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HomeMy WebLinkAbout2810 CARIBOU CT; ; CBC2018-0667; PermitJob Address: 2810 Caribou Ct Permit Type: BLDG-Commercial Parcel No: 2091200300 Valuation: $4,775,784.50 Occupancy Group: # Dwelling Units: Bedrooms: Work Class: Lot #: Reference #: Construction Type Bathrooms: Orig. Plan Check #: Plan Check #: Status: Closed - Finated Applied: 11/30/2018 Issued: 06/25/2019 PermitFinal Close Out: Inspector: CRenf Final Inspection: 05/11/2020 New DEV2018-0203 Building Permit Finaled 1'r City Carlsbad - Commercial Permit Print Date: 05/11/2020 Permit No: CBC2018-0667 Project Title: CARLSBAD OAKS LOT 4 Description: BADIEE: (LOT 4) 50,150 SF SHELL Owner: VICTORY CARLSBAD OAKS INNOVATION CENTER LP Co-Applicant: TFW CONSTRUCTION DEVELOPMENT INC P0 Box 220 1261 Prospect St C/O Badiee Development, 9 DEL MAR, CA 92014 LA JOLLA, CA 92037 858-759-1223 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $11,048.24 BUILDING PLAN CHECK FEE (BLDG) $4,525.69 COMMUNITY FACILITIES DISTRICT (CFD) FEE - NON-RES $16,950.70 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $1,510.00 FIRE F Occupancies New $814.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 LOCAL FACILITIES MANAGEMENT ZONE (LFMZ) - ZONE 16 $20,060.00 MANUAL BUILDING PLAN CHECK FEE $3,208.08 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $178.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $304.00 PUBLIC FACILITIES FEES - inside CFD $86,919.28 5B1473 GREEN BUILDING STATE STANDARDS FEE $192.00 SDCWA SYSTEM CAPACITY CHARGE 1-1/2" Displacement $15,802.00 SEWER BENEFIT AREA FEES - E $101,716.86 SEWER CONNECTION FEE (General Capacity all areas) $26,745.60 STRONG MOTION-COMMERCIAL $1,337.22 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $58.00 TRAFFIC IMPACT Commercial-Industrial w/in CFD . • $28,614.00 WATER METER FEE 1-1/2" Displacement (P) $632.00 WATER SERVICE CONNECTION FEE 1-1/2" DISPLACEMENT-P $18,217.06 WATER TREATMENT CAPACITY CHRG 1-1/2" Displacement $437.00 Total Fees: $339,690.67 Total Payments To Date: $339,690.67 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov Page 1 of 2 (City o f Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check OvLaol Est. Value f1to 1118 5Y, -A Y PC Deposit Date Job Address *4 Caribou Court Suite: APN: 209-120-03 Tenant Name: Shell Building TBD CT/Project It: Lot It:4 Occupancy: B, Fl and Si Construction Type: IlIb Fire SprinkIers:/ no Air Conditioning: yes BRIEF DESCRIPTION OF WORK: proposed site work El Addition/New: 50.150 sf officelindustrial New SF and Use, ___New SF and Use, Deck SF, ________ Patio Cover SF (not including flatwork) Tenant Improvement: SF, Existing Use Proposed Use SF, Existing Use Proposed Use LI Pool/Spa: SF Additional Gas or Electrical Features? LI Solar: KW, _Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No 0 Plumbing/Mechanical/Electrical Only: D Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: Dana Tsui- SCA Architecture Name: Victory Carlsbad Oaks Innovation Center LP Address: 13280 Evening Creek Dr. S Suite 125 Address: 1261 Prospect st Suite 9 City: San Diego State., CA Zip: 92108 City: La Jolla State: CA Zip: 92037 Phone: 858-793-4777 Phone: 888-815-8886 Email: danat@sca-sd.com Email: scottcbadieedeveIopment.com DESIGN PROFESSIONAL Name: Dana Tsui- SCA Architecture Address: 13280 Evening Creek Dr. S Suite 125 City: San Diego State:CA Zip: 92108 Phone: 858-793-4777 Email: danat@sca-sd.com Architect State License: CONTRACTOR BUSINESS Name: TP—' fJCrtø. Address: 74&;!2 City: State:t_Zip: CA Z- Phone: e' °t Z.Z& 4E€M Email: State License: 4Z-S37 Bus. License: &'U1 (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/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she 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)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingJcarlsbadca.gov B-2 Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: Ihe rby affirm under penalty of perjury one of the following declarations: awlave and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. M I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the e orm nce of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: ___________________________ Policy No. 2.1 Expiration Date: t' / 1 / Z. O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come 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 $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. ..-, CONTRACTOR SIGNATURE: EJAGENT DATE:(' fzfi (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: O 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). O 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). O i am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. Dyes 0 No I (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, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: DAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Dyes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Dyes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Cailsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5,0' deep and demolition or construction of structures over 3 stones in height EXPIRATiON: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit Is not commenced within 180 dpysfrom the date of,spch permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the work is commenced for a period of480 da (5ect16h 101f414 Uniform Building Code). , APPLICANT SIGNATURE: DATE: ///27/1 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingCarlsbadCa.gov B-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 1.1/30/2018 O,ner: VICTORY CARLSBAD OAKS INNOVATION CENTER LP Work Class: New . Issue Date: 06/25/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/08/2020 Address: 2810 CARIBOU CT CARLSBAD, CA 92010 IVR Number: 15759 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready . No 0411712020 04/1712020 BLDG-Fire Final 124405-2020 Passed Felix Salcedo - Complete Checklist Item COMMENTS • Passed FIRE- Building Final • Yes 05/11 12020 05111/2020 . BLDG-Final Inspection 127184-2020 Passed_ Chris Renfro Complete Checklist Item' COMMENTS • • PasSed BLDG-Building Deficiency Yes BLDG-Plumbing Final • Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes / Monday, May 11, 2020 . • . • Page 60f6 Permit Type: BLDG-Commercial Application Date: 11/30/2018 Owner: VICTORY CARLSBAD OAKS INNOVATION CENTER LP Work Class: New Issue Date: 06/25/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/08/2020 Address: 2810 CARIBOU CT IVR Number: 15759 CARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency 3 light poles approved per RFI #014A No BLDG-Building Deficiency Light standards not per plan. No RFI design change not per detail;detail NOT Stamped/signed by Engineer. -Light standard at Bio Swale does not meet 7 foot to daylight. (Engineer to review location.) Wall and ceiling framing @ electrical not per plan. -Ledger connection at stud wall not per plan. -Missing (3)shot pins at 16 O.C. @ Ledger on tilt-upside. 01/08/2020 01/08/2020 BLDG-11 115751-2020• Partial Pass Michael Collins Reinspection Incomplete FoundationlFtg!Plers (Rebar) - - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Light standards not per plan. No RFI design change not per detail;detail NOT Stamped/signed by Engineer. -Light standard at Bio Swale does not meet 7 foot to daylight. (Engineer to review location.) Wall and ceiling framing @ electrical not per plan. -Ledger connection at stud wall not per plan. -Missing (3)shot pins at 16 O.C. @ Ledger on tilt-upside. BLDG-Building Deficiency 1/08/20, 2 light pole bases footing & steel Yes per RFI #014A BLDG-Building Deficiency 3 light poles approved per RFI #014A No 01122/2020 01/22/2020 BLDG-34 Rough 117114-2020 Partial Pass Chris Renfro Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Rough electrical on (6) canopy Can lights Yes 03/11/2020 03/11/2020 BLDG-33 Service 121981-2020 Passed Chris Renfro Complete Change/Upgrade - - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/23/2020 03/23/2020 BLDG-34 Rough 122891-2020 Cancelled Chris Renfro Reinspection Incomplete Electrical Monday, May 11, 2020 Page 5 of 6 Permit Type: BLDG-Commercial Application Date: 11/30/2018 Owner: VICTORY CARLSBAD OAKS INNOVATION CENTER LP Work Class: New Issue Date: 06/25/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/08/2020 Address: 2810 CARIBOU CT CARLSBAD, CA 92010 IVR Number: 15759 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection inspection Date Start Date Status BLDG 14 114423-2019 Failed Luke Storno Reinspection - incomplete Frame/Steel/Bolting/We Iding (Decks) Checklist item COMMENTS Passed BLDG-Building Deficiency Light standards not per plan. No RFI design change not per detail;detail NOT Stamped/signed by Engineer. -Light standard at Bio Swale does not meet 7 foot to daylight. (Engineer to review location.) Wall and ceiling framing @ electrical not per plan. • -Ledger connection at stud wall not per • plan. -Missing (3)shot pins at 16 O.C. @ Ledger on tilt-upside. 1212612019 12126/2019 BLDG-14 114788-2019 Partial Pass Luke Storno Reinspection Incomplete Frame/Steel/Bolting/We Iding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Frame © electrical room only. Yes BLDG-Building Deficiency Light standards not per plan. No RFI design change not per detail;detail NOT Stamped/signed by Engineer. -Light standard at Bio Swale does not meet 7 foot to daylight. (Engineer to review location.) Wall and ceiling framing © electrical not per plan. -Ledger connection at stud wall not per plan. -Missing (3)shot pins at 16 O.C. © Ledger on tilt-upside. 12/30/2019 12/30/2019 BLDG-17 Interior • 114976.2019 Partial Pass Chris Renfro Reinspection Incomplete Lath/Drywall - • . - Checklist Item COMMENTS Passed BLDG-Building Deficiency Drywall at electrical room • Yes 01/0612020 0110612020 BLDG-11 115339-2020 . Partial Pass Luke Storno Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Monday, May 11, 2020 • Page 4 of 6 Permit Type: BLDG-Commercial Application Date: 11/30/2018 Owner: VICTORY CARLSBAD OAKS INNOVATION CENTER LP Work Class: New Issue Date: 06/25/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/08/2020 Address: 2810 CARIBOU CT CARLSBAD, CA 92010 IVR Number: 15759 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 11113I2019 11113/2019 BLDG-24 RoughlTopout 110795-2019 Partial Pass Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Roof drains and main water top out Yes 1210312019 12103/2019 BLDG-21 I12532-2019 Partial Pass Chris Renfro Reinspection Incomplete Underground/Underflo or Plumbing V Checklist Item COMMENTS Passed BLDG-Building Deficiency Underground main Water supply. OK to Yes backfill. 12/10/2019 12/10/2019 BLDG-12 Steel/Bond 113183-2019 Partial Pass Chris Renfro Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency (5) Mezzanines deck rebar. OK to pour Yes 12/16/2019 I2/I612019 BLDG-11 113787-2019 Partial Pass Chris Renfro . Reinspection Incomplete Foundation/Ftg/Piers V (Rebar) V Checklist Item COMMENTS Passed BLDG-Building Deficiency (8) light pole base, ok to pour Yes 12/17/2019 12/17/2019 BLDG-21 114014.2019 Partial Pass Chris Renfro Reinspection Incomplete Llnderground/Underflo V or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Underground waste for future tenant Yes spaces. No inspection cards permits pending 12/20/2019 12/20/2019 BLDG-11 V II4422-2019 V Failed Luke Storno Reinspection Incomplete Foundation/Ftg/Piers (Reber) - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Light standards not per plan. No RFI design change not per detail;detail NOT Stamped/signed by Engineer. -Light standard at Bio Swale does not meet 7 foot to daylight. (Engineer to review location.) Wall and ceiling framing @ electrical not per plan. -Ledger connection at stud wall not per plan. -Missing (3)shot pins at 16 O.C. @ Ledger on tilt-upside. Monday, May 11, 2020 Page 3 of 6 Permit Type: BLDG-Commercial Application Date: 11/30/2018 Owner: VICTORY CARLSBAD OAKS INNOVATION CENTER LP Work Class: New Issue Date: 06/25/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/08/2020 Address: 2810 CARIBOU CT IVR Number: 15759 CARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status - 0713112019 07/31/2019 BLDG-11 099172-2019 Partial Pass Chris Renfro Reinspection Incomplete - Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency See plans; Remaining SOC On final half Yes 08/16/2019 08/1612019 BLDG-22 SewerlWater 101067-2019 Failed Peter Dreibelbis Reinspection Incomplete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08l19/2019 08/19/2019 BLDG-22 Sewer/Water 101231-2019 Failed Paul York Reinspection Incomplete Service - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/29/2019 08/29/2019 BLDG-12 Steel/Bond 102451-2019 Partial Pass Peter Dreibelbis Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/03/2019 09/03/2019 BLDG-11 102747-2019 Partial Pass Chris Renfro Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency See plans; Remaining Tilt panels Yes 10/28/2019 10/28/2019 BLDG-15 Roof/ReRoof 108882-2019 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficienäy Yes 10/3112019 10I31/2019 BLDG-11 109339-2019 Partial Pass Chris Renfro Reinspection Incomplete Foundation/Ftg/Riers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency See card: East side pour strip Yes 11/07/2019 11/07/2019 BLDG-11 110145-2019 Partial Pass Chris Renfro Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency See card: Remaining pour strip and trash Yes enclosure footing Monday, May 11, 2020 Page 2 of 5 Building Permit Inspection History Finaled (7city of Carlsbad PermitType: BLDG-Commercial Application Date: 11/30/2018 Owner: VICTORY CARLSBAD OAKS INNOVATION CENTER LP Work Class: New Issue Date: Q6125/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/08/2020 Address: 2810 CARIBOU CT CARLSBAD, CA 92010 IVR Number: 15759 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0710112019 0710112019 BLDG-21 096172.2019 Passed Chris Renfro Complete Underground/Underflo or Plumbing - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/10/2019 07/10/2019 BLDG-11 097024.2019 Partial Pass Chris Renfro Reinspection Incomplete FoundationlFtglPiers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency See plans Yes 07/16/2019 0711612019 BLDG-11 097813.2019 Partial Pass Chris Renfro Reinspection Incomplete Foundation/FtglPiers (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency See plans; Partial Yes 07/19/2019 07/19/2019 BLDG-11 098087.2019 Partial Pass Chris Renfro Reinspection Incomplete Foundation/Ftg/Piers (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency See plans; Partial Yes 07/26/2019 07/26/2019 BLDG-11 098743.2019 Partial Pass System Reinspection Incomplete Foundation!Ftg/Piers Administrator (Reber) Checklist Item COMMENTS . Passed BLDG-Building Deficiency See plans; Partial SOG Yes 07/29/2019 07/26/2019 BLDG-21 098744-2019 Failed Chris Renfro Reinspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code No BLDG-31 098987-2019 Partial Pass Chris Renfro Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency UFER GROUND CABLE Yes Monday, May II, 2020 Page Iof6 CITY OF ' CBC20I8-0667 . CARLSBAD INSPECTION RECORD - Building Division 2810 CARIBOU CT f4) 50.150 SF TILT-UP BUILD1Gi4'. . INSPECTION RECORD CARD WITH APPROVED BADIEE: (LO - PLANS MUST BE KEPT ON THE JOB 0 CALL BEFORE 3:00 om FOR NEXT WORK DAY INSPECTION I FOR BUILDING INSPECTION CALL: 760-602-2725 RECORD COPV20912oo3o 1 11/30/2018 OR GO TO: www.Carlsbadca.gov/Buildinci AND CLICK ON "Request Inspection" ig zo CBC20I 8-0667 DATE: 1 9 of of Inspectioh' #11 FflhINflATIflN - I I #31 tIEI.ECIRICUNDERGROIJND II'IJFER I./z.i/if #12 REINFORCED STEEL -- #34 ROUGH ELECTRIC/ EVCHARGER ( f - #66 MASONRY PRE GROUT #33 0 ELECSERVICE #320TEMPORARY 0 GROUT 0 WALL DRAINS #35 PHOTOVOLTAIC #10 TILT PANELS #38 SIGNS ' #11 POUR STRIPS .- BLDG-FINAL #11 COLUMN FOOTINGS Date Inspector #14 SUBFRAME 0 FLOOR 0 CEILING / #41 UNDERGROUND DUCTS & PIPING #15 ROOFSHEATHING #44 DDUCT&PIINUM 0 REF. PIPING #13 EXT. SHEAR PANELS / / #43 HEAT-AIR CORD. SYSTEMS #16 INSULATION BLDG-FINAL #18 EXTERIOR LATH Date Inspector #17 INTERIOR LATH & DRYWALL #81 UNDERGROUND (11,12,21,31) BLDG-FINAL #82 DRYW3LL.EXT LATH, CASTES (17,18,23) Date Inspector #83 ROOF SHEATING,EXTSHEAR(13,15) #22 D SEWER &BL/C DPI/CO , #84 FR*JiIE ROUGH COMBO (14,24,34,44) #21 UNDERGROUND öWASTEDWIR —ow/111 /1.. as T-Bar(14.24.34.44) #24 TOPOUT OWASTE DWTR 1 BLDG- FINAL OCCUPANCY #27 TUB & SHOWER PAN 1=1111111 Date Inspector #23 0 GASTEST 0 GAS PIPING A/SUNDERGROUND VISUAL ,/ #25 WATER HEATER A/S UNDERGROUND HYDRO OF CIA ffkAC 0_1 #28 SOLAR WATER A/S UNDERGROUND FLUSH BLDG-FINAL A/SOVERHEAD VISUAL j2I2D 4')" EFIN M. Date Inspector A/SOVERHEAD HYDROSTATIC t (-J/1/)29 #51 POOL EXCAV/STEEL WSFUUL 'IftaJzo $I #52 PLUMBING F/AROUGH49 #53 ELEC/ CONDUIT/ WIRING F/ARI(AI. '/Jfcjzo S. #54 EQUIPOTENTIAL BOND FIXED EXTINGUISHING SYSTEM ROUGH-IN #55 PREPLASTER / FENCE! ALARMS FIXED CITING SYSTEM HYDROSTATIC TEST #57 GUNITE FIXED EXTINGUISHING SYSTEM ANAL BLDG- FINAL MEDICAL GAS PRESSURE TEST MEDICAL GAS FINAL REV 6/18 SEE BACK FOR SPICIAL NOTES F [If :"'YES" is checked belowthat Division's approval is required priorto reguestina Final Building P call the applicable divisions at the phone numbers provided below. After all required 760-602-8560, emaIl to bIdginspections@carIsbadca.gov or bring In a COPY of this card For Inspection times or to speak to an Inspector call 760-602-2700 between 7:30am-8:00a,n i'r. Inspection. to: 1635 • approvals If you have are signed Faraday Ave., the day of .ii.ir any questions off- fax to Carlsbad. your inspection. STORM WATER PRECONI MEETING .1111: .1T' i.22124 - Allow 24 hours IF MARKED -YES-, APPROVAL REOUIRED PRIOR TO REQUESTING BUILDING 'FINAL ............ CoryoFbkk6- 1j REGURED Fire Prevention 760-602-4660/6' Allow48hours _unI Plannincl(Landscape 760-94+8463 Allow 48 hours CM&I (Ermjlneering Inspections) 760438-3891 - Call before 2 prn w CHRISTIAN WHEELER EN G IN EE R. INC April 2, 2020 Victory Carlsbad Oaks Innovation Center, L.P. Badiee Development P.O. Box 3111 La Jolla, California 92038 Attention: Scott Merry CWE 2190401.01 Reference: Carlsbad Oaks Innovation Park - Lot 4 2810 Caribou Court, Carlsbad, California Permit #CBC 2018-0667 Subject: Final Testing and Inspection Report Dear Mr. Merry, Christian Wheeler Engineering has provided testing and special inspection of reinforced concrete, reinforced masonry, reinforcing steel, shop welding, field welding, non-destructive testing, high- strength bolting, high-strength grout, wood roof diaphragm, and epoxy anchors on the above referenced project as described in reports dated July 10, 2019 through January 6, 2020. The work requiring testing and special inspection was, to the best of my knowledge, in conformance to the approved plans, specifications, other construction documents, and applicable workmanship provisions of the California Building Code. If you have any questions, please do not hesitate to call me at 619-550-1700. Sincerely, 0!o0dPOFESSIo CHRIS.flAE7t ENGINEERING 61968 Charlie G. CarterJr., R.C.E. 61968 OF C cc: scou@badieedeveloprnent.com batzyzeller@thvconstruction.com scottstaley@thvconstruction.com City of Carlsbad 3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 City of SPECIAL INSPECTION Development Services Building Division AGREEMENT 1635 Faraday Avenue Carlsbad B45 RECEIVED www.cavlsbadca.gov DEC 21 2018 In accordance with Chapter 1701 the California Building Code the following being performed requires special Inspection, structural observation and construction materlóPte1In BUILL)LNG DIVISION Project/Permit: CBC20180667 Project Address: 2810 Caribou Ct. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder U. (if you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) Scott, Merry Mailing Address: 1261 Prospect St Suite 9 Email_scott@badieedevelopment.com Phone: _8588158886 Ism: UProperty Owner ElProperty Owner's Agent of Record ()Architect of Record DEngineer of Record State of California Registration Number Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted th ved plans and, as required by the California Building Code. Signature: Date: i__(1 / (3 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CRC, Ch 17, Section 1706). This section must be completed by the contractor I builder I owner-builder. Contractor's Company Name: TAN Construction Please check ii you are Owner-Builder 0 Name: (Please print) Ted Weeks (Fimi) (ML) (Isat) Mailing Address: _7460 Mission Valley Road Suits 200,San Diego, CA 92100 Email:_tfwconst@sbcglobal.net Phone* 858-759-1223 State of California Contractor's License Number: _4:11 8,37 Expiration Date:_ I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and' frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will snovide a final report Iletter In compliance with CBC Section 1704. 1.2 prior to reaueatlnp final I' DATE: JAN. 25, 2019 JURISDICTION: City of Carlsbad EsGil A SAFEbuittCompany O APPLICANT U JURIS. PLAN CHECK #.: CBC2018-0667 SET: III PROJECT ADDRESS: 2810 Caribou Ct. PROJECT NAME: Carlsbad Oaks Innovation Park Lot 4 , 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. LII The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. E 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: Dana Tsui EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Dana Tsui Telephone #: 858-793-4777 iDate contacted: -(bFf) Email: danat@sca-sd.com Mail Telephone Fax In Person REMARKS The provided set Ill was slip sheeted into set II at EsGil to make acornete appr 111. Attached to the approved plans_ are the sheets that were eplaç By: David Yao Enclosures: EsGil 1/16/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuIIt Company DATE: 1/7/2019 U APPLICANT -JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0667 SET: II PROJECT ADDRESS: 2810 Caribou Ct. PROJECT NAME: Carlsbad Oaks Innovation Park Lot 4 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. E The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Dana Tsui EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Dana Tsui Telephone #: 858-793-4777 Date contacted: '1)iot (by: ) Email: danat@sca-sd.com QMail/ TeIephone'7,, Fax In Person LI REMARKS: By: David Yao Enclosures: EsGil 12/4/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 -S City of Carlsbad CBC2018-0667 1/712019 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 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 and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) 1. Provide a single line diagram for the new service. Include the following information: Is the other ground electrode system for the house panel at another structure? Otherwise bond the two ground electrode systems if in the same building. NEUTRAL AND GROUND ARE BONDED AT THE SECOND SERVICE AND A "G" SHOWN BETWEEN THE TWO SERVICES. PLEASE DESCRIBE "G" ON SINGLE LINE. 2. For buildings that require two or more exits, emergency illumination is required to be installed at exterior exit door landings and/or vestibules. Please provide. CBC 1008.3.2 ON THE NORTH SIDE EGRESS THERE ARE NO EMERGENCY LIGHTING SHOWN OUTSIDE. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. -, City of Carlsbad CBC2018-0667 1/7/2019 PLUMBING AND MECHANICAL COMMENTS PLAN REVIEW NUMBER: cbc2018-0667 SET: II PLAN REVIEWER: Connor Reuss PLUMBING (2016 CALIFORNIA PLUMBING CODE) 3. The information given within the response must be on the plans. Please get the civil designer to show the location and rim elevation of the upstream manhole on civil sheet #8. I For backwater valve review, please show the upstream sewer manhole rim and finished floor elevations. CPC 710.0 Mandatory: Fixtures installed on a floor level below the next upstream manhole cover require backwater protection. 