Era OLE PHONE A 125.IECd • FAX A,E31.7eAI • EMAIL PROJECT: .2973 Lot 17 Page: M-1 7/15/2017 PROJECT: Exterior Glass and Glazing at Lot 17 Whiptail Loop Carlsbad, CA DESCRIPTION: Glazing Design Window Elevations Elevation 2.4.7.1. 3.5..9. 8 Max Size =width 6.0000 ft xht 10.0000 ft Wind Load = 26 psi Total Wind Area = 60.0000 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Desirin Loads: Arcadia AFG60I Series Steel Reinforcing If required b= 1 518 in 3 112 in S=t= 0.1340 in h = b.2s = 313156 In steel = thA3/12+b*(dA3.h43)/12 1.611 mM 1= SM755 = 3.298 1nA4 E steel = 2.9E+07 psi E alum = 1.OE+07 psi Max Ht= 10.0000 ft Max Deflection Allowable = 0t75iliich53 Max Deflection= L/175 = 0.69 inches i?t' $jic Tnb Wind Width = 6.0000 ft W 156 pIt lreq'd = (5w'l"4)I(384E Deli) = 1.7651 jE4 Equivalent Iprovided = lsteel+ lalum12.9 = 2.7484 mM Reaction at Top and Bottom = w x Max HtI2 = 780.00 lbs Tension at Silicone Joint = 78.000 pif ABI -HILTI KWIK HUS-EZ 318" dia wl 2-112" EFFECTIVE embedment SCI - 1/4-20 DRIL FLEX SCREWS Silicone Joint Load: Exterior Anchor Bolt: SECTION Scott J. Sanders, SE INC. --.---. 'itt* Có!41M. .4u414 flraAI t,thocn PHONE • FAX 3.79i' • EMLC ntiECm PROJECT: .2973 Lot 17 Page: M4,ø' 7/15!201r PROJECT: Exterior Glass and Glazing at Lot 17 Whiptail Loop Carlsbad, CA DESCRIPTION: Glazing Design Window Elevations Elevation 2.4.7.1. 3.5..9 • 8 JAMB Max Size = width 3.0000 It xht 10.0000 ft Wind Load = 28 psi Total Wind Area = 30.0000 sq.ft. Max Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: Arcadia AFG60I Series - Steel Reinforcing if required b= 0 in d= 0 in S=t= 0.0000 in h=b-2s= 0 in isteel = thA3!12+b.(d3h3)I12 0.000 ifl4 1= M0658 = 6.130 mM E steel = 2.9E+07 psi E alum = 1.OE+07 psi Max Ht= 10.0000 ft Max Deflection Allowable HIS05inches'1 Max Deflection = 1J175 = 0.69 inches Tub Wind Width = 3.0000 It W = 84 p11 lreqd = (5*w*iA4)I(384*E Dell) = 0.9504 inA4 Equivalent iprovlded = isteei+ ialum12.9 = 2.1138 inA4 Reaction at Top and Bottom = w x Max Hi/2 420.00 lbs Tension at Silicone Joint= 42.000 plf ABI -HILTI KWIK HUS-EZ 318" dia wi 2-112 EFFECTIVE embedment SCI - 114-20 DRIL FLEX SCREWS Silicone Joint Load: Exterior Anchor Bolt: ( Steel Reinforcing if required b = 0 in d= 0 in S =t= 0.0000 in h=b-2s= 0 in Isteel = th3I12+b(dA3.h*3)I12= 0.000 lnN4 1= M0601 = 6.277 inA4 E steel = 2.9E+07 psi E alum = 1.0E+07 psi Max lit = 10.0000 ft Max Deflection Allowable = 'io 75)(incti Max Defection= 1/175 0.69 inches USE jDjit c".. Tdb Wind Width = 3.0000 ft W = 84 p11 lreq'd = (5*w*1A4)I(384E Dell) 0.9504 in*4 Equivalent Iprovided = Isteel+ IaIumI2.9 = 2.1645 inA4 Reaction at Top and Bottom = w x Max H92 = 420.00 lbs Tension at Silicone Joint = 42.000 plf (. Silicone Joint Load: SECTION Scott J. Sanders, SE INC. 5& -%4-5.V 40 PHONE 5 .i5.IIAi • FAX ax'i634.7e,X. EMAIL PROJECT: .2973 Lot 17 Page: Mq 7/15/2011' PROJECT: Exterior Glass and Glazing at Lot 17 Whlptail Loop Carlsbad, CA DESCRIPTION: Glazing Design Window Elevations Elevation 2.4.7.1.3.6..g. 8 DOOR Max Size = width 3.0000 it xht 10.0000 it Wind Load = 28 psi Total Wind Area = 30.0000 sq.ft. Ma x Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: Arcadia AFG60I Series Exterior Anchor Bolt: ABI -HILTI KWIK HUS-EZ 318" dia w/ 2412" EFFECTIVE embedment SCI - 1/4-20 DRIL FLEX SCREWS ...;2141112- RO F/ 213 10NFDFV Z OM 0) P WINDOW ELEVATION I I EXTERIOR WINDOw TPE 'E, 1. THUS SOUTH WALL ARCH REF: A2.1; A2.2;. A8.3 SCALES 1I4=1 tc' FLOOR. II U. co I04 5:" 120" RO FV 1/2" 19" NFD..FV .2" EQDLO 1: P 2 d '—'S 0 II T ISH FLOOR WINDOW.ELEVATION • I EXTERIORWINDOWTYPE'F2', '.1 'THUS SOUTH WALL ARCH REF:A2.1; A2.2; A8.3 SCALE I I4"=i'-O" 1 EQDLO AN P'~QA .d II TYP ce Di oPP I cm - II H I T :1 T EQ DLO -123 1/8w RÔ Pd 22 5/8" NFD FV. LL1.. 2" T1 I FINISH FLOOR WINDOW ELEVATION I El I EXTERIOR WIND YP OW TE 'K2', I THUS SOUTH WALL EXTERIOR WINDOW TYPE 'K2', I OPP SOUTH WALL ARCH REF A2 I, A2 2, A8 3 SCALE: 1/4"=i '-0" ( 210"ROFV 209" NFD FV- Is -36" NDO Li DOOR SWING WINDOW I DOOR ELEVATION EXTERIOR WINDOW TYPE 'T', 1 THUS WEST WALL ARCH REF: A2.1; A2.2; A8.3 SCALE: 1/4"=1'-0" 112" 93 1/2" RO FV 92"NFDFV- EQDLO EQDLO B 6 U Di ( •oPP TYP 414. FLOOR FINISH WINDOW ELEVATION I i1 I ( EXTERIOR WINDOW TYPE SF1', I THUS SOUTH WALL ARCH REF: A2.i; A22; A8.3 SCALE: 1/4"=l'-6" 57 3/8" RO FV 56 3/811 NFD :FV 52 315" DLQ ( )0R FINISH FLOOR ( WINDOW ELEVATION E E 1 ] FERIR WINDOW :TYPE'F3', I THUS SOUTH WALL ARCH REF: A2-, 1--! A2,2; A83 SCALE: 1 ib1 1W NV. - -. --1I2 360518NFOFV 46 118 0L0- 4r10LO 72 DI.O Mr DLO 4 OW- 4G OW 44 Mr 01.0 .4-2. •42. 4—r - p® I p® • I _AT& U. - ® ( /1-7 - - - - v S • I 11 23 OP&:cDI . A . • Eh AJ DOOR SWING WINDOW! DOOR ELEVATION EXTERIOR WINDOW TYPE V. 1 THUS SOUTH WALL EXTERIOR WINDOW TYPE M',l OPP SOUTH WALL ARCH REF: All; A2.2; .A8.3 SCALE: 114"l'-O" FINISH FLOOR 72' NOD LAJ DOOR SWING WNDOW/DOOR. ELEVATION bM EXTERIOR WINDOW TYPE W, 1 THUS-SOUTH WALL ARCH REP A21;A22; A83 SCALE: 114"=l'O" FLOOR ( Sdott J Sárérs, SE INC. CamUft SuEnØreYE rUr iZui Mi 7g90 Q. nCAe!TI . PHONE • FAX J 63.7AEO • EMAIl. 141kTCbV0MMh1SLAAt11 PROJECT: 2973 Lot 17 DATE 7/15/2017 PAGE: M- Single Span Mullion Moment of Inertia Requirements: Material Aluminum E = 10400000 Icsu Foci Steel E = 29000000 ksl As— Wind Load: [26jpsf(10psfmifl.) Mullion Spacing 6 .. feet Wtotal 156 plf L mulliOn Spàn [i4.6Jfeet iowable Defleátiàn: )an Less and 13.5 ft A= 1-1175 0.94 inches Use a = 0.975 inches )an over and 13.5 ft A = 1.1240 + 0.25 = 0.975 inches Use ,E = .29000000 ksl actions Top and Bóttöm E1 LBS ulhofi Moment of lñe'rtia Réquiréd Düetö Wind Loading: I min =5WL'41384 E A = fli.488 jifláhèsA4 ( Two Equal Span MUllion Moméñt of Inertia RequirenentS; Material: AluminUm E 10400000 ksl INo Steel E 29000000 ksi YES Wind Load 26JJpsf(10psfrnin.) Mullion Spacing Wtàtal .156 plf L mUlllàh Equal SpäñS . L 14 5iIIJfeet AllOwable Deflection: Span Less and i3.5ft A= U176 Span over and 13.5 ft A L1240 0.25 RéaOtions: Top = Middle = Bo MullIon Moment Of lnèitlá Required. DÜë to Wind l.ñiiñ 00092*WL41EA 0.994 inches Use 0,975 Inches Use E = r9896251 LBS I 2544.75 I LBS I 989625J LBS 0.975 hiches 29000000 ksi, ( 3877 - 1 inèhàA4 ( ScaR J, Ssners, SE INC. - - - tW•,a I4i I4J* I' FAXO,X4CW 1aEMLIO!('.P.'ZCWI PROJECT: .2973 Lot 17 Page: 711512017. PROJECT Extoilor Glass and Glazing at Lot 17 - -. Whiptail Loop Carlsbad. CA DESCRIPTION Gluing Design Ø Li t Window Elevation ElvalIon 131E3..i41E3 151E4. 151E4 " Max Size=widih 80000 II ,cht 145000 It Wind Load" 25 psI lotaRMndAfea 72.5000 Ma X Allowable Span without Steel iii ffenors Chdck. Stiffener for Des!an.adi: Arcadia AFGSOI Series Steal RálnIrclnglfrSqulicd -- Ib= 1 518 In - III In w's 314 in W1,7 f I jh I Isteel 0 VW3I12+b-jd-3-h-3y12= 3.640 mM ,Is SM755" 3.298 mM 5E6TtO.\ Eetèel a 2.95+07 p1 Eatum" 1.OE.07 pal Max Kt = - 14.5000 It MuDeflecllon Mowable O.91inChi. Mu Deflection Z 1.1240+0.25 0.98 Inches USE Mifiëilon_J 015 lhoJ TdbWindWidlh = 5.0000 ft 126 p1? lieq!d (Sw11-4)13841E11DOfl) 4.3748 jaM EquIvatentIprovldad 1i [steel' IaluinI2.96 47762 mM R . eaai*~et'Tdjiand6a -iii"HI/2= lbs SiliãOne Joint Load: Tension at Silicone Joint s 6.500 pIt Exterior Anchor Bolt. ABI HILTI KWIK HUS EZ 318 dia w12 112 EFFECTIVE embedment SCI .114.20 DRIL FLEX SCREWS - - ( SECTION . Scott J. Senders, SE INC. AWL at. SC ..., iCrM Mi&Ii tw.ñ1S .PROW .4iK]. rAx(.75i. (Mt+C((S PROJECT: .2973 Lot 17 P990: M-1 711612017f Exterior Glass and Glazing at Lot 1? Whiptail Loop Carlsbad. CA Glazing Design - DESCRIPTION: Window Elevations, EIov3tIon13fE3.. 14153. 15154. IWE4 yvvt— MaiSire-~Adlh 5.0000 (1 xht 14.6000 Wind Load= 25 psI TotaIV1indArea .72.5000 Ma ii Allowable Span Without Stool StiffenOis Chock Stiffonoi fotOesfon Loads: ArcAdia AFGBOI Sides Steel Reinforcing if required ( ( 1 618 313116 0.1876 hb.2s= 3 wiG ideal = 124bh(d*34vfi3}f12 1= M0601 S steel - E alum MaxI4t Max PefledicO Allowable Max Deflection = 1.1240+0.25 {LSE Ma De!t!!. Trlb Wind Width ca W= ireq'd (5wi'4)l384'E' 0e0) Eqálvalintiprovided = Iste!l+ laluml2,9 Reaction at Top and B06fl1 wxMa*H112 In In In in 2.038 kl'4 6.277 is-4 2.9E+07 Of l,0E07 psi 14.5000 ft. 0.08 inches 0.98 Inches 6.0000 ft 125 PU 4.3745 W4 4.6020 W4 906.25 ibs Silicone JOint Load: Tcns!DnatSlllcone Joint= 62.500 P!t ExteriOr Anchor BoIt ABI aHiLTI KWIK HUS-EZ 318" dla *124120 EFFECTIVE embedment Sd -11440 ORII.. FLEX SCREWS ( Max SlzesldIh 30000 II xht MILood 28 pSI Ms XAllewdble Span without $teeIStiffeOrs Check Stiffener f6i Dosin Loads SECTION Scott J. Srs. SE INc. MI1b Iit PROJECT .ExtorlarGinss andGlázlnij at Loll? Whiptell Loop Ce,sb;dcA OE&cRIPION Glazing Design PRoJEcn .297310117. f Page: 0-1 1115/201! C Silicone Joint Load: ExterlôrAnChär Bolt' bv 1518. In d c 313118 O;1O7 in h.v b-218 3 7116 I !steel=' 'LhA3112,b(dft3.h3}i12 3.638 lnM ii M0658.= 6130ifl4 Esteoi' 2.SE.0! ON E'alum 1.0E407 psi MaNHf = 14.8000 ft Max Detlection Allowable -.7 [ 076 Inches Max Deliectlon=L1175 = 0.99 iflthes Vii Mai 075 Inches rb Wind Width = 3.0000 ft. W= 84 Of iréq'd =(5W'r4)t(384E Oel))= 3.8413 mM Equivalent Iprovided a Isleals IaIum2 9 • 47521 mM Reeconst Top and Sotteni =.WxMaxHUZ= 609.09 lbs Tension itSiiicóno Jâint 42.000 ptf ABI -HILTIKW1K HUS-E 318° dla WI 21I2 EFFEcTIVE embedhient SCI -11420 DRIL FLEX SCREWS 14.6000, ft TotaliMndArea= 43.000 sqfl ArcaFdI6AFGGOI Series Steel Reinforcing If required 1I2- - IIS4FDFV - 4MD1O— —.4!IWDIO— ---43tWDtO— d9U4?DtO — srcLo—-- 'r*iO—.. 43 Ur óø. 0 -! 001 4 - / I , - r ma 94 1010 -, -POO 004 i 1O4 -___--_-_--- ---- IN Poo 01, 0 -. 1 I_- ti TYP 13 4/ 14 OPP 1 4 0 a! - Id - - LWINDLOADcUPS DETAIL 28104 TYP MULLIMIN r.SPUCE DETAIL 21)04 1YP - cc L WINDLOAD CUPS 'DETAIL 2004 TYP iNDFLC ISO A.J _ Li! 1? D009 #1O WINDOW / DOORELEVATIOt4 13 EXTERIOR WINOOWTY PE?. 1 THUSSOUTH WALL £3 ARCH REF: A2.1; A2.2: *8.3 SCAtE: I14V-(' WINDLOD CLIPS DETAIL 20104 TV 123 3W ILO; FY 123 114 IIFDFV ( LA WINDLOAD C DETAIIJ26ID4 2ND FLOOR in 15,0A.F.F.,' ( isr FLooR ( WINDOW ELEVATION. IRA 11 EXTERIOR WINDOWTYPE 'O I THUS SOUTH WALL ARCH REF:. A2.1; A2.2; A8.3 'SCALE: 141'-O. — 340 fir.. — 4e IWCLO— 4"' Mc —' Y4 LO ULO p7 0 i POO :till I. 11010,11144 1 OFF, 1. 