4. For the private sewer system, please address the following items: Response states that the justification and the slope for the 8" private sewer was added. Civil sheet #8 does not show the slope. Please get the civil designer to add the slope to civil sheet #8. Also, please state which sheet the justification for the 8" private sewer line can be found. It appears 8" will be oversized for the building. I The private sewer on Civil Plan sheet 8 is shown to be an 8" sewer lateral. Per CPC Table 717.1, an 8" sewer line has minimum fixture loading. Please show the slope on the plans AND compliance with CPC 717.1. If the 8" private sewer is to stay, justification that the building will exceed the minimum fixture loading is required. The cleanout right outside the building on sheet P2.1 has been noted. However, civil sheet #8 still shows horizontal runs exceeding 100' within the private sewer that do not have the required cleanouts. Please get the civil designer to provide the proper cleanouts to civil sheet #8. Please show compliance with CPC 719.1. Clean outs are required: near the connection of the building drain to the building sewer, every 100 feet, and if the aggregate horizontal change in direction exceeds 135 degrees. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) No mechanical work is to be done under this shell permit Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Connor Reuss 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. END OF DOCUMENT EsGil A SAFEbuiItCompany DATE: 12/12/2018 JURISDICTION: City of Carlsbad U APPLICANT U JURIS. PLAN CHECK #.: CBC2018-0667 SET: I PROJECT ADDRESS: 2810 Caribou Ct. PROJECT NAME: Carlsbad Oaks Innovation Park Lot 4 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI 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: Dana Tsui EsGil staff did not advise the applicant: that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Dana Tsui Telephone #: 858-793-4777 Date contacted: (by: ) Email: danat@sca-sd.com Mail Telephone Fax In Person LI REMARKS: By: David Yao Enclosures: EsGil 12/4/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2018-0667 12/12/2018 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2018-0667 OCCUPANCY: B/Fl/Si TYPE OF CONSTRUCTION: IlIB ALLOWABLE FLOOR AREA: SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 11/30/18 DATE INITIAL PLAN REVIEW COMPLETED: 12/12/2018 JURISDICTION: City of Carlsbad USE: office/ manufacture/ warehouse ACTUAL AREA: 50150 sf STORIES: 1/mezzanines HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/4/18 PLAN REVIEWER: David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section. etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad CBC2018-0667 12/12/2018 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2016 California Building Code, which adopts the 2015 IBC, 2015 UMC, 2015 UPC and the 2014 NEC. Sheet TSI shows wrong edition. 2. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.1(1) and 307.1(2). 3. Clearly designate any side yards used to justify increases in allowable area based on Section 506.3. The area analysis shown on sheet TS4 shows 30 feet mm. side yards for all sides. 4. Specify on the plans the following information for the roof materials, per Section 1506.3: Manufacturer's name and product name/number. ICC approval number, or equal. 5. Provide skylight details to show compliance with Sections 2606.5 and 2404, or specify on the plans the following information for the skylight(s): Manufacturer's name and Model name/number. ICC approval number, or equal. 6. Electric Vehicle Charging: If the newly constructed building includes a parking design of 10 or more spaces compliance with Table 5.106.5.3.3 is necessary for EV future charging capability. Provide the following design requirements found in section 5.106.5.3: Number of future EV spaces required, installed raceway design, electrical capability (amperes and location) and signage. a) Be sure to also comply with Title 24 disabled access requirements for the EV stalls. Section 11 B-228.3. City of Carlsbad CBC2018-0667 12/1212018 A foundation/soils investigation is required for all projects in Seismic Design Categories C, D, E or F. Section 1803.5.11. Provide soil report. In Seismic Design Categories D, E or F, the soils investigation must address liquefaction, and, if retaining walls are proposed, the soils investigation must address increased loading on the walls due to earthquake motions. Section 1803.5.12. Page 34 of the structural calculation shows roof screen connection detail. Where on the plan show the detail and referenced from the roof framing plan? Provide calculation to justify the trellis shown on SDI .2 and reference from the architecture plan. Page 38 of the calculation shows the span and loading are different from S3.1. Please check. Page 43 of the calculation shows beam FB-25 is W16x31. Where is Fb-25 on sheet S3.2? Page 139 of the calculation shows segment 2, 5, 10..etc of panel 23 is 16"o.c. (?). The panel schedule shows I 8"o.c. It appears to for some other panels too. Please clarify. The braced frame calculation is for braced frame I only. Where is the calculation for braced frame 2? Provide calculation to justify the connections for braced frame. ADDITIONAL The designer shall complete the city's "Special Inspection Agreement". See attached form. Please refer to the following corrections for mechanical, plumbing, electrical and energy items. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: U Yes U No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to City of Carlsbad CBC2018-0667 12/12/2018 perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil. Thank you. PLUMBING AND MECHANICAL COMMENTS PLAN REVIEW NUMBER: cbc2018-0667 SET: I PLAN REVIEWER: Connor Reuss ARCHITECTURAL P&M ITEMS Please correct the Title sheet to read that the codes are based on the 2016 California Plumbing and Mechanical Code. PLUMBING (2016 CALIFORNIA PLUMBING CODE) 2. For backwater valve review, please show the upstream sewer manhole rim and finished floor elevations. CPC 710.0 Mandatory: Fixtures installed on a floor level below the next upstream manhole cover require backwater protection. 3. For the private sewer system, please address the following items: The private sewer on Civil Plan sheet 8 is shown to be an 8" sewer lateral. Per CPC Table 717.1, an 8" sewer line has minimum fixture loading. Please show the slope on the plans AND compliance with CPC 717.1. If the 8" private sewer is to stay, justification that the building will exceed the minimum fixture loading is required. Please show compliance with CPC 719.1. Clean outs are required: near the connection of the building drain to the building sewer, every 100 feet, and if the aggregate horizontal change in direction exceeds 135 degrees. Please specify if detail #4 on sheet P0.1 is to be used. If so, specify where. If not, please remove from plans. Please provide details for the storm water terminations. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) No mechanical work is to be done under this shell permit Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Connor Reuss at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. City of Carlsbad CBC2018-0667 12/12/2018 ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) 6. Provide a single line diagram for the new service. Include the following information: Is the other ground electrode system for the house panel at another structure? Otherwise bond the two ground electrode systems if in the same building. Specify the Utility fault current available at the service equipment. For fault current mitigation, describe the electrical distribution equipment design as "engineered", "fully rated" or "series rated". Include the AIC specification rating of overcurrent devices throughout the system. The ground electrode system and disconnect at the shed structure? Additional service disconnects will require the existing service disconnecting means signage (including both the existing and new) to be updated. Include an example of the signage: "Electrical Service Disconnecting Means - of _", etc. and designate the disconnect switches requiring this signage on the single line. CEC 230.2 Panelboards located on the secondary side of transformers require "Main" protection. Plese provide within 25' of the transformer. CEC 408.36 Provide ventilation for the rooms containing transformers. Out swinging door(s) equipped with panic hardware are required for access doors for rooms containing electrical equipment rated 800 amperes or more. Revise the architectural design and door schedule. CECII0.26(C)(3). Accesss doors are required to be located at each end of large services (1,200 amperes or more and over 6' wide). Please review the design and provide double the CEC 110.26(A)(1) clearance distance or add an additional door. See CEC 110.26 for add itonal design options. Emergency illumination is required to be installed in electrical equipment rooms. Please provide. CBC 1008.3.3 CEC 700.16 Egress (emergency back-up) lighting is required for exterior landings of required exit doors/exterior stairways located at other than the level of exit discharge. Please add to the plans. For buildings that require two or more exits, emergency illumination is required to be installed at exterior exit door landings and/or vestibules. Please provide. CBC 1008.3.2 City of Carlsbad CBC2018-0667 12/12/2018 Please update the code cycle date throughout the plans and energy caic to 2016 CEC. Please provide a WP disconnect for the outdoor sign shown. ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) The energy forms are incomplete and seem altered. Forms numbers are not indicated at the top right. A complete energy plan check will be performed after completed and/or the corrected energy design has been provided. On the plans clearly show the building envelope design as applicable: insulation design, fenestration specifications, door insulation specifications, radiant barrier, and the roof covering specifications. The architectural envelope design does not match the energy envelope design on the forms. Correct to submit a co-ordinated design. Note: Energy envelope descriptions are available in the Reference Appendices, Joint Appendiz 4. Local control of lighting must be in the same room or area and controlled by a readily accessible switch. Lighting installed in corridors and stairwells shall be controlled by occupant sensing controls that separately reduce the lighting power by at least 50% when the space is unoccupied. ES 130.1c (6) C. Generally, automatic daylighting control with multilevel lighting ability is required for general lighting in daylit zones. Please provide the locations and control design. ES 130.1(d) Be sure to review the following two exceptions for project applicability: . Rooms that do not require automatic daylighting: Rooms with no more than 120 watts of lighting in the skylit and primary sidelit zones combined. Rooms with less than 24 square feet of glazing. The electrical service metering capability must comply with Table 130.5-A in the Energy Standards. Describe on the electrical plans how these requirements will be satisfied. For addition and alternation applicability see ES 141.0(a) (Additions) or 141.0(b) Alternations. The disaggregation of electrical loads (separation of circuiting by category) per Table 130.5-13 Energy Standards is required. Review and submit a revised electrical system design. (Note: 10% of any separated load may be any category of branch circuit) Voltage drop is limited to a total of 5% for electrical circuiting (feeders and branch circuits combined) ES 130.5 City of Carlsbad CBC2018-0667 12/12/2018 All exterior lighting must be controlled by a photocell and an automatic scheduling control device. EM 130.2(c) Outdoor lighting mounted 24 feet or less above grade shall be controlled per 1,500 watt max grouping with automatic controls capable of turning off, reducing the lighting level when vacated, and turning on the fixture when the area becomes occupied. Detail the lighting control design. If this newly constructed building includes a parking design of over 10 spaces compliance with Table 5.106.5.3.3 is necessary. Provide the following design requirements: Location of EVSE, power source location and future power availability, raceway design, and EV termination identifications. Show compliance with ADA requirements of the building code as well. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. City of Carlsbad CBC2018-0667 12/12/2018 £ CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca .gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires Special inspection, structural observation and construction material testing. 'roject/Permit: Project Address:________________________________________ THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please (First) (M.).) (Last) Mailing Address: Email: Phone:________________________ I am: OProperty Owner OProperty Owner's Agent of Record DArchitect of Record 0Engineer of Record State of California Registration Number Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature: Date: CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder I owner-builder. Contractor's Company Name:______ Please check If you are Owner-Builder 0 Name: (Please print) (First) (MI.) Mailing Address: Email: Phone:. State of California Contractor's Ucense Number: Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will provide a final report /letter in compliance with CBC Section 1704.1.2 prior to reauestlna final Inspection. Signature: Date: 5-45 Page lofl Rev. 08/11 END OF DOCUMENT City of Carlsbad CBC2018-0667 12/12/2018 City of Carlsbad CBC2018-0667 ,112/12/2018 (DO NOTPA Y— MIS /$ NOTANINVOICEJ VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0667 PREPARED BY: David Yao DATE: 12/12/2018 BUILDING ADDRESS: 2810 Caribou Ct. BUILDING OCCUPANCY: B/Fl/Si BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) ______mft-eil 50150 91.22 4,574,683 Air Conditioning Fire Sprinklers 50150 4.01 201,102 TOTAL VALUE 4,775,785 Jurisdiction Code Icb I8y0n11nanc I .BIdg Prnit Fee by Ordinance PlàncheckFééLyordiflance F1 Type of Review: li3 Complete Review 0 Structural Only 0 0 Other Repetitive Fee 17,W -RepeailA r, Hourly EsGilFOO I $6,739.131 Comments: . Sheet of 1 I 7460 Mission Valley Road, #200 onstruction San Diego, CA 92108 RF1 #014A Date: 12-20-19 Number of pages including cover 2 sheet: To: From: Dana Tsui Smith Consulting Barry Zeller TFW Construction Architects Phone: 858-793-4777 Fax phone: CC: Rock at Light Pole Locations Project Carlsbad Oaks Lot 4 Phone: 951-239-5036 The detail submitted only allows for 2'-0" of vertical base. We need at least 30" above finish grade to protect the poles from traffic damage. Can the Vertical portion of the base extend up 48"? If not, please provide revised base detail. There is one pole using this detail the sits adjacent to a bio filtration basin and will not have the 7'O" minimum distance for surcharge. Does this base design require the 7'-0"? Response: 1. The vertical portion of the base can extend 30" above finish grade. 2. Structurally that should be okay, however the project soil's engineer has to approved this specific condition. Answer By: Ahmad Zarei SE Delta Engineering (12-20-2019) LIGHT POLE & CONNECTIONS BY OTHER 2'-G "O #3 TIES @4O.C. (8)- #5 VERT. CURB PER CIVIL! T1sS\\ /r- lilt 4d 4 5'-O SQ. - #5 DOWEL WI 9 EMBEDMENT INTO ROCK FORMATION @ EA. CORNER (TOTAL OF 4) WI SIMPSON SET-XP ICC-ESR-2508 SITE LIGHT POLE FOOTING DETAIL SCALE: 11-O EA. WAY 0 BOT. 7460 Mission Valley Road, #200 miVCOnstruction San Diego, CA 92108 City of Carlsbad JAN 1:3 2020 BUILDING DIVISION RR #0 14 Date: 12-9-19 Number of pages including cover 2 sheet: To: Dana Tsui Smith Consulting Architects Phone: 858-793-4777 Fax phone: CC: From: Barry Zeller TFW Construction Rock at Light Pole Locations Project: Carlsbad Oaks Lot 4 Phone: 951-239-5036 1. Due to the excessive rock onsite, there are 6 locations where the light pole base cannot be drilled to proper depth per plan. We would like to use the attached design for those locations. Let me know if this is acceptable or an alternate is available. The attached detail is acceptable at these six locations Dana Tsui, 12/10/2019 . LIGHT POLE & By CONNECTIONS',. OTHER #3TIES@4"O.C. (6)- 45 VERT.-. N CURB PER CIVIL! ARCHL 1.4 - I : 1...........'.... _I. . 'I #5 DOWEL WI 9' EMBEDMENT INTO ROCK FORMATION® EA. CORNER (TOTAL OF 4) WI SIMPSON SET-XP ICC-ESR-2508 SITE LIGHT POLE FOOTING DETAIL SCALE: I1'-O .95 E& WAY® BOT. Barry Zeller From: Rod Mikesell <mikesell@geoconinc.com> Sent: Monday, December 30, 2019 11:29 AM To: Scott Merry Cc: Barry Zeller; Scott Staley Subject: RE: Carlsbad Oaks Lot 4 RA #014A Scott, Considering the light pole footing will be 5 foot square and doweled into the bedrock formation, and the relatively small height of the adjacent basin slope (less than 5 feet), it is our opinion from a geotechnical perspective that the footing does not need to meet the minimum 7-foot setback from the outside face of the footing to the face of the slope. Let me know if you have any questions or need additional information. < Rod Mikesell, GE I Vice President/Senior Engineer Geocon Incorporated 6960 Flanders Drive, San Diego, CA 92121-2974 TeL 858.558.6900; Mobile 619.818.0206 mikeselL®geoconinc.com / www.eeoconinc.com Los Angeles - Orange County - Riverside County - San Bernardino County - Coachella Valley - San Diego - Bay Area - Sacramento - Fairfield Geotechnicat Engineering Environmental Services Engineering Geology Construction Inspection Land Development Transportation Infrastructure Institutional Brownfields/Redevelopment Natural Resources From: Scott Merry <scott@badieedevelopment.com> Sent: Friday, December 20, 2019 11:38 AM To: Rod Mikesell <mikesell@geoconinc.com> Cc: BarryZeller@tfwconstruction.com; ScottStaley@tfwconstruction.com Subject: Fwd: Carlsbad Oaks Lot 4 RFI #014A Rod Can you please review the attached RFI and respond Scott Merry VP Construction Badiee Development 1261 ProsDect St. Ste. 9 La Jolla, CA 92307 1 „jyonstruction 7460 Mission Valley Road, #200 San Diego, CA 92108 RF1 #014A Date: 12-20-19 Number of pages including cover 2 sheet: To: Dana Tsui Smith Consulting Architects Phone: 858-793-4777 Fax phone: CC: From: Barry Zeller TFW Construction Rock at Light Pole Locations Project: Carlsbad Oaks Lot 4 Phone:951-239-5036 REMARKS: Z Urgent 0 For your review 0 Reply ASAP 0 Please comment The detail submitted only, allows for 2'-0” of vertical base. We need at least 30" above finish grade to protect the poles from traffic damage. Can the vertical portion of the base extend up 48"? If not, please provide revised base detail. There is one pole using this detail the sits adjacent to a bio filtration basin and will not have the 7'O" minimum distance for surcharge. Does this base design require the 7'-0"? Response: 1. The vertical portion of the base can extend 20" above finish grade. 2. Structurally that should be okay, however the project soil's engineer h -- •.4# Id ...t se .a - - ,j _rj . s,, , Answer By: Ahmd Zrei SE Delta Engineering (12-20-2019) -Barry Zeller- Project Superintendent TFW Construction 951-239-5036 !2 One2 Engineering OPY city of CaTISD d Structural & Bridge Engineers City Of Ca-fl SOM 9750 Miramar Road, Suite 310 I-A Phone: (858) 330643 San Diego, CA 92126 www.0rie2.Q0G ptVt' ON Structural Calculations PROJECT: Carlsbad Oaks Lot 4 - 2810 Caribou Court (Project# 001.696-19 CLIENT: VP Construction DESIGNED BY: One2 - Structural Engineers RICH DATE: 12/30/19 4ESS7 R. No S3§ 8) Page: 1 One2 Engineering OR St,uctural & Bridge Engineers 9750 Miramar Rd., Suite 310 Phone #: (858) 335-7643 San Diego, CA 92126 www.orle2.com Project No.: 001.69619 PROJECT: Carlsbad Oaks Lot 4 Ceiling Joist Check DATE: 1/23/20 BY: DJF Suspended ceiling weight = 2 psf Trib. Width =4 ft. DL= 2psfx4' = 8 plf - 362S137-33 (3-518'x20 go.) — @ 45" O.C. S iRCWS8LK'G0 37-u (3-5/620 gob) ROWS el.kG EA ROO ' I® wf () 1, • / '5 0S1.7- 3 (8x15ga.) -, v/(2)C WS L' r ID - (SXIBgOL_.J 9, 48OC — - -• . — WI (2) ROWS BLC AE PAJ4UrrEF CEJ!LG . 600S137-33 (6'c.20 a.) 48O 0 w/ (2) RS 81k' ITOM • - . - .. - —2.,- * . . I .. — Page: 2 Section Sets 1Lx 12ft Max-362S137-33 \- Blooking © mid-span 16ft Max-600S137-33 ,5A 6A \X\-- Blocking @ mid-span 20ft Max8OOS137-43 Blocking @ 8'-0" on-center 0rie2 Engineering Inc. SK - I DJF Jan 23, 2020 at 10:46 AM Ceiling Joist Sizes Ceiling Joist.r3d Page: 3 Code Check iY (LC1) NoCaic x 211.0 90-1.0 .75-.90 .50-.75 -.008k/ftA I MA1,1LIJ _________________________________________ WJ6L1AJA!JALALWAWA1J/.JJALU -.008k/ft_____________________________________________________________________________ i4LLLLWAJ,UAIJJAL1,LLLLLL1\LLLtiAULAWLL!,U,1JALLLALIAL 5A ,6A -.008k/ft Member Code Checks Displayed Loads: BLC I • DL Results for LC 1, Ceiling DL 0ne2 Engineering Inc. SK -2 DJF Jan 23, 2020 at 10:47 AM Ceiling Joist - Suspended Ceiling DL & Code Checks Ceiling Joist.r3d Page: 4 Designer : DJF 10:47 AM 111RISA Company : 0r1e2 Engineering Inc. Jan 23, 2020 Job Number : Checked By:_....... ANCMETSCHEK COMPANY Model Name (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 nclude Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in A2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/seca2) 32.2 Wall Mesh Size (in) 24 Eigensolution Convergence Tol. (1 .E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 15th(360-16): ASD Adjust Stiffness?, Yes(Iterative) RlSAConnection Code AISC 14th(360-10): ASD Cold Formed Steel Code AISI SIOO-16: ASD Wood Code AWC NDS-18: ASD Wood Temperature <IOOF Concrete Code ACI 318-14 Masonry Code TMS 402-16: ASD Aluminum Code AA ADMI-15: ASD - Building Stainless Steel Code AISCl4th(360-10): ASD Adjust Stiffness? Yes(iterative) Number of Shear Regions 4 Region Spacing Increment (in) 4 - Biaxial Column Method Exact Integration Parme Beta -Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? - No Unused Force Warnings? Yes Min I Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA6I5 Mm % Steel for Column I Max % Steel for Column 18 RISA-31D Version 17.0.4 [Z:\...\ ... \ ... \CalcsCeiling\Ceiling Joist.r3d] Page 1 Page: 5 Designer 111RI Company Job Number ANEMESc11EKcO.JNY Model Name 0r1e2 Engineenng Inc. DJF Jan 23 2020 10:47 AM Checked By:._.._ (Global) Model Settings, Continued Seismic Code ASCE 7-16 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes CtX .02 CtZ .02 T X (sec) Not Entered T Z (sec) Not Entered R 3 R 3 Ct Exp. X .75 Ct Exp. Z .75 SDI I SOS I SI 1 TL (sec) 5 Risk Cat I or II Drift Cat Other OmZ I OmX I CdZ 4 CdX 4 Rho I Rho I Cold Formed Steel Properties Cold Formed Steel Section Sets I ahal Rhona Tuna flo,nn I iat MtriI flocinn P A ringi It,u r;n1 177 rini I finA' I 2011 Max-800S.. 800S137-43 Beam Nine A653 SS Gr33 TvDical .503 j .093 4.13 .000 2 116ftMax-600S ... 600S137-33 Beam None A653 SS Gr33 Typical .318 1. .069 1.58 1.000127 3 12ftMax-362S.. 362S137-33 I Beam i None I A653 SS Gr33 Typical .236 1 .059 .479 1 9.4e-5 _Joint Coordinates and Temperatures I hI V ff11 V NO 7 NO TEl Ith j.. NI 0 LQ__... 0 _2.... N2 20 j 0 0 _L. N5 0 10 0 0 NO 12 10 0 0 N5A 0 5 0 N6A 16 1 5 1 0 0 - Joint Boundary Conditions I V rL'i..1 V fI,II.,1 7 (I,fl..1 V D+ rl,ftl...11 V Dl rfrøfrd1 7 D.+ rI,ft!...,ll NI Reaction Reaction Reaction 2 N2 Reaction Reaction - Reaction Reaction N5 Reaction Reaction 4. N6 Reaction Reaction Reaction 5 N5A Reaction Reaction Reaction 6 N6A I Reaction I Reaction I Reaction I RISA-31D Version 17.0.4 [Z:\...\ ... \ ... \Calcs\Ceiling\Ceiling Joist.r3d] Page 2 Page: 6 Company : 0rte2 Engineering Inc. Jan 23, 2020 111RI SA Designer : DJF 10:47 AM Job Number : Checked By:................ ANMETSCHEKCOMNV Model Name Member Primary Data - LabeL_ 1Joint LJoint K Joint Rotate(dea Section/Shane TVDe Desian List Material Desian Rules .j_.I MI I NI N2 20ft Max-800S.famJ None vDical .j_ M3 N5 N6 12ft Max-362S.. Beam None A653 SS ... PTvninal A653 SS ...ypical _. M3A L.JA N6A 16ftMax-600S.. Beam None A653 SS ... Cold Formed Steel Design Parameters Label Shape Lenth... Lbw[ftl Lbzzlftl Lcorno_to... LcomDbo. J .-torauelffl Kw _KzCb RaFft1_ Eunct.. ...i_ MI 20ft Max, .. 20 1 8 1 8 __ 8 1_8 Lateral _2. M3 12ft Max-... 12 1 6 1 6 1 6 1 6 1 Lateral M3A 16ft max—I 16 1 8 1 8 1 8 1 8 1 Lateral Joint Loads and Enforced Displacements Joint Label LD.M Direction Magnide[(jkft),(jnjad4ka±2L!t... I No Data to Print Member Point Loads Member Label Direction MagnItudeEk,k-1 LQQaoLft.