04 OF -. ;_4 > Typ _ 4 II . - A 0 1 d1l WINDLOAD CUPS 05TA1L201041'YP I F AO CLIPS 2OJD4TYP p Dowtomm WINDOW! DOOR:ELEVATION EM CTERIORWINOOW TYPE W. I THUS SOUTH WALL ARCH REP. A2.1; A2.2; AS.3 SCALE: II41O ( 2ND FLOOR j 15-0A.F.F. - ( WINDOW ELEVATION EXTERIOR WINDOW TYPE S, 1 THUS SOUTH WAU.. ARCH REF: A2.i:AZ2; A8.3 SCALE: 1I4-1'O ( DESCRIPTION: MiSlz,sidth 6,0000 It xht Wind Load 25 psI Max AllowablO Span without Stool Stiffeners Chák Stlffoiiór for Doslqfl LoodG Silicone Joint Load: Exterior Anchor Bo!t Sdott J. Sénctets, SE INC. - X1I PROJEcT: Lot ii Page: M.!j,Ad 7Il5J2017 Exterior Glass and Glazing at Lot 17 Whiptall Loop catls1001 CA ( C 13.2500 it Total Wend Area 796000 sq ft Arcadia AFG601 Soils. Stool Reinforcing if riquirod 1518 in d 3 112 st 0.3760 in hb.2's= 2 314 in Isteel th&3li2.b(d3.hA3}1l2=. 8.140 mM I* 8M765 3.296 mM EstóI 2.IEö07 PSI Estwn a psi Max Ht a 132600 It Max Defl eonAllowabie [2 0.91 1nch__sJ Max Deflection = 1J240.025 • 0.91 Inches uSE Mail DifIetIoW__— Tilb Wind Width = -. 6.0000 It W• 150 Of l,cq'd = (5'w$4)1(384'E' Deft) = 3.9410 mM Equivalent Iprovided • Isteel. latum!2 9. 47762 mM Reacbon at Top end Bottom =wxmiiiiiv2= 99371 lbs Tension it Silicone Joint • 75.000 p11 ABI -MILT[ KWII( HUS.EZ 3l8' dia WI 2-1I EFFECTIVE embedment SCI - 114-20 DRIL FLEX SCREWS ( SECTION Scott J. Sanders, SE INC. PROJECT: .2973 Lot 17 xL sc.noo Page: M- .,... '4L N.3A 7/15/201 PHONE 66T. 62A.11t(l • FAX X.7AX. EMAlLcExo PROJECT: Exterior Glass and Glazing at Lot 17 Whiptail Loop Carlsbad, CA DESCRIPTION: Glazing Design Window Elevations Elevation 221E6. 211E6 JAMB Max Size = width 3.0000 It x hi 14.6000 It Wind Load = 28 psi Total Wind Area = 43.5000 sq.ft. Max Allowable Span without Steel Stiffeners Check Stiffener for Design Loads: Arcadia AFGSOI Series Steel Reinforcing if required (. b= 1 518 In d= 313116 in S =t= 0.1340 In h = b.25 = 349190 in isteel = thA3/12+b*(d43.hA3)/12= 1.971 inA4 IN M0658 = 6.130 j'14 E steel = 2.9E+07 psi E alum = 1.OE+07 psi Max Ht = 14.5000 ft Max Deflection Allowable = Max Deflection = L/240+0.25 = 0.98 inches - ' 1db Wind Width = 3.0000 ft W= 84 p11 lreqd = (5wiA4)I(384E Defi) = 2.9397 lnA4 Equivalent iprovided = lsteel+ laluml2.9 = 4.0849 inN4 Reaction at Top and Bottom = w x Max HtI2 = 609.00 lbs Tension at Silicone Joint= 42.000 pIt ABI -HILTI KWIK HUS-EZ 3I8 dia wi 2-112 EFFECTIVE embedment Sd - 114-20 DRIL FLEX SCREWS Silicone Joint Load: Exterior Anchor Bolt: ,Th 280 1l2'R0V- 279 1/2r0DFV 'WINDOW ELEvATIoN Ii6I EXTERIOR WINDOWTYPE *L, I THUSSOUTH WALL EXTERIOR WINDOW TYPE 'L', I OP SOUTH WALL ARCH REF: A2.1; A2.2., A8.3. SCALE: I /4! !O* in 112 36810 FV 365 31r NFD FV EQ DLO -I-p (-# 010 —W-2 67 314 OLO It I OF, 011 Al Es.: .Tvp I - II I II II II II iI II ii II 14 II OF<&H I, II H :11 01", II 02 TYPI qwd rn WINDOW "ELEVATION'' EJ EXTERIOR WINDOW TYPE N,1 THUS SOUTH WALL EXTERIOR WINDOW TYPE 'N' I OPP SOUTH WALL ARCH REF: A2.1; A2.2; A8.3 SCALE: II4°=1'-0 m m 000 11! -1] r ) 6 . 4 lLO____b216 2. 3-- 0 LO_1 Lo L2i'DLO—I DLO 155NFI FV 159" R.b. F\l. 57. I %h& \vOk 0 :± rn- %mmko i M 1! tO -1-i M 0 3 & m m O U)10D A ~-H:~ * -.J! m I— r> m co O) . - "Id :t "1_1 57" DLO 2". 30 oLO 18" ABV A.F.F. - 383 518ROFV 1 362518 NFDFV _ I' 695IrOLO," ' U fl EQLO _fl-2DLO: '67314'Ot.O 7q ft IF OF OF _ _____ft II I At ONON& 0 0. 0. gel 0 0. '3 01 II . II II TYP 'H .0111 • ft ft 0. WY a rw'P Il 11 pw 1/0 'i b2 WINDOW:ELEVATION XTEROR WINDOW 1PE J, 1.THUS SOUTh WALL ARCH REF: A2.1; A2.2; A8.3 !SCALE.- 114"1'-O' 19 WNEOW ELEVATION E5, .ExrERIOR WINDOW TYPE 'G,.1 THUS SOUTH WALL ARCH REF: A2i; A22; A8.3 SCALE: 1/4"1'-O ( *i I Smdrs SE (NC PRWC1'973LMt I? Li Zzi— !' •J'O.' PRJEcr Eated Gloas and Glazing at Lot 17 Whiplall Loop Carlsbad, CA CESCRIPTION: Glazing Disigu - iJio Dlrn.nilón: Length a$5 P • 176.406056 lbs . •. I.Ilo Dlrnsnulon; *IaIh* - 46 10 10.625 In. salting buck spicing Lila W.Ight 6.6 pit E 10100000 - I. 0.78$ £n4 Lu 851n ADc1taPaf24EI(3L2.4flA2)u (010S7jflthii (Ill". 01 0.125" Elov. section Plum. UK Glass: Lite Weight oat - P. total Load the a• LV4 Inches S iDiit. PaI24El (3L"242) - Inches - 8max • 111V Inches tasulls - of Silión. 104rleighLln Length,ln TYP I MMUS 0.438 - 21 66 6.5 - WAS 17 10700000 0.123812335 0.126 GOOD TYP HMI3S 0.430 50 52 6.5 131.44 13 10100000 0.112951104 0.126 GOOD TYP 101136 0.430 66 12 6.5 182.00 48 10700000 0.415214441 6.125 NO GOOD 7W i1M13S 0.438 21 72 6.5 05.26 1$ 100000 0.153705415 0.125 NO 6000 TYP iivazs 0.55 65 72 6.6 182.00 16 29000000 0.122002759 0.125 0000: TYP _HM03S_ 0.55 65 72 6.5 182.00 16 29000000 0.122002759 0.125 GOOD (- [I VERTICAL MULLION GLAZING POCKET GLASS SIDE SLCK GLASS BITE EDC,E CLEARANCE Scott J. Sanders, SE INC. L Coi4ng sm4two En9re,s .4iicvu. Ckm,. Hl WasIrnjcn PHONE (9C9) 625-1906 • FAX ON, 634•7860 • EMAIL s)s@c(aremontSE.ccn PROJECT:.2973 Lot 17 Page: DR-1 7/15/2017 ( PROJECT: Exterior Glass and Glazing at Lot 17 Whiptail Loop Carlsbad, CA DESCRIPTION: Glazing Design Seimic Drift Design Typ Elevation Use max 2.00% between Floors DEPL MAX =1 flflo I fl.It TT MOVEMENT 11 DEFL LITE ICAL N NG ILI fi LOOR LINE VER1 MULLI HOW MULLI C.LA2 ASCE 7-10, Chapter 13 Section 13.5.9 Determining Drift Capacity of Curtain Wall System using Bouwkamp's Equation Floor Height = 15.0000 ft Ip = 1.00 importance Factor Building Design Displacement 2.00% per ASCE7-10 Table 12.12-1 A max = % xHp = 1.44 in Hp = 72 in Height of rectangular Glass Lite Bp = 60 in Width of rectangular Glass Lite Cl = 1/2 in Clearance (gap) Between Vertical edges and the Frame C2 = 112 in Clearance (gap) Between Horizontal edges and the Frame Dclear prov'd = 2.2000 inches Dôlear req'd = 1.25*1* Amax = 1.8 inches ( Dclear provd = 2.20 inches> Dclear req'd = 1.80 Inches Glass Lite and Curtain Wall Mullions can Accommodate building Drift w/o Glass Fallout Scott J. Sanders, SE INC. Ccnsifng S,ucIusaI Eng'eis Mzva. QjhbrJ3, HAtclk Nea. I?fl9on PHONE (1)09) 625405 • FAX (Ei39) C,3•78EO • EMAIL ,5!WOrnOn)SE.Cam PROJECT: .2973 Lot 17 Page: WT-1 7/15/2017 PROJECT: Glass Store Front and Curain Walls at McCoy Station-gondola Terminal 10001 Minaret Road DESCRIPTION: Glazing Design Wind Tab Design Anchor Bolt Shear Allowable Loads on A307 Bolts Single Shear Double Shear Fus = 13.5000 KSI 2* Fus = 27.0000 KSl 5/8" Diameter bolts Diameter = 5/8 inch 5/8" Diameter bolts: Diameter = 5/8 inch Area = 0.3066 ina2 Area =. 0.3066 inA2 Vallow = 4.14 kips Vallow = 8.28 kips Fav = 13.5000 KSI 1/2" Diameter bolts Diameter = 1/2 inch 1!2Diameter boltsDiamét -j-1I2t&'inch Area = 0.1963 in'2 Area '0 I 13in"2 Vallow = 2.65 kips Fav = 13.5000 KSI 2* Fus = 27.0000 KSI 3/8" Diameter bolts Diameter = 3/8 inch 3/8" Diameter bolts: Diameter = 3/8 inch Area = 0.1104 in*2 Area = 0.1104 1n'2 Vallow = 1.49 kips Vallow = 2.98 kips Mullion Properties: 6063-T6 Extruded Aluminum alloy, ASTM B221 Fus = 14.00 KSI Steel Plate Properties ASTM A36 Fy= 36.00 KSI Plate Thickness = 1/4 inches Plate Size= 5 sq. V allowable = 13.13 kips 2 Weld Strength: 1/8" x 5" long = Rn/fl (0.60 Fexx((2)It1/2/2)(D/16)*I)12 = 11.1369 kips Max Load at Wind Tab = 833 lbs Therefore Use 3/8" diameter A307 MB with 1/4" thick shear plate with 1/8" thick welds if req'd AB1-1 LL- www.hllti.us Profis Anchor 2.7.3 Company: Page: 1 Specifier: Project: AB1 Address: Sub-Project I Pos. No.: Phone 1 Fax: I Date: 7/16/2017 E-Mail: Specifier's comments: I Input data Anchor type and diameter KWIK HUS EZ (KH EZ) 318(2112) Effective embedment embedment depth: het = 1.860 in., hnom = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 2/1/2016 1 12/112017 Proof: Design method ACI 318/ AC193 Stand-off Installation: eb = 0.000 in. (no stand-oft); t = 0.125 In. Anchor plate: IX x l, x t = 24.000 in. x 6.000 in. x 0.125 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500. f,'= 2500 psi; h = 5.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, 0, E, or F) no Geometry [in.] & Loading [lb1 in.lb] ( t 3$ Input data and results must be checked for agreement with the edsting conditions and for plausibtiltyl PROFIS Anchor (0)2003-2009 Hild AG, FL-9494 Sthaafl HIM Is a registered Trademark of HIS AG. Sthaan www.hiitius ( Company: Specifier: Address: Phone I Fax: E-Mail: ABI-2 Profis Anchor 2.7.3 Page: 2AB1 Project: Sub-Project I Pos. No.: Date: 7116/2017 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ibi Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 800 0 800 2 0 800 0 800 max. concrete compressive strain: - [%] max. concrete compressive stress: - [psi] resulting tension force in (x1y)=(0.000I0.000): 0 [lb] resulting compression force in (xly)=(0.000/0.000): 0 [lb] 3 Tension load Load N 0 Jib] Capacity 4' N,, [lb] Utilization N = N,,,,/4' N,, Status Steel Strength N/A N/A N/A N/A Pullout Strength N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibilityt PROMS Anchor (c) 2003-2009 HiItI AG. FL-9494 Schoen 111111 Is a registered Trademark of Huh AG. Schoen www.hllti.us Company: Specifier: Address: Phone I Fax: E-Mail: ABI-3 1!!2 W3 Profis Anchor 2.7.3 Page: 3AB1 Project: Sub-Project I Pos. No.: Date: 7/16/2017 4 Shear load Load V15 [lb] Capacity $ V, (Ib) Utilization Pv = Vuaf4 V,, Status Steel Strength* 800 3111 26 OK Steel failure (with lever arm) N!A N/A N/A N/A Pryout Strength** 1600 3019 54 OK Concrete edge failure in direction y+ 1600 2641 61 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V55 = ESR value refer to ICC-ES ESR-3027 4t V051 ~-' Vu. ACI 318-08 Eq. (0-2) Variables A59 [in .2] fula [psi] 0.09 120300 Calculations V [lb] 5185 Results V [lb] steel . $ V3 [lb) V [lb] 5185 0.600 3111 800 ( 4.2 Pryout Strength V 9 = kcp [ (ANN ) ec.N '41 ed.N V cN V cp.N Nb] ACI 318-08 Eq. (D-31) $ Vcpg;-,Vua ACI 318-08 Eq. (0-2) ANc see ACI 318-08, Part 0.5.2.1, Fig. RD.5.2.1(b) = 9 h, ACI 318-08 Eq. (0-6) 'Vec,N = (1+t)S1.0 ACI 318-08 Eq. (D-9) TFsf V ed.N = 0.7 + 0.3 (4!):9 1.0 ACI 318-08 Eq. (D-11) V cp.N = MAX(ca !!in . i4J!) 1.0 ACI 318-08 Eq. (0-13) Nb = kc X I? hj5 ACI 318-08 Eq. (0-7) Variables kcp h, [in.] eCIN (in.) e.ZN [in.] cam15 [in.] 1 1.860 0.000 0.000 3.500 V N c5 [in.] lc t [psi] 1.000 2.920 17 1 2500 Calculations A [in.2] Apft9 [in.2] 11 14N ecl, eci '41 ed.N J1 cp.N Nb Jib] 62.27 31.14 1.000 1.000 1.000 1.000 2156 Results V 0 [lb] cencreto $ Vcpg [Ib] V a jIb] 4312 0.700 3019 1600 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (C) 2003-2009 Hi AG, FL-9494 Schaan Hull Is registered Trademark of Hull AG. Schasn www.hiiti.us Company: Specifier: Address: Phone I Fax: E-Mail: ABI-4 MI; mjj Profis Anchor 2.7.3 Page: 4AB1 Project: Sub-Project I Pos. No.: Date: 7/16/2017 4.3 Concrete edge failure In direction y+ Vcbg = Ave () U) ec.V U) od U) c.V U) h.V U) parallol.V Vb ACI 318-08 Eq. (0-22) VCb9 k v. ACI 318-08 Eq. (D-2) Ave see ACI 318-08, Part 0.6.2.1, Fig. RD.6.2.1(b) Ao = 4.5 dal ACI 318-08 Eq. (0-23) :5 1.0 U)ecy = (1 ACI 318-08 Eq. (D-26) 3c21 1 I C82 U) cdv = 0.7 + 0.3(T) 1.0 ACI 318-08 Eq. (0-28) U)h.V \f1.0 ACI 318-08 Eq. (0-29) Vb = (7 (i.) )r) 4ic 02 5 ACI 318-08 Eq. (D-24) Variables Cal [in.] Ca2 [in.] ecv [in.] U) v ha [In.] 3.500 - 0.000 1.000 5.000 le [in.] IL d8 [in.] 4 [psi] q py 1.860 1.000 0.375 2500 1.000 Calculations A c [in.2) Ao [in.2] U) ec.V 11 ed.V U) h.V Vb [Ib) 105.00 55.13 1.000 1.000 1.025 1933 Results Vcbg [lb] $ Na $ Vbg [lb] Vua [lb] 3773 0.700 2641 1600 5 Warnings The anchor design methods in PROMS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA 1R029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate Is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROMS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption Is valid is not carried out by PROMS Anchor. input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement Is used. The 4s factor is Increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC! 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for piauaibilltyi PROFIS Anchor (c) 2003-2009 Hiltl AG, FL-9494 Schaan Huh isa registered Trademark of Him AG. Schaan ABI-5 I_I-I ulI www.hiltLus Profis Anchor 2.7.3 ( Company: Page: 5 Specifier: Project: AB1 Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 7/1612017 E-Mail: 6 Installation data Anchor plate, steel: - Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2) Profile: no profile Installation torque: 480.001 in.lb Hole diameter In the fixture: d, = 0.500 in. Hole diameter in the base material: 0.375 in. Plate thickness (input): 0.125 in. Hole depth in the base material: 2.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump • Torque wrench Properly sized drill bit Coordinates Anchor In. Anchor x y c. c,, c. cit, 1 -6.000 0.000 - - - 3.500 2 6.000 0.000 - - - 3.500 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (C) 2003-2009 HIIII AG. FL-9494 Schean Him Is registered Trademark of Hilli AG. Schaan www.hllti.us Profis Anchor 2.7.3 Company: Page: 6 Specifier: Project: ABI Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 7/16/2017 E-Mail: 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hiiti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt! Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the edsting conditions and for plausibility! PROFIS Anchor (C) 2003-2009 Hull AG, FL-9494 Schaan 111111 Is a registered Trademark of 1-11111 AG. Schaan Lii w LL I— CD w 0 17 15 15 14 13 12 11 10 9 8 7 6 S 4 1=6.277 IN' S = 2.032 IN II MO6O1 A B C D E 3 4 5 5 7 C MULLION SPACING IN FEET I = 11.615 IN' M0601 WITH STEEL REINFORCEMENT 15/8"X 3 13/i6 'X 10 GA. ( Windload Charts 1 AFG601 Series tA A = 16 P.S.F. (766 Pa) Description: 2" X 6" Offset Glazed For 1" Glass B = 20 P.S.F. (958 Pa) Function: Window Wall C = 25 P.S.F. (1197 Pa) 0 = 30 P.S.F. (1436 Pa) Detail: Design Criteria E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 1 OF 4 Muillons are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent taterat.torsional budding. Mother complex design conditions shall ( be reviewed by Arcadia or design professional. Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection linritafion of mullions shall be In accordance with UMA hR-All of 1.1175 for spans up to 17-6 and 11240 + 114 for all others whore us equal to the span of mullion. A design professional shall be consulted toconlirm that no tie of glass deflects more than H1175 0r314, whichever Is less, where H indicates the height of glass. Formulllons containing steel reinforcement, the reinforcement Is assumed to be Installed for the fell length of the mullIon. A design professional shall be consulted for instances where steel reinforcement is Installed fora partial length of the mullion span. Windload pressure determinations shall be per ASCE land according to local governing codes. A professional engineer shall be consulted for the most current laws and local betiding codes. Selection of perimeter fasteners and attachment of glasing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. Arcadia assumes no responsibility for selecting the appropriate systems for specific projects. I—w W LL I- CD w 0 —J —J I =3.298 IN' S= 1.452 IN IT U- I— I w I Z 0 = -J Au 19 in 17 16 Is 14 53 15 11 10 9 a 7 5 c I =8.321 IN A B C D E 5 4 5 6 7 5 A B C 0 E 3 4 5 6 7 8 MULLION SPACING IN FEET SM755 MULLION SPACING IN FEET SM755 WITH STEEL REINFORCEMENT 1518'X3112"XI0GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AFG60I-WINDLOAD.pdf As of: 08110/16 Windload Charts IAFG601 Series A = 16 P.S.F. (766 Pa) Description: 2" X 6" Offset Glazed For 1" Glass B = 20 P.S.F. (958 Pa) Function: Window Wall C = 25 P.S.F. (1197 Pa) Detail: Design Criteria @ur D = 30 P.S.F. (1436 Pa) E = 40 P.S.F. (1915 Pa) I Scale: N.T.S. SHEET 2 OF 4 (. DJM661 19 17 16 15 14 13 12 A II B 10 C 9 0 8 E 7 8 5 4 3 4 S 8 7 8 MULLION SPACING IN FEET Lu 19 16 17 16 is 14 A 13 B 12 C D 11 E 10 9 8 7 6 a 4 S 6 7 8 MULLION SPACING IN FEET I=11.903IN' DJM661 WITH STEEL REINFORCEMENT 1518'X3 13116 X10GA. I =6.5651W S= 2.081 IN w U— I- 0 w 0 Motions are assumed to be single span, simple beam elements, uniformly loaded and adequately braced to prevent Ialeral•torslonal buckling. Mother complex design conditions shall be reviewed by Arcadia or a design professional. Aluminum extrusions shall be 6063-T6 alloy. Allowable stresses to be derived perMuminum Design Manual Deflection limitation of rns5tons shall be In accordance with MOM BR-All of U175 for spans up to 13'-6 and 1)240+ 1I4 forall others where Its equal to the span of mullion. A design professional shall be consulted to confirm that no tie of glass deflects more than 111175 w3!4. whichever is less, where H Indicates the height of glass. Formullionscontsining steel reinforcement, the reinforcement is assumed to be Installed for the fell length of the mullion. A design professional shall be consulted for Instances where steel reinforcement Is Installed for apartial length of the mullion span. Windload pressure determinations shall be perASCE7 and according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. Arcadia assumes no responsibility lorsetecting the appropriate systems for specific projects. 1-- w w U— I— w 0 —j —J in 17 15 15 14 13 12 11 10 9 8 7 e 5 4 3 I =6.1301N 4 S= 1.907 IN' 35 21 20 19 18 17 16 in 54 13 12 Ii 10 9 I = 14.772 IN' E a 4 s e 7 8 A B C D E 3 4 5 6 7 6 MULLION SPACING IN FEET M0658 MULLION SPACING IN FEET M0601 WITH STEEL REINFORCEMENT 1518X313116X114 Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AFG601-WINDLOAD.pdf As of: 08/10/16 La 17 18 is 14 13 12 11 10 A 9 B 8 C 7 D E 6 S 4 3 4 5 6 7 8 MULLION SPACING IN FEET 20 in 18 17 Is is 14 13 A 12 B 11 C 10 0 a E 8 7 3 4 5 e 7 8 MULLION SPACING IN FEET I =8.764 IN ICOC735. WITH STEEL REINFORCEMENT 1 5/8" X3 13/16" XIOGA. I =3.426 IN' S= 1,326 IN' ICOC735 Windload Charts IAFG601 Series A = 16 P.S.F. (766 Pa) Description: 2" X 6 Offset Glazed For 1" Glass B = 20 P.S.F. (958 Pa) Function: Window Wall C = 25 P.S.F. (1197 Pa) D 30 P.S.F. (1436 Pa) Detail: Design Criteria E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 30F4 Mullins are assumed to be single span, simple beam elements, ranifomdy loaded and adequately braced to prevent lateral-torsional buckling. MI other complex design conditions shall f be reviewed by Arcadia or a design professional. Aluminum extrusions shall be 6063-16 alloy. Allowable stresses to be derived per Aluminum Design Manual. Deflection limitation of mslllons shall be in accordance with AAMA nfl-All of 11175 for spans spin 13'-6' and 11240 + Or for all others where us equal to the span of mrdulnn. A design professional shall be consulted to confirm that no lite of glass deflects more than 111175 or 314', whichever Is less, where H indicates the height of glass. For mullions containing steel reinforcement, the reinforernestis assumed to be installed for the full length of the mullion. A design professional shall be consulted for Instances where steel reinforcement is installed (era partial length of the mullion span. Windload pressure determinations shall be per ASCE land according to local governing codes. A professional engineer shall be consulted for the most current laws and local building codes. Selection of perimeter fasteners and attachment of glaring system to building structure are protect specific and therefore shalt be reviewed and determined by a design professional. Arcadia assumes no responsibIlity, for selecting the appropriate systems for specific prects. ti w L1 I— (9 w 0 -J —I so in 18 17 16 15 14 13 12 11 10 9 8 7 6 A B C 0 E 3 4 5 6 7 8 = 10.229 IN S= 2,678 IN 25 24 23 22 21 20 19 18 17 16 15 14 is 15 11 10 A B C 0 E 3 4 5 6 7 8 I = 18.925 IN' MULLION SPACING IN FEET ICOC755 MULLION SPACING IN FEET ICOC755 WITH STEEL REINFORCEMENT 13/4 X4 9/16" X 10 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AFG60I-WINDLOAD.pdf As of: 08/10/16 I Windload Charts IAFG601 Series A = 16 P.S.F. (766 Pa) Description: 2" X 6" Offset Glazed For 1" Glass B = 20 P.S.F. (958 Pa) Function: Window Wall C = 25 P.S.F. (1197 Pa) D 30 P.S.F. (1436 Pa) Detail: Design Cteria E = 40 P.S.F. (1915 Pa) Scale: N.T.S. SHEET 4 OF 4 I- w w LL I- 0 w 0 57 56 26 74 23 22 21 20 in 18 57 16 15 54 13 17 3 4 5 5 7 8 MULLION SPACING IN FEET I :31.024 IN' S 6.036 IN' S2= 0.387 IN MUMM -------- ___._____• 1= 49.105 IN' M0691 I OPG190I WITH STEEL REINFORCEMENT 11/2' X6 7/16 X 10 GA. M0691 I OPGI90I Mulllons are assumed to be single span, simple beam elements. uniformly loaded and adequately braced to prevent laterat4urslonat buckling. Mother cionples design conditions shall f be reviewed by Arcadia or a design professionaL Mundnum extrusions shall be 6083-T6 alloy. Allowable stresses to be derived per Numlnum Design Manual. Deflection lirnilallon of mulilons shall be In accordance with AAMA hR-All of l.1175 for spans up to V-r and 1.1240 + Or for all others where I Is equal to the span of mullion. A design professIonal shall be consulted to confirm that no tile of glass deflects more than Hl1175or 314, whIchever is lens where H indicates the height of glass. For mullions containing steel reinforcement, the relnfrscementis assumed to be Installed for the full length of tire mullion. A design professional shall be consulted for Instances where steel relnfnrcementis Insisted fora partial length of lire mullion span. Wrndload pressure determinations shall be per ASCE land according to local governing codes. A professional engineer shall be consulted ivrlho most current laws and local building codes. .. Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall be reviewed and determined by a design professional. Arcadia assumes no responsibility for selectIng the appropriate systems for specific projects. ( Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-AFG601-WINDLOAD.pdf As of: 08/10/16 i =i2i5lw S0.921I A ( HM6324 - IGLASS beadload Charts A1G601 Series I1 h Description 2' X 6" Offset Glazed For 1" Glass - Fundilon: Wkidów Wall Detail: Design Criteria Deadload Charts for Glass (7.00 PSF) Scale: N.T.S. SHEET I OF 1 A B --III'I,uIuuuuuIIuuIIu __IIIIiIIIHIIlIIIIIII _______uulflhl'IIuuluuIIuII 1IIlIIJIIIIIIIIIflhI _______ 11111 iLlIllIllIllull I IlIflhIuIIilhluIIul ______ uIIIIuhI'IuIuIIuuuI 11111111 U liii 111111 ______ IIIuIILIkIuIIIuIIII _______ IlIlIII1II['IIIIIuuII ______ IIIIllllIII'IuIIuhI IuIuIII1Iu"uIIuII. _______ IIIIIIIlL1IUUhIII IIIIIIIIIIhIIIlIIII 'IIIuIIIIIIIIII5IIi _IHhIIIIIIIIIiIft,! A ______ uuIIInIIuIIunh:!' B IIuIIuItIIlIIIIuuii I I =O.311!r( 1. S 0fl1 IN' HM60 -1" GLASS 3 4 1 B I I MULUON WIDTH IN FEET I 0.;438 IN S"O.3501N' H1 HM635 -'1' GLASS CURVE .REEE$ENTATlON A (- - --) = 1/8" PTS. B 1/4" P18. FRAMING ARCADIA..AFGSO1 DEADLOAD pdl As of 08108/16 ( ( 711512017 Design Maps Summary Report IJSGS Design Maps Summary Report User—Specified Input ( Report Title Lot #17 Sat July 15, 2017 20:1.3:20 UTC Building Code Reférençe Document ASCE 7-10 Standard (which ut11120s USGS hazard data available in 2008) Site Coordinates 33.16583°N, 117.33819°W Site Soil Classification Site Class 0 - "Stiff Soil" Risk Category I/Il/Ill MOUW. -. ant4doMt,l IL OceanszcI •c.P Vista .Car1sbadI'' )hCldlavt I •' ( USGS—Provided Output S5 = 1.133g 5t45 1.186g SOS 0.791g 0.435•9 S = 0.681 g S = 0.454 g - 0 I S*n Marcos !condk1o' i'• '.. ,.• / For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCB Response Spectrum 0cu0 Respoosp. Spec(nun Perie4.t(sec) P. t (see) For PGA,, TL, C,, and C values, please view the detailed reoott. Although this Information Is product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy or the data contained therein. This tool is not a substitute for technical subject-matter knowledge. Ill DIVISION: 05 0000-METALS SECTION: 050523-METAL FASTENINGS REPORT HOLDER: INFASTECH DECORAH LLC ELCO CONSTRUCTION PRODUCTS ( 1302 KERR DRIVE DECORAH, IOWA 52101 EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS ICC (") k~94 C PMG LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not cais ( specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as lz'00 I ocs to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2016 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report ESR-3332 Reissued September 2016 This report is subject to renewal September 2017. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 050000—METALS Section: 05 05 23—Metal Fastenings REPORT HOLDER: INFASTECH DECORAH LLC ELCO CONSTRUCTION PRODUCTS 1302 KERR DRIVE DECORAH, IOWA 52101 (800) 435-7213 www.elcoconstruction.com infoEIcoinfastech.com EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS ADDITIONAL LISTEE: HILTI, INC. 5400 SOUTH 122 EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com PRODUCT NAME: KWIK-FLEX® SELF DRILLING SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009 and 2006 International Building Code® (IBC) 2012 and 2009 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are used in engineered connections of cold- formed steel members. The fasteners may be used under the IRC whep an engineered design is submitted for review in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 General: Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are proprietary, self-drilling tapping screws that have a dual heat treatment and that are coated with a corrosion-preventive coating identified as Silver Stalgard®. The drill point and lead threads of the screws are heat- treated to a relatively high hardness to facilitate drilling and thread forming. The balance of the fastener is treated to a lower hardness complying with the hardness limits for SAE J429 Grade 5 screws and the hardness limits for ASTM A449-10 Type 1 screws. The threaded portion of the screw with the lower hardness is considered the load-bearing area, used to transfer loads between connected elements. See Figures 10, 11 and 12. Table I provides screw descriptions (size, tpi, length), nominal diameters, head styles, head diameters, point styles, drilling capacities and length of load-bearing area. 3.1.1 EDX445 (Type 1): The EDX445 screw is a #10, coarse threaded screw with a phillips pan head. See Figure 1. 3.1.2 EAF430, EAF460, EAF470, EAF480 (Type 2): These screws are #10, coarse threaded screws with an indented hex washer head. See Figure 2. 3.1.3 EAF62I, EAF64I, EAF68I, EAF690, EAF7I5 (Types 3 and 4): These screws are #12, coarse threaded screws with an indented hex washer head. See Figure 3. 3.1.4 EAF765 (Type 5): The EAF755 screw is a#12, fine threaded screw with an indented hex washer head. See Figure 4. 3.1.5 EAF8I6, EAF84I, EAF846 (Type 6): These screws are 1/4-inch-diameter, coarse threaded screws with an indented hex washer head. See Figure 5. 3.1.6 EAF865, EAF876, EAF886, EAF890 (Type 7): These screws are 1/4-inch-diameter, fine threaded screws with an indented hex washer head. See Figure 6. 3.1.7 EAF888 (Type 8): The EAF888 screw is a 1/4-inch- diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptite®. See Figure 7. 3.1.8 EAF900, EAF9I0 (Types 9 and 10): These screws are 1/4-inch-diameter, partially threaded; fine threaded screws with an indented hex washer head. 3.1.9 EAF940 (Type 11): The EAF940 screw is a inch-diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptite®. See Figure 8. 3.1.10 EAF960, EAF970 (Type 12): These screws are 5/1a-inch-diameter, fine threaded screws with an indented hex washer head. At the lead end of the screw, the shank of the screw is notched to form a shank slot. See Figure 9. 3.2 Screw Material: The screws are formed from alloy steel wire complying with ASTM F2282 Grade lFl-4037. The screws are heat-treated to a through-hardness of 28 to 34 HRC. The drilling point and lead threads are heat-treated to a minimum of 52 HRC. ICC-ES Evaluation Reports are 1,01(0 be construed as representing aesthetics or any other attributes not specifIcally addressed, nor are they to be construed as an endorsement of the subject of (lie report or a recomniendation for its use. There is no i'arranty by ICC EvaluationService. LLC, express or implied, as to anyfinding or other matter in this report, or as to any product covered by the report. t& Copyright® 20161CC Evaluation Service, I.I.C. All rights reserved. Page 1 of 6 ESR-3332 I Most Widely Accepted and Trusted Page 2 of 6 ( 3.3 Connected Material: The connected steel materials must comply with one of the standards listed in Section A2 of AISI SIOO (AISI NAS for the 2006 IBC) and have the minimum thickness, yield strength and tensile strength shown in the tables in this report. 4.0 DESIGN AND INSTALLATION 4.1 Design: Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are recognized for use in engineered connections of cold-formed steel construction. Design of the connections must comply with Section E4 of AISI SIOO (AISI-NAS for the 2006 IBC). Nominal and available fastener tension and shear strengths for the screws are shown in Table 2. Available connection shear, pull-over and pull-out capacities are given in Tables 3, 4 and 5, respectively. For tension connections, the lowest of the available fastener tension strength, pull-over strength and pull-out strength, in accordance with Tables 2, 4 and 5, respectively, must be used for design. For shear connections, the lower of the available fastener shear strength and the shear (bearing) strength, in accordance with Tables 2 and 3, respectively, must be used for design. Connections subject to combined tension and shear loading must be designed in accordance with Section E4.5 of AISI SIOO (AISI-NAS for the 2006 IBC). Connected members must be checked for rupture in accordance with Section E5 of AISI SIOO. The values in the tables are based on a minimum spacing between the centers of fasteners of three times the nominal diameter of the screw, and a minimum distance from the center of a fastener to the edge of any connected part of 1.5 times the nominal diameter of the screw. See Table 6. When the direction to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI SIOO (AISI-NAS for the 2006 IBC) must be considered. When tested for corrosion resistance in accordance with ASTM B117, the screws meet the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after twelve hours. 4.2 Installation: Installation of Elco Dril-Flex® and Hilti Kwik-Flex® Self- Drilling Structural Fasteners must be in accordance with the manufacturer's published installation instructions and this report. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. Screw length and point style must be selected by considering, respectively, the length of load-bearing area and the drilling capacities shown in Table 1. The fasteners must be installed without predrilling holes in the receiving member of the connection. The drilling function of the fastener must be completed prior to the lead threads of the fastener engaging the metal. When the total connection thickness exceeds the maximum drilling capacity shown in Table 1, clearance holes must be provided in the attached material to reduce the thickness to be drilled by the screw. Clearance holes must be 13/64 15 17, and 21j inch (5.2, 5.9, 6.7 and 8.3 mm) in diameter for #10, #12, 1/44nch- diameter and 5/16-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm) fasteners, respectively. The screw must be installed perpendicular to the work surface using a 1,200 to 2,500 rpm screw gun incorporating a depth-sensitive or torque- limiting nose piece. The screw must penetrate through the supporting metal with a minimum of three threads protruding past the back side of the supporting metal. 5.0 CONDITIONS OF USE The Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. If there is a conflict between the manufacturer's published installation instructions and this report, the more severe requirements govern. 5.2 The allowable connection capacities specified in Section 4.1 are not to be increased when the fasteners are used to resist short-duration loads, such as wind or seismic forces. 5.3 The utilization of the nominal connection capacities contained in this evaluation report, for the design of cold-formed steel diaphragms, is outside the scope of this report. 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (ACI18), dated June 2012. 7.0 IDENTIFICATION The Elco Dril-Flex® and Hilti Kwik-Flex® self-drilling tapping screws are marked with a '0" on the top surface of the screw heads, as shown in Figures 1 through 9. Packages of self-drilling tapping screws are labeled with the report holder or listee name (Elco Construction Products or Hilti, Inc.) and address, product brand name (Dril-Fle)® or Kwik_Flex®), product number or item number, size and length, point style and the evaluation report number (ESR-3332). ESR-3332 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ELCO DRIL-FLEX SELF-DRILLING STRUCTURAL FASTENERS SCREW TYPE ELCO PRODUCT NUMBER HILTI ITEM NUMBER DESCRIPTION (nom. size-tpl x length) NOMINAL DIAMETER (In.) HEAD STYLE 1 HEAD DIAMETER (in.) POINT STYLE DRILLING CAPACITY (In.) LENGTH OF LOAD BEARING AREA2 (In.) Mm. - Max. 1 E0X445 03409732 #10-16x314 0.190 PPH 0.365 2 0.11 0.110 0.38 EAF430 00408123 #10-16x3/4 0.190 IHWH 0.399 3 0.11 0.150 j 0.38 EAF460 03489672 #10-16x1'I2 0.190 IHWH 0.399 3 0.11 0.150 1.00 2 EAF470 03458234 #10-16x2 0.190 IHWH 0.415 3 0.11 0.150 1.50 EAF480 03492651 #10-16x2'I2 0.190 IHWH 0.399 3 0.11 0.150 1.83 EAF621 00087572 #12-14x716 0.216 IHWH 0.415 3 0.11 0.187 0.38 EAF641 00087646 #12-14x1 0.216 IHWH 0.415 3 0.11 0.187 0.50 EAF68I 00087647 #12-14x1'/2 0.216 IHWH 0.415 3 0.11 0.187 1.00 00008595 #12-14x2 0.216 IHWH 0.415 3 0.11 0.187 1.50 4 EAF715 03011177 #12-14x3 0.216 IHWH 0.500 2 0.11 0.110 2.35 5 EAF755 03458235 #12-24x1314 0.216 IHWH 0.415 5 0.11 0.500 0.80 EAF816 00087648 '14-14x1 0.250 IHWH 0.500 3 0.11 0.210 0.45 6 EAF841 00087649 '/$-14X1'12 0.250 IHWH 0.500 3 0.11 0.210 0.95 EAF846 00008598 '/4-14x2 0.250 IHWH 0.500 3 0.11 0.210 1.45 EAF865 03011203 '4-20X1'l 0.250 IHWH 0.500 4 0.11 0.312 0.50 EAF876 00000451 'I4-20x1'!2 0.250 IHWH 0.500 4 0.11 0.312 0.83 EAF886 00000452 '/4-20x2 0.250 IHWH 0.500 4 0.11 0.312 1.33 EAF890 00010436 '/4-20x2'12 0.250 IHWH 0.500 4 0.11 0.312 1.83 8 EAF888 03458236 '14-20x1314 0.250 IHWH 0.500 5 0.11 0.500 0.80 9 EAF900 03414194 'I4-20x3316 0.250 IHWH 0.500 3 0.11 0.210 2.70 10 EAF910 03463594 'I4-20x4 0.250 IHWH 0.500 4 0.11 0.312 3.50 11 EAF940 03011230 5116-18x1'I2 0.313 IHWH 0.600 3 0.11 0.312 0.80 EAF960 03006009 51,6-24x1'!2 0.313 IHWH 0.600 4 0.11 0.312 0.80 12 EAF970 03432628 5116-24x2 0.313 IHWH 0.600 4 0.11 10.312 1.25 For SI: 1 Inch = 25.4 mm. 'Head styles: IHWH = Indented Hex Washer Head; PPH = Phillips Pan Head. 2The Length of Load Bearing Area is based on the length of the threaded portion of the screw that is heat treated to HRC 28-34, and represents the limit of the total thickness of the connected elements. See Sections 3.1 and 4.2 and Figures 10 through 12 for further clarification. TABLE 2-FASTENER SHEAR AND TENSION STRENGTH, pounds-force1'2'3 SCREW TYPE SCREW SIZE NOMINAL STRENGTH (TESTED) ALLOWABLE STRENGTH (ASD) 03 DESIGN STRENGTH (LRFD) 0=0.5 Shear, P 5 Tension, Pt. Shear, P,J) Tension, Ptj Shear, OP53 Tension, 013, 1 #10-16 1526 2273 509 758 763 1136 2 #10-16 1463 2276 488 759 732 1138 3,4 #12-14 1992 3216 664 1072 996 1608 5 #12-24 2503 4177 834 1392 1252 2088 6 I4-14 2692 4363 897 1454 1346 2182 7, 9, 10 I4-20 2659 4729 886 1576 1330 2364 8 l4-20 2617 4619 872 1540 1308 2309 11 11618 4568 8070 1523 2690 2284 4035 12 /I6-24 5471 8757 1824 2919 2736 4379 For SI: 1 Inch = 25.4 mm, I lbf = 4.4 N. 'For tension connections, the lower of the available fastener tension strength, pullover strength, and pull-out strength found in Tables 2, 4 and 5, respectively, must be used for design. 2For shear connections, the lower of the available fastener-shear strength and the allowable shear (bearing) capacity found in Tables 2 and 3, respectively, must be used for design. 3Nomlnal strengths are based on laboratory tests. ESR-3332 I Most Widely Accepted and Trusted Page 4 of 6 TABLE 3-SHEAR (BEARING) CAPACITY OF SCREW CONNECTIONS, pounds-force' 2'3'4'5 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMET DESIGN THICKNESS (In.)5 0.048-0.048 0.048-0.075 0.060-0.060 0.075-0.075 14o3/• 4"0.105 ALLOWABLE STRENGTH (ASD) 1 #10-16 0.190 289 289 404 - - - - 2 #10-16 0.190 369 395 453 - - - - 3.4 #12-14 0.216 356 573 513 497 - - - 6 '/4-14 0.250 377 626 520 661 638 - - 7,8 /4-20 0.250 1 3867.8 1 52678 1 5338 6708 5959 624 5549 11 /18-18 0.313 408 622 j 561 12 /,6-24 0.313 - - - - 1347 984 887 DESIGN STRENGTH (LRFD) 1 #10-16 0.190 433 433 605 - - - - 2 #10-16 0.190 590 631 724 - - - - 3,4 #12-14 0.216 569 917 820 795 - - - 6 '/-14 0.250 603 1001 833 1058 1021 7.8 '/4-20 0.250 617' 8427-8 8528 1072 952 9999 886 11 11818 0.313 653 996 897 1425 - - - - 12 /G-24 0.313 - - - - 2155 1575 1419 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, I ksi = 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI SIOO. 2For shear connections, the tower of the available fastener shear strength and the available shear (bearing) capacity must be used for design. 3Values are based on steel members with a minimum yield strength of Fy = 33 ksi and a minimum tensile strength of F9 = 45 ksi. 4Available capacity for other member thickness may be determined by interpolating within the table. 5Unless otherwise noted, when both steel sheets have a minimum specified tensile strength F9 k 58 ksi, multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength F9 ~! 65 ksi steel, multiply tabulated values by 1.44. 6The first number is the thickness of the steel sheet In in contact with the screw head (top sheet). The second number Is the thickness of the steel sheet not in contact with the screw head (bottom sheet). Wen both steel sheets have a minimum specified tensile strength of F9 k 55 ksi (e.g. ASTM A653 SS Grade 40), multiply tabulated values by 1.22. Wen both steel sheets have a minimum specified tensile strength of F9 2: 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. 9When both steel sheets have a minimum specified tensile strength of F9 2: 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 4-TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds-force' .3.4.6.6 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER (in.) MINIMUM EFFECTIVE PULL-OVER DIAMETER (in.) DESIGN THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD (in.) 0.048 0.060 0.075 0.105 !i " 1 4 1 /18 ALLOWABLE STRENGTH (ASD) _ __ _____ 1 #10-16 0.190 0.357 386 4812 4812 4812 4812 - - - 2 #10-16 0.190 0.384 415 4812 4812 4812 4812 - - - 3,4 #12-14 0.216 0.398 430 537 672 7342 7342 7342 - - 5 #12-24 0.216 0.398 430 537 672 7342 7342 7342 7342 7342 6 '/4-14 0.250 0.480 518 648 810 11262 11262 11262 - - 7,8 /4-20 0.250 0.480 - 648 810 11262 1126 11262 11262 11262 11 /16-18 0.313 n/a2 - - - 11692 11692 - - - 12 51IV24 0.313 n/a2 - - - 13262 13262 13262 13262 13262 DESIGN STRENGTH_(LRFD) 1 #10-16 0.190 0.357 578 723 7812 7812 7812 - - - 2 #10-16 0.190 0.384 622 778 7812 7812 781 - - - 3,4 #12-14 0.216 0.398 645 806 1007 1192 11922 1192 - - 5 #12-24 0.216 0.398 645 806 1007 11922 11922 11922 11922 11922 6 /4-14 0.250 0.480 778 972 1215 1701 18302 18302 - - 7,8 /4-20 0.250 0.480 - 972 -1215 1701 18302 18302 18302 18302 11 /-18 0.313 n/a2 - - - 18712 18712 - - - 12 /-24 0.313 n/a2 - - - 21212 21212 21212 21212 21212 For SI: 1 Inch = 25.4 mm, I lbf = 4.4 N. I ksi = 6.89 Mpa. 'Available strengths are based on calculations in accordance with AISI S100, unless otherwise noted. 2Avallable strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S1 00, or on the shear strength of the integral washer. Increasing values for higher steel tensile strength per Note 6 is not allowed. 3For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 4Values are based on steel members with a minimum yield strength of Fy = 33 ksi and a minimum tensile strength of F9 = 45 ksi. 5Avaltable capacity for other member thickness may be determined by Interpolating within the table. 67or steel with a minimum tensile strength F9 k 58 ksl, multiply tabulated values by 1.29 and for steel with a minimum tensile strength F9 a 65 ksi steel, multiply tabulated values by 1.44. ESR-3332 I Most Widely Accepted and Trusted Page 5 of 6 TABLE 5—TENSILE PULL-OUT CAPACITY OF SCREW CONNECTIONS, pounds4orce'3'4'5 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD (in.) 0.048 1 0.060 1 0.075 1 0.105 ALLOWABLE STRENGTH (ASD)_____ 1 #10-16 0.190 136 193 236 307 297 - - - 2 #10-16 0.190 136 193 236 307 297 - - - 3,4 #12-14 0.216 132 205 264 328 510 665 - - 6 /4-14 0.250 131 207 255 342 561 899 - - 7,8. 9, 10 '/4-20 0.250 - 2046 2606 4236 524 9147 1044 1206 11 /,-18 0.313 - - - 520 707 - - - 12 /9-24 0.313 - - - 459 637 724 1 1189 1424 DESIGN STRENGTH (LRFD) 1 #10-16 0.190 217 309 378 492 476 - - - 2 #10-16 0.190 217 309 378 492 476 - - - 3,4 #12-14 0.216 211 328 423 525 816 1064 - - 6 /14 0.250 210 331 409 548 897 1439 - - 7, 8, 9, 10 14-20 0.250 - 3265 4166 6776 8381 1462 1670 1930 11 I,-18 0.313 - - - 832 1131 - - - 12 I16-24 0.313 - - - 735 1019 1159 1 1903 2279 For Sl:1 inch =25.4mm, llbf=4.4N, I ksi=6.89Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AlSl S1 00. 2For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. \'alues are based on steel members with a minimum yield strength of Fy = 33 ksi and a minimum tensile strength of Fu = 45 ksl. 4Available capacity for other member thickness may be determined by interpolating within the table. 5UnIess otherwise noted, for steel with a minimum tensile strength F ~ 58 ksi, multiply tabulated values by 1.29 and for steel with a minimum tensile strength F a 65 ksi steel, multiply tabulated values by 1.44. Wen both steel sheets have a minimum specified tensile strength of Fu 2: 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. ?When both steel sheets have a minimum specified tensile strength of Fu 2! 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. ( TABLE 6—MINIMUM FASTENER SPACING AND EDGE DISTANCE BASIC SCREW FASTENED MINIMUM SPACING MINIMUM EDGE MINIMUM EDGE DISTANCE FOR DIAMETER (Inch) MATERIAL (3d) DISTANCE (1.5d) FRAMING MEMBERS (3d) 0.190 Steel 9, n '16 5 /16 9 /19 (#10) 0.216 Steel ,, I, 3, .• e 11 /16 (#12) I, Steel 3/4 3j 5 /19 Steel 15 .. /16 I, . 2 15, 116 For SI: 1 inch = 25.4 mm. ESR-3332 I Most Widely Accepted and Trusted Page 6 of 6 14 ME ~ ~ MiM MIAMI lgoffial A, =wl w ~=NIMA w FIGURE 1-410-16 PHILLIPS PAN HEAD FIGURE 7_1I420 INDENTED HEX WASHER HEAD TYPE I SCREW ROUND BODY TAPTITE TYPE 8 SCREW FIGURE 2—#10-16 INDENTED HEX WASHER HEAD TYPE 2 SCREW FIGURE 3-011244 INDENTED HEX WASHER HEAD TYPE 3 AND 4 SCREW FIGURE 8—i,G-18 INDENTED HEX WASHER HEAD ROUND BODY TAPTITE TYPE 11 SCREW mg- r-il loom FIGURE 9 --- Iis24 INDENTED HEX WASHER HEAD WITH SHANK SLOT TYPE 12 SCREW MAXIMUM LOAD BEARING AREA FIGURE 4—#12-24 INDENTED HEX WASHER HEAD TYPE 5 SCREW FIGURE 10—PHILLIPS PAN HEAD AND INDENTED HEX WASHER HEAD LOAD BEARING AREA MAXIMUM I LOAD BEARING d>AREA FIGURE 5__1414 INDENTED HEX WASHER HEAD TYPE 6 SCREW M~Klr 7=1wm7m, MTV—E FIGURE 6_h14 20 INDENTED HEX WASHER HEAD TYPE 7 SCREW FIGURE 11—INDENTED HEX WASHER HEAD WITH SHANK SLOT LOAD BEARING AREA d MAXIMUM ION) BEARING AREA FIGURE 12—INDENTED HEX WASHER HEAD ROUND BODY TAPTITE LOAD BEARING AREA ledinical Nahum. Dimensic xrion Propnies of Small HSS DIMENSIONS AND SECTION PROPERTIES OF RECTANGULAR HSS H 55 I-10110w %U(Mfal WWW.STEE1TUBEINTlrUTLORG!HSS S&.tions I I I I I I I I Torsional Stiffness Constant J Torsional Shear Constant C Surface Area per Foot Nominal Size Weight per Foot Wall Thickness t bit hit Cross Sectional Area x-x axis yy Axis Ix Sx rx Zx ly Sy ry Zy in. in. in. GA lb. in. in.2 in.4 in.3 in. in.3 in.4 in.3 in. in.3 in.4 in.3 ft.2 3 2 0.165 5.01 0.153 10.1 16.6 1.38 1.61 1.07 1.08 1.34 0.852 0.852 0.787 1.01 1.85 1.60 0.79 3 2 0.134 10 4.16 0.125 13.0 21.0 1.15 1.38 0.920 1 1.10 1.13 0.733 0.733 0.800 0.855 1.57 1.34 0.80 3 2 0.120 11 3.76 0.112 14.9 23.8 1.04 1.26 0.842 1 1.10 1.03 0.673 0.673 0.806 0.779 1.43 1.22 0.80 3 2 0.105 12 3.31 0.097 17.6 27.9 0.91 1.12 0.748 1.11 0.909 0.599 0.599 0.812 0.688 1.26 1.07 0.81 3 2 0.095 13 3.03 0.088 19.7 31.1 0.83 1.03 0.689 1.12 0.8341 0.553 0.553 0.816 0.632 1.15 0.977 0.81 3 2 10.083 14 2.67 0.077 23.0 36.0 0.73 0.920 0.613 1.12 0.739 0.493 0.493 0.821 0.560 1.02 0.864 0.81 3 1.5 10.165 4.44 0.153 6.8 16.6 1.22 1.30 0.866 1.03 1.12 0.430 0.574 0.593 0.684 1.10 1.16 0.71 3 1.5 0.134 10 3.70 0.125 9.0 21.0 1.02 1.12 0.747 1.05 0.952 0.375 0.500 0.606 0.584 0.941 0.981 0.71 3 1.5 0.120 11 3.35 0.112 10.4 23.8 0.93 1.03 0.686 1.05 0.869 0.346 0.461 0.611 0.534 0.861 0.892 0.72 3 1.5 0.105 12 2.96 0.097 12.5 27.9 0.81 0.917 0.612 1.06 0.768 0.310 0.413 0.618 0.473 0.763 0.787 0.72 3 1.5 0.095 13 2.71 0.088 14.0 31.1 0.74 0.846 0.564 1.07 0.706 0.287 0.382 0.622 0.435 0.702 0.721 0.72 3 1.5 10.083 14 2.39 0.077 16.5 36.0 0.65 0.756 0.504 1.07 0.627 0.257 0.343 0.627 0.387 0.624 0.639 0.73 3 1 0.250 5.41 0.233 1.3 9.9 1.51 1.23 0.820 0.903 1.19 0.189 0.379 0.355 0.506 0.586 0.940 0.60 3 1 0.165 3.88 0.153 3.5 16.6 1.07 0.989 0.659 0.961 0.902 0.162 0.323 0.389 0.397 0.490 0.724 0.62 3 1 0.083 14 2.11 0.077 10.0 36.0 0.58 0.591 0.394 1.01 0.514 0.103 0.206 0.422 0.233 0.297 0.414 0.64 2.5 2 10.250 6.26 0.233 5.6 7.7 1.74 1.33 1.06 0.873 1.37 0.928 0.928 0.730 1.17 1.90 1.82 0.68 2.5 2 0.188 4.96 0.174 8.5 11.4 1.37 1.12 0.893 0.904 1.12 0.785 0.785 0.758 0.956 1.55 1.46 0.70 2.5 2 0.165 4.44 0.153 10.1 13.3 1.22 1.02 0.819 0.915 1.01 0.721 0.721 0.768 0.867 1.41 1.31 0.71 2.5 2 0.134 10 3.70 0.125 13.0 17.0 1.02 0.883 0.706 10.929 10.861 1 0.623 0.623 0.781 0.738 1.20 1.11 0.71 2.5 2 0.1251 1 3.48 0.116 14.2 18.6 0.96 0.833 0.666 0.934 0.809 0.589 0.589 0.785 0.694 1.12 1.04 0.72 2.5 1 2 10.1201 11 1 3.35 0.112 14.9 19.3 0.93 0.810 0.648 0.936 0.785 1 0.573 0.573 0.787 0.674 1.09 1.00 0.72 23 6 5/16" S EALAN &ROD k.T . FINISH FLOOR : 4 4 SHIM REQ'D H 4 4 4 4 4••• • \1/4"DIAX31/2"Lç • • • _____ HILTI KH-EZ, DETAIL @ SILL ___ ARCH REF: A/AD2 W/2 1/2" MIN EMBED, SCALE: 6"=V-O" I AT EACH JAMB, 1 EACH SIDE OF VERT -112' I- 72'R.O.FV' 112' 71' NFD FV I- 67'DL0 2' : . E 48' P.O. FV lir --F47",NFQ FV 11 . e'. 01 IL W <1w c'Z 'U. WINDOW ELEVATION ILL2jI EXTERIOR WINDOW TYPE '0 6 THUS SOUTH WALL ARCH REF 2 1, A A2 2 A8 3 SCALE: 114"11-0" MEN WINDOW ELEVATION EXTERIOR WINDOW TYPE C' 3 THUS WEST WALL EXTERIOR WINDOW TYPE 'C1 THUS EAST WALL. ARCH REF: A2.1; A22 A83 SCALE: i/4t11Q 7TR.O.FV' 71"NFDFV 67110- WINDOW ELEVATION [:]E"q EXTERIOR WINDOW TYPE 'A', 16 ThUS SOUTH WALL ARCH REF A21,A22, A83 SCALE:, 1I41=i'-0' 1 P EM WINDOW ELEVATION. EXTERIOR WINDOW TYPE 'B', 4 THUS SOUTH WALL 'AFcHREF:A2.4;A2.2;.A8.3 SCALE: il41Ou 1.1 2" 2" op SM755 I 5/8"X3 1 /2"X GA CHANNEL I8"X3 I/2"XI0 CHANNEL II '51 DETAIL @ VERT I Dl I DETAIL @ VERT I Dl I ARCH REF: NONE ARCH REF: NONE SCALE: 6"=1'-O" SCALE: 6"=l'-O" 1/4" DIA X 3 1/2" L HILTI KH-EZ, ICC-ESR-3027 ICC-ESR-3056 W/2 1/2" MIN EMR 1 AT EACH JAMB, I EACH SIDE OF' -2" t. r,rr DETAIL HEAD ARCH REF: C/AD2 SCALE: 6"=1'-0" 6 5/16" 6" II A OPG-1550 'T' CLIP [ @ EACH BOTTOM VERT / MULLION UNLESS NOTED. / OTHERWISE --- 41 SCF625 I CD I EMBED IN It Lo I SEALANT I LL co _ I I SEA 5C722 _ FINISH 4 : 1. .0'.. FLOOk IA 4 44 :, A4 A .41 SHIM AS 4 4 4 REQ'D . ' .4. • 4 4 • • • •I 4 \.: • 4 •. .. \.\IA" DIAX31/2"Lç . • • HILTI KH-EZ, I CC-ES R-3027 I CC-ES R-3056 W/21/2" MIN EMBED, DETAIL @ SILL I AT EACH JAMB, ARCH REF:NAD2 Dl I EACH SIDE OFVERT ( . SCALE: 6"=l'-O" 1 DETAIL @_HORIZ 3 Dl I ARCH REF: NONE SCALE: 6"1'-O" N- I DETAIL @ JAMB LI ARCH REF: B/AD2 SCALE: 6"=l '-O" (0 SM755 ••"X1 1/2" )( /4" JBE STEEL 3"XI i/2"X1/4' 'TUBE STEEL Ir77 SEALANT -/ DETAIL @VERT •1 ARCH REF: NONE SCALE: 6"=V -0" DETAIL @ VERT I' ARCH.REF: NONE SCALE: B11=11-011 LION ILL 1 12 1 DETAIL @ VERT I D2 I ARCH REF: NONE SCALE: 6"l'-O" Co 3"XI 1/2" Xl) TUBE STEEL 1 141 DETAIL @ JAMB I D2 I ARCH REF: B/AD2 SCALE: 6"=l'-O" ,------------ • • V . . .• .. .. . . 1/4"DIAX3 1/2"LG HILT! KH-EZ, ICC-ESR-3027 ICC-ESR-3056 W/2 1/2" MIN EMBED, 1 AT EACH JAMB, I EACH SIDE OF VERT \..• ••'ci •• .. .. . .. . I I OPG-1550 'T' CLIP @ EACH TOP VERT & MODIFIED 'F' CLIP AT JAMBS UNLESS I NOTED OTHERWISE I HCF63I I I L--------I DETAIL @ HEAD ARCH REF: C/AD2 SCALE: 6"=l'-O" -' —E 04 \\—SEALANT & ROD TYP 2 5/8" S221 DETAIL @ DOOR HEAD I iii ARCH REF: C/AD2 I D2 I SCALE: 6"1'-O" ( LION ILL 1131 DETAIL a VERT I D2 I ARCH REF: NONE SCALE: 6"V-O" 1H'..l. .. URAL \ \7G!L~AZ~INCG TAPE BREAKMETAL 3°XI 1/2X1i TUBESTEEL .060° ALUM CONETE rfp, A. WALL BY OTHERS. 4 _______ 4__. STRUCTURAL .060 ALUM GLAZING TAPE BREAKMETAL \TYP IN .060° ALUM \BREAKMETAL I 5/8°X3 I/2°X10 GA FORMED CHANNEL 2 _ DETAIL JAMB 15 ARCH REF: I0IAD2 SCALE: 6°=I'-O° J 060" ALUM 1 BREAKMETAL DETAILJAMB 2" M0601 ARCH REF: 10/ n? SCALE: 6°=1-O' "I ol I 5/8°X3 112°XIO ol 'ThA CHANNEL to L LZ 1-1 CD El I - 2 DETAIL DOOR JAMB ARCH REF: BIAD2 I D31 SCALE: 6°1-O° 6' Ij C CO m -. P65 j 00 r- *F ;)C I ______ 30 Ic C-. I D al X CD rn 1 3/4w 170 1/2" A.F.F. & 349 1/2" A.F.F REF /__// -T 2 1 0"X4"XI/2" H.S.S. BY OTHERS \ 4" X 53/4" X 3J STL PLATE EA SIDE OF VERT, ONE AT JAMB, F.V. DETAILWINDLOAD D41 20 ARCH REF: 121S3.6 SCALE: 6"l'-O" ( ( WINDOW MULLION DETAIL I 211 MULLION SPLICE I D4 I ARCH REF: NONE DraftPros Drafting and Design Service 6239 HhtpTen.co LaSelide, CA 92040 Tel (61 9) 458.9910 Fee (019)456.9910 daftvvJ1Ot DATE: 06123117 SCALE: NONE JOB: 062317 SHEET: L0T#1 7 WHIPTAIL LOOP CARLSBAD, CALIFORNIA PROJECT DIRECTORY OWNER MOORPARK VENTURE, L.P. 1000 PIONEER WAY, EL CAJON, CA 92020 TEL: 619-440-7424 CONTACT: GREGG HAMANN ARCHITECT KENNETH D. SMITH ARCHITECT & ASSOCIATES. INC. 500 FESLER STREET, SUITE 102 EL CAJON, CA 92020 Tel: 619 -444-2182 GENERAL CONTRACTOR HAMANN CONSTRUCTION 1000 PIONEER WAY EL CAJON, CA, 92020 TEL: 619-440-7424 CONTACT: JOHN BELCHER GLAZING CONTRACTOR LONG GLAZING & DOORS, INC. 9201 ISSAC STREET, SUITE B,C & D SANTEE, CA 92071 TE[ 619-456-9997 FAX: 619-456-9984 11 REVIEWED— NO EXCEPTIONS 0 REVISE AND RESUBMIT 0 REVIEWED— EXCEPTIONS NOTED 0 REJECTED Corrections or comments made on the shop drawings during this review do not relieve the contactor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades; and performing his work in a safe and satisfactory manner. Kenneth D. Smith, Architect and Associates, Inc. Date 9/26/17 By ASM GENERAL NOTES FOR ADDITIONAL NOTES, SEE INDIVIDUAL DRAWING SHEETS. APPROVAL OF THESE DRAWINGS INCLUDES APPROVAL & AGREEMENT UPON THE