%1 I No Data to Print ... Member Distributed Loads (BLC I : DL) 00..:.I...... Basic Load Cases ______________ Point Distributed Area(!vje BLQDescnption Category X Gravit GravitYZ Gravit_Joint Iii DL I None I r Load Combinations Descrjp.jon_So..P..._S... BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... I 1 I Ceiling DI.. '' T1 I I I I —I I I I I I I I - 1 F—] Load Combination Design Des.cripfioD ASIF CD Service Hot Roiled Cold For,.. Wood Concrete Masonry Aluminurn Stainless Connection I I I Ceiiig.DL I I I I Yes Yes I Yes I Yes I Yes I Yes I Yes I Yes 1 Envelope Joint Reactions Joint X Iki LC V Fk1 LC Z Iki LC MX 1k-fl IC MY 1k-fl LC Mi 1k-fl LC EU i RlSA-31D Version 17.0.4 [Z:\ ... \ ... \ ... \Calcs\Ceiling\Ceiling Joist.r3dJ Page 3 Page: 7 Designer : DJF 1647 AM 111RISA Job Company : 000Engineering Inc. Jan 23 020 Number : Checked By:__. A NEMETSCHEK Model Name Envelope Joint Reactions (Continued) V 11,1 I r' V rill I t' 7 fl,l I f' liv fL.Al I (' IAV ri_Al i r' IA7 ri_Al 7 N6 max 0 1 .053 1 1 0 j_ LOCKED - - j_1 0 - mitt 0 1 .053 j_ 0 j_ LOCKED 0 j_ 0 i_ _9_ N5A max 0 1 .073 1 0 j_ 0 j_ 0 i_ 0 j_ ...10.. mitt 0 .1 - .073 1 0 j_ 0 .j.. 0 j_ 0 j_ jj.... N6A max 0 1 - .073 j_ 0 i_ LOCKED - 0 j_ 0 j_ 12 mitt 0 1 1 - .073 j_ 0 1 j_ LOCKED,- 0 1 0 L 13 Totals: max 0 1 .445 1 0 1 1 1 14 min 1 o 1 .445 1 1 0 1 1 1 Envelope Joint Reactions - Overstrenath Joint X [ki LC Y [kJ LC Z4kJ LC MX [k-ft1LC MY lk-ftl LC MZ [k-ftL_LC F No Data to Print ... Envelope Joint Displacements v r;,i I t' v rini i r' 7 r.,i If' v It, V i r, 7 ø+*i_,., r I t I NI max 1 0 - I 0 - 1 1 1 0 1 0 1 -4.251e-3 I .L. mitt 0 0 _1_ 0 1.. 0 j_ 0 1.. -4.251e-3 _I_ 3 N2 max 0 1 0 1 0 1 0 1 0 1 4.251e-3 I min 0 .1. 0 j_ 0 1 0 _1_ 0 1 4.251e-3 _1_ 5 N5 max 0 1 0 1 0 1 0 1 0 1 -7.177e-3 I 1... mmin 0 .1.1 0 _1_ 0 ..1 0 _1_ 0 .1. -7.177e-3._1_ 7 N6 max 0 1 0 1 0 1 0 1 0 1 7.177e-3 I 8 min 0 1 0 1 0 1 0 I 0 17.177e-31 9 N5A max 0 1 0 1 1 0 1 0 1 0 1 -5.321e-3 I 10 min 0 1 0 1 0 1 0 1 0 1 -5.321e-3 I 11 N6A max 0 1 0 1 0 1 0 1 1 0 1 5.321e-3 I 12 1 min 0 1 0 1 0 1 0 1 1 0 1 5.321e-3 I - Envelope Member Section Stresses RA,I Q It' .,QIrn.t If' I T,..rI;i it' it- _TrL,,fl I it- Ml _Lmax 0 1.333j 0.1jO1 o Iii 2 -min 0 1.3331 0 1 0 1 0 1 0 .1 0 .1 3 2 max 0 1 .166 1 0 1 4.233 1 -4.233 1 0 1 0 1 4 min 0 1 .166 1 0 1 4.233 1 -4.233 1 0 t 0 1 5 3max 0 1 0 I 0 15.6441-5.6441 0 I 0 1 6 min 0 1 1 1 0 1 1 0 15.6441-5.6441 1 0 1 1 0 1 7 4 max 0 1 -.166 1 0 1 4.233 1 -4.233 1 0 1 0 1 .L. mitt 0 1 -.166 1 0 .1. 4.233 1 -4.233 .1. 0 1 0 .1 i.. max 0 1 -.333 1 0 1 0 1 0 j 0 1 0 I 10 min 0 1 -.333 1 0 1 0 1 0 1 0 1 0 1 11 M3 .1. 0 1 .538 .1 0 .1. 0 .1. 0 .1 0 1 0 1 JZ.. min 0 1 .538 1 0 .1. 0 .1. 0 .1 0 1 0 11 13 2 max 0 1 .269 0 1 5.396 .1. -5.396 1 0 1 0 1 14. njirj 0 1 .269 j 0 .1. 5.396 .1. -5.396 .1 0 .1 0 1 15 3 max 0 1 0 .1 0 .1. 7.195 .1. -7.195 .1 0 .1 0 1 J.. min 0 1 0 1 0 .1. 7.195 .1. -7.195 1.1 0 .1 0 1 11. max 0 1 -.269 1 1 0 1 1 5.396 1 -5.396 .1 0 .1 0 1 18 fljjj 0 1 -.269 .1 0 .1. 5.396 -5.396 .1 0 .1 0 1 19 - 5max 0 1-.5381 0 1 0 1 0 1 0 20 mm 0 1 -.538 1 0 1 0 .1EO 1 0 1 0 21 M3A Imax 0 1.4361 0 1 0 1 0 1 0ji, mini_0 1 .436 .1 0 .1. 0 . .1 0 .1 0 RISA-3D Version 17.0.4 [Z: ... \ ... \ ... \CaIcsCeiIing\Ceiling Joist.r3d] Page 4 Page: 8 Company Designer IIIRISA Job Number ANEMETSCI1K COMPANY Model Name 0iie2 Engineering Inc. DJF Jan 23, 2020 10:47 AM Checked By:__., Envelope Member Section Stresses (Continued) Mmhr Qaft AviIFkei1 I ( t,qhrI I (' hor1 I ( uT,n1I,ei1 I r R.'trki1 I (' ..T,rkci1 I r 7PfltFkI I (' 23 2 max 0 1 .218 1 0 -. 1 4.966 1 -4.966 1 1 0 1 1 0 1 24 min 0 1 .218 1 0 1 4.966 1 -4.966 t 0 1 0 1 25 3 max 0 1 0 1 0 1 6.622 1 -6.622 1 0 0 1 26 min 0 1 0 1 0 1 6.622 1 -6.622 1 0' 0 1 27 4 max 0 1 -.218 1 0 1 4.966 1 -4.966 1 0 1 0 1 28 min '0 1 -.218 1 0 1 4.966 1 -4.966 1 0 1 0 1 29 5 Imax 0 1 1 -.436 1 0 1 0 1 0 1 0 1 0 1 30 min 0 1 1 1 -.436 1 A 1 1 0 1 0 1 0 1 0 1 Envelope Member Section Deflections Service Member Sec x lini LC yJ] LC zlinl LC x Rotateir... LC (n) L/yRatio LC (ri) L/z' Ratio LC No Data to Print Envelope AISI S 100-16: ASD Cold Formed Steel Code Checks Momhr Rhana (n1 I nr.1R1 I ( hr I nerfil nir I (' Pnlflmlfrl TriIflm1Ii1 Mnwlfl Mn77Ifl Vnu! Vn7I (h nn I Ml 800S137.. .879 10 - 1 .092 20 - 1 .529 - 9.94 - .12 .552 1.051 1.275 1 HI.2-1 2 M3 362S137.. .558 6 1 1.052 0 lyll .497 1 4.663 .087 .284 1.024 .987 1 H12-1 3 M3A 16DOS137.. .957 8 11 1 .114 0 Ml .418 1 6.284 .088 1 .304 .638 .987 1 H1.2-1 RISA-3D Version 17.0.4 [Z:\. ..\. . .\.. .\Calcs\Ceiling\Ceiling Joist.r3d] Page 5 DELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 8736 Production Ave. ReC San Diego, CA 92121 Tel: (858)566-8855 Fax: (858)566-8955 BAD Email: deltastruc@aol.com Web Site: www.deltase.com C' ONIS STRUCTURAL CALCULATIONS For Carlsbad Oaks Innovation Park Lot 4 Building Department submittal code update to 2015 IBC Prepared For Smith Consulting Architects Ohl Submitted: 12-2018 eb&wli .000&6 Sub Purlini Jnit I (irdrs I ItrI I 3.0 3.0 3.0 3.0 2.3 2.3 2.3 2.3 )Sf 2.2 2.2 2.2 ,sf 1.5 . 1.5 1.5 0.0 0.0 1.0 1.0 psf 1.0 1.0r 1.0 1.0 )Sf 1.0 3.0 3.0 3.0 sf 2.5 2.5 2.5 2.5 osf 1.2 1.5 1.5 1.5 osf 11.0 17.0 18.0 1 18.0 Ipsf ME -- TOTAL ROOF DEAD LOAD: DELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS PROJECT NAME: Carlsbad Oaks Lot 4 PROJECT NO.: 2016- ROOF DEAD LOAD: Flat Roof with no solar panels Built-Up Roofing Plywood Sheathing Joists 4i 6 @24 inches o.c. Joist 30K10@8' O.C. Girders Insulation Mechanical I Electrical I Plumbing Suspended Ceiling Miscellaneous Flat Roof with Solar panels Solar Panels Built up Roofing Plywood Sheathing Joists 4 x6 @ 24 inches O.C. Joists 30K 10 @8' O.C. Girders Insulation Mechanical! Electrical / Plumbing Suspended Ceiling Miscellaneous TOTAL ROOF DEAD LOAD: , BY: A.Z. 6?36cdui0,,Aae. 1 San Diego, CA 02121 Tat (il58)5658SS Fax (858)556.8955 Email: deltasSuaad.00in tb S e1Sa.Cmn PAGE NO: ' DATE: 9/22/2016 11 MUTT Sub. Puilin Joist Girders Lateral 4.0 4.0 4.0 4.0 Ipsf 3.0 3.0 3.0 3.0 2.3 2.3 2.3 2.3 ti 0.0 2.2 2.2 2.2 psf- _______ 0.0 1.5 1.5 1.5 psf 0.0 1.0 1.0 1.0 psf 1.0 1.01 1.0 1.0 osf osf 1.0 3.0 3.0 3.0 psf 2.5 2.5 2.5 2.5 psf 1.2 1.5 1.5 1.5 psf 0.0 15.0 22.0 22.0 22.0 osf 41 8738 Pmd&ebofl Ave. San D.go. CA 92121 Tel. (858)5666855 F5x(858)568.8955 EmL dr92hLm Web Site. w*w.de1lase.925 DELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS \— PROJECT NAME: Carlsbad Oaks Lot 4 PAGE NO: Ah,,, DELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS PROJECT NAME: Carlsbad Oaks Lot 4 PROJECT NO.: 2016- FLOOR DEAD LOAD: Typical Office: Floor Finish 4" N.W.Steel 'Deck with Concrete Additional Leveling Concrete Beams Girders Fireproofing Fire Sprinkler Mechanical I Electrical / Plumbing Ceiling Interior Partitions Miscellaneous TOTAL FLOOR DEAD LOAD: * See under Floor Live Load Storage Areas: Floor Finish Steel Deck with Concrete Additional Leveling Concrete Beams Girders :Fireproofing Fire Sprinkler Mechanical I Electrical I Plumbing Ceiling Interior Partitions 25% Floor Live Load Miscellaneous TOTAL FLOOR DEAD LOAD: 8738 PmduionA SonMeMCAM171 Tel (e58)e.e855 Fa (858)586-8825 Emaø: delta58lsead 668' b Shm w4e82ie.68m. PAGE NO: BY: A.Z. DATE: 9/22/2016 Deck Beam Girder Lateral" .RAM Lateral*** 1.0 1.0 1.0 1.0 1.0 pL 36.3 36.3 36.3 36.3 36.3 nsf 4.7 4.7 4.7 4.7 4.7 psf 0.0 3.5, 3.5 0.0 osf 0.0, 2.5 0.0 nsf 2.0 2.0 2.0 2.0 psf 1.0 1.0 to 'to psi 1.5 1.5 1.5 1.5 nsf 2.5 .2.5 2.5 2.5 L * * 10.0 7 10.0 psi' 1.0 2.0 1.5 1.0 ' 1.0 PSf 43.0 51.0 54.0 66.0 ' 60 Ipsf Deck Beam Girder Lateral** RAM Lateral 0.0 0.0 00 0.0 0.0 psf 0.0 0.0 0.0 0.0 0.0 sf 0.0 0.0 00 0.0 0.0 psf 0.0 -0.0 0.0 0.0 0.0 Psi 0.0 0.0 0.0 0.0 !L 0.0 0.0' 0.0 0.0 psf' - 0.0 0.0 0.0 0.0 EEL - 0.0 1 0.0 0.0 0.0 Rg 0.0 ' 0.0 EEL 0.0 0.0 psf_ 0.0 0.0 0.0 0.0 0.0 : _9&_ 0.0 0.0 0.0 0.0 L * SEE UNDER Floor Live Load USE THESE VALUES WHEN CARRYING OUT THE LATERAL ANALYSIS BY HAND. ' INPUT THESE VALUES INTO RAM MODEL SELF WEIGHT OF BEAMS, GIRDERS, AND COLUMNS ARE CALCULATED WITHIN THE COMPUTER PROGRAM. i-wi'- t49? 2. LO1S+ -15 - 1' ' TEKLA Delta Engineering Prolm Carlsbad Oaks Lot 4 Job Ref. Section Sheet noirev. I Consulting structural Engineers Cab, by 1AZ I Date Chkd by I Date Appd by Date 8738 production Ave Son Diego, Ca92121 79 I WIND LOADING (ASCE7.10) In accordance with ASCE740 incorporating Errata No.1 and Errata No.2 Using the components and cladding design method Tedds calculation version 2.0.15 I = CM c1 M. 14 425fi Plan L4-122 'Ft 1,1+ Elevation Building data Type of roof Flat Length of building b = 425.00 ft Width of building d = 122.00 It Height to eaves H = 29.00 ft Height of parapet h = 6.00 ft Mean height h = 29.00 ft General wind load requirements Basic wind speed V = 110.0 mph Risk category II Velocity pressure exponent coeff (Table 28.6-1) 1<2=0.85 Exposure category (d.26.7.3) B Enclosure classification (cl.26.10) Enclosed buildings Internal pressure coef+ve (Table 26.11-1) GCpu, = 0.18 Internal pressure coef —ve (Table 28.11-1) GC = .0.18 Parapet internal pressure coef +ve (Table 26.11-1) GCi_ = 0.18 Parapet internal pressure coef —ye (Table 26.11-1) GCP4_flP = -0.18 Gust effect factor Gr = 0.85 Topography Topography factor not significant 1<2 = 1.0 Velocity pressure Velocity pressure coefficient (1.30.3-1) Kz = 0.70 Velocity pressure qh = 0.00256 x Kz. x 1<2 x 1<2 x V2 x I psf/mph2 18.4 psf Velocity pressure at parapet Velocity pressure coefficient (17.30.3-1) 1<2=0.73 Velocity pressure qp = 0.00256 x 1<2 x 1<2 x Kd x V2 x I psf/mph2 = 19.2. psf Peak velocity pressure for internal pressure Peak velocity pressure - internal (as roof press.) qi = 18.43 psf Equations used in tables Net pressure p = qn x (GC. GCp) t S TEKLA Proje Job Ref. ' Carlsbad Oaks Lot 4 Delta Engineenng SeI0fl Sheet no hey Ccnsultmg structural Engineers 8736 oroduction Ave Caic by Date Chkd by Date Appd by Date San Diego Ca 92121 AZ Parapet net pressure :.. :: :::::.. .....................................................................: ,:.:::.::i -- I- Components -and cladding pressures - Root (Figure 30 4-2A) - - Component Zone Length Width Eff area +GC LGCp Pres (+ve) Pres (-ye) P)(if) (if2)(psf) <10sf I - - 100 030 100 881 -217 25sf I - - 250 028 0 96 8 1 -21 0 500 023 093 - - 1000 020 .090 2 090 .18D 199 -365 25sf 2 - - 250 084 1 52 117 -31 4 5 2 - - 500 079 .131 179 275 - - 1000 074 i.i 10 <10sf 3 - - 10 0 090 .180 9 -3 11. 52 187 -31 4 25sf 3 O.M. 3 - 500 0,79.: >10Osf) - - 1000 074 'e1T1al net gn wind pressure including all permitted reductions used in the design shatflit be less"than'46psf'acting in either direction 4018ft ---- 116ft I all • - - 1 Cdr 1 E 2j 11 6 It 401 8ff (0 (0 — 4 W] TekIa Project Job Ref. Tedds ki L4 Section Sheet noJrev. 2 Caic. by Date Chtcd by Date App'd by Dote F Velocity pressure at parapet Velocity pressure coefficient (T.30.3-1) 0.73 Velocity pressure qp = 0.00256 x K2 x Kt x Kd x V2 x 1psf/mph2 = 19.2 psf Peak velocity pressure for internal pressure Peak velocity pressure - internal (as roof press.) qi = 18.43 psf Equations used in tables Net pressure p = qh x (GCp - GCPI] Parapet net pressure p = qp X (GCp - GCpipJ Components and cladding pressures - Wall (Figure 30.4-1 and Figure 30.4-2A) Component Zone Length (ft) Width (ft) Eff. area (ft2) +GC -GCP Pres (+ve) (psf) Pies (-ye) (pst) <10sf 4 - - 10.0 0.90 -0.99 19.9 -21.6 50sf 4 - - 50.0 0.79 -0.88 17.9 200sf 4 - - 20 .0 0.69 -0.78 >500sf - - (0) 0.63 -072 <10sf 5 - - -1O 0 [ 0.90 -1.26 19.9 -26.5 50sf 5 - - 50.0 0.79 -1.04 17.9 -22.4 200sf 5 - - 2 . 0.69 -0.85 1 >500sf - - 500.0 0.63 -0.72 14.9 (:16.6) w i ne nnai net ue_ign wino pressure, inciuoing an permitgpreauctions, usea in me aesign snaui not ne uess tnat.bpsr acting in either direction 4 --1 - - 138.8ft- - B cfevI I'- Components and cladding pressures - Roof (Figure 30.4-2A) Component Zone Length Width I Eff. area I +GC9 -GCp Pres (+ve) I Pres (-ye) NO - ENi N EEIS NG CONSULTING STRUCTURAl.. 'ENGINEERS PROJECT NAME: SADIE LOT 4 GA.) 'o Q*) PAGE NO. PROJECT NO. 201648 BY AZ DATE:' Puñln JOIST DESIGN 0,a,itLaadMe: Root Live Load [ 20 pat _____ Top Chard OL 13 paf(WIOPV) I 17 jpsf(WIPV) !.. fJ.tL 1 Soft. Chord DL 4 pet Wlridl.o.dwier • S Zone Roof WLDown Root W. Up Overhang, Pressure_0.00 adimension Overhang dimension 1 2 3 JoIsts may be In zone I _pat orIn zone 2. Choose _-24 __,_-24 _psI Which primary zone.each _000 _psI blot Is In In the table below. _ft _ft 7 __.17__17 -20 11.6 0 JOIST LOADING CAICOIATION TABLE Span Data Gravity Los ng _ - Wind Loading IC - BC Toad lEnd End 2ane Load . ZonIoed - Oviting joist Zone I Left Span Right Span Irolal T(H Width L.. SPAN I (LL) L DL RU. L. ....oL RLL.O .L DLJ L4RL / 4. Zone+WlndWind -Wind Type ...eJL ctns IDL Pa RaIns -.io- Zone L VInnd ..L IS L .L pit pit 2 8.000 .000 8.00 52 Jj 104 229 261 ..L 2.50 12 136 -192 L 136 -192 0 1 8.000 52 H I 104 229 3 261 TM 2.50 1 56 -160 W° 136 -192 0 _8. .8.000 46 133 237 269 1 1 56 -160 6 j -192 - 1 I'S.000 4400 8.00 44 ff36 [I. 240 2728.99 2.J 1 56-1602138 -192 02 5 8.000 6.000 42 Ti2 104 242 T 274 TOU 1 56 -1601 Z 136 -192, 8 - .8000 6.000 _8.00 40 J] 245 277 j 1 56 - i -192 8.000 8.000 _8.00 .38 FiOi 247 j 279 ] 1 56 - ..iW -192 - - 8.000 6.000 36 _1Ji'41' Jj i j ] 1• j .1 138 -192 8.000___8.00 '34 1`10 4 32 11. 136 -192 - .10 ' 8.000 8.000 _8.00 .32 __151 _148 F j ] •• _56 j 138 -192 - 11 8.000' "8.000°_8.00 30 ___154 j 258 290 IJ4 1 56 -160 -1 -192 - - 12 , E's.000_8.0O '0.000 .8.000 _8.00 28 _156 J 260 3 292 'do0 J[ 1 56 -160 138 -192 - 13 1 8.000 8.000__8.00 _8.00 26 __. Jj ) un 1 58 -160 -192 - - 14 1 8.000' 6.000 _8.00 _8.00 1Oi° 264 °ii 296 iI i 56 .160 13 W I -' 8.000 _189 )104 264 iI[.1 1' 56 -180 IEI 136 -102° - r T I. 8.000 20 ' J104 284 32 286 T 2 138 -192 l -192- - 17 '2 a.000r 8.000 _8.00 .24.__160 j104 235 32 267 2.30 2 136 -192 -192 - -:r -17 r.. '8.000 8.000__8.00 _8.00 ° 22 __160 4$ _160 [104 235 32 267 !! 2.30 1 56 -160 2 53 -192 - - 191t8.0008.000&00l0 8.000__8.00 _8.00 ;45 __131 _131 284 32286 0.48 1 56.180 '2i .192 201'8.000.'8.000__8.00 23 __160 _160(104 04 264 32 1.M t09 136 -192 Joist Type 306 7J14/% 306 $,(j ir 30k L 36k %1 30k 306, 27q/Irl3 30k jjjjJ :3Ok24 'Z 30k2g7fjrf 3Oltftoj 1q. 306 24ff1 306 245,.1q - 306 24('/ %k ,30kc/ 30k ./ fø 126 116- I 2k 7.4<~ / Mark SIze TC Dl. ..2!L Dl. L Lr OF Toad DL.Lr ....o!L - . . . Avikr. Wind Ovr Hang _p11 End 'Rcbt. WL (kipa) End Rctii -WI. -' J. I I- .__. I ' - -Off +WL off -WI. 1 39k 2621128 104 32 125 261 1. 1 136 .192 3.54 .4.99 2 30k 2621126 104 32 125 261 ' .. . j J . 92 -174 2.35 .4.53 3 30k 2701134 i 32 133 269 - 1 1 96 -176 2.22 4 30k 2121136 104 32 136 272 ° 1 J 91 .117 2.10 .3.19 5 30k2751139 104 32 136 274 ' ' 1 1 100 -1 2.10 -3.73 6 3062171141 104 32 141 277 .. 1 j 102 -1 0 2.05: .3.57 1 30k 2801144 104 32 143 279 . ' [' 'j 105 .1 1.99 -3.41 30k 3141146 136 32 146 344 -' I too .1 1.94 -3.25 30k 2651149 104 32 148 284 ° 111 1482 0 1.88 -3.09 10 30k 2911152 104 32 1 151 287 . 1 114 1.163 0 1.82 -2.93 11 30k29011154 104 32 1 154 290 . ° ( 118 4 1.71 -2.77 12 30k 2931157 104 32 156 292 . . f 122 .1 7 1.71 -2.61 13 30k 2951159 104 32 159 295 ' ( 127 -1 1.66 :9.45 14 306 2961160 104 32 160 296 . [ 133 -1 1.60 .2.29 15 30k 2961160 104 32 160 296 [ 140 -1 1.54 -.2.13 16 30k 2961160 104 32 160 286 . -r 136 -1 1.38 .1.92 1°7 3062671131 104' 32 131 267 , ( 138 .1 3.26 .461 16 30k 2671131 104 32 131 267 L 95 -1 2.27 .4.21 19 12k 2961160 104 32 160 296 - ' ......j 242 -234 1.21 .1.17 20 12k 2961160 104 32 160 - . L 138 -1 1.56 -2.19 ImuW WIND PRESSURES ACT ' WIND PRESSURES TOWARD THE ROOF SURFACE. ACT AWAY FROM THE ROOF SURFACE / VIN it f Li &e 1: ' 46 (34 — ..&DELTA Di NGEENG CONSULTING STRUCTURAL. ENGINEERS 8136 loduction Ave. SanDcgo CA 92121 Tcte: (8581566-8855 For (858)5664955 on 6111 Project ,etiJ,4t, o4v.(Lo1. 4) By / Date7Zo$ Sht.No. Of Subject Job No. Lk h' pJ(!7 I ¶aui (GLk) 014 kit ELTA ENGINEERING cOUSUUnNG STRUCTURP.L ENGINEERS 736 Pioduction Avc. SinDiego cA9z1zt Tth: (N8i566455 Fax (85)566$955 Project:IZi 49 1 :e1 By Date Sbt. No. ...Of . SubjtjZo1 Job No. 7(2U (6r.;) Ou t'tb4 'The3 00tt1 pc -. - % j 4'; V • - a1 2 a I%— J.ELTA ENGINEERING - COUSIJLTI40 STRUCTURAL ENGINEERS 9736 Production Ave S3nUieo CA 92121 Tcle: tb81566-8&55 Fax 8Sj56G4955 (32Jf4.. I4J4J 64- VA WAIC 7r Project aLiP,4v tolC) By I Date 7otb Sht.No. ... Of . Subject '0-414—Job No. '; P e.Ppp U - I MA ~ TO M ffm 4. mow ,1_' 0' 'PIZ le- t-gntJ (dP) Project: OGW4P 01W By Dat4'b1ht.N0. ...of Subject 1 PI Job No- ) dt f1fylfd•J 4tELTk Sr ENG1HEERIIG GOLStJL11UG STRUCTURAL EIGU4EERS 9736 PiductiOfl Ave, San Dig; CA 92121 Tc1 (8NS1566-S&55 Fax (85Z)566-8955 c3s?24,4 7*lZaj Aii o& a,.' k ) 54rb/2J .4—• : js.yt.'c-Pi—° flti ) P/j—.I( j17 : $ L2" t r i • flpi' /z3— P17 : pi.tc — r4,2.S 4-. 17 ;5jef.— h. 4+, V 2,t • • 1-7 , S 13 AtELTA Project 4Jlet? ) C014SUCI1HG STRUCTURAL ENGIUI!ERS By Date IL! Slit. No. ... Of 9736 PMuction Ave, San Di CA92121 ..... Tdc: (iS154855 . 'V % (/ Fax (gss)S664955 Subject 1/V Job No. ch Jpj pt NN Lk 191 44 10 , P • •r ts is Pt 7Z* £ Illy Sfeo 97 ?t) 775 • - p.7?ii A7,.'i / ni = /14 f-7 - P CA %.e I c2r pj 11 U' 71tW ti ç. 1' 4.3• a&~t ELA TIHEERlNG COISUL1ING STRUCTURAL EHG114EERS $736 PoductiOfl Ave. SnDic CA92121 Tde ($531S664&55 Fat 8S8)566S9S5 ,42ti 7#vi u4 Lol ]3yA Date .0IShtNo. ...of Subject (iOj1 Job No. 1 on ; Ip 1 e ç í P P ____ fl320 —NV? Ac4A2 7 LA J-4 4 / : ?X24—j 68t kr ,.ELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 8736 Production Ave. SanDiego CA 92121 ide: as8is-8sss Fax: 85)566-8955 Project: etJ'cj QAV,41 By (tDate\\Jô (lit No. Subject / 61( Job No. jO(f Coi.!Aj ZrloAs !e.Si&& -r , Wi b - 8 '- 0 ' co,st L6fl4, (c'oF PL 22 fsF Ro0 ç L-l.- t' P3F Z= 146 psr- A-1- - 416 , L,.. 206.00014l ) . tl(8 frJ (P6 PViOt)!, PAGES) 1)68) 2L!AS-O 1060PLP )C tLL _ PSP cz,ç s' tel LcAO C00A11ftO"i - I.2 L I C. F_ 1Q 1,0 - I, 2'S 2 ; io2.c F,.~10 . .rx2.S 2J-3 = 21 5• Ot4iU6, tft&1;:S FaiL 6SI&J )f%J PofiC 1 ( WotZST C.rG f ROOF:FRAMINC PLAN 4 I I I I I Consulting Structurol Engln.evs I Delta Engineering PROJECT: BiiiI4 PAGE: U TET) I 8736 Production Ave., St.. A CLIENT: DESIGN BY: Y%t I San Diego, CA 92121 JOB NO.: REVIEW BY: IT DATA miCictiEss I = PET HEIGHT = -7.26 in 1 6 ft HEIGHT h 29 II WALL DENSITY p 150 pcI (dr/fl) see' Mo,senl IC PARAMETER 0.691 t(ASCE 7 Sic 11.44) IICDESIGNCATEGOR SOC I D IRAGM FLEXIBLE' (0=no, 1=yes) 1 vii cANCE FAR L 6IPORTANCE FACTOR I,, 1.0 (ASCE 7 lab 133) WIND SPEED V = i10'veh,(ASCE75sc51) SURE CATEGORY (B.C. 0) = B GRAPHIC 1-.1-FUI.MCIETT025.8-1) FACTOR Km = ' (re/ft) 9eer Romort GN SUMMARY .ptano farcetor wall design w, 17.5 psI (Seismic governs) plane form for parapet design or5 z 5216 psI (SeismIc governs) .0arieformforanchoreiredmw F,,,,,, 741 pit (HoIzcnteI dieclion) (The governing seismic SwiM forcas have been reduced by 0760.6 for ASD) ND ANALYSIS l.cf.plane bind tome ICr wall design (ASCE 7. Eq. 30.4-1) = O.6q,,[(Gcp)-(GCp,)] = (O.00256K,,Ktexj1)[(Gc,)_(Gcp,)] = 15.4 psI :~ Where: K,, = 0.71 - N 0.85 . GC0 = -1.19 , = 0.18 (mean moth = 32 ft. thangestie) (Tab. 23.64) (corner? Yes TA- 38.67 I) (ASCE 7 Fig. 26.114) (ASCE 7 Tab. 26.3.1) (ASCE 730.4.2) I ane wind force for parapet design (ASCE 7. Eq. 30.9.1) w3,,=O.6qp[(GCp)_(GC,.,)]=(O.00256K5K z,KV2)[(GC p)-(GCp,)] = &~7.6.5.112AA) Where K,, = 0.73 . iç 0.85 . CC,, -1.40 • CC,, = 0.18 (ASCE 7 Tab. 28.3.1) (ASCE 7 Tab. 28.6-1) = 1.00 moI (ASCE 730.4.2) (ASCE7FI9.26,11. (TA a 8 ft) wall, (ASCE 730.4.2) wind forester anthotage design F.,th,,,rnf = w, + h1{1+ ) W2,,.,u,d 528 0(Holizonta9 SMIC ANALYSIS of-plane selsmlcfotce for well design (AWE?, Sec. 12.11.1) = MAX (0.41S,Ø.', ,0. iw) 0.28 W,= 25.0 psI Where: W. = 90.6 psI. I, • 1.0 (CBC lab 1604.58 ASCE 7 Tab 1.5.2) fplsne seismic force for parapet design (ASCE 7, Sec. 133.1) W2wi,eec = MAX [0.3s1Iw MJN{1.2OPSI)SIPWP 1.6S1w)] 0.63 Wpw 75.1 psi Where: a6 2.5 . I,, = 1.0 . R,, = 25 (ASCE 7Tab. 13.5.1) (ASCE 7 Sec. 13,1.3) (ASCE 7Tab. 13.5.1) ilarar seismIc force for anthomge design For masonry or concrete under seismic design cetegory A SB, both flexible 8 rigid diaphragm (AWE 7 Sec. 12.11.2) (h+hp) I F,,icr,.,i,,eec MAlI O.4SSW 21, (h+hp) O•1jr 2h 4005smI F 1= 5.84 W. L I 529 (Not applicable) Where: IF.,, = 280 p11 (ASCE 7Sec. 12.11.2811.7.3) JW,, 400S 2h For seismic design category O.8S C end above, flexible diaphragm (AWE? Sec. 12112.1) [ (h+h 2 2h 1058 plf(Hodzorital) (Applicable Forseismic design category C and above, rigid diaphragm (ASCE 7 Sec. 12.112 & Sec. 13.3.1) ) a = MAX jMAX[03S.,1,, MIN(1.2ape1p 1..6siarJp)wp (h+h) 4OS,t Fm} 21, = 11.68 W,,= 1058 pIt (Horizontal) (Not applicable) Where: f6 • 1.0 P, • 1.5 (ASCE 7 Tab. 13.5-1) (1.5. ASCE 713.4.2 or 2.6, ASCE7 Tab 13.5.1) (7 ---- NAILER PER TYP. SD3.1 (U.N.0) _- ROOF SHEATHING, ,,--ROOF PER PLAN. CONCRETE TILT-UP p 1__N PANEL PER PLAN 14 ze -- / 1/4" V 3" 1I2"THKEBEDED PL. x11"----_, I uj WIDE x 20" LONG wl (6).39q0__'7/ HEADED WELDED STUDS x 6" \ Nt. t OF EMBED PL & LONG A7 ' 4" NT5x254x4"LONC 4 ----K- 4 LEDGER BEYOND& IN FOREGROUND PER(Th D) ROOF JOIST PER PLAN ELEVATION //bEkEND AiDS BAR JIWRETE TILT-UP PANEL PER PLAN UB PLAN VIEW ROOF JOIST CONNECTION TO PANEL (TYP.) SCALE: 1"4-0" to ProfisAnchor265 Company: . Page . .,...:... . Specifier Project. Badiee 0ev Lot 4 Address Sub-Project I Pos No Joist - Wall Connection Phone lFax I Date E-Mail Specifier's comments I Input data Anchor, type and diameter Hex Head ASTM F'1554 GR. 36718 - Effective embedment depth h =4.6601n. Material: ASTM F1554. : :..............................: Proof. Design method ACI 318-11 116P Stand-off installation eb = 0.006 in (no stand-off) t = 0500 in Anchor plate lx x l xi = 21:000 in .'x 12 000 in x 0.60 In (Recommended plate thickness not calculated Profile no profile Base mateifak. cracked concrete 4000 f = 4000 psi h; = '7:250 in. Reinforcement tension condition B sFiear condition B edge reinforcement none or < No 4 bar Seismic foods. (cat:..C,.D, E,:OrF) Tension load: y:(D3343(d)); .. ... :. .::.. Shear load yes Geometry [in.] & Loading Pb,in Ib] z Input data end results must be dieded for agreement wth the existing conditions aM aubWty,.. . •,. PROMS Anthor (C) 2003-2009 Hilt AG FL-9494 Svhaan Hiltitee registered Tredema,lc of Hits AG Sthaan . .,.... . SIR www.hilti.us Profis Anchor2.6.5 Company Page: 2 Specifier. Project: Badlee Dev. Lot 4 Address: Sub-Project I Pos. No.: Joist - Wall Connection Phone I Fax: I Date. - E-Mail: 2 Load case/Resulting anchor forces .A Load ease: Design loads Anchor vcfions PbI Tension tome: (i-Tension, -Compression) 4 5 6 Anchor Tension force Shear force Shear force x Shear force y 1 6050 4500 0 4500 2 6050 4500 0 4500 3 6050 4500 0 4500 4 1050 4500 0 4500 5 1050 4500 0 4500 01 Te0n 03 6 1050 4500 0 4500 max. concrete compressrwe strain: max. concrete compressive stress: - [ps] resulting tension force in (xly)—(0.000I-3.169): 21300 (Ib) resulting compression force in (xs'y)(O.00OIO.00O): 0 (Jbj 3 Tension load Load 14(5 Øb] Capacity * Pb] 'Utilization p. = NeeI$14n Status Steel Strength5 6050 20097 31 OK Pullout Strength 6050 14969 41 OK Concrete Breakout Strength 21300 25988 82 OK Concrete Side-Face Blowout, direction N/A N/A N/A N/A * anchor having the highest loading anchor group (anchors in tension) 3,1 Steel Strength Ns. AwA lui, AC1318-11 Eq. (D-2) ACI 318-11 Table D.4.1.1 Variables AN [in.23 f j] 0.46 58000 Calculations Ns, (Ib) 26796 Results N(Ib] • N b] Nu, PbI 26796 0.750 20097 6050 Input data and rendis must be thedred far agreement with the existing conditions and for plausWattyl PROFIS Anchor (e) 2O3.2009 Hilt AG, FL-'9494 Sthaan Hull is a registered Tredemanc of Hilt AG, Sthaan www.hlltLus Profis Anchor 2.6.5 Company: Page: 3 Specifier Project Badiee Dcv. Lot 4 Address: Sub-Project I Pos. No.: Joist - Wall Connection Phone I Fax: I Date: - E-Mail: 3.2 Pullout Strength N ACI 318-11 Eq. (0-13) N =8A4 ACI 3IS-11 Eq. (D-14) ACI 318-11 Table D.4.1.1 Variables tUc.p [1".1 718 4 [psi] 1.000 0.89 1.000 4000 Calculations N(lb] 28512 Results Npn Ilbi •caneete • N, b] N. PbI 28512 0.700 0.750 1.000 14969 6050 3.3 Concrete Breakout Strength Nog = ) t)1ec.N '1'ed.N tPN isNb ( ACI 318-11 Eq. (0.4) N 2: Nu. ACI 318-11 Table 0.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2,1(b) ANw =94 ACI 318-11 Eq. (D.5) ' = 21.0 Wec.N (1+1 ACI 318-11 Eq. (D.8) = 0.7 + 0.3 (ft) S 1.0 ACI 318-11 Eq. (0.10) — MAX( 1.5h — 7j;-- —E;-) ACI 318-11 Eq. (D-12) Nb = Kc %a R-c halis ACI 318-11 Eq. (D-6) Variables haf [in.) eC1.N [in.) eC2.N [in.) ; [in.] ftN 6.000 0.000 3.169 a 1000 c[in.) k. 44lpsi] - 24 1.000 4000 Calculations AN. [in.2) A [1n3) Wetl.N Wec2N Wed,N tIcpN Nb b) 972.00 324.00 1.000 0.740 1.000 1.000 22308 Results Nr [lb) •cancmte •satzmlc •a • Nc Pb] Nu. flbj 49497 0.700 0.750 1.000 25986 21300 Input data and results must be diethed for agreement with the eidsting conditions and for ptausiIityl PROFIS Andiar (C) 2(3-2OO9 Hint AG. FU9494Sdiaan Hat Is a registered Tredamant of Hint AG, Sdiaan www.hiiti.us Profis Anchor 2.6.5 Company* Page: 4 Specifier Project Badiee Dew Lot 4 Address: Sub-Project I Pos. No Joist -Wall Connection '-..' Phone 1 Fax: i Date: E4via: 4 Shear load Load Vu Pb] Capacity V.L1b3 Utilization pVJ,V Status Steel Strer.g1h 4500 10450 44' OK Steel failure (with lever arm) N/A N/A N/A N/A Prycut Strength 27000 93695 29 OK Concrete edge failure in direction NIA N/A N/A N/A anchor having the highest loading uanthor group (relevant anchors) 4.1 Steel Strength V = 0.6 A5 , f ACI 318-11 Eq. (D-29) ACI 318-11 Table D.4.1.1 Variables Auv fin.2] 1w. [psi) 0.46 58000 Calculations Vu Ilbi 16078 Results Vu Pb] 4 V. Pb] Vu [lb] 16078 0.650 10450 4500 4.2 Pryout Strength VqQ = ic [(p) Vec.N lJedN Wc.N Wcp.N N] ACI 318-11 Eq. (D-41) 0Vw aVu ACI 318-ll Table D.4.1.1 Atu see ACI 318-11, Part 0.5.2.1, Fig. RD.5.2.1(b) A.kw 9 ACI 318-11 Eq. (D-5) =(1+±'i.o ACI 3IB-11 Eq. (D.8) 'i 3hF = 0.7 + 0.3 (f) 1.0 ACI 318-11 Eq. (0-10) 5 K. = rvlM.!?!) s 1.0 ACI 318711 Eq. (D-12) Cat No ='iRhj ACI 318-11 Eq. (D-6) Variables ko h (in.] e1.N (in.] ei2,N fin.) ; (in.] 2 6000 0.000 0.000 'Vail c. (in.] kc as t' (psi) 1.000 24 1.000 4000 Calculations (in.2] Aw (in.2] wedIN 'Vq,Ii Nb (ib] 972.00 324.00 t000 1.000 1.000 1.000 22308 Results Vape [Ib] 4,wrate •,eindI up.dti Vcpg (Ib] Vu (Ib] 133850 0.700 1.000 1.000 93695 27000 OWA Input d52 and resufls mjst be diedud for agreement with the eldaling conditions and for plausibibtyt PRORS Anchor (C) 20t)3-2009 Hibi AG. FL-9494 Sdiaan 1011 is a registered Ttademai$c of HIll AG. Schaan * 2,3 www.hiltLus Profis Anchor 2.6.5 Company: Page: 5 Specifier. Project: Badiee Dev. Lot 4 Address: Sub-Project I Pos. No.: Joist - Wall Connection '—' Phone I Fax: I Date: E-Mail: 5 Combined tension and shear loads Utilization pi.vL%J Status 0.820 0.431 5/3 97 OK 6 Warnings Load re-distributions 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 loading! 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 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pvyout strength. Condition B applies when supplementary reinfOrcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. - Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC! .318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, 0, E or F is given in AC! 318-11 Appendix 0, Part 0.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. 11 this is NOT the case, the connection design (tension) shall satisfy the provisions of Part 0.3.3.4.3 (b), Part 0.3.3.4.3 (C), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part 0.3.3.5.3 (a), Part Di.3.5.3 (b), or Part P.3.3.5.3 (c). Part 0.3.3.4.3(b) I part 0.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3A.3 (C) I part D.3.3.5,3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension I shear that can be transmitted to the anchors by a non-yielding attachment. Part D.3.3.4.3 (d)! part 0.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that includeE, with E increased by i1o. Fastening meets the design criteria! Input data and results must be chedced for agreement with the earsthig conditions and for øauelbilltyl PROFIS Anchor (C) 2003.2009 Hull AG, FL-9494 Schaan Hi is a reglsteied Trademark of Hilti AG. Schean www.hiltLus Profis Anchor 2.6.5 Company: Page: 6. Speolfier. project Badiee.Dev. Lot Address: Sub-Project I Pos. No.: Joist - Wall Connection Phone I Fax 1 Date: E-Mail: 7 Installation data Anchor plate steel: - Profile: no profile Hole diameter in the fixture: d, = 0.938 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: No cleaning of the drilled hole is required Anchor type and diameter Hex Head ASTMF 1554 GR. 36 718 Installation torque: - Hole diameter In the base material: - in. Hole depth in the base material: 6.000 in. Minimum thickness of the base material: 7.052 In. Coordinates Anchor in. Anchor x y C4 C.1 C. C., 1 .9.000 -4.500 - - - - 2 0.000 .4.500 - - - - 3 9.000 -4.500 - - - - Anchor x C. C. C. 4 -9.000 4.500 - - - - 5 0.000 4.500 - - - - 6 9.000 4.500 - - - - Input data and rasulta must be dteded for agreement With the existing sandstone and for plausistbtyl PROAS Andsu,( c) 20a3-2009 Huh AG, FL-9494 Sthaan Hull Is a registered Tredemalt orHdtl AG, Staan Ir 1~11!m www.hllti.us Profis Anchor 2.6.5 Company: Page: 7 Specifier. Project: Badiee Dcv. Lot 4 Address: Sub-Project I Pos. No.: Joist - Wall Connection '— Phone I Fax: I Date: E-Mail: 8 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.instnidions, 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 canted 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 breath of duty by you. Input data and results must be thedred for agreement with the etatting conditions and for plauslbulityl PROFIS Anther (c) 2003-2009 HBO AG, FL-9494 Schaan 111111 Is a registered Trademaik 01 HtU AG. Schaan 160 f- -, -\ PER ARCK _•__••__JjPDJ CONCRETE TILT-UP PANEL PER PLAN kr"5 I ILu I I 112" ThK EMBEDED PL, X I 1" MAX., I WDE x 20 LONG WI (6).3*fl HEADED WELDED STUDS x if II JtL.M . LONG I'll I pjt NAILER PER ______ 503.1 (U.N.0) ...-ROOF SHEATHING PER PLAN ..; F6 WT 5 x 25.4 OF EMBED PL -- -. -LEDGER BEYOND & IN ROUND 114". 4" WT f. X 15 * 411 LONG 2 ELEVATION ROOF JOIST PER PLAN ... () CONCRETE TILT-UP PANEL PLAN VIE W PER PLAN ROOF JOIST CONNECTION TO PANEL (TYP) I. / SCALE 1".14" _$ Profis Anchor 2 7 1 Page: Project Carlsbad Oaks Sub-Project I Pos No Date Lus 1p.omp Specifier. Address: Phone I Fax: EMail: SPcifieE's comments - Delta Engineering I input data ,....•. ....._.:'S.. ..:......./. . ........ ......... 'x •y' "'!!" C-•' '" - '"fl' ..:.. :::::::: no profile aacked concrete 4000 f = 4000 psi h = 7250 in tension: condition B;shearconditiofl B ... . .:.. .: .::.:......... edge reinforce..eflt:nne cNO.4.bar . . ;. :.. ... ;:. . Tension load yes-(03.3.4-3,(d)), Shear load yes (D.3.151(9)): Geothetrc1Inj 8. Loading Pb,in.lhl ::. . ,Anchor..type.and dIarnoter Effeive enibedrnentjdepth: Matedal: Proot Stáhdô1IiflstaliatiOn: Ahbhof plate: Profile: Bósë máteriál: Reinforcement Seismic loads(cat..0 D, E; or.F) Input data and retd must be thedmd for agieemsnt wilhthe PROFIS Anthar (c) 2003.2009 HtiU AG. FL-9494Sthaan HO wwwhiltLus Profis Anchor 2.7.1 Company: Delta Engineering Page: 2 Specifier Project Carlsbad Oaks Address: Sub-Project I Pos. No.: Phone I Fax I Date: E-Mail: . 2 Load case/Resulting anchor forces AY Load cone: Design loads Anchor reactions Pb] Tension force: (+Tension, -Compression) o Anchor Tension force Shear force Shear force x Shear force y Te2n 03 max. concrete compressive strain: max. concrete compressive stress: - Ipsil resulting: tension force in (x/y)(0.000!-3.169): 21300 (ib] resuItingcompression force in (x)(0.000/0.000): 0 [IbI 3 Tension load Load N1)Øb] CapacIty4N0 (lbj UtilhoUonNj$N0 Status Steel Strength' 6050 20097 31 OK Pullout Strength' 6050 14969 41 OK Concrete Breakout Strength" 21300 21438 100 OK Concrete Side-Face Blowout, direction NIA NIA NIA NIA anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength N, = A,, f, ACI 318-11 Eq. (0-2) 4 N,,FN,1, ACI 318-11 Table D.4.1.1 Variables f Ipsil 0.46 58000 Calculations Nu jib) 26798 Results N, b) - 4) dew 4) Nse Ubi NO3 (Ib) 26796 0.750 20097 6050 InpiS da and reams rmst be dind(ed for eeaneM with the existhig conditions and for plausittiuityt PROF IS Andor( c) 2003.200911th AG, Fk-9494 Sean 141111100 rnpisleredlmdemafk ot Mliii AG.:Sdaan Lai www.hilti.us - Profis Anchor 2.7.1 Company: Delta Engineering Page: 3 Specifier Project: Carlsbad Oaks Address: Sub-Project I Pos. No.: Phone I Fax I Date: E-Mail:' /ft. Aga 3.2 Pullout Strength NpN 0 tp,,Np ACI3IS-11 Eq. (0-13) N =8Ath4 ACI 318-l1 Eq. (D-14) N,ima N ACI 318-11 Table D.4.1.1 Variables Vc[PSI1 NOLO 0.89 1.000 4000 Calculations N fib] 28512 Results Npn fib] 4 p.ee 4 4 amwift Nrm fib] Nus fib] 28512 0.700 0.750 1.000 14969 6050 3.3 concrete Breakout Strength N (.)q ecjtp ra.NIp s.NVIp,Nb ACI 318-11 Eq. (D-4) Nebg 2! Nug ACI 318-11 Table D.4.1.1 A,. see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) A, =9h ACI 318-11 Eq. (P-5) W..N =(1+±s1.0 ACI 318-11 Eq. (D-8) 3hj W=&N =0.7+0.3 (4!L)~ 1.0 AC1318-11 Eq. (D-10) W co = MAX(!45!) 1.0 ACI 318-11 Eq. Q)-12) Nb = k5 iP h ACI 318-11 Eq. (D6) Variables h fin.] ecj.N fin.] ee ,N [in.] j [in.] vLN 6.000 0.000 3.169 6.000 1.000 c. [in.) k5 7.8 1fps - 24 1.000 4000 Calculations A (in.2] A, [in.2] ii' 551,W V e52.N V W.N N fib] 891.00 324.00 1.000 0.740 0.900 1.000 22308 Results Nct fIb] 4 amcmw 0 WIER&nanduclite Nst,g Pb] Nus fib] 40835 0.700 0.750 1.000 21438 21300 Input data and restAte must be dierAted for agreement with the eidsling conditions and for plausibittyl PROPIS Mdior (c) 2003-2OC Mild AG. FL-9494 Sthaan Mliii is a registered TredeiTlalic of Mliii AG, Sthaan wwwhiltius Profis Anchor Company: Delta Engineering Page: 4 Specifier: Project: Carlsbad Oaks Address: Sub-Project I Pos. No.: - Phone I Fa,r. I Date: E-Mail: : 4 Shear load Load V, (Ib] Capacity 4V5 Ilbi Utilization p VJ$V, Status Steel Strength' N/A N/A N/A N/A Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength' N/A N/A N/A NIA Concrete edge failure in direction N/A N/A N/A - N/A anchor having the highest loading "anchor group (relevant anchors) 5 Warnings Load re-disltibutions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently sUff, in order not to be deformed when subjected to the loadingi Input data and results must be checked for agreement with the existing conditions and for ptausibilityl Condition A applies when supplementary reinforcement is used. The (I) 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 Psyout Strength. Refer to your local: standard. - Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, 0, E or-F is given in ACI 318-11 Appendix 0, Part 0.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part 0.3.3.4.3 (b), Part D.3.3.4.3(c). or Part D.3.34.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D;3.3.5.3 (c). Fastening meets the design criteria! Input data and residts must be theded for agreamelfl with the dsting conditions and for plau&biitlyt PROFIS-Mthor ( e) 2003-2009 Hat AG, FL-9 194 Schaan Hat is a registered Tradems!I1 of HIIIIAG, Sdisan www.hilti.os PrOfIS Anchor 2.7.1 Company: Delta Engineering Page: 5 Specifier Project Carlsbad Oaks Address: Sub-Project I Pos. No.: "— Phone I Fax: I Date: E-Mail: 6 installation data Anchor plate, steel: - Anchor type and diameter: Hex Head ASIM F 1554 GR. 36718 Profile: no profile Installation torque: - Hole diameter in the fixture: d = 0.938 in. Hole diameter in the base material: -in. Plate thickness (unput) :0.5001n. Hole depth in the base material: 6.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 7.052 in. Drilling method: - Cleaning: No deaning of the drilled hole is required y 14.500 14.500 04 I 0 0 U) 5.500 I I 9.000 I 9.000 I 5.500 Coordinates Anchor in. Anchor x I y C.1 c. C., C. Anchor x y C.1 C.1 C. C. 1 -9.000 14.500 - 24.000 - - 4 -9.000 4.500 - 24.000 - - 2 0.000 4.500 - 15.000 - - 5 0.000 4.500 - 15.000 - - 3 9.000 4.500 - 6.000 - - 6 9.000 4.500 - 6.000 - - Input data and results must be diedied for agreement wIth the existing conditions and for plaualbtityl PRORS Mdiar (c )2003-2009 Mini AG, FL-9494 Sthaan 111111 Isa registered Trademaik al Mini AG. Sthaan www.hlftLus Profis Anchor 2.7.1 Company Delta Engineeiing Page: 6 Specifier Project Carlsbad Oaks Address Sub-Project I Pos. No.: - "-i Phone I Fax: I Date: E-Mail: : V 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Huh 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 compiled 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 Huh product. The results of the calculations earned 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 01 programs and data and, if applicable, cony out the updates of the Software offered by Huh 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 Hilti 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 dsta and resilts must be medred for agreement with the isdaling conditions and for plaustitlittyl PROF1S Andiar (a) 2003.29 1111(1 AG. FI-9494 Schaan HiS Is a registered Trademarit of HildAO, semen II sit 1 t*1QCI[LI.# 1ICU i J 1' 1• "1 Ij1i IdtriI ,. Ic: 4 • • s• ••i F I Ml Teivbrj OF 4t ktz#I. 1O1L 9&44,a4rLô- 4.Oje44 - Pi'1P'fr -- I 'p0 ci\ i \\ IL ru 4j Iw ' e . $ p r vreTW I PLO fro a 1( a.: / 1--ANS LAI, a. I L. Ia A. 4 1C - - - - 1 - I ft a. 4,Z loo (0 14V jmkdnJ3A xpl.o. / Delta Engineering Consulting Structural Engineers 8736 Production Ave. Suite A and then using the 'Printing & Project Title: Engineer: Project ID: Project Descr Printed; 15 NOV 2018, 345PM Steel Coil file ( US cas ill 4.C5. I , $cfIweqhtEpjERCA1C. INC. 1993.2018. Build:10.18.10.31 - Description: Vertical post @8' O.C. for mechanical enclosure Code Rferences Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: HSS3x3x1I8 Overall Column Height 6.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis: E, Elastic Bending Modulus 29000.0 ksi Unbraced Length for X-X Axis buckling = 6.0 it K = 2.1 Y-Y (depth) axis: Unbraced Length for V-V Axis budding = 6.0 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 28.50 lbs Dead Load Factor AXIAL LOADS... Axial Load at 6.0 It, 0 = 0.320k BENDING LOADS... Lat. Uniform Load creating Mx-x, W 0.140 klft DESIGN SUMMARY - Bending & Shear Check Results PASS Max. Axiat*8ending Stress Ratio: = 0.4854 :1 Maximum Load Reactions.. Load Combination +D+0.60W Top along X-.X 0.0k Location of max.above base 0.0 ft Bottom along X-X 0.0k At maximum location values are... Top along V-V 0.0 k Pa: Axial 0.3485 k Bottom along V-V 0.840 k Pn I Omega: Allowable 11.70 k Ma-x: Applied -1.512 k-ft Maximum Load Deflections Mn-x! Omega: Allowable 3.214 k-ft Along V-V 0.7558 in at 6.0ft above base May: Applied 0.0 k-ft for load combination :W Only Mn-y IOmega: Allowable 3.214 k-ft Along X-X 0.0 in at O.0ft above base for load combination: Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are... Va: Applied Vn I Omega: Allowable Sketches 0.04957 :1 +D+O.60W 0.0 ft 0.5040 k 10.168 It PASS +x / A&ELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 8736 Production Ave. Son Dig; CA 92121 ide: (858 566-B855 Fa,c 8.5 9 5 Project C4413AI 4* (4 (fr) By A'f-Date 7016Sht No. ...Of it Subject Job No. 3' ID?tL flbi) tito jT & JELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS $736 Production Ave. San Die CA92121. TeIe (8581566-8855 Fax: (858)566-8955 Project:091$) 0Ak (4() By 4 7, Date Sht. No. ... Of Subject 'ZO Job No. 37 j4szz. IJ r 1, &h t'1Z fl .' LL - - U5t 141 $ pMLut? ELTA ENGINEEPJNG ,V CONSULTING STRUCTURAL ENGINEERS Project 4- 14 (if) 8736 production Ave. 14z / ' San Dw By, , Date /741 Sht. No. ...Of Ific CA 92121 Tele: (8 1566-9855 Fax: (858)566-8955 Subject Job No tit fP4 t$ L A gi V4 1% O -fr ° * , 9 t. 1'I r It. '1 11fa, f6 i r, r L13)YO. L1O p- PIP • - + - I6V'f sr, -I (See Sin (A L) (2 2 i2 '2,i# $rd-3 __2'&4 CO (4) - 5 i/7 •o - iYg Wlt#,k' 1t1 f3-g P Pi • ' !4€J€. 't 4( ELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 8736 Production Ave. San Diego CA 92121 Tale: (858)566-8855 Fax: (858)566-8955 Project: By74 Date '7MhSht. No. ... Of Subject Job No. 60,, kfl% - 1 _c• 16 (l3.4ir& DO ~114 C2) CC el :tL± g 41 2kJ1 b (5,4t)1L £4 Ile 2"1 it,, ra- Al 11-1 ELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 8736 Production Ave. San Diego CA 92121 Ida: 185'81566-8855 Fax: (858)566-8955 Project: 7A7 I4( Li £') By i4 Date t0/l4Sht. No. ...Of Subject Job No. ? 'V Proj ct:OQI?LJ2 O4C Li(4) By Date ''3'Sht.No. .-Of Subject Job No. AELTA ENGINEERING COUSULTING STRUCTURAL Et4G1U1ERS 736PoduGtiOc Avc. SnDic&O CA 92121 TcLc(858i56&-5S Fax. (85)S66.955 '4' :'4F F41. . . . • • .... I I - I • . . • -I. • 4 I .c -, . : A L - • . e -a .. :>_:: ..:::,t Project L4tAt' O{ISUU1HG F4,N GIN STRUcEtGU4EERS F BYx'A 1 N F • 136Pt4utOn S Da AVC. - -. ' : Subject / ?ptJot;N; F • f41- ?. t fYJ6AI!!9J..iNIL :Z.:::-F: - t411 -. r L - . 4 , •• -'-.: • '•• F t JL F - - - t .•.-.- .%• .. .. . • - .:; Olt 9, 4 KY F q o1 •F t •14 - 41%•_.. 4 _t!iEL4,FL =lIll==FF=:===============:===========:;?_ ______ 00 . - t •( -•. • • .. . __________ -. 4- 1F F {1 .• Is e ! et/ -• - • .:1 .-• - • •: -: - 17A ..:F S. 2 UP +42 I -• - - I I F 2o F * - F t 1 V,it .ç- f_t3 4- O4• - --_-•. t:.-.-t . .4.4.•_A..:.•._.t.* "ELTA ENGEERING COStJU1M6 STRUCTURAL ENGINEERS 736 I oduction Aye, San Dig CA 92121 ck: T (58i5G6-SS55 Fax (SSS)5G6-S955 IM Project: OA/fUø * (Al C) By A 2~Date ... Of Subjt 1~0Job No. . /-i ft2 iij t9L:J . z. i; : LI - p _ f I r5 , a ) , 3Yi _ 1. tA ' - lIT : : çr 7,3-tl414' I - , t . -k 0& S 4r 411L Oz • 1,2 • _- q - PIt't37'4 - (-u- - tç1 Ito It L4. 01140al r V I tt,L .4r. ELTA jNEERjNO Project 6014i.4P c1 L.? L usUNGSTRU0TUtt 14 / rn6?toductionAvc. By A Date /h#ShtNo. ...of SnDiO cA92121 I 55 Subject Job No. , - eiPir '' .L- .• S UE Far. 955 14 2D 4a er i2i' , Vi 4JA Ijj 4 ' . 1f&t ø6t iQ 12 - w - LA U-Jell-et —1 co + ki IWO t,I, r p6-2 (3 1xU IAX~ - fin r 2D 7 1 F4 40 ______ • Delta Engineering Consulting Structural Engineers 8736 Production Ave. Suite A and then using the Trinting & Project Title: Engineer 6I Project ID: Project Descr Printed. 16 NOV 201 .... Description ST8-1 & STB 2 . •- COEREERENCESf Calculations per AlSC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 .. P..... Material1P1ropert,. Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending HSS12x2x114 L Span 1.0 ft Service loads entered. Load Factors will be applied for calculations.. Beam self weight calculated and added to loading Uniform Load: D = 0.3270, L = 0.250 k/ft. Tributary Width = 1.0 ft DEIjSUMA4RY$. 4 - I141L.IlI]. iimum Bending Stress Ratio = 0 197 1 Maximum Shear Stress Ratio = Section used for this span HSS12x2x1I4 Section used for this span HSS12x2ii4 Ma Applied 9.066 k ft Va Applied 'Mn Omega: Allowable 4618k-ff Vn/Omeaa: Allowable R7 WAR I.. .. Load Combination 404 Load Combination 4041 Location of maximum on span 5 500ft Location of maximum on span 0000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.033 in Ratio = 4;020 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.079 in Ratio = 1677 '=240. Max Upward Total Deflection 0.000 in RatiO = 0 <240.0 Support notation: Far left #1 Values in KIPS Load Combination Support I Support 2 IdWriiMAXtmum 3.297 3.297 Overall MiNimum 1.153 1.153 D Only 1.922 1.922 4044. 3.297 3.297 4040.750L 2.953 2.953 40.60D 1.153 1.153 L Only 1.375 1.375 SteeI Sëctioñ1Própiis dHS912x2x1I4 ' .. Depth = 12.000 in lxx 86.90 mM J = 15.100 lna4 S xx 1450 In-3 Cw = 9.54 inA6 Width 2.000 in R xx = 3.750 In Wall Thick = 0.233 in Zx 20.100 lnA3 Area = 6.170 InA2 I yy = 4.410 lnA4 C = 0.000 inA3 Weight = 22.420 plf S yy = 4.410 InA3 Ryy = 0.845 in Zy = 5.080 inA3 Ycg = 6.000 in Delta Engineering Consulting Structural Engineers 8736 Production Ave. Sulk A and then using the Printing & Project Title: Engineer: Project ID: Project Descr Printed: 18 NOV 2018, 8:42AM Steel - ruc— IAWDCIDIflnIWWC IUAflaUN ,,ncn..sr,b,DuaJ ue.a .n,flbo Beam . Sarecàovriaht ENERCA(.C. INC. 1983.2018.Bulldi0.1I1O.31. Description: CODE REFERENCES Calculations per AlSC 360-10. IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material. Properties Analysis Method: Allowable Strength Design Fy : Steel Yield.: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: .29,000.0 ksi Bending Axis: Major Axis Bending C12x2O7 Span =1OOft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loading Uniform Load: D=0.3270, L0.250kill, Tributary Width 1.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.000:1 Maximum Shear Stress Ratio = 0.053 :. I Section used for this span C12x20.7 Section used for this span . Cl 2x20.7 Ma :Applied 0.000k-ft Va : Applied 2.989 k Mn! Omega: Allowable 0.000k-ft VnlOmega : Allowable 55.927 k Load Combination Load Combination 40L Location of maximum on span 0.000ft Location of maximum on span 0.000 It Span It where maximum occurs Span #1 Span It where maximumoccurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = 7,944=36Q Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.036 in Ratio = 3323 '=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Vertical Reactions Supportnotation : For left Is 01 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.989 2.989 Overall MINimum 1.043 1.043 D Only 1.739 1.739 4041 2.989 2.989 4040.750L 2.616 2.616 .0.60D 1.043 1.043 LOnly 1.250 1.250 0elta Engineering Project Title: Consulting Structural Engineers Engineer. 8736 Production Ave. Sue A Project ID: and then using the & Project Descc 1+7 Tide Block Line Printed: 16 NOV 2018, 8:52AM Steel Beam FOS= CW HMADZ1 UME1RCkielsb O*S M 4.et6. Softwrepyright ENERCALC, INC. 1983-20I8 Build:10.I8.10.31 IRt''EI6tII*1II Description: 18-2 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set.: ASCE 7-10 Material Properties - - Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksl Bending Axis: Major Axis Bending 0(1.6) 1(1.37(1.6) Ir(1.375) HSS6x6x1/4 - Span = 10.0 ft Applied Loads . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0 = 0.1280, L = 0.250 k/lt, Tributary Width = 1.0 it Point Load: D=1.80, L = 1.378 k @ 4.50 ft Point Load: D= 1.80, L = 1.375k @5.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio -- Section used for this span Me: Applied Mn IOmega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions 0.749:1 MiximShearSii= - 0.126:1 HSS6x6x1I4. Section used for this span HSS6x6x1I4 19.257 k-ft Vs : Applied 5.162 k 25.709 k-ft VnIomega : Allowable 40.826 k 404. Load Combination 404. 5.000ft Location of maximum on span 0.000 ft Span #1 Span # where maximum occurs Span #1 0.186 in Ratio = 643=360 0.000 in Ratio= 0<360 0.381 in Ratio = 315 >=240. 0.000 in Ratio = 0<240.0 - Support notation: Far left is#1 Values in KIPS Load Combination Support I Support 2 OvemDMAimum 5.162 5.161 Overall MiNimum 1.521 1.521 D Only 2.535 2.535 4041 5.162 5.161 .D.0.750L 4.505 4.505 40.60D 1321 1.521 I Only 2.527 2.626 Delta Engineering Project Title: Consulting Structural Engineers engineer: 8736 Production Ave. Suite A Project ID: Project Descr. and then using the'Printing & Printed: 16 NOV 2019, 854AM OS I nc - lt.tUOcflflflVWL IWUUtItflCflV lwlwal uat lilt .WU Steel earn Sota copyiigth ENERCALC. INC 1983-2018, Bth1d:1018,1031. Description: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 460 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(2.44) L(2.6) HSS12x2x114 Span = 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D= 0.3210, L=0.250 k/lt, Tributary Width = 1.0 ft Point Load: D=2.440, L=2.60h@5.oft DESIGN SUMMARY 10111111111111 Maximum Benc*ng Stress Ratio = 0.734:1 Maximum Shear Stress Ratio = - 0.095: 1 Section used for this span HSSI 2x2x114 Section used for this span HSSI 2x2x114 Ma: Applied 33.850 k-ft Va : Applied 8.260 ft Mn! Omega : Allowable 46.138 k-ft VolOmega : Allowable 87.035 It Load Combination 4041. Load Combination +0.1. Location of madmum on span 5.394ft Location of maximum on span 0.000 ft Span IS where maximum occurs Span #1 Span IS where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.272 in Ratio = 705 ,=36() Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.595 in Ratio = 323 '=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Vertical Reactions Support notation: Far lefts #1 Values in KIPS Load Combination Support 1 Support 2 —OvèiMAinum 8.260 6.370 Overall MINimum 2.684 2.135 DO* 4.473 3.558 8.260 6.370 43+0.750L 7.313 5.661 40.60D 2.684 2,135 LOnly 3.788 2.813 Delta Engineering Project Title: Consulting Structural Engineers Engineer 8736 Production Ave. Suite A Project ID: Project Descr and then using the'Printing & Title Block Une 6 Printed; 16 NOV 2018 8:55AM TSteel Beam Sot,vaecopyight ENERCALC. INC. 1983.2018. 8uild:10.1&10.31 . I DELTA ENGINEERING Licensee: ITLWE,Irt.I*fiI: Description: Meu.FB-1 Between Linesl&2-B&C CODE REFERENCES Calculations per AISC 380-10, IBC ,2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O41j(08) W18x31 Span = 24.0 ft - - -.- -- .----.- ------..--'--.-'--- ---.- Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0 ='0.410, L = 0.80 k/lt, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.663: 1 Maximum Shear Stress Ratio = 0.170:1 \....