DIMENSIONS SHOWN SO THAT LONG LEAD ITEMS CAN BE ORDERED. ALL DIMENSIONS TO BE FIELD VERIFIED PRIOR TO INSTALLATION SILICONE CAULKING TO BE DOW CORNING 795 OR EQUIVALENT, COLOR GRAY. ALL GLASS APPROVED PER SUBMITTAL. ALUMINUM FRAMING FINISH: 70% KYNAR: FLOUROPON CLASSIC II BY VALSPAR. COLOR: WHITENDALE SILVER # 399B834. ALUMINUM DOORS ARE NS-212 NARROW STILE SERIES WITH 10" BOTTOM RAIL AS MANUFACTURED BY ARCADIA, INC. DOOR HARDWARE SCHEDULE HARDWARE SCHEDULE DR# D2, ELEVATION 1/El. QTY I (QTY FOR EACH DOOR) QTY ITEM DESCRIPTION 1 PANIC PREP/INSTALL 9C3 RIM PANIC 1 PANIC CYLINDER PREP/INSTALL STD RIM CYLINDER I HINGE PREP/INSTALL 95 ARCADIA CONTINUOUS CONCEALED HINGE I DOOR CLOSER PREP/INSTALL 44623,105 DEG NO HOLD OPEN ADJ CLOSER 1 PUSH/PULL OUTSIDE PREP/SUPPLY 3405310 CEN TO CEN 1" DIA OFFSET PULL HANDLE 1 THRESHOLD PREP/INSTALL T407 4°X 1/2° THRESHOLD (MILL FINISH) HARDWARE SCHEDULE DR# Dl, ELEVATION 131E3 & 151E4, QTY 2 (QTY FOR EACH DOOR) CITY ITEM DESCRIPTION 1 LOCK PREP/INSTALL MS1850H STANDARD HOOKLOCK I CYLINDER OUTSIDE PREP/INSTALL 4036 MORTISE CYLINDER WITH KEY I CYLINDER INSIDE PREP/INSTALL 4036 MORTISE CYLINDER WITH KEY I - CYLINDER GUARD PREP/INSTALL M54043 CYLINDER GUARD 1 - EXIT INDICATOR PREP/INSTALL 4089 EXIT INDICATOR 1 - HINGE PREP/INSTALL 95 ARCADIA CONTINUOUS CONCEALED HINGE :1: DOOR CLOSER PREP/INSTALL 44622,105 DEG NO HOLD OPEN ADJ CLOSER 1 - PUSH/PULL OUTSIDE PREP/SUPPLY 38501, PULL HANDLE AT STD LOCATION 1 PUSH/PULL INSIDE PREP/SUPPLY 38500 , PUSHBAR AT STD LOCATION I THRESHOLD I PREP/INSTALL T407 4"X 1/2° THRESHOLD (MILL FINISH) HARDWARE SCHEDULE DR# C, ELEVATION 81E2 & 91E2. QTY 3 (QTY FOR EACH DOOR) QTY ITEM DESCRIPTION .1 ACTIVE PANIC PREP/INSTALL 8R3 CVR PANIC AT STANDARD LOCATION 1 ACTIVE PANIC CYL PREP/INSTALL STANDARD MORTISE CYLINDER 1 INACTIVE PANIC PREP/INSTALL 8R3 CVR PANIC AT STANDARD LOCATION 1 HINGE PREP/INSTALL 32123-7(83 CONTINUOUS CONCEALED HINGE) 1 ACTIVE CLOSER PREP/INSTALL 44623 105 DEG NO HOLD OPEN ADJ CLOSER 1 - INACTIVE CLOSER PREP/INSTALL 44623 105 DEG NO HOLD OPEN ADJ CLOSER I - PUSH/PULL OUTSIDE PREP/SUPPLY 34053 10 CEN TO CEN 1" DIA OFFSET PULL HANDLE I THRESHOLD PREP/INSTALL T407 4"X 1/2' THRESHOLD (MILL FINISH) ELEVATION NOTES = GI VISION GLASS: 1" INSULATED GLASS MADE UP OF: OUTBOARD PANE 1/4" GUARDIAN SUNGARD 5N43 ON CLEAR; 1/2' MILL SPACER; INBOARD PANE 1/4° CLEAR, TEMPERED WHERE APPLIES. = G2 SPANDREL GLASS: 1" GLASS MADE UP OF: OUTBOARD PANE 1/4" GUARDIAN SUNGARD SN43 ON CLEAR; 1/2° MILL SPACER; INBOARD PANE 1/4" CLEAR WITH WARM GRAY CERAMIC FRIT (#4). EXTERIOR ALUMINUM FRAMING - AFG 601 SERIES 2"X6" OFFSET GLAZED SYSTEM FOR 1" GLASS AS MANUFACTURED BY ARCADIA, INC. T = TEMPERED. RH ENGINEERG INC k'NoExpUonTakenr lxi Proj#:l6O7O - B.' Revise asNoted El C.Reise/Reit 0 B.LB D: Rejected/Resubmit (3 loReview 0 rrate:9126/2017 AI99Teorsor 39065 g*g 1Imi city of Carlsbad 7 Building Division itmmi-fte I - DIM111aft'.-I OCT 112017 APPROVED BY:______________ ISSUED BY:_______ INDEX OF DRAWINGS TI TITLE SHEET, PROJECT NOTES, GENERAL NOTES, ELEVATION NOTES, DOOR HARDWARE SCHEDULE. P1 FIRST FLOOR PLAN VIEW P2 FIRST FLOOR PLAN VIEW (CONTD) P3 SECOND FLOOR PLAN VIEW El ELEVATIONS E2 ELEVATIONS E3 ELEVATIONS E4 ELEVATIONS E5 ELEVATIONS E6 ELEVATIONS Dl DETAILS D2 DETAILS D3 DETAILS D4 DETAILS D5 DETAILS paqvIJ201 T%`1111111110M C6%(h!32w%5 U) z 0 U) '-0 :ttj< I' - O 1< L) z 1/) cc g J ujoal :3 V) c-I - 01 00 W ) Ifl ..b i W U IL; U I.0 — -1 40 E w z 0 —J DraftPros Drafting and Design Service 9239 I'4014c9 TosSeS Lakeside, CA 93940 ToO (619)9)456.89)458-9910 Faa (81 0 eosath dmftmcGwLrat DATAL 06123117 SCALE: NONE JOB: 062317 SHEET: P1 8 II® I i I R2HENGINEER II B. ReVexcMet El kNoException TWO ' M P1 D ieenUbo 4(t~ A(S~ JZ ftfth6*fwpwwftn~Wml c- I Lizi :IIIII1 4z THUS .- I THUS jj~ AZ JZ J(t~ PARTIAL FIRST FLOOR PLAN ARCH DWG: A2.1; A2.2 iR2H ENGINEERING INC. A Noon' Taken POj #:i 6070 - - B.Reveas Noted 0 C.ReviseiReibfflut D BYLB DRejectediReakbmit 0 F. N1.ubIet!oReview o je9/26/2Ol7 Fm A Ng0e0I cocntciiItmdes Urrimobodarmwooftr - ¶ ¶ ¶ 0 CD 4 - ---------------------------® E2 10 10 02 10 02 10 02 PARTIAL FIRST FLOOR PLAN ARCH DWG: A2.1; A2.3 U z o ,1 °c0rr. N O En in in m lfl 01 0 L •; .Jin E w c. w z 0 —J DraftPros Drafting and Design Service 9239 Hlghtop Tesmee Lakeside, CA 92040 Tot (619)450.9910 Fax:(ala) 450.9910 DATE: 04123117 SCALE: NONE JOE: 062317 SHEET: — — I R2HENGINEERG,INC, kNoExceIonTaken 1 0 PiOj#:16070 B.RevIseasNoed- ' 0 C. Revise/Resubmit 0 Br LB DL.'. ; Rejected ec /Resubmit 0 - E.. Not Subjtto ReView 0 oate:9/26/2017 V 0 - THUS —'--© H II PARTIAL SECOND FLOOR PLAN II EAST WALL ARCH DWG: A3.1; A3.2 *12A IL PARTIAL SECOND FLOOR PLAN WEST WALL ARCH DWG: A3.1; A3.2 21 E6 THUS PARTIAL SECOND FLOOR PLAN ARCH DWG: A3.1; A3.2 OPP 21 lz I~E~2 OPP PARTIAL SECOND FLOOR PLAN S ARCH DWG: A3.1; A3.2 (i z 'I., cc E 0 o 0-1 u N cn °0 <b U in Ow 91 o in • E (.9 U '.9 z 0 —J DraftPros Drafting and Design Service 9239 Hlghtnp Te1Tae Lakese. CA92040 Tel: (619) 456.9910 Fax (619) 456-9910 oat dra9a.yccoxnet DATE: 06123117 SCALE: NONE JOE: 092317 SHEET: P3 214 1I2"ROFV 112" 213 II2NFDFV 2" — —2" ED OLD EODLO -4f.- EQOLO rp, ON 01, 2. KV TYP 0 -zc OPP VP T T FINISH hI T WINDOW ELEVATION MEJ EXTERIOR WINDOW TYPE 'E', i Thus soum WALL ARCH REF: P.2.1; P.2.2; A8.3 SCALE: 114'l'-0" FLOOR WINDOW ELEVATION EXTERIOR WINDOW TYPE 'F2', 1 THUS SOUTH WALL ARCH REF: P.2.1; P.2.2; A8.3 SCALE: 114'=l'-0' L) z o LU 0 I— Oi 0 lI 0156 —i z ,. — -I .cE E 61 w z 0 -J DraftPros Drafting and Design Service 923911155159 Terrace Lakasida. CA95640 Tel:(619)456-9910 Fax! (619)455010 dra1ta,vccsLnaI DATE. 06123117 SCALE: AS NOTED JOB: 062317 SHEET: El 123116" RO FV llr 122516"NFDFV2r' :V— _I ED DLO EQOLO - —H-2 II I I é95-T cb TYP - rp 9 0 Zr E-Q2. ffISLI FLOOR Dl WINDOW ELEVATION FEl EXTERIOR WINDOW TYPE '1(7. 1 EXTERIOR WINDOW TYPE' 1 U SCALE: 1i4rai.E cept[Laken. INEERINGI INC. ARCH REF: P.2.1- P.2.; { Ptoj#: 16070 —36"NDO DOOR SWINO ___________________"" r 56 318"NFOFY -r 52 3W DLO - _________ —1 I 4 3 4' .TYp 9 wr 4' &oI I - 11 0 11 II o il T I T II " 9 I I II 0 II I •i.i I ____ II I _FINISH FLOOR ________________ l FINISH II ____________________________________ I' ___________________ _______________________________ _________________ FINISH FLOOR pISHaOOR t. 2 # Dl 01 WINDOW I DOOR ELEVATION WINDOW ELEVATION WINDOW ELEVATION WINDOW ELEVATION 91 EXTERIOR WINDOW TYPE 'V. 1 THUS WEST WALL EXTERIOR WINDOW TYPE 'F1'. 1 THUS SOUTH WALL EXTERIOR WINDOW TYPE 'F3' I THUS soum WALL EXTERIOR WINDOW TYPE '1(1'. 1 THUS SOUTH WALL ARCH REF: P.2.1; P.2.2: A8.3 ARCH REF: P.2.1; A2.2; A8.3 ARCH REF: P.2.1; P.2.2; A8.3 EXTERIOR WINDOW TYPE 'K1, 1 OPP SOUTH WALL SCALE: 114"=i-0" SCALE: 1/4"1'-O" SCALE: 1/4"=1'-O" ARCH REF: P.2.1; P.2.2; P.8.3 SCALE: 114"=1'-O" -36" DLO _lj_EO DLO — øT K T -216" RO FV 209" NFD FV — ED DLO — —.-- 112" ______ 2" 'EQOLO 1-:h0t - I 93112"ROFV B2NFDFV I EQDLO EQ DLO --11- 2. ---" Im".0 GP iI 93 116" RO FV 92 518" NFD FV EQDLO EQDLO —- 0 Z lI2" 2' J R21 ENGINEERING INC kNoExceptlonlaken I PioJ#:16070 B.ReVeasNoed CI C.Revise/Re9krit 0 ByLB D.Relected/Resubmit [3- E. NolSublecuo Review 0 lble:9/2612017 IbvIs6idjbp, 11691 NGZIs,dI. - EftI56IlklItI N I58051TS flll*flo69lawlae I$56989I69V erIsnroudi3ntbcum iT BO1BI(3g650 89flS*WjIss. - lIT —:NFD : — liT IIE3 in '' 0 OPP Dl S A 12 IL WINDOW ELEVATION I E21 EXTERIOR WINDOW TYPE 'C, 3 THUS WEST WALL EXTERIOR WINDOW TYPE 'C, 1 THUS EAST WALL ARCH REF: P.2.1: P.2.2: A8.3 SCALE: 1/41-Os Tr R.O. FV------ I Ilr 7VNFOFV —6r DLO drp hTJ g1 VIP 1t ll !. ix w Io IL WINDOW ELEVATION EXTERIOR WINDOW TYPE B. 4 THUS SOUTH WALL ARCH REF: P.2.1; P.2.2; A8.3 SCALE: 1I41' -O 124 WINDOW ELEVATION I E21 F1-2 1 EXTERIOR WINDOW TYPE D'. 6 THUS SOUTH WALL ARCH REF: P.2.1; P.2.2; A8.3 SCALE: 1I4-1-O 4 72 R.O. FV TV NFD FV Sr OLD OPp 0 0 IL oil Dl WINDOW ELEVATION I E21 EXTERIOR WINDOW TYPE A. 16 THUS SOUTH WALL ARCH REF: P.2.1; A2.2; A8.3 SCALE: 1I41O MFM 0 -J II Li z 0 , -o_I u CO r, r-. ma ('1 m Ch 0-I 00 tn dIo Ln8 _J E w w z 0 -J DraftPros Drafting and Design Service 9239 HIgEtap TwwcO Lallealda. CA92040 Td (619)456.8910 Faic (616)456.6910 aimaS drafiwvc@0Lret DATE: 0613517 SCALE AS NOTED JOB: 062317 SHEET: E2 361115' R.O. FV 1I2 360518 NFD FV 2 1.0 DLO-I]-_44 112 01.0 —:IfI. 40LO 480L0 P/004 00, -48 l!8 DLO 46 01.0 7 0 T T - / II TYP I I II I I OPP '1 I 23 OPp d Iz I rg/,/, IIIø I II I pp TY T T T T 11- 9 - CD (L\ FINISH 7rNo0 I L7J DOOR SWING WINDOW / DOOR ELEVATION EXTERIOR WINDOW TYPE M. 1 THUS SOUTH WALL EXTEROR WINDOW TYPE M, 1 OPP SOUTH WALL ARCH REF: P.2.1; P.2.2; P.8.3 SCALE: 1!41-O 359 3V R.O. FV 358 71rr NFD FV 112• —411l4 DLO j___O_T2._ 4rDLO -1 48 _____ 4rOLD L_ 411l8 OLD 0L0 48 01.0 DL ____ ____ •E?- - e_li Dl _ II 6 ' 05 I I I II I I 9> OPP P _ ____ 0 II II I 01-11, I ? II I1 01 I \T TYP 0110p 01109 8 NO 8 >- roll" ' 0 / T FINISH I 72ND0_I LXJ DOOR SWING WINDOW / DOOR ELEVATION EXTERIOR WINDOW TYPE H. 1 THUS SOUTH WALL ARCH REF: P.2.1; P.2.2; A8.3 SCALE: 1I41-0 FLOOR U) z 0 (I) all a. —0 OD u J——J * _j< I- 1CI) O - 1< L) z I'., 0c& ,_u_. u wOo1 I— (1 D U1 001 DO Lu 0 In ii rNI E 56 w z 0 _1 DraftPros Drafting and Design Service 923911190109 Temlce LakesIde, CA 92000 TaO (819)456.6910 Fax:(619)456-9910 eceaft d,aflsn.c@cax.nel DATE: 06123l17 SCALE: AS NOTED JOB: 062317 SHEET: E3 IXI 1 P181#:1bU(U 13 ByLB rie9I26/201 7 1ST FLOOR 2ND FL 15-0' WINDLOAD CLIPS DETAIL 20/04 TYP 123314' R.0. FV .4... 112• WINDLOAD CLIPS DETAIL 201D4 iv5\ 61' 010 123114' NFD FV 2'— - 58 114" DLO '1' I \ 'I I ' MULLION - DETAIL \ 21/D4TYP\. SPLICE 004> Øc II II $ b.109 )AII -11 r11- 48> Hej P_\ E.Not 4ct WINDLOAD CLIPS DETAIL 20/04 r1 — — — — - — — — 3900091 UuCag ci rol, <8> 0 0. III - II O. III I ISIII I T I WINDOW ELEVATION EXTERIOR WINDOW TYPE V, 1 THUS SOUTH WALL ARCH REF: A2.1; A2.2; A8.3 SCALE: 114'l'.0' FINISH 17 DOOR SWING WINDOW / DOOR ELEVATION EXTERIOR WINDOW TYPE V, 1 THUS SOUTH WALL E3 ARCH REF: A2.1: A2.2; A8.3 SCALE: 1/4=1'-O' WINDLOAD CLIPS DETAIL 20104 TYP MULLION SPLICE DETAIL 21/04 TYP 1111111190 N. I 0 CL -J 1< 0C E 8 —J< —J - I z V) Os O °-' N Lu g (71 d'ous •i E w w z 0 —J DraftPros Drafting and Design Service 9239 HIghEplenaIN Lakeside, CA 92040 Tel: (619)456.4910 (619)4569910 DATE 06123117 SCALE: AS NOTED JOB: 062317 SHEET: E4 FINISH WINDLOAD CLIPS DETAIL 20/D4TYP MULLION SPLICE DETAIL 21/D4 ETAI LOAD CLIPS D L 201D4 TYP 34rR.O.FV =41=2. 340 1I2NFDFV - 481I4 DLO 4940LO-2. 46' OLD 47' OLD ow 4 - 4 5, 4 54> 4 _,' rp 0. ,1 I I I I - I I - I I 1001 F)- - i ll II I I I I II II I I I I II II I I I I II II I I I I II II I I I ' II II I I I I II II I I I I II II I I I I II II I I I I 5 _• -, 9 10 r, BIN D2 Uz C; Ii 15&F.F. 5, 0. 0. S. S 0. - II TYP Opp S. 0. / S. 9 0 TFW0R j 1 ç\ S . S . S S. . 17 DOOR SWING WINDOW I DOOR ELEVATION EXTERIOR WINDOW TYPE R, 1 THUS SOUTH WALL E4 ARCH REF: A2.1; A2.2; A8.3 SCALE: 1I4"1'-O R2H ENGINEERING, INC.. &NoExcepllonTaken M Proj#l6O7O B.RevlseasNoted 0 - C. R/ResibrI 0 _______ U. Réjected/Resubmil 0 Revii E.Not beUtow [3 tite:9/2612017 sorp 06idlEn06 VBIICOIIIIdR iIIgC luc*161 iaaisi. MywmcIa$ci 95314R.0.FV— snessll GO I nsctIio IIim rCiiianOocwnsds I BSII4NFDFV— 46 114 OL0—--fl--- 44 esa LiTd- ses. I — DETAIL 201D4 TYP WINDLOAD CLIPS 11 MULLION SPLICE DETAIL 2111134 TYP ? [.10. 0 U. II I. II ii 0 - 0. Oh - ----- 2ND ,• .% Is , 15-0A.F.F. 0 ') I 5,4 WINDLOAD CLIP.j/ I DETAIL 201D4 TYP I hil l ii I I W'6. I I III II 11.1_I II FINISH 1T1LQP... F1 11 WINDOW ELEVATION EJ EXTERIOR WINDOW TYPE'S, 1 THUS SOUTH WALL ARCH REF: A21; A2.2; A8.3 SCALE: 1I41-O' 1 I I nfl WINDOW ELEVATION "Ns EXTERIOR WINDOW TYPE F. 1 THUS SOUTH WALL ARCH REF: A2.1; A2.2; A8.3 SCALE: 1I41.O" 211rROFV —20V NED R EQ OLD _-44--2- EQ I 17 I WINDOW ELEVATION EJ EXTERIOR WINDOW TYPE U. 1 THUS WEST WALL ARCH REF: A2.1; A2.2; A8.3 SCALE: 1l4=11-0 213112.NFDFV _J — EQ DLO EQ DLO 4 EQ DLO II1 hI go ______ ____-LI - - P rol ___ _____________ z 3 W it = .1 N — - rip fi\ g 25 05 .1YP &1T For/0 0 co u§ o 1< 01, < ago R2HENGINEERJC A NoExceptionlaken Troj#: 1D7O RavIseasNoled 0 Revise/P.ed'irit 0 By-LB Rejected/ Resubmit I] LNbjecttaRevie oLilie:9/2612017 ft tthT B x1B 99NIsit0I1iII5.Th '*jsigli a$o it I -- —.— -. 0 C 0° 0 U6 I— 1 OlD to S z to - oln ia _jr4 N, 12 E w as w z .I 0 -J O.OPP 9 0 DraftPros Drafting and Design Seivice 9239 KigtItopTerra LakesIde, CA 92040 h Tel (649% )456.99 456.6910 Fax:(61I0 DATE: 0623lI7 SCALE: AS NOTED It JOB: 062317 SHEET: E5 112. —L. 363 sir RO FV iir 362 sir NFD FV _____________________ -ii- r_-fr-. 69 51r 01.0 —4--2. EQ DLO EQ 01.0_ _4 EQ 01.0 _ _4f 67 W 01.0 rp oo ell 0 C S. P II I I h6 0 , II I II II II I II II pwfl~ pz II I II II rp 25 TYP 0 -. 2 fl WINDOW ELEVATION EJ EXTERIOR WINDOW TYPE J'. 1 THUS SOUTH WALL ARCH REF: A2.1; A2.2: A8.3 SCALE: 1I41-O 358314R0FV 3573i4NF0FV - EQOLO_ ..41-2_ EQOLD EQ OLD EQOLO 5, -, 5, 5, 0. M 0. 0.Ii0. it 3 TYP I I I I W<& 0. 0. TYP WINDOW ELEVATION LJ EXTERIOR WINDOW TYPE G. 1 THUS SOUTH WALL ARCH REF: A2.1; A2.2; A8.3 SCALE: 1I41-0 260112R0FV 279 II2NFDFV —EODLO _LODLO =U--r EQ OLD rol ?00'4 1 04> 0 0 II2 I llr-.-4-- —EQ 01.0 U z V) cc 0 ,_ _I o u _# r- ax M-cm 06 U, oU, . E w 61 w z 0 —J 0raftPros Drafting and Design Service 9239 Nab" llmxco Lakexide. CA 92040 Tit (619)4566910 Fax: (61 0) 456.9910 eexaS DATE: 06123117 SCALE: AS NOTED JOB: 062317 SHEET: E6 TYP[_________ 0 I WINDOW ELEVATION EJ EXTERIOR WINDOW TYPE L. 1 THUS SOUTH WALL EXTERIOR WINDOW TYPE L. I OPP SOUTH WALL ARCH REF: A2.1: A2.2; A8.3 SCALE: 1I4°1-O 0 0 0 WINDOW ELEVATION E rn J EXTERIOR WINDOW TYPE 'N. 1 THUS SOUTH WALL EXTERIOR WINDOW TYPE N, 1 OPP SOUTH WALL ARCH REF: A2.1; A2.2; A8.3 SCALE: 1/41'-O —368 31& RO I —365 3111! NFD —EQ DLO - 0. 0. 0 0. a, 0 SEALANT & ROD TYP DETAIL 0 HEAD ARCH REP C/AD2 SCALE: "°" RH ENGINEERING, INC. A NoExceptionlaken i PtOj#: 16070 ReviseasNotad RevisirMaiwa Di B.LB Röected/ Resibinit 0 LNolSubjecttoReview a ate:912612017 DETAIL c JAMB ARCH REF: BIAD2 SCALE: 6"1-O" I 518"X3 1/2"X GA CHANNEL 2" MC 0 DETAIL VERT ARCH REF: NONE SCALE: 6"=1'-0" DETAILVERT ARCH REF: NONE SCALE: 6"=1-O" 1518"X3 1/2"X10 flA t'UAIItI SEALANT_ & ROD TYP I.-6- DETAIL c HORIZ ARCH REF: NONE SCALE: 6"=I-O" L z I/) ,'.'O_ u mr'. o n ' — E w w z 0 —I DraftPros Drafting and Design Service 9239 Hghtap Tot,a LaBe5ide. CA92040 Tel: (6191 4S6.9910 Fa,r (619) 456-9910 DATE 06123117 SCALE: AS NOTED JOB: 052311 SHEET: Dl 65/16" SCF625 lJ I I EMBED IN II I SEALANT\ I'•l SEALANT SC722 & ROD FINISH FLOOR A. 44 4. SHIM AS . REQ'D . . . ;. I S,,. 4 4 4 .• I .•.• .... .. "._ 3/8" DIA HILTI HU:EZ a- 2 21/2" EFFECTIVE EMBEDMENT DETAILSILL oi EA SIDE OF EACH VERT ARCH REF: NAD2 SCALE: 6"=1-0' 65/16" 10&1- - OPG-1550 T CLIP r @ EACH BOTTOM VERT I MULLION UNLESS NOTED / OTHERWISE -1 1 I I = I SCF625I EMBED IN V) 2 SEALANT Il SEALANT I I SC722 Mm T4.4W4 .7TMT F FINISH LOOR 4 4 . • SHIM AS :. .. 4]'.""\: • a .: : . .. . . REOD . . . . '\,. . .4 .q. - . 4 . ..4 V 4. .\:. .. . ,. •. 8" DIA HILTIHS-EZ .. . 21/2" EFFECTIVE EMBEDMENT LA SIDE OF EACH VERT DETAIL SILL I ARCH REF: NAD2 Dl SCALE: 6"=1'-O" 3/8" DIA HILTI HUS - EZ — 21/2" EFFECTIVE EMBEDMENT EA SIDE OF EACH VERT DETAILVERT 12 ARCH REF: NONE SCALE: 6'=l'-O' ril 25/8' - 10 S221B — — T600 3/8' DIA HILTI HUS - EZ / — / 2 1/2" EFFECTIVE EMBEDMENT f / EA SIDE OF EACH VERT / \, UCH2O1 DRB8O3 LION ILL 6' DETAIL Al DOOR HEAD ARCH REF: CIAD2 SCALE: 6'=l-O' I . .4 - SEALANT & ROD 1YP R2H ENINEERING1 IC. NoExceptbnlaken IN I PfOJ#: 1è070 Revise as 0 DETAIL ( QJ4R 0 By:LB ARCH met to E3 13 9I26I2017 IfnV.c1IMIIt MpW1UI Imamongdow -m ,'/ n*ItcIIa1eL MULLION AT SILL SEALANT DETAILVERT 13 ARCH REF: NONE SCALE: 6'l-O' 15(a Sn 1 518"X3 31/2' 5Th PLATE 8M755 SEALANT DETAIL VERT 1 D21 ARCH REF: NONE SCALE: 6'l"-O" Vp . . IQ .• .••..,;Vp : • .:. •. •. 10 I & MODIFIED 'F CLIP 11 1 AT JAMBS UNLESS , NOTED OTHERWISE I I"( HCF631 L--------J DETAILHEAD ARCH REF: CIAD2 SCALE: 6'=V-O' SEALANT -' DETAIL O VERT ARCH REF: NONE SCALE: 6'l-O' j F OPG-1550 T SEALANT @ EACH TOP VERT III _____________ & ROD TYP 4 . • 4•• . 4. DETAIL DOOR SILL FRQ ARCH REF: NAD2 I D31 SCALE: 6"=V-0" I DRB95O I HENGINEERING,INC... A. No eptionTaken Pioj#:l6O7O B.Rev asNoed" 0 C. /Rekrit 0 By:LB L Not !eel to Wn 8 Date:9/26/2017 in iear Mgiflee is cai oi D Ui corn IM06 I 19381d 20 &IeSE - -. cxiiaI cli llt6)des wn BED IN SEALANT (i z V) os_I o CDr, ui 1' 06 I— O'I 0 In 010100 OCn • _] E w w z 0 —J DraftPros Drafting and Design Service 9239 HiglOop Terrace I.alws)de, CA 92040 Tel: (919)4269910 Fax (619)4569910 DATE: 06)23117 SCALE: AS NOTED JoE: 062317 SHEET: D3 DETAIL DOOR MEETING STILES 03 ARCH REF: NONE DIE SCALE: 6=1-0' 4 . 4v•'—, •• 'q .4 .. .4 . .. 4 ... 4. .4.. .. . . . .. . 4 ..4 •• •. ..q . 4 4 4 4. .. . •• .4 . . . • COETE . . 4 • WALL BY 4 4.. OTHERS • • • . 4 4... .— . ... .. . ... • A • I •.i. ___iiI SEALA!L.__i.l 'I- • ______ TYP -"• F(AL '\__ STRUCTU GLAZING TAPE VIP BREAKMAL .060" ALUM I.? 1518"X31/2"X3/16" STLL S. DETAILJAMB ARCH REF: 10/AD2 SCALE: 60=1l0e ------ - __ . . 4.. .v4 . _____ .4. . . . . .. . .. .4 . . 4 . . . .. 4. . . . . Id 4 .. 4. . . 4 • ••••• . •:.4 ......... 4 . . ... .44 .4 4 A 4 . . .•. 4 CONETE WALL By 4 4 4 . OTHERS •4•••' 4 . . 4. •4.' ••1 . ... ... . 4... STRUCTURAL .060'ALUM GLAZING TAPE BREAKIVIETAL BREAKIVIETAL BREAKMETAL CD S155BASE I_ DSO801 Ln El 2" ----- 4.._-I/8" DETAIL DOOR JAMB ARCH REF: B/AD2 RD 3 SCALE: 6'l'-O" DETAIL c JAMB -M0601_- __________ ARCH REF: 10/A02 I D31 SCALE: 6"=l'-O" -- -. — I II I flcflff Al I III 4 . 4 11 I •• 2" M0601 4 4. I I- 0 -J L z I,) 0 C) t-t _ U 121 oS 1,; °'N °' tko Zw— o (n .ro .J E w w z 0 —J DraftPros Drafting and Design Service 9239 HlghlepTeTace LakesIde. CA 95640 Tel: (619) 46.9910 Fax: (619) 456.9910 DATE. 00123117 SCALE: AS NOTED JOB: 062317 soD * 92 WINDOW MULLION L PER MULLION 1 H, Il I, 1 /4" HEX HD TECH SCRE 112"LG1YP 16"X I— Sit " R20 LN)llNiFIllNI INC. A NoExceptic kJIII ixt IIlIIii#: 6070 - ReviseasN 11111 a 11111 Revise/RI inIIIIII 0 11111 By:! B Rejected4 Ublflhlt a 11111 - .NotSubja,i Re4jjD Ifflpate 26/2017 IdIvIsw,bI HH06csfflllftpxo1aidt. Cg4fl c(NIIS. Mg seeot wlvnwUugde dommum ftrA— sniwtrniurc 0000aal56t iftfldlUU — HII and !sdc 5adiZwd 4PioVao1 lcfillffiles. i$tRIa 111101 .fflmi = II 1 5/8"X3 1/2"X3!16" Sit CHANNEL lw:-pjL—wnj~ 2" DETAIL DOOR JAMB ARCH REF: NAD2 SCALE: 6"=1-O" 4. A. C014CRETE WALL. BYbTHERS 4 4 .4 A. 4. LLL LI;L: i I I I 1/4 TN I H N 1O"X4"X112" H.S.S. 1/4 BY OTHE RS 4"X 53/4" X 318J Sit PLATE EA ONE AT JAMB, F.V SIDE OF VERT. L I: SEALANT & ROD TYP DETAIL @_DOOR JAMB ARCH REF: A/AD2 1 10141 SCALE: 6"1-O" 5 3/4" F.V. 15/8- X 9/16" I-"-••• 1 1/2 II SL0T N,L.. LGX1I2"DIAGR5THRU I I L MACHINE BOLT WITH FLAT WASHER EACH SIDE WITH NYLOC NUT AT VERT I MULLIONS. 31/2" LG X 1/2" DIA GR 5 BOLT W/FLAT WASHER I I UNDER HEAD & NUT AT JAMBS DETAIL MULLION SPLICE ARCH REF: NONE SHEET: D4 DETAIL cWINDLOAD I D41 ARCH REF: 12/S3.6 SCALE: 6"=V-O" DETAIL OWMAB 23 ARCH REF: BIAD2 SCALE: 6"1-O° J j 6 -I DETAIL HORIZ 22 ARCH REF: NONE RE SCALE: 6"1-O" SEALANT —' DETAIL OVERT 25 ARCH REF: NONE SCALE: 6"=1'-O DETAIL OVERT ARCH REF: NONE SCALE: 6"1'-O" 1 516"X3 3/16"X 3/8" STL CHANNEL - 2 SM755 j 4 4 4 .. 4 . Li All 4 4 4 ... It' U z (Ii oq f -u_I Cp up u N oZS' <O Il) ._i ON Cu E W w z 0 —I DraftPros Drafting and Design Service 9239 NW" Teffaco Lakeside, CF. 92040 Tel: (619) 456-6910 Fax: (616)4 10 DATE: 09123117 SCALE: AS NOTED JOB: 092317 SHEET: D5 TYP STRUCTURAL .060" ALUM GLAZING TAPE BREAKMETAL TYP 10A .060" ALUM 3"X3 1/2"X3!16 I 518"X3 13116"X1OGA BREAKMETAL CHANNEL STL CHANNEL •- rA 4 .'.-, . . .. .. . . . . .. .4 . .. ... .4. . . . .. > •4 . . •. 4 •. 4.. .. 4 .4.. .. .4 4 . .44 •44 4 CONETE 4 4 • WALL BY OTHERS . 4 .. •4 . 4: 4 • . 4. .4 ii ;4 .. .. •. ••f••.__ DETAILJAMB 20. ARCH REF: 10/AD2 Im SCALE: 6"1-O' R2H ENGINEERING INC; kNo eptionTaken. I PrOj#:l6O7O 8. ReV asNoted 0 C. Re /Reskrt 0 By-.LB D.Rej ed/ReeVbmul. 0 £. Not iDlest to Reyew 0 Date9I26I2017 ilewlt ielw1oilaIdtoi UEIL JoinIteoo nfliIbamigft Nwrel6: 39ml eoi im1ie cl9 8969 iii Coil lincimillniftantImMaidleffftsod .Sn69s oiilhoi taPtXOL 1imsI -.4z*.0 tiei ftcomucompticuinaft .,......... SEEMORE REVISIONS SCANNED SE PARATLY I