- Section used for this span W11641 Section used for this span W1641 Me: Applied 89.352k-ft Va : Applied 14.892 k Mn! Omega: Allowable 134.731 k-ft VnlOmega : Allowable 87.450 k Load Combination 4041444 Load Combination 4091411 Location of maximum on span 12.00011 Location of maximum on span 0.000 ft Span # where maximum occurs Span # 11 Span 8 where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.551 in Ratio = 522 >=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.856 in RatiOs 337 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Vertical Reactions Support notation :Far left Is #1 Values In KIPS Load Combination Support I Support 2 Overall MA)(imum 14192 14i2- Overafi MINimum 3.175 3.175 404H 5.292 5.292 0414H 14.892 14.892 4041141 5.292 5.292 4049H 5.292 5.292 090.750t1.0.7501.41-1 12.492 12.492 9040.750140.750S4H 12.492 12.492 4040.60W4H 5.292 5.292 4D,0.70E4H 5.292 5.292 4040.75OLr40.750L40.450W4H 12.492 12.492 .040.750L40.750890.450W4H 12.492 12.492 4040.750U40.750S40.5250E4H 12.492 12.492 40.60D40.60W40.60H 3.175 3.175 40.60D40.70E40.60H 3.175 3.175 DOnly 5292 5.292 , Lr0nly L Only 9.600 9.600 S Only W Only E Only H Only Delta Engineering Project Title: Consulting Structural Engineers Engineer 8736 Production Ave. Suite A Project ID: and then using the Printing & Project Descr yV Title Block Line 6 - Printed; 16NOV 2018, 858AM E e - Hie WHMADZ-1DOCUMENER-VcaIsbadoelnl4.e5. iii Softwa copyright ENERCAIC, INC. 1934018. Bulld;10.18.10.31 Description: Mcoz.FB.2Between Lim 1&2-B&C CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties AnalysiS Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending O(O.AiJ L(U.bj = :1 - W16x26 Span 15.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0=0.410, L=0.80kff11 Tributary Width = 1.0 ft DESIGN SUMMARY . Maximum Binding Stress Ratio = - - ___ i5Ti - Maihiii ShSis Rio = - 0.131 :1 Section used for this span W16x26 Section used for this span W16x26 Ma : Applied 34.763 k-ft Va Applied 9.270 k Mn! Omega: Allowable 110.279k -ft Vn!Omega : Allowable '70.509 K Load;Combination 40sUH Load Combination 40+L4H Location of maximum on span 7.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.105 in Ratio = 1,716>=360. Max Upward Transient Deflection 0.000 in Ratio = 0<360.0 Max Downward Total Deflection 0.162 in Ratio = 1111 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.270 9.270 Overall MINimum 1.962 1.962 4041 3.270 3.270 40414H 9270 9.270 4041J4N 3270 Will 4044H 3270 3.270 J50Lr40.750L9H 7.770 7.770 4040.750L40.750S41 7.770 7.770 +D90.60WH 3.270 3270 4040.70E41 3.270 3.270 sOn0.750Lr40c750L40.450W4H 7.770 7.170 4040.750L40.750590.450W4H 7.770 7.170 4040.750L40.750S40.5250E4H 7.770 7.770 40.60040.60W40i0H 1.962 1.962 40.60040.70E40.60H 1.962 1.962 D Only 3.270 3.270 Lranly I Only 6.000 6.000 S Only W Only E Only H Only j n E)elta Engineering Project Title: Consulting Structural Engineers Engineer 8736 Production Ave. Suite A Project ID: and then using the Printing & Project Descr: Title Block Line 6 Printed; 16 NOV 2018, 8:59AM [Steel Beam JSMIAHMADZ-IWMME-ItENERCA-1teMsbW oaks lot 4.=6 So y IENERCALC INC 19 2018 Build 101810.31 .' IUTc.jWi'ElItII*iH I i Description: Mezz.FB-3 Between Lines 182-B&C CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksi Bending Aids: Major Axis Bending Unbraced Lengths - - - First Brace starts at 8.0 It from Left-Most support Regular spacing of lateral supports on length of beam = ft 0(3.21) W16x26 Span= 15.0 ft Apped Loads Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loading Load(s) for Span Number I Point Load : D=3.270, L=6.ok@7.501t DESIGN SUMMARY = - 0662:1 Maximum Shear Stress Ratio 7 0.059 :1 Section used for this span W16x26 Section used for this span W16x26 Ma : Applied 35.494k-ft Va Applied 4.830 k Mn Omega: Allowable 53.610k-ft Vnlomega: Allowable 70.509 k Load Combination 40414H Load Combination 4OH Location of maximum on span 7.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span if where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.084 in Ratio = 2,146>--360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.133 in Ratio = 1353 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Vertical Reactions Support notation : Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 OvëäLMAXbiium 4830 4.8tib Overall MiNimum 1.098 1.098 404+1 1.830 1.830 4D'14H 4830 4.830 404(14+1 1.830 1.830 4D+S4H 1.830 1.830 4040J50Lr40.7501.4H 4.080 4.080 4040.750L90.750S4H 4.080 4.080 4040.6OW4H 1.830 1.830 400.70E4H 1.830 1.830 4040.750Lr40.750L40.450W.H 4,080 4.080 +D0.750L40.750S40.450W44 4.080 4.080 0'0.750L40j50S40.5250E41 4.080 4.080 460D40.60W40.6011 1.098 1.098 '0.60040.70E90.60H 1.098 1.098 DOnly 1.830 1.830 Lr Only L Only 3.000 3.000 S Only Delta Engineering Consulting Structural Engineers 8736 Production Ave. STE A San Diego Ca 92121 8585-568-8855 Steel Beam In=.-MMAN11,11111011111-1111111 Description: Meu.FB-48etweenUnes1&2-B&C Project Title: Engineer: Prolect ID: Pned0escc H 9C 1983-2016. 8Qfld616.10.31. Ver6.1610.31 CODE REFERENCES Calculations perAISC 360-10, IBC 2 ASCE 7-10 Load Combination Set: ASCE 7-10 ' Material Propertfes Analysis Method: Plowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending V V V I V Sin.24.oii WI6iQ1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Unlform Load: 0 = 0.410, L = 0.80 kilt Tributary Width 1.0 ft Point Load: 0 = 1.830, L = 3,0k Øi 15.0 It Point Load : 0=1.40, L=2.80ki19.0ft DESIGN-SUMMARY ,TiliIi,] Maximum Bending Stress Ratio = 0.924: 1 Maximum Shear Stress Ratio = 0.243:1 Section used for this span W16x31 Section used for this span W1641 Ma: Applied 124.494k-ft Va: Applied 21236 k Mn! Omega: Allowable 134.731 k-ft Vn/Omega : Allowable 87.450 k Load Combination Load Combination 40+L4H Location of maximum onspan 14.19411 Location of maximum on span 24.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.754 in Ratio = 381 '=360. Max Upward Transient Deflection 0.000 in Ratio = 0<360.0 Max Downward Total Deflection 1.173 in Ratio = 246 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 OR Delta Engineering Project Title: Consulting Structural Engineers Engineer: Project ID: 8736 Production Ave. STE A Project DeSCr San Diego Ca 92121 57 8585.566-8855 Steel Beam ENERCAI.C, INC. 1983.2016, Bw1d6.16.10.31. V16.1031 Lic. -Licensee: OELTA ENGINEERING flriintinn Meu. F8-5 Between Unes I 82-8 & C CODE REFERENCES Calculations per AISC 360-10, IBC 20i$ ASIDE 7-10 -- -- Load Combination Set: ASCE 7-10 -Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: .29,000.0 ksi Bending Axis: Major Axis Bending ii14.Oft wtei Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to boding Uniform load: 0 = 0.20 Ic/It, Tributary Width = 1.0 ft Point Load: D=5.30, L=9.60k(ä17.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 04429:1 Maximum Shear Stress Ratio = 0.104:1 Section used for this span W1641 Section used for this span W1641 Ma : Applied 57.810 k-fl Va Applied 9.067 k Mn! Omega: Allowable 134.731 k-ft VnlOmega Allowable 87.450 Ic Load Combination 40+1141 Load Combination 40+1411 Location of maximum on span 7.00011 Location of maximum on span 0.000 It Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.088 in Ratio = 1,918>=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.154 in Ratio = 1088 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Project Title: En9ineer. Project ID' Project Deso [T' -: Ac:WHMADZ-iO0cUME-1ENERCA-1CARLSB-2.Ec6 tee cam -. ENLC.IN1832O16.Bu16.103l,Vei616.1O31 IuTtT'E,I*I*flI;Licensee: DELTA- ENGINEERING - Description .Me. FR-a Between Lines 2& 3-B & C CODE REFERENCES Calculations per AISC 360-10, IBC 201 ASCE 7-10 Load Combination Set : .ASCE 7-10 MaterialPrópérties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ks1 Beam Swing: Beam is Fully Braced against lateral-torsional budding E- Modulusi: 29,000.Oksi Bending Axis: Major Axis Bending O(O.41) Mal ..' - .. . AR lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loadinq Uniform Load: D = 0.410, L = 0.80 klft, Tributary Width = 1.oft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.315: 1 Maximum Shear Stress Ratio 0.1:31 :1 Section used for this span W16x26 Section used. for this span :W16x26 Me: Applied 34.763k-ft Va : Applied . 9270 k Mn!Omega : Allowable 110.279k-ft VnlOmega.: Allowable 70.509 k: Load Combination Load Combination Location of.maxirnurn on span 7.500ft Location of madmum on span 0.000 ft Span # where maximumoccurs Span #1 Span # where madmumoccurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.105 in Ratio = 1.716>460. Max Upward Transient Deflection 0.000 in Ratio = 0<360.0 Max Downward Total Deflection 0.162 in Ratio = 1111 =240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Delta Engineering Consulting Structural Engineers 8736 Production Ave. STE A San Diego Ca 92121 Rckfi.RRc rib Delta Engineering Consulting Structural Engineers 8735 Production Ave. STE A San Diego Ca 92121 8585-566-8855 Project Title: Engineer Project Desa Project ID: Steel Beam File . ENERCALC INC. 1983.2016, 8uil6.16.10.31, Vec616.1031 Lic. #: KW-06003118 Licensee: DELTA ENGINEERI!Et flcerinlinn Mezz.FS7 Between Lines 2&3-8&C CODE REFERENCES Calculations per AISC 360-10, IBC 20$ ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29000.0 ksi Bending xis: Major Axis Bending Otul- 1000 Applied Loads - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.1780, L = 0.350 k/ft, Tributary Width = '1.0 ft PointLoad: D=1.80, L=1.375k(4,50ft PointLoad: D=320, L=2.60k@9.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.157 1 Maximum Shear Stress Ratio = 0.134: 1 Section used for this span W16x26 Section used for this span W16x26 Ma: Applied 17.316k-ft Va: Applied 9.419 k Mn! Omega: Allowable 110.279k-ft VWOmega : Allowable 70.509 k Load Combination 40414H Load Combination 4041#H Location of maximum on span 4.514ft location of maximum on span 10.000 ft Span #where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio = 6,716>=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <350() Max Downward Total Deflection 0.034 in Ratio = 3486 >=240. Max Upward Total Deflection 0.060 in Ratio = 0<240.0 Delta Engineering Consulting Structural Engineers 8736 Production Ave. STE A San Diego Ca 92121 8585661855 I Steel Beam IUT!Wi!$I.iII*5IR Description: MezzFB.l Between Lines2&3-B&C Project Idle: Engineer PrtectDescc PmiectlD: 02-1DOUME-1tENERCA-1CARt.SB-2.Ec6 INC. 1983.2016. 8uld$.1610.31.Ve6.16.10.31 CODE REFERENCES Calculations per AISC 360-10, IBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable. Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lenaths First Brace starts at 5.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 8.0 ft US) LLS) Mn S,4121.UfL wie's' _Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number I Point Load : 0=3.270, L=6.0k5.0ft Point Load: 0=3.20, L=6.0k(13.0ft Point Load: D= 2.330, L= 2.770 k (fl 15.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.688:1 Maximum Shear Stress Ratio = 0.141 :1 Section used for this span W16x31 Section used for this span W16x31 Ma Applied 83.687 k-ft Va: Applied 12.350 k Mn! Omega: Allowable 121.560k-ft Vn!Omega : Allowable 87.450 It Load Combination 40.t*H Load Combination Location of maximum on span 12.96011 Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximumoccurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.358 in Ratio = 704>410. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.582 in Ratio = 433 '=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Delta Engineering Project Title: Consulting Structural Engineers Engineer Project ID: 8736 Production Ave. STE A Project DSCf San Diego Ca 92121 85856661855 57 Steel Beam Description: Mezz.FB-9Be1waenUnes2&3-8&C CODE REFERENCES Calculations per AISC 360-I0, IBC 20W .ASCE 7-10 Load Combination Set: ASCE 7-10 / Material Pro pirties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending or4.15)L.Iz . c :1 D(O.4i4i) Span 24.Ofi W1Ga Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0 = 0.410, L = 0.80 kilt, Tributary Width= 1.0 ft PointLoad: D=4.750, L= 7120k@ 15.0ft DESIGN SUMMARY Maximum Bending Stress Ratio Maximum She ar Stress Ratio Section used for this span W16x36 Section used for this span WI 6x36 Ma : Applied 150.835k-fl Va: Applied 22.371 k Mn/Omega: Allowable 159.681 k-ft VnlOmega : Allowable 93.810 k Load Combination 4Dt4H Load Combination 40-fH Location of maximum on span 14.949ft Location of maximum on span 24.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span.# I Maximum Deflection Max Downward Transient Deflection 0.711 is Ratio = 404 >360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 1.138 in Ratio = 253 '=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 'I-.—... Delta Englneenng Project Title: Consulfing,.Shctural Engineers Enneer PtojectiD: 8736 Production Ave. STE A Project:Descr, San DiegoCa92121 8585-566-8855 S tee. earn ENERCALC, INC1983-2016 3utId6 16.110.31,Ver6.1610 31 I Description Men. FB-10 Between Lines 2 & 16 & C CODE REFERENCES v. Calculations.per AISC 360-10, IBC 201g. ASCE 710 1 Load Combination Set: ASCE 7-10 f' Material Propertles Analysis Method: rAllowable Strength Design Fy : Steel Yield: 50,0 ksi Beam Bracing: Beam bracing is defined as a set spacing overall spans E: Modulus: : .29,000.0 ksi: Bending Axis: :Major Axis Bending - Unbraced Lengths First Brace starts at 7.0 It from Left-Most support Regular spacing of-lateral supports on length of beam =80 It . 0(832)1(14.1) .. . . - . . Span =1SDft. w1aI -. Alp lied Loads . . Service loads entered. Load Factors will:bó applied for calculations. Beam self weight -calculated and added to loading Uniform Load: D = 0.20 k/It, Tdbutay Width =1.0 It Point Load: D=8.320, L= 14.10k(7.00 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.668:1 Maximum ShearStress Ratio = 0.157 1 Section used for this span W16x31 Section used for this -span W16x31 Ma :.Applied 89.997k-ft Va Applied 13.690 k Mn! Omega : Allowable 134.731 k-ft Vn/Omega ;Allowable 87.450:::k t.oadCombinatibn +D4.+H Load Combination . Location of maximum onspan 6.986111 Location ol maximum onspan 0.000 ft . Span S where maximum occurs Span:# I Span.# where maximum occurs . Span S 1, Maximum Deflection Max Downward Transient Deflection 0.157.1n Ratio = 1,144 >=360. . Max Upward Transient Deflection 0.000 in Ratio = 0<360.0- Max Downward Total Deflection 0.274 in Ratio = 656 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 . Delta Engineering Consulting Structural Engineers 8736 Production Ave. STE A San Diego Ca 92121 8585-5664855 Project Title: En9ineer. Project Descc Pf - File =c.tUMDZ-1DOCUME-1lEHERCA-1CAfi1.SB-2.EC6 Steel Beam ENERCALC, INC. 13-2O16, Build 16.10.31 Ver.6.1610.31 Ir:t!'es19I'xsI1: Licensee: DELTA ENGINEERING Description: Meu.FS-ll Between Lines z&3-USC CODE REFERENCES Calculations per AISC 360-10. IBC 20. ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 500 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional budding E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W.41 .3 V V * V in. 24.00 W1641 Applied Loads Service loads entered. Load Factors will be applied for calculation;. - Beam self weight calculated and added to loading Uniform Load: D=0.410, L= 0.80 k!ft, Tributary Width= 1.0 it DESIGN SUMMARY sfTIs Maximum Bending Stress Ratio 0.663: 1 - Maximum Shear $tress.Ratio = 0.170 : I Section used for this span WI 6*31 Section used for this span WI 6*31 Me: Applied 89.352 k-ft Va Applied 14.892 k Mn! Omega: Allowable 134.731 k-ft VniOmega : Allowable 87.450 k Load Combination 4044H Load Combination Location of maximum on span 12.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.551 in Ratio = 522 >=360. Max Upward Transient Deflection 0.000 in Ratio = 0<360.0 Max Downward Total Deflection 0.856 in Ratio= 337 '=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Delta Engineering Consulting Structural Engineers 8736 Production Ave. STE A San Diego Ca 92121 8585-566-8855 Project Title: Engineer Project Descr Project ID: 44 Lk. #: KW- ------ enUnes2&3-B&C CODE REFERENCES Calculations per AISC 360-10 IBC 201, ASIDE 7-10 Load Combination Set: ASCE 7-10 Matenal Properties Analysis Method: Allowable Strength Design Fy': Steel Yield: '. 500 ksi Beam Bracing; Beam is Fully Braced against lateral-torsional buckling E: Modulus: ' 29,0000ksi Bending Axis: Major Axis Bending : DtO,41'UO.41 V V p Scan=l5Oft wieee pplied Loads. . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added .to'Ioadinq Uniform Load: 0=0.410. L='0.40 kit Tributary Width 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.243:1 Maximum Shear Stress Ratio = 0095 1 Section used for this span WI 6x26 Section used for this span WI 6x26 Ma,: Applied 26.752k-ft Va :Applied , 6.,688 k Mn'! Omega : Allowable '110.279k-ft VIII/Omega:. Allowable. ' .70.509 k Load Combination 40+LH Load Combination Location ot maximum onspan 8.000ft Location of maximum on span . 0.000 It, Span # where maximum occurs Span #1 Span# where maximum occurs . Span #1 Maximum Deflection Max Downward Transient Deflection 0.068 in Ratio = . 2,828 >=35()•, Max Upward Transient:Detlection '0.000 in. Ratio = 0 <360.0 . Max Downward Total Deflection 0.142 in Ratio = 1353 '=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Delta Engineering Consulting Structural Engineers 8736 Production Ave. STE A San Diego Ca 92121 Project Title: Engineer Project Descc rx I Steel Beam INC #: KW-06003118 Description: Mom- FB-I3BetweenLines4&5-C&E CODE REFERENCES Calculations perAlSC 360-10, IBC 2' 1SCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O4fl UO-ei Wl2id4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.410, L = 0.80 kilt, Tributary Width = 1.0 ft. DESIGN SUMMARY Ii-4.1IhS1 Maximum Bending Stress Ratio = 0.507: 1 Maximum Shear Stress Ratio = 0.172 : I Section used for this span W12x14 Section used for this span W1204 Ma : Applied 22.032 k-ft Va : Applied 7.344 k Mn I Omega : Allowable 43.413k-ft VnlOmega Allowable 42.754 k Load Combination -O4L4H Load Combination 4044.4H Location of maximum on span 6.000ft Location of maximum on span 0.000 .ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.146 in Ratio = 988 >=360. Max Upward Transient Deflection 0.000 in Ratio = . 0<360.0 Max Downward Total Deflection 0.223 in Ratio = 645 >=240. Max Upward Total Deflection 0.000 lin Ratio = 0 <240.0 Delta Engineering Project Title: Consulting structural Engineers Engineer Prolect ID: 8736Ptoduction Ave. STEA PiOjctDSC San Diego Ca92121 8585.566.8855 Filer Steel earn ENERCALC. INC. 13-2O16, Bul:6.16.1O.3l, Vec5.16.1O.31 ( 'Description: Men. 1`844 Between Lines 4 & 5-C & E CODE REFERENCES Calculations per AISC 360-10, IBC 201 ,SCE 7-10 Load Combination Set: ASCE 7-I0 ' Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksl Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29000.0 ksi Bending Axis: Major Axis Bending !.. w' Applied Loads Service loads entered. Load Factors will be applied:for calculations - Beam self weight calculated and added to loading Unionn Load: D = 0. 1260, L = 0.250 kIlt. Tributary Width = 1.0 ft Point Load: 0=1.80, L=1.375ki4.50ft Pointload: 0=3.20, L•=2.60k9.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.140:1 Maximum Shear Stress Ratio = 0123: 1 - ' Section used for this span WI 6x26 Section used for this span W16x26 Ma : Applied 15.458k-ft Va : Applied 8.669 k Mn! Omega: Allowable 110.279k-ft Vn!Ornega.: Allowable 70.509 k In 40.H Load Combination 40414H Location of maximum on span 4514ft Location of maximum on span 10.000 ft Span 6 where maximum occurs Span #1 Span 6 where maximum occurs $pan #1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = 7,854 =360. Max Upward Transient Deflection 0.000 in Ratio = 0 160.0 Max Downward Total Deflection 0.031 in Ratio = 3929 >=241 Max Upward Total Deflection 0.000 in Ratio = 0,140.0 Delta Engineering Project Title: Consulting Structural Engineers Engineer Project ID: 8736 Production Ave. STE A Project Descc San Diego Ca 92121 8585-5668855 I Steel Beam . N I Description: Men. FB-15 Between Lines 485-C & E CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksl Bending Axis: Major Axis Bending Unbraced Lengths - First Brace starts at 4.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 8.0 ft L(4.e) Sp.n2OOfl Vd1BQS Applied Loads Service loads entered. Load Factors will be applied fOr calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load: D=2.540, L=4.80k)4.0ft Point Load: 0 = 2.540. 1= 4.80k 0 12.0 ft Point Load: 0= 2.10i I = 2.270k a 15.0 ft DESIGN SUMMARY ItI•h Maximum Bending Stress Ratio = 6.616:1 Maximum Shear Stress Ratio = 0.144:1 Section used for this span W16x26 Section used for this span W16x26 Me: Applied 61.334k-ft Va : Applied 10.161 k Mn! Omega: Allowable 99.533k-ft Vn/Omega : Allowable 70.509 It Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 40+141 Load Combination ,041+H 12.000lt Location of maximum on span 0.000 ft Span #1 Span # where maximum occurs Span #1 0.292 in Ratio = 820>460. 0.000 Ratio = 0 <360.0 0,478;lin Ratio = 502 >=240. 0.000 in Ratio = 0 <240.0 Delta Engineering Project Title: Consulting Structural Engineers Engineer Project ID: 8736 Production Ave. STE A Pl'Oj8d DesO San Diego Ca 92121 85858855 Description: Meu. F13-1613etwéen Lines 4 & 5-C & E CODE REFERENCES Calculations per AISC 360-10, IBC 20* /SCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method.: Allowable Strength Design Fy : Steel Yield: 500 ksl Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 20,000.0 ksi Bending Axis: Major Axis Bending wisei Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqhtcalculated and added to loadlnq Load(s) for Span Number I :Point Load: D3.870, L=5.540kØ11.0ft Uniform Load: D0.410, L=O.80k/ft, Extent =O.0—>> 11.0 ft, TributwyWidth=1.0ft .UnlformLoad: D=0.3310, L=0.650k1ft, Extent= 1I.0_>>21.Oft, TributaryWidth=1.0ft DESIGNSUMMARY 11IIe1 Maximum Bending Stress Ratio = 0.827: 1 Maximum Shear Stress Ratio = 0.194: 1 Section used for this span W16x31 Section used for this span W16x31 Ma Applied 111.481 Wit Va:Applied 16.966k Mn! Omega: Allowable 134.731 k-ft 'In/omega: Allowable 87.450 k Load CombinatiOn 4091411 Load Combination 4041411 Location of maximum on span 10.98011 Location of maximum an span 0000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span/fl Maximum Deflection Max Downward Transient Deflection 0.465 in Ratio = 541 >=360. Max Upward Transient Deflection 0.000 in Ratio = 0 360.0 Max Downward Total Deflection 0.748 in Ratio = 337 >24o: Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Delta Engineering Consulting Structural Engineers 8736 Production Ave. STE A San Diego Ca 92121 8585-566.8855 Project Title: Engineer Project Descr Proiect ID: ecUsHMADZ-1WGUME-1ENERcA-1CARLsB-ZEC5 I Steel Beam H - ENERCALC. INC 1983-2016. Bth 16.10 31.Vec6.16.1031 Description: Me= FB-17 Between Lines4&5-C&E CODE 'REFERENCES Calculations per AlSC 360-10, IBC 2011 ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Dm41) 110.8) V V V Sn21.0ft W181 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.410, L = 0.80 kill, Tributary Width = 1.0 it DESIGN SUMMARY Lei Maximum Bending Stress Ratio = 0.618: 1 Maximum Shear Stress Ratio = ' ' 0.184 : 1 Section used for this span W16x26 Section used for this span W16x26 Ma: Applied 68.135k-ft Va : Applied 12.978 k Mn! Omega : Allowable 110.279k-ft VnlOmega : Allowable 70.509 k Load Combination 4044H Load Combination 404141 Location of maximum on span 10.500ft Location of maximum on span 0.000 ft Span #where maximum occurs Span #1 Span # where maximum occurs Span# I Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.403 in Ratio = 625 >=360. 0.000 in Ratio = 0 360.0 0.622 in Ratio = 405 >=240. 0.000 in Ratio = 0 <240.0 Delta Engineering Consulting SuralEngineers 8736 Production Ave STE A San Diego Ca 92121 8585-566-8855 Project Title: Engineer Project ID: PiojectDescc S I tee Beam'- - ENERCALC. INC. 13-06. B :6.16.1ft31. Ver6.lalo.31 Description: Me.FB-18 8etieen Unes4 & 5-C & E CODE$EFERENCES Calculations per AISC 360-10. IBC 2013,ASCE 7-10 Load Combination Set: ASIDE 7-10 Material PrOperties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Seam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Banding! Axis Major Axis Bending 010.41) U0.41 V V V Spin13.0ft w1e Applied Loads Service -loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading tjniforrnLoad: D=0.410, 1=0.40k/ft, Tributary Width= 1.011 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.160:1 Maximum Shear Stress Ratio = 0.077:1 Section used for this span W16x26 Section used for this span .W16x26 Ma: Applied 17.661 k-ft Va : Applied- 5.434 K. Mn Iomega: Allowable 110.279k-ft VnlOmega : Allowable 70.509 k Load Combination 404.-Ill Load Combination .DtH Location of maximum on span 6.500ft Location of maximum on span. - 0.000 ft Span #where maximum occurs sow #1 Span #where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio = 5,273 >=360. Max Upward Transient Deflection 0.000 In Ratio = 0<360.0 Max.Downward Total Deflection 0.062 In Ratio = 2523 >=240. MaxUpward Total Deflection 0.000 in Ratio = 0 <240.0 Ti Delta Engineering Consulting Structural Engineers 8736 Production Ave. STE A San Diego Ca 92121 8585-5664855 Steel Beam Description: Mezz.FB-19 Between Lines 4&5- One C CODE REFERENCES Calculations per AISC 360-10, IBC 2015; ASCE 7-10 Load Combination Set: ASCE 7-10 Project Title: Engineer: Prect Descr '1 RLSB-ZEC$ Ver6.16.1O.31 I IiI1 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksl Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at 5,0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 8.0 ft Applied Loads Service toads entered. Load Factors will be applied for calculations. - Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.20 Kilt, Tributary Width 1.0 ft Point Load: 0=6.10, L=10.20k5.0ft PointLoad: D=4.540, L=8.40k13.0ft PointLoad: 0=4.540, L=8.40k021.0ft Load for Span Number 2 Uniform Load: 0 = 0.20 k/ft, Tributary Width 1.0 ft Point Load: 0=4.540 L=8.40k6.0ft DESIGN SUMMARY Maxithum Bending Stress Ratio = 0.824:1 Maximum Shear Stress Ratio = 0.339 :1 Section used for this span W16x31 Section used for this span W1641 Ma : Applied 89.730 k-ft Va : Applied 29.615 k Mn! Omega: Allowable 108.893 k-ft VnlOmega : Allowable 87.450 k Load Combination 4}LsH, U. Comb Run (L*) Load Combination 40-ii.H, U. Comb Run (Li) Location of maximum on span 8.4640 Location of maximum on span 23.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.427 in Ratio = 648 '=360. Max Upward Transient Deflection -0.096 in Ratio= 1,758 >=360. Max Downward Total Deflection 0.718 in Ratio = 384 =240. Max Upward Total Deflection -0.125 in Ratio = 1345 >=240. -- I Delta Engineering Project Title: Consulting Structural Engineers En9ineer. Project ID: 8736 Production Ave. STE A Project DeSCC San Diego Ca 92121 g 8585-566-8855 ( el Beam e St ENERLc. INC, 19316,Bui6.16:1o21.v6.16 ,ILie, !Wi'KI11tt*iIL '•-' Description: Mom FB-20BeteenUnes6&i-C'&E CODE REFERENCES Calculations per AISC 360-10, IBC 201, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 500 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E ModulUs,: 29,000.0 kSl Bending Axis: Major Axis Bending O.41!LlQ4 'V V. • Applied Loads Service loads entered. Load 'Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load;: D = 0.410, L = 0.40 kfft, Tributary Width = 1.0 It DESIGN SUMMARY . '_____________ Maximum Bending Stress Ratio = 0,160:1 Maximum Shear Stress Ratio = ' 0.077::'f Section used 'for this span W16x26 Section used for tNs span 'W16x26 Ma : Applied 17.661 k-ft Va 'Applied 5.434 k Mn I Omega: Allowable 110.279k-ft VnlOmega : Allowable 7.509 k Load Combination -'OH Load Combination • +0t41 Location of maximum on span 6.500ft Location of maximum on span 0.000 ft. Span #where maximum occurs Span #1 Span # where maximum occurs Span #1' Maximum Deflection ' Max DownwardlTransient Deflection 0.030 in Ratio = 5;273>=360. Max Upward Transient Deflection 0.000 in Ratio = 0 c360.0 Max Downward Total 'Deflection 0.062 in Ratio = 2523 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 440.0 DIta Engineering Project Title: Consulting StnicluralEngineers Engineer Project ID: 8736 Production Ave. STE A Project Descr: San Diego Ca 92121 85855664855 Steel Beam j:UslMADZ-1tDOCUME-1ENERCA-flCPJ ENERCALC. INC. 1983-2016, 8u9d6.16.10.31. Vi II LW$I!UN(IM. Licensee: DELTA ENA Description: Me= FB-218etweenUnes6&7-C&E CODE REFERENCES Calculations per AISC 360-10, IBC 20(5 ASCE 7-10 Load Combination Set: ASCE 7-10 " Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus.: 29.000.0 ksi Bending Axis: Major Axis Bending DU.d1 LLO.I1 Span 2i.OII Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0,410, L = 0.80 kilt, Tributary Width = 1.0 ft DESIGN SUMMARY - -. Maximum Bending Stress Ratio--- 0.618:1 Maximum Shear Stress Ratio = 0.184: 1 Section used for this span W16x26 Section used for this span W16x26 Ma: Applied 68.135 k-ft Va : Applied 12.978 k Mn! Omega: Allowable 110.279k-ft VnlOmega : Allowable 70.509 k Load Combination 404L4H Load Combination Location of maximum on span 10.500ft Location of maximum on span 0.000 ft Span # where maximum occurs span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.403 in Ratio = 625 >=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.622 in Ratio = 405 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 -- Delta Engineering Project Title: Consulting Structural Engineers 'Engineer Proiect ID: 8736 Production Ave. STE A Project Descr San Diego Ca9212i 8585.5661855 S I . ACUSHMADZ-1DOCUME1tENERCA-1tARI.SB-2.EC6 ' tees earn ENERCALCJNC1983-2O16 8u11d6181031 Ver6151O31 -' Description: Me2LFB-22 Between Lines6&7-C&E ..• CODE REFERENCES Calculations perAISC 360-10, IBC 201 ASCE 7-10. Load Combination Set: ASCE 7-10 MatérialPropefties . . . Analysis Method: Allowable Strength Design Fy: Sled Yield.:. 5O0 ksi Beam Bracing Beam is Fully Braced against lateral-torsional buckling E Modulus 29,000.0 ksi Benng Axis: Major Axis Bending ----- W.411 Lag) . . V V V Span I2.Oft W12a14 Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loading UnifonnLoad: D=0.410, L=080loft, Tributary Width= 1.0lt . DESIGN SUMMARY Maximum Bending Stress Ratio = 0.507:1 Maximum Shear .S*ressRatio 0.172: 1 Section used for this span WI 2x14 Section used for this: span WI 2x14 Ma Applied 22.032 k-ft Va Applied 7.344 k Mn! Omega : Allowable 43.413 k-ft VnlOmega :Allowable . 42.754 k Load Combination 404.41 Load Combination . *0.eL.41 Location of maximum on span 6.000ft Location of maximum on span 0.000 ft Span U where maximum occurs Span# I Span U where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.146 in Ratio = 986>=360. Max Upward Transient Deflection 0.000 in Ratio = 0<360.0 Max Downward Total Deflection 0.223 in Ratio = 645 =240. Max Upward Total Deflection ..---..-. 0000 in Ratio = 0 <240.0 .--. .-.---- .......---"..---------.-------, .. .-. ------- n. Delta Engineering Consulting Structural Engineers 8736 Production Ave. STE A San Diego Ca 92121 8585-566.8855 Project Title: Engineer: Project Descc Project ID: -7' F=AHDZ-ltOOcUME-1rENERcA-1tCARLsB-2.EC6 Steel Beam ENERLC, M 1902016. Bud6:6.16.10.31, V6.16.10.31 "-' Description: CODE REFERENCES Calculations per AISC 360-10, IBC5., ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: • Beam is Fully Braced against lateral-torsional budding E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 014)413Th) 32t2 V V V SM-18DIt Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0 = 0.1280, L = 0.250 loft. Tributary Width = 1.0 ft Point Load: D=1.80, L=1.375k@4.50ft Point Load : 0=320, L2.60k@9.oft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.140: 1 Maximum Shear Stress Ratio - 0.123:11 Section used for this span WI 6x26 Section used for this span WI 6x26 Ma : Applied 15.458k-ft Va : Applied 8.669 k Mn I Omega: Allowable 110.279k-ft VnlOmega : Allowable 70.509 k Load Combination *O*L4H Load Combination Location of maximum on span 4.514ft Location of maximum on span 10.000 ft Span # where maximum occurs Span #1. Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = 7,854>=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.031 in Ratio = 3929 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Mezz. FB.23 Between Lines 6 & 7-C & E Regular spacing: of lateral supports on length of beam = 8.0 ft Delta Engineenng Project Title: Consulting Stlgnneers Engineer Pwied ID: 8736 Production Ave. STE A Project Descc San Diego Ca 92121 8585-5661855 '-' DesoiptiôrL: Mei FS-24 Between Lines 6 &7- C &.E CODE REFERENCES Calculations per AiSC360-10, IBC 20 ASCE7-10 Load Combination Set :ASCE 7-10 ' Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 500ksi Beam Bracing: Beam bracing is defined as a:set spacing overall spans E. Modulus: 29,000.0 ksi Bending Axis Major Axis Bending MOM Applied Loads: SeMce loads entered. Load Factors will be applied for calculations, Beam self weqht calculated and added to loading Load(s) for Span Number 1 Point Load: 0=2.10, L=2.270k4.0ft Point Load: 0 = 2.540, 1= 4.80k () 8.0 It Point Load: D= 2.540, L=4.80k 16.0 ft 'Uniform Load : D=0.20k!ft, Tributary Width =1.0ft DESIGN SUMMARY 1L,h1•h Maximum Bending Stress Ratio = 0.749: 1 Maximum Shear Stress Ratio Section used for this span WI 6x26 Section used for this span W16x26 Ma: Applied 68.312k-ft Vs :Applied 11.942 k Mn /Omega: Allowable 91.174k-ft Vn/Omega : Allowable 70.509 .k Load Combination Load Combination 4i#1 Location of maximum on span 8.,000ft Location of maximum on span 20.000 It Span # where maximum occurs Span #1 Span #where maximum occurs Span #1 Maximum Deflection Max: Downward Transient Deflection 0.283 in Ratio = 847 >=360. Max Upward TranslentDefledion 0.000 in Ratio= .0 <3600 Max Downward Total Deflection 0.544 in Ratio = 441 >240. Max Upward Total Deflection - 0.000 in Ratia= 0<240.0 10 Delta Engineering Consulting Structural Engineers 8736 Production Ave. STE A San Diego Ca 92121 8585-566-8855 I Steel Beam Description: MezzF8-25BetweenUnes6&7-C&E Project Title: fl Engineer: Project ID: Project Descc FAU INC. CODE REFERENCES Calculations per AISC 360-10, IBC 201 ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bradng: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending V Span = 21.0 ft wis,ai Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number I Point Load: D=5.970, L= 5.660ki 11.0 ft Uniform Load: 0=0.410, L=0.80k11t, Extent =0.0—>>11.Oft, Tributary Width =1.0ft Uniform Load: 0 = 0.3310, L = 0.650 kilt, Extent = 11.0 —> 210 It, Tributary Width = tO ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.9114:1 Maximum Shear Stress Ratio = 0,206 :1 Section used for this span WI 6x31 Section used for this span W1641 Me: Applied 123.089k-ft Va : Applied 18.023 k Mn! Omega: Allowable 134.731 k-ft VnlOmega : Allowable 87.450 k Load Combination 404L+H Load Combination Location of maximum on span 10.980ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.468 in Ratio = 537 Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.816 in Ratio = 309 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 - Delta Engifleenng Project Title: Consulting Structural Engineers Engineer Project ID: 8736 Production Ave. STE A ProjectI) escr- San Diego Ca 92121 8585.566-8855 Steel Desaiption: Mezz. FB-26 Behveen Lines 6 & 7- line C CODE REFERENCES Calculations per AlSC 360-10, IBC 2015.. ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29000.0 ksi Bending Axis: Major Axis Bending Unbraced Lenths First Brace starts at 8.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 8.0 ft VY1CLO wioa, = Applied Loads - - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number I Uniform Load: D=0.20Will, liibutaryWidth= 1.0 ft Point Lead: 0=4.60, L=8.40kl0.250ft Point Load: D=4.540, L = 8.40k 8.0 ft Load for Span Number 2 Uniform Load: 0=0.20 kilt, Tributary Width = 1.0 ft Point Load: 0=4.540, L=8.40k@2.0ft Point-Load: D=4.60, L 8.40k 10.0ff Point Load: 0=7.160, L= 10.220k 18.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0,771: 1 Maximum Shear Stress Ratio = - 0.329:1 Section used for this span W16x31 Section used for this span WI 6x31 Me: Applied 84.977k-ft Va Applied 28.768 k Mn / Omega : Allowable 110.277k-ft Vn/Omega : Allowable 87.450 k Load Combination 40s1'H, LL Comb Run ('I) load Combination +044+1, LL Comb Run (Li) Location of maximum on span 10,472ff Location of maximum on span 14.000 ft Span # where maximum occurs Span #2 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.360 in Ratio = 733 '=360. Max Upward Transient Deflection -0.086 in Ratio = 1,962 '=350. Max Downward Total Deflection 0.615 in Ratio = 429 '=240. Max Upward Total Deflection -0.109 in Ratio = 1542 >=240. 0lta Engineering Project Title: Consulting Structural Engineers Engineer: Proiect ID: 8736 Production Ave. STE A Project DSCC San Diego Ca 92121 8585666-8855 Steel Beam -. Foe -1DOCUME-1ENERA-ftCARLSB4Ec6 I ENERC. INC. 1983-16, Bullt&16.1O.31. Ve6.t6.10.31 ENGINEERING Lic. Licensee: DELTA Description: Mezz FB-27 Between Lines 7 & 8-B & C CODE REFERENCES Calculations per AISC 360-10, IBC 201S1 ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steal Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional bucking E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(0.41) UD.4) Span 19.0ft WIOQB Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0=0.410, L = 0.40 k/ft. Tributary Width= 1.0 tt DESIGN SUMMARY Maximum Bending Stress Ratio = 0.342:1 Maximum Shear Stress Ratio Section used for this span W16x26 Section used for this span W16x26 Me: Applied 37.725 k-ft Va Applied 7.942 k Mn! Omega: Allowable 110.279k-ft Vn!Omega : Allowable 70.509 k Load Combination 4044H Load Combination 4O4i44l Location of maximum on span 9.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.135 in Ratio = 1,639 >=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.282 in Ratio = 808 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <2400 Delta Engineering Project lille: Consulting Structural Engineers Engineer Project ID: 8736 Production Ave. STE A Pmject () San Diego Ca 92121 8585-5661855 [Steel Beam Fk=cHMADZ-ltDOCtJME-1'ENERCA-1CARL$B2EC6 - ENERCALC. hG 1983-2016, 6.110.31,Vec6161031 s'—' Description: Men FB-28 Between Lines 7 & 8-B & C CODE REFERENCES Calculations per AISC 360-10, IBC 2011 ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksl Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Spin 270ft wiftm Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=O.410, L=0.80k/ft, Tributary Width =1.Oft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.711: 1 Maximum Shear Stress Ratio = 0.179:1 Section used for this span W16x36 Section used for this span W16x36 Ma: Applied 113.542k-ft Va: Applied 16.821 k Mn! Omega: Allowable 159.681 k-ft VnlOmega : Allowable 93.810 k Load Combination 9044.41 Load Combination 404141 Location of maximum on span 13.500ft Location of maximum on span 0.000 ft Span!! where maximum occurs Span #1 Span U where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.738 in Ratio = 438>=360. Max Upward Transient Deflection 0.000 in Ratio = 0<360.0 Max Downward Total Deflection 1.152 in Ratio = 281 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 DIta Engineering Project Tulle: Consulting Structural Engineers Engineer: Project ID: 8736 Production Ave. STE A Project Descc San Diego Ca 92121 8585-5661855 File=cUsets%AHMADZ-1DOCUME-1V4ERCA-1LSB—ZECb i Steel Beam ricic*ic. iwc. ia.o16. Build:6.16.1O.31. Vet6.1610.31 '—" Description: Mezz. FS-29 Between Lines 7 &8- B & C CODE REFERENCES Calculations perAlSC 380-10. IBC 201* ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending - O.41l 140.at V V V V V Sn.17.OI W119 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.410, 1-4.800. Tributary Width 1.0ft DESIGN SUMMARY $1Mii.I Maximum Bending Stress Ratio = 0.720:1 Maximum Shear Stress Ratio = 0.182 :1 Section used for this span WI 2x19 Section used for this span W12x19 Ma : Applied 44398k-ft Va : Applied 10.447 k Mn / Omega: Allowable 61.627k-ft VnlOmega : Allowable 57.340 k Load Combination .D+L'H Load Combination 404.4H Location of maximum on span 8.500ft Location of maximum on span 0.000 It Span II where maximum occurs Span #1 Span #where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.400 in Ratio= 509>=360. Max Upward Transient Deflection 0.000 in Ratio = 0460.0 Max Downward Total Deflection 0.615 in Ratio = 331 '=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Delta Engineering Consulting Structural Engineers 8736 Production Ave STEA San Diego Ca9212i 85 SteeiBeam Ir1 kWLi1ii!!•t —' Descxiotion: MezzFB-3OeetweenLiries7&8-B&C Project Title: Engineer Project Descr. Protect ID: 1)Z-1tDOCUME-IIENERCA-I0R SB-i INC. 1983-2016. 8u .16i031. Ver.66.10.31 CODE REFERENCES Calculations per AIS6360-10, 11BC201 ,SCE 7-10 Load Combination Set: ASCE 7-10 Material Prq - Analysis Method:: Allowable Strength Design 'Fy : Steel Yield: 50.0 ksi Beam Bracing Beam bracing is defined as a set spacing overall spans E Modulus 290000 ksi Bending Aids: Major Axis Bending - Unbraced Lengths First Brace starts at 7.0 ft from Left-Most support Regular spacing of lateral supports on length of beam =2.0 ft Span ft vneas Applied Loads Service loads entere. Load Factors Will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0=0.20, L=0.8Dklft, Tributary Width =1.0ft Point Load: D=3.650, L 6.80k 7.0 ft DESIGN SUMMARY EflT.•k Maximum Bending Stress Ratio = 0666 1 Maximum Shear Stress Ratio = 0200 1 Section used for this span W16x26 Section used 'for this span W16x26 Ma Applied 73.426k-ft Va : Applied - 14086 k Mn! Omega : Allowable 110.279 k-fl VnlOtnega : Allowable 70.509'k Load Combination 40t4H Load Combination Location of maximum on span 6.99411 Location of maximum on span 0.000 -ft Span # where maximum occurs Span #1 Span #where maximum occurs Span #1 Maximum Deflection - Max Downward Transient Deflection 0.248 in Ratio 772 >360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.348 in Ratio = 552 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 eDelta Engineering Project Title: Consulting Structural Engineers En9ineer. Prolect ID: 8736 Production Ave. STE A Project Descr San Diego Ca 92121 8585-566.8855 '1 Mie Steel Beam - ENERCALc, INC 1983-16. Bi6.16.10.3I. Vo6.16,10.31 LLic. #: KW-060031 18 CODE REFERENCES Calculations per AISC 360-10, IBC 201,,ASCE 7-10 Load Combination Set: ASCE 7-10 Material :Propeffies Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 290000 ksi Bending Axis: Major Axis Bending wieo Applied Loads -- Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number I Uniform Load: D = 0.410, 1= 0.80 kIlt, Extent = 0.0 —>> 17.0 It, Tributary Width = 1.0 ft Uniform Load: 0=0.230, L=0.450k/ft. Extent =17.0_>>27.oft, Tributary Width =l.01t Point Load: D = 3840, 1=10.230k Øj 17.0 It Point Load D=I.80. L:1.375k21.50ft Point Load: D = 2.920, L = 2.740 k () 26.0 ft "—' DESIGN SUMMARY Maximum Bending Stress Ratio = 0.843:1 Maximum Shear Stress Ratio = 0.238: 1 Section used for this span W16x50 Section used for this span W16x50 Ma : Applied 193.542 k-ft Va : Applied 29.529 k Mn! Omega: Allowable 229.541 k-ft VnfOmega .: Allowable 123.880 k Load Combination '.041.4H Load CombinatiOn 40*1441 Location of maximum on span 16.971 ft Location of maximum on span 27.000 ft Span #where maximum occurs Span # I Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.824 in Ratio = 392 >=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 1.261 in Ratio = 257 '=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 - ELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 8736 Production Ave. San Diego CA 92121 Teic: (8S)566-8855 FMC (858)566-8955 Project 441< (47 q ByA Date Sht. No. ...Of Subject t, ZO1 Job No. ep i&, L C!)01) f16 A :;n ZZ A' ; 'L •;tL. f.rVl, T- i 'f cr-t i 1 64 Lf (.Q,og I pj6'tb eev7 Ulf e L4 it PA I W ez AA ItSt1 7o(l')e! 1/0 .DELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 8736 Production Ave. San Diego CA 92121 Tele: (8581566-8855 Fax: 858 566-8955 Project: 24i< Li '+ By DateSht. No. ... Of ~lp Subject V6 Job No. Delta Engineering Consulting Structural Engineers 8736 Production Ave. STE A San Diego Ca 92121 8585-566.8855 Steel Column Description: Column LIne 2 & Amet L.4'f Engineer: Project ID.- Project Descr Bulld6.166.7. Ver.6. i-ioir-22 ri Code References Calculations per RISC 360-10, IBC 2014,CBC 20(P Load Combinations Used: ASCE 7-10 General Information Steel Section Name: HSS8x8x1I2 Overall Column Height 29.0 ft Analysis Method: Allowable Strength TOP & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy : Steel Yield 46.0 ksi X-X (width) axis: E:Elastic Bending Modulus 29,000.0 lcsi Unbd Length for X.X Axis bucking =29 fl, K= 1.0 Y-Y (depth) axis: UnbracedLength k3rY-YAxis buckling = 29 ft. K= 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 1,416.65 lbs * Dead Load Factor AXIAL LOADS Axial Load at 29.0 ft, Xecc = 1.0 in, Yecc = 1.0 in, 0 = 62.0, LR = 36.0k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axiak8ending Stress Ratio = 0.8131:1 Maximum SERVICE Load Reactions.. Load Combination +D+Lr+H Top along X-X 0.2816k Location olmax.abovebase 28.805 ft Bottom along X-X 0.2816k Atmaxicujm location values are... Top along Y-Y 0.2816k Pa: Axial 99.417 k Bottom along Y-Y 0.2816k Pnl Omega: AiJowable 154.009 k Ivfo.x:Applied 8.112 k-ft Maximum SERVICE Load Deflections... Ma-xlomega:Nlowable 86.078 k-ft on -Y 0.2119 in at 16.93311 abovebase May: Applied 8.112 k-ft for load combination :+D+Lr+H Mn-yl Omega: Allowable 88.078 k-ft Along X-X 0.2119in at 16.93311 above base for load combination :+D+Lr+H PASS Maximum Shear Stress Ratio= 0.002774 :1 Load Combination +D+Lr+H Location of max.above base 0.0 It Atmaxinum location values are... Va:Applied 0.2816 1 VnlOmega:Allowable 101.519 1 '-'U 8.00in Loads are total entered value. Arrows do not reSent absolute direntlon. 8X" 1 1W Cella Engineering Project Title: Consulting Structural Engineers Engineer 8736 Production Ave. STE A Project Descc San Diego Ca 92121 8585-566-8855 Project ID: flUsHMADZ-1DOCUME-1ENERCA-lc9.- Steel Column - ENERCALC, INC. 191113-20116. 8uikl:8.la10.31.verelftlO.31 Description: Column Line 7 & B Code References Calculations per AISC 380-10. IBC 20 CBC 20tb1, ASCE 7-10 Load Combinations Used: ASCE 7.10 General Information Steel Section Name: HSS84418 Overall Column Height 29.0 it Analysis Method: Allowable Strength lop & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy : Steel Yield 46.0 ksl X-X (width) axis: E: Elastic Bending Modulus 29,000.0 Unbmced Length for X-X Axis budding = 29 ft K = 1.0 V-V (depth) axis: Unbraced Length for V-V Axis buckling= 29% K= 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 1,093.01 ibs' Dead Load Factor AXIAL LOADS... Axial Load at29.Oft. Xecc= 1.01n, Yecc= 1.0 in, 0=43.0, LR= 31.0k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial'Bending Stress Ratio 0.7733 :1 Maximum SERVICE Load Reactions.. Load Combination +D+Lr+H Top along X-X 0.2126k Location ofmax.abovebase .28.805 ft Bottom along X-X 0.2126k At maximum location values are... Top along V-V 0.2126k Pa: Axial 75.093 k Bottom along V-V .0.2126k Pni Omega: Allowable 122.722 k Ma-x: Applied - -6.125 k Maximum SERVICE Load Deflections Mn-x! Omega: Allowable Ma-1: Applied Mn-y I Omega: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are... Va: Applied Vn/ Omega: Allowable 67.485 k-ft -6.125 k-ft 87.485 k-ft 0.002651 : +D+Lr+H 0.0 ft 0.2126 k 80.208 k Along V-V -0.20 in at 16.9331t above base forbad combination :+D+Lr+H Along X-X -0.20 in at 16.933ft above base for load combination :+D+Lr+H Loads ace total entered value. Mows do not cetlect absolute direction. I PASS Maximum Shear Stress Ratio 0.002146 :1 Load Combination +D+Ij+H Location of maLabove base 0.0 ft At maximum location values are... Va:Applied 0.1207 ik Vni Omega: Allowable 56.229 it II I X . I1 '—Ii Loads are total entered value. Arrows do ttot reflect absolute direction. Delta Engineering Project Title: Consulting Structural Engineers Engineer Prolect ID: 8736 Production Ave. STE A Project Desa San Diego Ca 92121 8585-566-8855 Steel Column I '' Description: Column Una l&B code Calculations perAlSC 360-10, IBC 201e CBC 201k ASCE 7-10 Load Combinations Used: ASCE 7-10 _General information - Steel Section Name: HSS8x8x1I4 Overall Column Height 29.0 ft Analysis Method: Allowable Strength lop & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 46.0 list X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksl Unbtaced Length for X-XAxIs budding = 29 II, K= 1.0 V-V (depth) axis: Unbraced Length forY-Y Axis buckling = 29 ft. K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :748.78 lbs * Dead Load Factor AXIAL LOADS... Axial Load at29.0 ft. Xecc = 1.0 in, Yecc= 1.01n, 0=26.0, LR= 16.0k DESIGN SUMMARY Bending & Shear Check Results PASS Max. A,da48ending Stress Ratio = 0.6369 :1 Maximum SERVICE Load Reactions.. Load Combination +D+Lr+H Top along XX 0.1207k Location of max.above base 28.805 ft Bottom along X-X 0.1207k At maximum location values are... Top along YY 0.1207k Pa: Axial 42.749 ik Bottom along Y-Y 0.1207 k Pn I Omega: Allowable 86.048 k Maximum SERVICE Load Deflections... Ma.x : -3.477 !k-ft Mn-xlcmega:Aftowable 44.130 'k-ft Along V-V -0.1605 in at for load conthtnatlon :+D+Lr+H 16.933ft above base Ma-y: Applied -3.477 kft Mn-y IOmega: Allowable 44.130 k.fl Along X-X -0.1605 in at 16.933ft above base for load camblnation :+D+Lr+H 'Delta Engineering Project Title: (3 14 64 i' o,W 14 q Consulting Structural Engineers Engineer. Prolect ID: 8736 Production Ave. STE A Project Descr San Diego Ca 92121 8585-566-8855 General Footing File= cAUs=MMADZ-i%=ME-ifAERCA-ir.MUB-ZEC6 ENERCALC, INC. 1983.2018, 8uild:6.166.7, Ver616.6.7 J 118 Licensee: DELTA Description: Foundation @Unes2&B ot 77Vl) f607 (9 A 116 Code References Calculations per ACt 3187-I1, IBC 2011, CBC 20rf ASCE 2. ç Ic Load Combinations Used : ASCE 7-10 General Information a Material Properties Soil Design Values fc: Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf ty: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec : Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Sliding) = 300.0 pcI Concrete Density = 145.0 pcI Soil/Concrete Friction Coeff. = 0.40 p Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.50 ksf Mm Allow % Temp Reinf. = 0.00180 when fooling base is below = 1.0 ft Mm. Overturning Safety Factor = 1.50 :1 Mm. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes = 0.30 ksf when max. length or width is greater than Add Pedestal WI for Soil Pressure : No 2.0 ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis = 6.0 ft Footing Thickness = 18.0 in Pedestal dimensions... px: parallel to X-X Axis = 0.0 in pz: parallel to Z-Z Axis 0.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis - Number of Bars - 6 Reinforcing Bar Size # 6 Bars parallel to Z-Z Axis Number ofBars = 6 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACt 15.4.4.2) - Direction Requiring Closer Separation n/a f/Bars required within zone n/a tJe '- ' - # Bars required on each side ofzone na =44 Applied Loads 07 P: Column Load = 62.0 36.0 0.0 0.0 0.0 0.0 0.0k OS: Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x 0.0 0.0 0.0 0.0 0.0 0.0 0.0k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 It Delta Engineering Project Tide: Consulting Structural Engineers Engineer Piolect ID: 8736 Production Ave. STE A Project Descr San Diego Ca92121 8585-566-8855 Footing _LG. 7 rVv-uUul 10 Code References - Calculations per ACI 318-11, IBC 201S., CBC 20it. ASCE 7-10 Load Combinations Used: ASCE 7-10 General information Material Properties Soil Design Values ft : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Siding) = 300.0 pcf. Concrete Density, = 145.0 pcf Soil(Concre(e Friction Coeff. = 0.40 q Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Fooling base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.50 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 1.04 Mm. Overturning Safety Factor = 1.50:1 Min. Sliding Safety Factor 1.50:1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use fIg wt for stability, moments & shears : Yes when max. length or width is greater than 0.30 .ksf Add Pedestal Wtfor Soil Pressure : No = 20 it Use Pedestal wt for stability, mom & shear : No Dimensiois Width parallel to X-X Axis = 6.0 It Length parallel to Z-Z Axis = 6.0 It f Footing Thickness = 180 in 'I - Pedestal dimensions... ;)x: parallel to X-X Axis in pz: parallel toZ-ZAxis in Height - in Rebar Centerline to Edge of Concrete... at Bottom of fooling = 3.0 in Reinforcing T 11 flJ. 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone nla # Bars required on each side of zone n/a Applied Loads 0 Lr S W E H P: Column Load = 62.0 36.0 k OB : Overburden = ksf M-xx M-u = k-ft V-x = k VLZ •= k Bars parallel to X-X Axis - Number of Bars - 6.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Size = # 6 04 I3eIta Engineering Project Title: Consulting Structural Engineers Engineer: Project ID: 8736 Production Ave. STE A Project Descc g San Diego Ca 92121 8585-5668855 File =ctWAH sMADZ-1tDOCUME-1ENERCA-1tCARLS-aEC6 GeneralFooting ENERGALC, INC. 1963-2016, Rtñki6.1663,Vec6.16.63 I.T.A'i'E.I1Ii.xilaL Licensee: DELTA ENGINEERING Description: Foundation @ Lines 2 & B DESIGN SUMMARY Mm. Ratio Item Applied Capacity - - Governing Load Combination PASS 0.7443 Soil Bearing 2.940 ksf 3.950 ksf 404r41 about Z-Z axis PASS n/a Overturning. X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning -Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding- X-X 0.0 it 0.0 k No Sliding PASS n/a Sliding- Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5720 Z Flexure (+X) 16.50 k-ft 28.846 k-ft +1.20D+1.60Lr40.50L+1.60H PASS 0.5720 Z Flexure (-X) 16.50 k-ft 28.846 k-ft +1.20D+1.60Lr-.0.50L+1.60H PASS 0.5720 X Flexure (+Z) 16.50 k-ft 28.846 k-ft +1.20D+1.60Lj-.0.5L+1.50H PASS 0.5720 X Flexure (-Z) 16.50 k-ft 28.846 k-ft +1.20D+1.60Lr40.50L+1.60H PASS 0.3938 1-way Shear (+X) 36.667 psi 93.113 psi +1.200+1.60Lr40.50L+1.60H PASS 0.3938 1-way Shear (-X) 36.667 psi 93.113 psi +1.20D+1.60Lr.0.50L+1.60H PASS 0.3938 1-way Shear (+Z) 36.667 psi 93.113 psi +1.20D+1.6OLr.0.50L+1.60H PASS 0.3938 1-way Shear (-Z) 36.667 psi 93.113 psi +1.20D+1.60Lr+050L+1.60H PASS 0.7561 2-way Punching 140.80 psi 186.226 psI. +1.20D+1.60Lr.0.50L+1.60H Delta Engineering Project Title: Consulting Structural Engineers En9ineer 8736 Production Ave. STE A Project Descr , San Diego Ca 92121 8561855 Re cWMANIVIA12- General Footing ENERCALC INC, Description: Fcjndation@Unes1&B PmjectlD: ERcA-1cARSB-2.E' 6.16.10.31. Ve6I&10.31 Code References Calculations per ACt 318-I1, IBC 2015, CBC 201 ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values - fc: Concrete 28 day strength 3.0 ksi Allowable Soil - Rotiing 2.50 ksf No fy: Rebar Yield = 60.0 kSi Increase Bearing By Weight = Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 300.0 pci Concrete Density = 145.0 pct Soil/Concrete Fflotl0fl Coeff. 0.40 q, Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.50 ksf Min Allow % Temp Relnf. = 0.00180 who footing base isbelow = 1.0 ft Mm. Overturning Safety Factor = 1.50:1 Mm. Sliding Safety Factor 1.50: 1 increases based on fooling plan dimension Add Fig Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use Itg wt for stability, moments & shears : Yes when max. length or width is greaterthan 0.30 ksf Add Pedestal Wt for Soil Pressure : No 2.0 ft Use Pedestal wt for stability, mom & shear : No - Dimensions - Width parallel to X-X Axis = 4.0 ft Length parallel to ZLZ Axis = 4.0 ft Z Footing Thickness = 18.0 in Pedestal dimensions... px: parallel toXXAxis = in pz: parallel toZ-ZAxis : in Height in Rebar Centerline to Edge of Concrete... at Bottom offooling = 3.0 in Reinforcing Bars parallel to X-XAxis Number of Bats 4.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = 4 6 Bandwidth Distribution Check (ACl 154.4.2) ' Direction Requiring Closer Separation n!a # Bats required within zone nla # Bars required on each side of zone n/a Applied Loads 0 Lr _L S W E II — P: Column Load 26.0 16.0 k 08 Overburden =ksf M-xx = k-ft ... \—,- V-x k V-z = k Delta Engineering Project Title: Consulting Structural Engineers Engineer Prolect ID: 8736 Production Ave. STE A Project Descc San Diego Ca 92121 tat 8585-566-8855 C General ' Footing , ng ENERGALC. INC. 1983.2016, Bui&16.10.31,Ver&16; Lic. #. KW-060031 18 Cicensee: DELTA ENGINE", Description: Foundation @ iies I & B V DESIGN SUMMARY ' VV Mm. Ratio Item Applied Capacity Governing Load Combination V PASS 0.8487 Soil Bearing 2.843 ksf 3.350 ksf ..041r41 about Z-Z axis PASS n/a Overturning - X-X 0.0 kM 00 k-ft No Overturning PASS n/a Overturning- Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 K No Uplift PASS 0.2461 Z Flexure (+X) 7.10 k-ft 28.846 k-ft +1.20D+1.60Lr.O.50L+1.6OH PASS 0.2461 Z Flexure (-X) 7:10 k-ft 28.846 k-ft +1.20D+1.60Lr'O.50L+1.60H PASS 0.2461 X Flexure (+Z) 7:10 k-ft 28.846 k-ft +i.20D+1.60Lr40.50L+1.60H PASS 0.2461 X Flexure (-Z) 7.10 k-ft 28.846 k-ft +1.20D+1.601s4O.50L+1.60H PASS 0.1553 1-way Shear (+X) 14.463 psi 93.113 psi +1.20D+1.60Lr4O.50L+1.60H PASS 0.1553 1-way Shear (-X) 14.463 psi 93.113 psi +1.20D+1.60Lr40.50L+1.60H V PASS 0.1553 1-way Shear (+Z) 14.463 psi 93.113 psi +1.20D+1.60Lr40.50L+1.60H PASS 0.1553 1-way Shear (-2) 14.463 psi 93.113 psi +1.20D+1.6OLNO.50L+1.60H PASS 0.3084 2-way Punching 57.431 psi 186.226 psi +1.20D+1.60Lr4O.50L+1.60H Delta Engineering Project Title: Consulting Stnibtural Engineers En9ineer. Project ID: 8736 Production Ave. STE A Project Descc San Diego Ca 92121. 111-4 858661855 - - rue = Combined Footing - ENERc, INC 1m15,1a1O.31,Vi16.1O.31 t lit itYA'!f1It1DMll. Description : Footingat Line 4&6 Code References Calculations per ACI 318-I1, IBC 204 CRC 20b, ASCE 7-10 Load Combinations Used: ASCE 7-I17 General Information Material Properties AnalysislDeslgn Settings fc ::Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy : Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec: Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf (based on 'di) Concrete Density 145 pd Min Allow % Temp Rernl(based on thick) 0.0018 4) :Phi Values Flexure: 0.9. Mm. Overturning Safety Factor . 1.5:1 Shear: 0.85 Mm. Sliding Safety Factor 1.5:1 Soil inforation Allowable Soil Bea" 2.50. ksf Soil Bearing Increase Footing base depth below soil surface ft Increase Bearing By Footing Weight No Increases based on footing Depth.... Soil Passive Sliding Resistance 300.0 pcI Allowable pressure increase per foot 0.50 ksf (Uses enlrj(or'Fooiing base depth below soil surface' bortbrse) when base of footing is below 1.0 It Coefficient ofSoil/Concrete Friction 0.40 Increases based on footing Width.... Allowable pressure increase per foot 0.30 ksf when maximum length. .or width ls greater than - 2.0ff Maximum Allowed Bearing Pressure 4.0 ksf (.4 value of zero ilnpfes no HarP) Adjusted Allowable Soil Bearing 4.0 ksf (Allowable Soil &anng adjusted for footing weight and depth & width irrcreasesasspecifled.byuser.) Dimensions & Reinforcing Distance Left of Column #1 = Between Columns = 2.50ff 2.0ff Pedestal dimensions... Bars leftofCol*1 Count Sba# As As Provided Req'd Distance Right of Column #2 = 2.50ff Col #1 Col #2 Bottom Bars 6.0 6 2.640 1.361 in2 Total Footing Length = 7.0ff Sq. Dim. = 12 12 in Top Ears 6.0 6 2.640 1.361 inA2 Height = in BarsBtwnCols Footing Width = 7.0ff BOttDM BI5 6.0 6 2.640 1.361 iflA2 Footing Thickness = 18 in TOP Eats 6.0 6 2.640 1.361 in2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top 3 in Bottom Bars 60 6 2.640 1.361 in2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 6.0 6 2.640 1.361 in2 Applied Loads - Applied @ Left Column - 0 Lr L S W E H Axial Load Downward = 30.0 18.0 - k Moment (+CW) = k4t Shear (+X) = k Applied @ Right Column Axial Load Downward 33.0 18.0 k Moment (4CW) = k-ft Shear (+X) = It Overburden = 1 : 645 1 II: Delta Engineering Project hUe: Consulting Structural Engineers Engineer. Project ID: 8736 Production Ave. STE.A Project DeSCr San Diego Ca 92121 8565-566-8855 I Combined Footing He = ENERCALC. INC. 1983.2016. Bi 1610.31. Vw6.16.10.31 I Description at Line 4 & B DESIGN SUMMARY Factor of Safety Item Applied Capacity Governing Load Combination PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0k 29.463 k No Sliding PASS No Uplift Uplift 0.0k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.5726 Soil Bearing 2.290 list 4.0 ksf 4044J'4H PASS 0.1196 1-way Shear - Col #1 11.133 psi 93.113 psi +1.20D+1.60L.r4O.50L+1.60H PASS 0.1246 1-way Shear - Col #2 11.603 psi 93.113 psi +1.20D+1.60L4O.50L+1.60H PASS 0.1697 2-way Punching - Col #1 31.602 psi 186.226 psi +1.20D+1.60Ls0.50L+1.60H PASS 0.1691 2-way Punching - Ccl #2 31.491 psi 186.226 psi +1.20D+1.60Lr.0.50L+1.60H PASS No Bending Flexure -Left of Col #1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.2138 Flexure - Left of Col #1 - Bottom 37.157 k-ft 173.807 k-ft +1.20D+1 .60Lr40.501+1.60H PASS No Bending Flexure - Between Cols - lop 0.0 k-ft 0.0 k-ft N/A PASS 0.3034 Flexure - Between Cols - Bottom 52.741 k-ft 173.807 k-ft +1.20D+1.60Lr4501+1.60H PASS No Bending Flexure - Right of Cal #2 - Top 0.0k-ft 0.0 k-ft N/A PASS 0.2220 Flexure - Right of Col #2 - Bottom 38,578 k-ft 173.807 k-ft -s-1.200+1.6DLr-.0.50L+1.60H Soil _Bearing Eccentricity Actual Soil Bearing Stress Actual! Allow Load Combination... Total Bearing from Fill CL @ Left Edge @ Right Edge Allowable Ratio 73.66 k 0.041 ft 1.45 ksf 1.56 ksf 4.00 ksf 0.389 .O4L4I 73.66 k 0.041 ft 1.45 list 1.56 ksf 4.00 ksf 0.389. 4D4Lr#I 109.66 It 0.027 ft 2.19 list 2.29 list 4.00 list 0.573 . -D+S4l 73.66 k 0.041 ft 1.45 list 1.56 ksf 4.00 ksf 0,389 -.D40.750Lr90.750L'.H 100.66 li 0.030 ft 2.00 list 2.11 list 4.00 list 0.527 4040.750140.7505+H 73.66 k 0.041 It 1.45 list 1.56 list 4.00 list 0.389 4040.60W4H 73.66 li 0.041 It 1.45 list 1.56 list 4.00 list 0.389 4O070E.41 73.66 It 0.041 It 1.45 list 1.56 list 4.00 ksf 0.389 4O40.750Lr40.750L40.450W41 100.66 li 0.030 ft 2.00 list 2.11 list 4.00 ksf 0.527 e040,750L40.750S40.450W41 73.66 k 0.041 it 1.45 ksf 1.56 list 4.00 ksf 0.389 4040.750L40.750540.5250E#I 73.66 k 0.041 it 1.45 list 1.56 list 4.00 list 0,389 40.60D.0.60W40.60H 44.19 k 0.041 it 0.87 list 0.93 ksf 4.00 list 0.233 40.60D40.70E40.60H 44.19. k 0.041 ft 0.87 list 0.93 ksf 4.00 list 0.233 Delta Engineering Project lille: Consulting Structural Engineers .En9in,eer Project ID: 8736 Production Ave. STE A Project Descc San Diego Ca 92121 85856661855 p1aa'rfl.l.prp.t. Description: Foundation @ Lines 7&B Calculations per ACi318-11. IBC 2014 CBC 201k ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values - ?c: Concrete 28 day strength = 3.0 kei Allowable Soil Bearing. 2.50 ksf y: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) -= .300;0 pof Concrete Density = 145.0 pcf Soil/Concrete FnctionCceff. - 0.40 q Values Flexure = 0.90 Shear = 0.850. Increases based on footing Depth -. Analysis Settings Fooling base depth below soil surface = 1.50 ft Min Steel % Bendmng'Remnf. = Allow press. increase per foot of depth -. 0.50-ksf Min Allow % Temp Reinf. = 0.00180 when fooling -base is below 1.0 .ft Mm, Overtuming1Safety Factor = 1.50 :1 ... . . Mm. Sliding Safety Factor = 1.50:1 Increases based on tooting plan dimension Add Fig Wtfor Soil Pressure : Yes Allowable pressure increase per foot of depth. Use fig wt for stability, moments & Shears : Yes = when max length or width is greater than 030 ksf Add Pedestal Wt for Soil Pressure : No = 2.'0 It Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 5.0 ft . .. .. . . . Length parallel to Z.Z Axis = 5.0 ft . Footing Thickness = 18.0 in -'- II! .. I - Pedestal dimensions... px: parallel toXXAids in pz: parallel to ZZ Axis .: in Height in Rebar Centerilne to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing j...... . .... Ban (ACI 15.4.4.2) Direction Requiring Closer Separation n/a '5L41fl] H:c':LT"i 1 # Bars required within zone n/a U Bars required on each se of zone n/a Applied Loads P Column Load 43.0 31.0 k L E H OS: Overburden - ksf = - . ... ... - M-zz V = -. - k-ft = _-ft -x V-z Bars parallel to X-X,Axis - Number of Bars- 5.0 Reinforcing Bar Size = U 6 Bars parallel to Z-ZAxis Number of Bars -= 5.0 Reinforcing Bar Size U 6 Delta Engineering Consulting Structural Engineers 8736 Production Ave. STE A San Diego Ca 92121 858855 Project hUe: Engineer Project ID: Project Descr g3 FiIa LA}1MADZ-1lDOcUME-1lENERCA-1CARLSB-2.EC6 L eneral ootlng sai ENERCALC, INC. 1983-2016 BuiId6.16.1O.31,Vc6.16.10.3j 1.1 ''E0I6001311t: "—' Description: Foundation © Lines 7 & S Licensee ; DELTA ENGINEERING DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.8707 Soil Bearing 3L178 ksf 3.650 kst 40411+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft ' No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS 'n/a Sliding - X-X 0.0 k 0.0 k - No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4385 Z Flexure (+X) 12.650 k-ft 28.846 k-ft +1.20D+1.60Li0.50L+1.60H PASS 0.4385 Z Flexure (-X) 11650 k-ft 28.846 k-ft 11.20D1-1.60Lr40.50L+1.60H PASS 0.3676 X Flexure (+Z) 11650 k-ft 34.410 k-ft +1.20D+1.601i.0.50L+1.60H PASS 0.3676 X Flexure (-Z) 11650 k-ft 34.410 k-ft +1.20D+1.50ji.50L+15)H PASS 0.3019 1-way Shear (+X) 2&111 psi '93.113 psi -e-1.20D+1.60Lr.0.50L+1.60H PASS 0.3019 1-way Shear (-X) 28.111 psi 93.113 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.3019 1-way Shear (+Z) 211111 psi 93.113 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.3019 1-way Shear (-Z) 28.111 psi 93.113 psi -.-1.20D+1.6OLJ-40.50L+1.60H PASS 0.5609 2-way Punching 104.448 psi 186.226 psi +1.200+1.60Lr'0.50L+1.60H II ELTA ENGINEERING Project: CONSULTING STRUCTURAL ENGINEERS 8736 Pmduction Ave.By Date Sht. No. ... Of SanDie'o CA 92121 Tcle: 8966.8855 66-8955 Subject ly" Job NO. JM.frL- (,o,Jpsc,-oA) 2,&Ai ' WIDTH 8AM LtV(Th . 54PSt.- t..-c'0i2. L4.- Ioo PS& Mg.Rb (4 E1St1sC. OUr ... OF... P&AAS F 0.4 SkIe It% • . 0.4 x O'II >.1.Ox I.O'( 2X iço x' 33 T8's is rtei q ' . . At £00 )& F DO/t9. # kJt k d 3 VVA)6L4 Tf1a0(4 C1PACrry = . o.,I,O.i/.éO = 51 0.13 'at t o p r> 4v M 6ItJAri0Al 1 (iF L ± = 2.+.2 b 14L 4 e IL X 1 484x,c=" Puw, ?1 Fop- gift ft. 11 : MR OTI ob 0 ~f'7 Iry wos1. CASE. 0 0 0 0 G ®-.wwe ck 0 MEZZANINE FRAMING PLAN ITH 4 r 11-11 /\Q ELTA ENGINEERING CONSUL1NG STRUCTURAL ENGINEERS 8736 PRODUCTION AVE. SAN DIEGO 92121 ide: (858 5&6-8855 - Fax: (858) 5664955 Projects: BADlE LOT 4 By: A.Z. Date 10/2016 Sht. No. ... Of Subject 1 Job No. 2016-08 ROOF NGPLAN V I, J ELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 8736 PRODUCTION AVE. SAN DIEGO 92121 Tele: (858) 56-8855 Fax: (858) 566-8955 J_(QAt A4t.tk_ Projects: Badie Lot 4 017 By: AZ. Date 09/2016 Sbt. No. ... 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'1bZ* ----------- - ------ 0 .• I : 4- 4 4 4 *J/ p e','i 8FPftJ.4l f 91f 4 0 . • * I .. 14 0 - •* . . - -4 ..f -4. 4....- • - 4 Table 11.3.38 Dowel Bearing Strengths for Wood Structural Panels Dowel Bearing Specific' Strength, F,, in Wood Structural Gravity, pounds per square Panel G inch (psi) for D<_114" Plywood Structural 1, Marine 0.50 4650 Other Grades' 0.42 3350 Oriented Strand Board All Grades 0.50 4650 I. Use 0 = 0.42 when species of the plies is not known. When species o f the plies is known, specific gravity listed for the actual species and the corresponding dowel bearing strength may be used, or the weighted average may be used for mixed species. 11.3.4 Dowel Bearing Strength at an Angle to Grain Where a member in a connection is loaded at an angle to grain, the dowel bearing strength, Fo, for the member shall be determined as follows (see Appendix J): F- eli Fsin20~FcoS20 where: o = angle between the direction of load and the direction of grain (longitudinal axis of member) 11.3.5 Dowel Bearing Length 11.3.5.1. Dowel bearing length in the side member(s ) and main member, €, and €,, shall be determined based on the length of dowel bearing perpendicular to the a p p l i - cation of load. 11.3.5.2 For lag screws, wood screws, nails, spikes , and similar dowel-type fasteners, the dowel bear i n g length, € or em, shall not exceed the length of fastener penetration, p, into the wood member. Where p i n - cludes the length of a tapered tip, E, the dowel be a r i n g length, € or Cm, shall not exceed p - E/2. For lag screws, E is permitted to be taken from Appendix L, Table L2. For wood screws, nails, and spikes, E is permit- ted to be taken as 2D. Figure I1B Single Shear Connections 0 Figure lIC Double Shear Conneótions D t l-4-ts__es ii I 1L36 Dowel Bending Yield Strength 11.3.6.1 The reference lateral design values bolts, lag screws, wood screws, and nails are ba do'ive1 bending yield strengths, F,1,, provided in', ilAthrough lIT. I 11.3.6.2 Dowel bending yield strengths, Fb, the determination of reference lateral design yak shall be based on yield strength derived usi methods provided in ASTM F. 1.575 or the tensilc strength derived using the procedures of ASTM F 11.3.7 Dowel Diameter . I 11.3.7.1 Where used in Tables 11.3.1A or 11.3.1 the fastener diameter shall be taken as D for unthrea MI-body diameter fasteners and D, for reduced b diameter fasteners or threaded fasteners except as I vided in 11.3.7.2. 11.3.7.2 For threaded MI-body fasteners (seel pendix 14 D shall be permitted to be used in lieu of where the bearing length of the threads does not exCi ¼ of the full, bearing length in the member holdin g , threads. Alternatively, a more detailed analysis counting for the moment and bearing resistance of I threaded portion of the fastener shall be permitted ( Appendix 1). . AMERICAN WOOD COUNCIL -. table lIE BOLTS: Reference Lateral Design Values, Z, for Single F Shear (two member) Connections 34 I for sawn lumber or SCL to concrete j Thickness CL -J LL 0 CD 0 llw Il....Q o 110 e a0 a ulpø 4 Z1 4 Al. 4 Z As At, 4 Z t,,. t1 D in. in. in. lbs. lbs. lbs, lbs. lbs. lbs. lbs. lbs. lbs. lbs - 1/2 770 480 680 410 650 380 640 380 620 360 518 1070 66 970 580 930 530 920 520 890 470 1.1/2 3/4 1450 8 - 1330 660 1270 590 1260 560 1230 520 idO - 1 2410 1020 2250 770 2100 680 2060 650 1930 600 .14OL.43u Q_400 6339, Q 370 5/8 1160 1030 600 980 550 970 550 940 530 1-314 3/4 1530 Sao 1390 770 1330 680 1310 660 1270 600 60 718 1970 1120 1800 840 1730 740 1720 700 1680 640 - 1 2480 1 2290 890W 2210 790 2200 750 2150 700 an d 1/2 339 y9p__0_117q, 470750 75Q44 greater 518 1290 Boo 1230 670 ill8oj 610 1170 610 1120 570 2.1/2 3/4 1840 1 1630 850 'l40. 800 1520 780 1460 750 - 718 2290 1240 2050 1080 1940 1020 1920 1000 1860 920 8óö" 1/2 83o 590 790 540 770 510 760 500 750 490 3-1/2 & (I4'\ .129, 1860 119 j230 1770 i 98 1720 (900 1720 880 1680 70 830 > 'ir 2540 141 2410 119 1100 2290 1070 2200 1020 - 1 3310 167 2970 142 2800 1330 2770 1300 2660 1260 Thickness JP2 CL • E E a. bEE .0 .Ei • .9 a cm ••o 'lø o3/! . OX 0(l) 0 0 LU Co 0Z 711 Z 4 4 4 4 Z1 AL Z 4 t. t$ 0 in. in. in. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. - 1/2 590 340 590 340 550 310 540 290 530 290 5/8 860 420 850 410 810 350 800 330 780 320 1-1/2 3/4 1200 460 1190 450 1130 370 1120 360 1100 350 7/8 1580 500 1540 490 1360 -4-1 1330'-- 390' 1280 370 1 1800 540 1760 530 1560 440 1520 420 1460 410 - 1640 360 630 350 580 320 58J 310 5/8 910 490 900 480 840 400 830 380 810 370 1-314 3/4 1230 540 1220 530 1160 430 1140 420 1120 410 60 7/8 1630 580 1610 570 1540 470 1520 460 1490 430 - I 2&d6 6O and 206w &io 1820 i716 40) Wi6 1/2 730 410 730 400 700 360 690 340 680 340. greater 5/8' 1070 540 1060 530 980 480 I 960 470 940 460 2.1/2 3/4 1400 710 1380 700 1290 620 1270 600 1240 580 7/8 1790 830 1770 810 1660 680 1640 660 1600 610 1 2230 900' 2210 880 2080 730 2060700 2030 68d 1/2 730 470 730 470 700 430 690 410 690 400 5/8 1140 620 1140 610 1090 550 1080 530 1070 520 3-1/2 3/4 1650 780 1640 770 1540 680 1510 670 1470 660 7/8 2100 960 2070 950 1910 870 1880 850 1840 820 - - 1 25501190 25201180 2340 1020 2310 980 2260 950 Tabulated lateral design values. Z, for bolted connections shall be multiplied by all applicable adjustment factors (see Table 10.3.1). Tabulated lateral design values. Z. are for "full-body diameter" bolts (see Appendix Table LI) with boll bending yield strength, F,,; of 45,000 psi. Tabulated lateral design values, Z. are based on dowel bearing strength, F,. of 7,500 psi for concrete with minimum f,''2,500 psi. Six inch anchor embedment assumed. AMERICAN WOOD COUNCIL TEKLA in Delta Engineering Project Carlsbad Oaks wall anchorage Job Ref. Section Sheet noirev. I Consulting structural Engineers Caic. by I Date I Chkd by Date Appd by Date 8736 production Ave San Diego, Ca 92121 AZ I 11 13/2(p fril' ANCHOR BOLT DESIGN A L 4J t$W444 In accordance with AC131841 Tedds calculation version 2.0. 15 I Anchor bolt geometry Type of anchor bolt Diameter of anchor bolt Total number of bolts Total number of bolts in tension Number of threads per inch Effective cross-sectional area of anchor Embedded depth of each anchor bolt Foundation geometry Cast-in headed end bolt anchor d. = 0.625 in fltali =1 fliers = 1 ft = 11 Ase = it 14 x (d8 - 0.9743 in / n)2 = 0.226 in2 hat = Sin Member thickness ha = 7.25 in Dist center of baseplate to left edge foundation Xcel =24 in Dist center of baseplate to right edge foundation Xce2 =24 in IWO 11J '2 Dist center of baseplate to bat. edge foundation ycel = 48 in Dist center of baseplate to top edge foundation ya =20 in - - Material details Minimum yield strength of steel lya =36 ksi Nominal tensile strength of steel ft8 = 58 ksi Compressive strength of concrete fe = 4 ksi Concrete modification factor X = 1.00 Modification factor for cast-in anchor concrete failure Aa = 1.0 x X= 1.00 Strength reduction factors Tension of steel element 4t.s = 0.76 Shear of steel element Ov., = 0.65 Concrete tension 4uc = 0.75 Concrete shear 4vc= 0.75 Concrete tension for pullout 4e = 0.70 Concrete shear for pryout 4e = 0.70 Seismic requirements np3oP& 014 Seismic category D Attachment undergos ductile yielding - the attachment (not covered in this calculation) will undergo ductile yielding at a force level corresponding to anchor forces no greater than the calculated design strength of the anchors. Anchor strengths associated with concrete failure modes will be taken to be 0.75 times the calculated strength. Anchor forces Number of bolt rows in tension Niioei =1 Axial force in bolts for row I Ni = 4.50 kips Total axial force on bolt group NR = 4.50 kips Maximum axial force to single bolt Nniax.s = 4.50 kips Eccentricity of axial load (from bolt group centroid): e'p = 0.00 in Shear force applied to bolt group V = 0.00 kips ' TEKLA Delta Engineering Section Project Carlsbad Oaks wall anchorage Job Ref. Sheet noJrev. Consulting structural Engineers coic. W Data Chkd by Wd by Date 8736 production Ave Son Diego. Ca92121 AZ 111131201 Steel strength of anchor in tension (D.5.1) Nominal strength of anchor in tension N58 = Aa x fuia = 13.11 kips Steel strength of anchor in tension = ks x Nw = 9.83 kips PASS - Steel strength of anchor exceeds max tension in single bolt Check concrete breakout strength of anchor bolt in tension (0.5.2) e A A 1\ 4.5 kips -it 4• Plan on foundation Section A-A Concrete breakout - tension Coeff for basic breakout strength in tension Breakout strength for single anchor in tension Projected area for groups of anchors Projected area of a single anchor Min dist center of anchor to edge of concrete Mod factor for groups loaded eccentrically Modification factor for edge effects Itc 24 Nb = kc x 4 x x I psi) x hd x I in05 16.91 kips ANc = 225 in2 Ap =9 x h =.225 in2 capin =20 in 4IecN = min(1 1(1 + ((2 x e'N) /(3 x het))), 1) = 1.000 = 1.0 = 1.000 Modification factor for no cracking at service loads qICN = 1.000 Modification factor for cracked concrete WCPN = 1.000 Nominal concrete breakout strength Nab = At4c / ANco X t4edNX WcN X x No = 16.97 kips Concrete breakout strength Oct, = 0.75 X $t.c x Nct= 9.55 kips PASS- Breakout strength exceeds tension in bolts Pullout strength (0.5.3) Net bearing area of the head of anchor Ateg =1 in2 Mod factor for no cracking at service loads tjIC.P = 1.000 Pullout strength for single anchor Np =8 x A&q x 1'c = 32.00 kips Nominal pullout strength of single anchor Npn = WP x Np = 32.00 kips Pullout strength of single anchor 4Npn = 0.75 x $a x Npn = 16.80 kips PASS - Pullout strength of single anchor exceeds maximum axial force in single bolt Side face blowout strength (0.5.4) As her <= 15 x min(cat, Cii) the edge distance is considered to be far-from an edge and blowout strength need not be considered I I MA Microsoft CuñentDJte: 11117/2ö16 832AM Unitssystem: English 11 l iBentteyo Microsoft Current Date: 11/17/2016 8:32 AM Units system: English File name: C:UsersAhmad ZareiDesktopEngineering LiabraiyEngineering software dataEngineering software dataRam element DataCarlsbad Oaks Lot 4 Panels Faizad'tCarlsbad Oaks Lot 4 Panel 2.tup Design fiesults Tilt-Up Wall rcII j1i -.1I Global status Design code : ACI 318.05 Geometry. Total height : 34.00(R) Reveal size : 0.75 [in) Total length : 36.00 (RI Base support type : Continuous Wall bottom restraint : Pinned Materials: Material : C 4-60 Steel tension strength (Fy) : 60 (KipTin2J Concrete compressive strength (fc) : 4 [Kip1in2) Steel elasticity modulus (Es) : 29000 (Kipfin2J Concrete modulus of elasticity (E) : 3605 (Kipfin2) Concrete unit weight : 0.149818 (Kip/ft3] Number of stories: I Story Story height Wall thickness Efti [in] 1 29.00 7.25 Openings: Reference XCoordlnate YCoordinate Width Height Ifti (ft) (It] (It] Lowerleft 3.00 0.00 1200 14.00 Lower left 21.00 0.00 12.00 14.00 Lower right 5.00 21.00 8.00 2.00 Load conditions: ID Comb. Category Description DL No DL Dead Load RLL No LLR Roof Live Load FU. No U. Floor Live Load W No WIND Wind In Plane Wz No WIND Wind out of Plane Ex No EQ Seismic in Plane Ez No EQ Seismic Out of Plane Dl Yes 1.4DL D2 Yes 1.2DL+1.6R1.L+0.5FU. Pagel D3 Yes 1.2DL+0.5RLL+1.6FLL 04 Yes 1.2DL+1.6FLL+0.5W D5 Yes 1.2DL+I.6FLL-0.5W 06 Yes I .20L+1.6FLL+0.5Wz 07 Yes 1.2DL+1.6FLL-0.5Wz 08 Yes 1.2DL+0.5RLL+0.5FLL+W D9 Yes 1.2DL+0.5RL.L+0.5FLL-W 010 Yes 1.2DL+0.5RLL+0.5FLL+Wz DII Yes 1.2DL+0.5RLL+0.5FLL-Wz 012 Yes 1.338DL+RLL+Ex 013 Yes 1.3380L+RLL-Ex 014 Yes I.33801.RLL+Ez 015 Yes 1.3380L+RLL-Ez 016 Yes 0.9DL+W 017 Yes 0.9DL.W D18 Yes 0.9DL+Wz 019 Yes 0.90L-Wz 020 Yes 0.7618DL+Ex 021 Yes 0.76180L-Ex 022 Yes 0.76180L+Ez 023 Yes 0.76180L-Ez SI Yes DL $2 Yes DL+FLL S3 Yes DL+RLL $4 Yes DL+0.75RLL S5 Yes DL+0.75FLL $6 Yes DL+0.75RLL+0.75FLL S7 Yes DL+0.6W S8 Yes DL+0.6Wz S9 Yes DL+0.7Ex $10 Yes DL+0.7Ez S11 Yes DL+0.75RLL+0.75FLL+0.45W S12 Yes OL+0.75RLL+0.75FLL+0.45Wz S13 Yes DL+0.75RLL+0.525Ex S14 Yes OL+0.75RLL+0.525Ez S15 Yes 0.6DL+0.6W S16 Yes 0.6DL+0.6Wz S17 Yes 0.6DL+0.7Ex S18 Yes 0.6DL+0.7EZ Consider Self Weight: Load condition : DL Concentrated loads: Story Condition Direction Magnitude EccenthcIy Distance (Kip] (in) [It) 1 DL Vertical 4.60 8.00 7.00 1 RLL Vertical 3.32 8.00 7.00 1 DL Vertical 4.60 8.00 15.00 I RLL Vertical 3.32 8.00 15.00 I DL Vertical 4.60 8.00 23.00 I RLL Vertical 3.32 8.00 23.00 I DL Vertical 4.60 8.00 31.00 1 RLL Vertical 3.32 8.00 31.00 Distributed loads: Page2 Story Condition Direction Magnitude Eccentricity [Kiplft] [ft] I Ex Horizontal 0.57 0.00 Out-of-olane perssure loads: Story Condition Magnitude IKipJft21 I Wz 0.02 Out-of-dane seismic weight Load condition Coefficient Ez 0.28 TILT-UP WALLS DESIGN: Status - Insufficient shear strength (Segment 3) 0 I I I cc. cc cc cc II -- SI (ii), cm •:i, mn twj tin I S I S I I , I — i4e n S. I I I Geometry: Lv1 Page3 vL Segment X Coordinate V Coordinate Width Height [ft] (It Ift] (ft] I 000 -1.00 3.00 1.00 2 3.00 -1.00 12.00 1.00 3 15.00 -1.00 6.00 COO 4 21.00 -1.00 2.00 1.00 5 23.00 -1.00 8.00 1.00 6 31.00 -1.00 2.00 1.00 7 33.00 -1.00 3.00 1.00 8 000 0.00 3.00 14.00 9 15.00 0.00 6.00 14.00 10 33.00 0.00 3.00 14.00 11 0.00 14.00 3.00 7.00 12 3.00 14.00 12.00. 7.00 13 15.00 14.00 6.00 7.00 14 21.00 14.00 2.00 7.00 15 23.00 14.00 8.00 . 7.00 16 31.00 14.00 2.00 7.00 17 33.00 14.00 3.00 7.00 18 0.00 21.00 3.00 2.00 19 3.00 21.00 12.00 2.00 .20 15.00 21.00 6.00 2.00 21 21.00 21.00 2.00 2.00 22 31.00 21.00 2.00 2.00 23 33.00 21.00 3.00 .2.00 24 0.00 23.00 3.00 6.00 25 3.00 23.00 12.00 .6.00 26 15.00 23.00 6.00 6.00 27 21.00 23.00 2.00 6.00 28 23.00 2300 8.00 6.00 29 31.00 23.00 2.00 6.00 30 33.00 23.00 3.00 6.00 31 0.00 29.00 3.00 4.00 32 3.00 29.00 12.00 4.00 33 15.00 29.00 600 4.00 34 21.00 29.00 2.00 4.00 35 23.00 29.00 800 4.00 36 31.00 29.00 2.00 4.00 37 33.00 29.00 3.00 4.00 Vertical reInforcement Reinforcement layers 2 Segment Bars Spacing Ld [in] (in) 1 245 18.00 23.72 2 845 18.00 23.72 3 945 • 8.00 23.72 4 245 18.00 23.72 5 645 18.00 23.72 6 245 18.00 23.72 7 245 18.00 23.72 8 245 18.00 23.72 9 945 8.00 23.72 10 245 18.00 23.72 11 245 18.00 23.72 12 845 18.00 23.72 13 945 8.00 2372 14 245 1800 23.72 15 645, 18.00 23.72 Page4 16 245 18.00 23.72 17 245 18.00 23.72 18 245 18.00 23.72 19 845 18.00 23.72 20 945 8.00 23.72 21 245 18.00 23.72 22 245 18.00 23.72 23 245 18.00 23.72 24 245 18.00 23.72 25 845 18.00 23.72 26 945 8.00 23.72 27 245 18.00 23.72 28 645 18.00 23.72 29 245 18.00 23.72 30 245 18.00 23.72 31 245 18.00 23.72 32 845 18.00 23.72 33 945 8.00 23.72 34 245 18.00 23.72 35 645 18.00 23.72 36 245 18.00 23.72 37 245 18.00 23.72 Vertical reinforcement Segment Condition Pu PulAg 0.06*fc Ratio - [Kip) [Kip/1n21 [KiPlin2l I D13 (Max) 46.954 0.180 0.240 0.75 LI I 2 Dl (Top) 0.000 0.000 0.240: 0.00 1 I 3 012 (Max) 72.783 0.139 0.240: 0.58 1 4 Dl (Top) 0.000 0.000 0.240 0.00 ' I 5 Dl (Top) 0.000 0000 0.240 0.00 ' I 6 Dl (Top) 0.000 0.000 0.240 0.00 1 I 7 D12 (Max) 46.902 0.180 0.240 0.75 II I 8 013 (Max) 44.913 0.172 0.240 0.72 '' I 9 D12 (Max) 72.459 0.139 0.240 0.58 10 D12 (Max) 44.955 0.172 0.240 0.72 ' 1 11 013 (Max) 29.041 0.111 0.240 0.46 '1 I 12 D12 (Max) 20.583 0.020 0.240 0.08 " 13 D15 (Max) 48.101 0.092 0.240 0.38 • 1 14 013 (Max) 10.436 0.060 0.240 0.25 15 013 (Max) 3.043 0.004 0.240 0.02 16 012 (Max) 7.640 0.044 0.240 0.18 17 014 (Max) 22.574 0.086 0.240 0.36 I 18 D13 (Max) 12.458 0.048 0.240 0.20 " I 19 D12 (Max) 23.171 0.022 0.240 0.09 II I 20 014 (Max) 23.677 0.045 0.240 0.19 I" I 21 013 (Max) 14.699 0.084 0.240 0.35 22 012 (Max) 13.217 0.076 0.240 0.32 '' I 23 012 (Max) 13.908 0.053 0.240 24 D13 (Max) 8.639 0.033 0.240 0.14 " I 25 014 (Max) 21.320 0.020 0.240 0.09 1 I 26 014 (Max) 18.296 0.035 0.240 0.15 '' I 27 D14 (Max) 7.237 0.042 0.240 0.17 ' I 28 02 (Max) 9.601 0.014 0.240 0.06 I 29 012 (Max) 7.334 0.042 0.240 0.18 'I I 30 D12 (Max) 10.423 0.040 0.240 0.17 31 D12 (Max) 1.760 0.007 0.240 0.03 32 015 (Max) 3.809 0.004 0.240 0.02 ' 33 D12 (Max) 4.388 0.008 0.240 0.04 1 I Page5 34 012 (Max) -0.689 -0.004 0.240 0.02 ' Jir- 35 01 (Max) 1.284 0.002 0.240 0.01 36 020 (Max) 0.665 0.004 0.240 0.02 1 I 37 D13 (Max) 3.040 0.012 0.240 0.05 I Intermediate results for axial-bending Segment Condition Me a C d 4) Kb (in2] [in] tin] tin] [Kip] D18 (Max) 0.95 0.46 0.55 5.44 0.90 200408.40 2 010 (Top) 2.54 0.31 0.37 5.44 0.90 1099028.00 3 010 (Top) 3.71 0.91 1.07 5.44 0.90 387204.20 4 DIO (Top) 0.76 0.56 0.68 5.44 0.90 183171.40 5 DID (Top) 1.81 0.33 0.39 5.44 0.90 732685.60 6 D10 (Top) 0.60 0.44 0.52 5.44 0.90 183171.40 7 018 (Max) 0.95 0.47 0.55 5.44 0.90 199548.80 8 010 (Bottom) 1.08 0.53 . 0.62 5.44 0.90 215.40 9 010 (Bottom) 3.81 0.93 1.10 .5.44 0.90 464.32 10 DIO (Bottom) 1.09 0.53 0.63 5.44 0.90 212.71 II 014 (Bottom) 1.06 0.52 0.61 5.44 0.90 326.70 12 D14 (Top) 2.82 0.35 0.41 5.44 0.90 1306.81 13 D14 (Bottom) 3.78 0.97 1.14 5.44 0.80 653.41 14 014 (Top) 0.79 .0.58 0.68 5.44 0.90 217.80 15 014 (Max) 1.88 0.35 0.41 5.44 0.90 871.21 16 D14 (Top) 0.75 0.55 0.84 5.44 0.90 217.80 17 D14 (Bottom) 1.08 0.53 0.62 .5.44 0.90 326.70 18 D14 (Bottom) 0.81 0.40 0.46 5.44 0.80 326.70 19 D14 (Bottom) 2.82 0.35 0.41 5.44 0.90 1306.81 20 014.(Max) 3.18 0.78 0.92 5.44 0.90 653.41 21 014 (Bottom) 0.79 0.58 0.68 5.44 0.90 217.80 22 014 (Top) 0.77 0.57 0.67 5.44 0.90 217.80 23 014 (Max) 0.82 0.40 0.47 5.44 0.90 326.70 24 014 (Bottom) 0.76 0.37 0.44 5.44 0.90 326.70 25 D14 (Bottom) 2.84 0.35 0.41 5.44 0.90 1306.81 26 014 (Bottom) 3.13 0.77 0.90 5.44 0.90 653.41 27 014 (Bottom) 0.78 0.57 0.67 5.44 0.90 217.80 28 015 (Top) 2.04 0.38 0.44 5.44 0.90 871.21 29 D14 (Bottom) 0.77 0.57 0.87 5.44 0.90 217.80 30 D14 (Bottom) 0.80 0.39 0.46 5.44 0.90 326.70 31 D15 (Bottom) 0.65 0.32 0.37 5.44 0.90 17172.32 32 014 (Bottom) 2.54 0.31 0.37 5.44 0.90 68689.27 33 D15 (Bottom) 2.87 0.70 0.83 5.44 0.90 34344.64 34 D14 (Bottom) . 0.61 0.45 0.52 5.44 0.90 11448.21 35 014 (Bottom) 1.87 0.34 0.41 5.44 0.90 45792.85 36 D14 (Max) 0.62 0.46 0.54 5.44 0.90 11448.21 37 D15(Bottom) 0.67 0.33 0.38 5.44 0.90 17172.32 Inertias Segment Condition ig icr Is tIM) [in4] [,n41 1 018 (Max) 1143.23 184.25 833.88 2 010 (Top) 4572.94 527.85 4572.94 3 DIO (lop) 2286.47 599.00 1611.11 4 D10 (Top) 762.16 142.20 762.16 5 010 (Top) 3048.62 372.95 3048.62 6 010 (Top) 762.16 118.38 762.16 7 018 (Max) 1143.23 184.95 830.30 8 010 (Bottom) 1143.23 204.05 753.76 9 010 (Bottom) 2286.47 608.98 1624.80 Page6 10 DID (Bottom) 1143.23 205.86 744.34 11 014 (Bottom) 1143.23 200.63 1143.23 12 014 (Top) 4572.94 578.06 4572.94 13 014 (Bottom) 2286.47 597.50 2286.47 14 D14 (Top) 762.16 145.90 762.16 15 014 (Max) 3048.62 385.14 3048.62 16 014 (Top) 762.16 139.90 762.16 17 014 (Bottom) 1143.23 203.88 1143.23 18 D14 (Bottom) 1143.23 161.58 1143.23 19 D14 (Bottom) 4572.94 578.06 4572.94 20 014 (Max) 2285.47 541.79 2286.47 21 014 (Bottom) 762.16 145.94 762.16 22 D14 (Top) 762.16 14334 762.16 23 D14 (Max) 1143.23 164.38 1143.23 24 014 (Bottom) 1143.23 154.54 1143.23 25 014 (Bottom) 4572.94 581.24 457294 26 014 (Bottom) 2286.47 535.93 2286.47 27 D14 (Bottom) 762.16 144.32 762.16 28 015 (Top) 3048.62 412.42 3048.62 29 014 (Bottom) 762.16 143.34 762.16 30 014 (Bottom) 1143.23 160.63 1143.23 31 015 (Bottom) 1143.23 134.29 1143.23 32 014 (Bottom) 4572.94 527.31 4572.94 33 015 (Bottom) 2288.47 504.64 2286.47 34 D14 (Bottom) 762.16 118.82 762.16 35 D14.(Bottom) 3048.62 383.73 3048.62 36 014 (Max) 762.16 121.41 762.16 37 D15 (Bottom) 1143.23 137.73 114323 Combined axial flexure Segment Condition Pu Mua Mu 4)Mn Mu14)*Mn [Kip) (KipftJ [Kip-ft) [Kipftj 1 018 (Max) 19.63 14.19 14.20 20.19 0.70 2 010 (Top) 3.60 3.81 3.81 65.33 0.06 ' I 3 010 (Top) 55.36 29.58 29.57 75.23 0.39 SEE--' 4 010 (Top) 8.50 3.01 3.01 16.86 0.18 5 010 (Top) .2.90 -0.68 0.68 47.00 0.01 6 010 (Top) -1.01 1.43 1.43 15.00 0.10 U I 7 D18 (Max) 19.90 14.22 14.22 20.24 0.70 1 8 010 (Bottom) 27.50 14.90 17,96 21.75 0.83 t _H1r I 9 DID (Bottom) 61.30 29.47 35.77 76.36 0.47 ' I 10 010 (Bottom) 28.24 15.00 18.22 21.90 0.83 11 014 (Bottom) 28.11 -11.14 -12.47 21.47 0.58 ' I 12 D14 (Top) 20.63 -19.29 -19.71 88.85 0.29 '1 1 13 014 (Bottom) 59.51 -21.64 -24.63 76.02 0.32 ' 14 014 (Top) 10.07 -6.13 -6.54 17.17 0.38 •-HER--j 15 014 (Max) 1.27 -7.88 -7.89 47.86 0.16 '' 1 16 014 (Top) 7.53 -5.04 -5.28 16.67 0.32 'I I 17 014 (Bottom) 27.35 -10.46 -11.78 21.72 0.54 18 014 (Bottom) 11.18 -5.07 -5.32 18.46 0.29 --- I 19 014 (Bottom) 20.63 -19.29 -19.71 68.85 0.29 20 014 (Max) 23.68 -11.87 -12.47 69.20 0.18 '' I 21 014 (Bottom) 10.09 .6.14 .6.55 17.17 0.38 I 22 014 (Top) 8.98 -600 -6.35 16.95 0.37 ' I 23 D14 (Max) 12.19 -7.02 -7.39 18.67 0.40 I I 24 D14 (Bottom) 8.66 -4.50 -4.66 17.94 .0.26 '' I 25 014 (Bottom) 21.73 -18.13 -18.54 69.08 0.27 ' 26 D14 (Bottom) 20.64 -10.95 -11.43 .68.62 0.17 "' I 27 014 (Bottom) 9.40 -5.95 -6.31 17.03 0.37 ' I Page7 28 D15 (Top) 10.80 -7.32 -7.44 49.81 0.15 '' I 29 014 (Bottom) 8.98 -6.00 -6.35 16.95 0.37 30 D14 (Bottom) 1083 -6.41 -6.70 18.38 0.36 ' 31 015 (Bottom) 1.68 -1.52 -1.52 16.49 0.09 " I 32 014 (Bottom) 3.42 2.60 2.60 65.30 0.04 ' I 33 015 (Bottom) 4.99 -2.60 -2.60 65.63 0.04 34 014 (Bottom) -0.85 2.06 2.06 15.03 0.14 11 I 35 014 (Bottom) 0.79 2.18 2.18 47.76 '0.05 ' I 36 D14 (Max) 0.14 0.97 097 1523 0.06 " 37 015 (Bottom) 2.84 -1.66 -1.66 16.73 0.10 ' I Cracking moment Segment Condition Pu Men Mcr Mn Mcr/$Mn (Kip) (Kip*ftj [Kipft] (KipftJ 1 020 (Top) -4.53 0.73 12.47 15.21 0.82 2 020 (Top) -2.94 0.21 49.87 63.98 0.78 1 1 3 021 (Top) 31.14 1.76 24.93 70.62 0.35 ' 4 D21 (Top) -13.50 0.17 8.31 12.51 0.66 5 012 (Top) -11.36 -0.10 33.24 45.26 0.73 '- 6 D12 (Top) -7.63 0.22 8.31 13.69 0.61 1- 7 021 (Top) -3.20 0.80 12.47 15.49 0.80 8 020 (Bottom) '1.49 0.82 12.47 16.46 0.76 1 9 021 (Top) 28.89 -1.39 24.93 70.19 0.36 10 D21 (Bottom) 295 0.89 12.47 16.76 0.74 '' I 11 020 (Top) 1.20 -0.48 12.47 16.40 0.76 12 021 (Bottom) 1.89 -0.21 49.87 64.98 0.77 '' I 13 D20 (Top) 11.74 -1.29 24.93 66.92 0.37 14 D20 (Bottom) -6.08 -0.13 8.31 14.01 0.59 ' 15 012 (Bottom) -3.37 0.11 33.24 4690 0.71 I 16 021 (Bottom) .4.50 -0.11 8.31 14.32 0.58 I 17 021 (Top) 1.70 -0.76 12.47 16.50 0.76 '' I 18 020 (Max) 0.83 -0.51 12.47 16.32 0.76 ' I 19 021 (Bottom) 7.72 -1.98 49.87 66.19 0.75 ' 20 021 (Top) 9.29 -1.45 2493 66.46 0.38 21 020 (Bottom) 1.01 -0.64 8.31 15.40 0.54 22 D21 (Max) 1.84 -0.74 8.31 15.56 0.53 11 I 23 021 (Bottom) 1.70 -0.76 12.47 16.50 0.76 1- 1 24 D20 (Max) 0.74 -0.53 12.47 16.30 0.76 1- 1 25 021 (Top) 8.13 -3.47 49.87 66.27 0.75 ' I 26 021 (Top) 4.91 -1.11 24.93 65.62 0.38 1- I 27 020 (Max) 1.32 -0.57 8.31 15.46 0.54 28 021 (Bottom) 1.22 -0.46 33.24 47.84 0.69 I 29 021 (Max) 1.33 -0.56 8.81 15.46 0.54 30 020 (Top) 1.88 -0.39 12.47 16.54 0.75 31 02 (Top) -0.02 0.01 12.47 16.14 0.77 32 D21 (Top) 0.76 -0.02 49.87 64.75 0.77 '1 I 33 021 (Top) 0.48 0.02 24.93 64.76 0.38 34 012 (Bottom) -1.30 1.57 8.31 14.95 0.56 '' I 35 021 (Bottom) 0.26 0.18 33.24 4765 0.70 1 I 36 D13 (Max) -0.30 0.74 8.31 15.14 0.55 37 020 (Top) 0.04 0.00 12.47 16.16 0.77 '' 1 Interaction diagrams, P vs. M: Page8 G Not vs U (Sser.t iG) P vs.(fe.t) Page9 - - ---: - - $ -:i:; • --- X44 ..1. m ... -1+-- • +•• 4 4 4:.. .n-* ..4..... . *L4 -+ Tr E :: -'*4 44 ±±±± E: :vt. 37i.rr4 ii ia :r 2Xr j1tL tr .e. - 'O C C Axial compression Segment Condition Pu 4iPn PuI4)Pn KipJ [Kip) 1 013 (Top) 54.36 411.52 0.13 2 013 (Top) 9.28 1646.08 0.01 I I 3 D12 (Bottom) 72.78 817.56 0.09 4 D12 (Top) 28.50 273.62 0.10 "r- 5 D21 (Top) 6.23 1096.66 0.01 [ I 6 021 (Top) 5.84 273.62 0.02 I- 7 D12 (Top) 54.04 411.52 0.13 1 0.11 H : 8 D13 (Bottom) 46.95 411.52 9 012 (Bottom) 72.78 817.56 0.09 " 10 D12 (Bottom) 46.90 411.52 0.11 IT I 11 013 (Bottom) 37.24 411.52 0.09 " I 12 D12 (Top) 22.78 1646.08 0.01 13 012 (Bottom) 60.66 817.56 0.07 ' 14 013 (Bottom) 15.53 273.62 0.06 U I 15 D13 (Top) 3.27 1096.66 0.00 L I 16 012 (Bottom) 10.59 273.62 0.04 1 I 17 D12 (Bottom) 37.11 411.52 0.09 18 D13 (Bottom) 15.69 411.52 0.04 ' 19 D12 (Top) 23.47 1646.08 0.01 I I 20 013 (Bottom) 24.28 817.56 0.03 21 013 (Max) 14.70 273.62 0.05 - 22 012 (Max) 13.22 273.62 0.05 23 012 (Bottom) 18.89 411.52 0.05 ' I 24 D13 (Bottom) 12.22 411.52 0.03 25 D12 (Bottom) 23.47 1646.08 0.01 1 26 D12 (Bottom) 21.17 817.56 0.03 1 27 D13 (Bottom) 12.00 273.62 0.04 U I 28 02 (Top) 11.60 1096.66 0.01 29 012 (Bottom) 10.89 273.62 0.04 30 012 (Bottom) 13.53 411.52 0.03 U I 31 012 (Max) 1.76 411.52 0.00 ' I 32 D12 (Bottom) 3.86 1646.08 0.00 1 I 33 012 (Bottom) 5.09 817.56 0.01 1 - 34 021 (Max) 0.49 273.62 0.00 F I 35 36 37 Dl (Max) 020 (Bottom) 013 (Bottom) 118 0.82 324 1096.66 273.62 411.52 0.00 ' 0.00 0.01 ' I Axial tension Segment Condition Pu 4)*Pn PuIPPn [Kip] (Kip) 1 020 (Top) 4.53 66.96 0.07 IEI 2 020 (Top) 2.94 267.84 0.01 ' 1 3 Dl (Top) 0.00 301.32 0.00 1 4 D21 (Top) 13.50 66.96 0.20 5 D12 (Top) 11.36 200.88 0.06 IU TI 6 D12 (Top) 7.63 66.96 0.11 I 7 D21 (Top) 3.20 66.96 0.05 ' 8 Dl (Top) 0.00 66.98 0.00 I I 9 Dl (Top) 0.00 301.32 0.00 F TI 10 Dl (Top) 0.00 68.96 0.00 ' 11 Dl (Top) 0.00 66.96 0.00 ' 12 Dl (Top) 0.00 287.84 0.00 1 TI 13 Dl (Top) 0.00 301.32 0.00 1 I 14 D20 (Bottom) 6.08 66.96 0.09 ' 15 D12 (Bottom) 3.37 200.88 0.02 16 D21 (Bottom) 4.50 66.96 0.07 H I 17 Dl (Top) 0.00 66.96 0.00 I 18 Dl (Top) 0.00 66.96 0.00 TI 19 Dl (Top) 0.00 267.84 0.00 ' -I 20 Dl (Top) 0.00 301.32 0.00 1 TI 21 Dl (Top) 0.00 66.96 0.00 F TI 22 Dl (Top) 0.00 68.96 0.00 F i 23 Dl (Top) 0.00 66.96 0.00 TI 24 Dl (Top) 0.00 66.96 0.00 F I 25 Dl (Top) 0.00 267.84 0.00 26 Dl (rap) 0.00 301.32 0.00 I -1 27 Dl (Top) 0.00 66.96 0.00 F TI 28 Dl (Top) 0.00 200.88 0.00 ' TI 29 Dl (Top) 0.00 66.96 0.00 ' 30 Dl (Top) 0.00 66.96 0.00 31 D2 (Top) 0.02 66.96 0.00 ' I 32 Dl (Top) 0.00 267.84 0.00 33 Dl (Top) 0.00 301.32 0.00 F -J 34 D12 (Bottom) 1.30 66.96 0.02 ' I 35 Dl (Top) 0.00 200.88 0.00 ' TI 36 D13 (Max) 0.30 66.96 0.00 37 Dl (Top) 0.00 66.96 0.00 ' TI Shear Segment Condition Vu $Vn VuI4)Vn [Kip) (Kip) 1 DIO (Top) 12.532 18.570 0.67 2 DIO (Top) 4.918 74.282 0.07 fl 3 010 (Top) . 49.536 37.141 1.33 4 010 (Top) 6.642 12.380 0.54 '' I 5 010 (Top) 1.132 49.521 0.02 L T] 6 DIO (Top) 1.240 12.380 0.10 'I 7 D10 (Top) 12.595 18.570 0.68 PagelO 8 010 (Bottom) 3.020 18.570 0.16 I 9 DID (Bottom) 5.565 37.141 0.15 4 1 10 DID (Bottom) 3.004 18.570 0.16 I 11 014 (Bottom) 1.423 18.570 0.08 " I. 12 014 (Bottom) 4.617 74.282 0.06 1 I 13 014 (Bottom) 2.403 37.141 0.06 I' I 14 015 (Top) 0.820 12.380 0.07 ° I 15 014 (Bottom) 2.808 49.521 0.06 I 16 014 (Top) 0.781 12.380 0.06 ' 17 D14 (Bottom) 1.414 18.570 0.08 11 I 18 D15 (Max) 0.402 18.570 0.02 ' 1 19 015 (Top) 1.622 74.282 0.02 ' I 20 D15 (Top) 1.019 37.141 0.03 ' I 21 D14 (Max) 1.839 12.380 0.15 I 22 014 (Max) 1.890 12.380 0.15 M I 23 015 (Max) 0.490 18.570 0.03 24 D14 (Top) 0.963 18.570 0.05 25 015 (Top) 4.066 74.282 0.05 26 014 (Top) 3.409 37.141 0.09 I I 27 015 (Top) 2.446 12.380 0.20 28 014 (Max) 2.362 49.521 0.05 I 29 D14 (Bottom) 1.829 12.380 0.15 I 30 014 (Top) 1.160 18.570 0.06 31 015 (Max) 0.493 18.570 0.03 I I 32 014 (Bottom) 1.545 74.282 0.02 I I 33 D15 (Bottom) 1.912 37.141 0.05 EZZ-771 34 D14 (Bottom) 1.578 12.380 0.13 117= 35 014 (Max) 1.141 49.521 0.02 ' 36 014 (Max) 0.480 12.380 0.04 ' 1 37 D15 (Bottom) 0.683 18.570 0.04 ' I t3' Deflection Segment Condition A (in] Amex (in] AlAmax 1 SID (Max) 0.000 0.080 0.01 ' 2 SID (Top) 0.000 0.080 0.00 ' 3 SID (Top) 0.000 0.080 0.01 I I 4 S8 (Top) 0.000 0.080 0.00 I 5 S8 (Top) 0.000 0.080 0.00 1 I 6 S8 (Top) 0.000 0.080 0.00 ' I 7 Si 0 (Max) 0.000 0.080 0.01 I I 8 SID (Bottom) 0.375 2.320 0.16 'I I 9 SID (Bottom) 0.367 2.320 0.16 '•' I 10 SID (Bottom) 0.369 2.320 0.16 ' 1 11 $10 (Bottom) -0.288 2.320 0.12 II 12 $10 (Top) -0.115 2.320 0.05 • 13 SID (Bottom) -0.280 2.320 0.12 1 14 SID (Top) -0.222 2.320 0.10 ' 15 SIO (Max) -0.071 2.320 0.03 1 1 16 SID (Top) -0.181 2.320 0.08 1 I 17 Si (Bottom) -0.270 2.320 0.12 1 I 18. $10 (Bottom) -0.123 2.320 0.05 1 is SID (Bottom) -0.115 2.320 0.05 ' 20 $10 (Bottom) -0.142 2.320 0.06 21 SID (Bottom) -0.223 2.320 0.10 " 22 SID (Max) -0.217 2.320 0.09 I 23 SID (Max) -0.167 2.320 0.07 " .Pagell Status OK ¶1 24 S 1 (Bottom) -0.106 2.320 0.05 I I 25 SIO (Bottom) -0.105 2.320 0.05 ' 26 SIO (Bottom) -0.128 2.320 0.06 ' 27 Sb (Bottom) -0.208 2.320 0.09 LI I 28 S3 (Top) -0.065 2.320 0.03 I I 29 S10 (Bottom) -0.210 2.320 0.09 " I 30 S10 (Bottom) -0.150 2.320 0.06 " 31 53 (Bottom) 0.000 0.320 0.00 ' 32 SIO (Bottom) 0.000 0.320 0.00 I I 33 53 (Bottom) 0.000 0.320 0.00 1 I 34 S14 (Bottom) 0.001 0.320 0.00 1 I 35 SIO (Bottom) 0.000 0.320 0.00 1 I 36 S14 (Max) 0.001 0.320 0.00 I I 37 S3 (Bottom) -0.001 0.320 0.00 ' SHEAR WALL DESIGN: - I ' Geometry: Segment X Coordinate V Coordinate Width Height Classification LIII itt) itt) IN 1 0.00 0.00 3.00 14.00 Pier 2 15.00 0.00 600 14.00 Shear wall 3 33.00 0.00 3.00 14.00 Pier 4 0.00 14.00 36.00 7.00 Shear wall 5 0.00 21.00 23.00 2.00 Shear wall 6 31.00 21.00 5.00 2.00 Shear wall 7 0.00 23.00 36.00 6.00 Shear wall Page12 24 Sb 0 (Bottom) -0.106 2.320 0.05 25 $10 (Bottom) -0.105 2.320 0.05 I -I 26 SIO (Bottom) -0.128 2.320 0.06 IF 1 27 SIO (Bottom) -0.208 2.320 0.09 LF I 28 S3 (Top) -0.065 2.320 0.03 ' 29 SIO (Bottom) -0.210 2.320 0.09 30 $10 (Bottom) -0.150 2.320 0.06 31 S3 (Bottom) 0.000 0.320 0.00 32 S10 (Bottom) 0.000 0.320 0.00 ' I 33 S3 (Bottom) 0.000 0.320 0.00 ' I 34 S14 (Bottom) 0.001 0.320 0.00 ' 35 SIO (Bottom) . 0.000 0.320 0.00 1 I 36 S14 (Max) 0.001 0.320 0.00 1 I 37 $3 (Bottom) -0.001 0.320 0.00 SHEAR WALL DESIGN: Status : OK I I I I I I I I I I I I I4 r.v. ci) :::::::::::::::::::i::.&-13i: (4 T - - - - =---------- I I I I Geometry. Segment X Coordinate (It) Y Coordinate (It) Width [It] Height [It) Classification 1 0.00 0.00 3.00 14.00 Pier 2 15.00 0.00 6.00 14.00 Shear wall 3 33.00 0.00 300 14.00 Pier 4 0.00 14.00 36.00 7.00 Shear wall 5 0.00 21.00 23.00 2.00 Shear wall 6 31.00 21.00 500 2.00 Shear wall 7 0.00 23.00 36.00 6.00 Shear wall Page12 Reinforcement Reinforcement layers : 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld [in] (inj [in] (in] 1 245 18.00 23.72 1045 18.00 30.83 2 945 8.00 23.72: 1045 18.00 30.83 3 245 18.00 23.72 1045 18.00 30.83 4 245 18.00 .23.72.545 18.00 30.83 845 18.00 23.72 545 18.00 30.83 945 8.00 23.72 545 18.00 30.83 245 18.00 23.72 545 18.00 30.83 645 18.00 23.72 545 18.00 30.83 245 18.00 2372 545 18.00 30.83 245 18.00 23.72 545 18.00 3083 5 245 18.00 23.72 245 18.00 30.83 845 18.00 23.72 245 18.00 3083 945 800 23.72 245 18.00 30.83 245 18.00 23.72 245 18.00 30.83 6 245 18.00 23.72 245 18.00 30.83 245 18.00 23.72 .245 18.00 30.83 7 245 18.00 23.72 445 18.00 30.83 845 18.00 23.72 445 18.00 30.83 945 8.00 23.72 445 18.00 30.83 245 18.00 23.72 445 1800 30.83 645 18.00 23.72 445 18.00 30.83 245 18.00 23.72 445 18.00 30.83 245 18.00 23.72 445 18.00 30.83 Intermediate results for axial-bending Segment Condition c d (In] (in) 1 020 (Bottom) 2.18 28.80 2 020 (Bottom) 15.02 57.60 3 021 (Bottom) 2.27 28.80 4 D21 (Bottom) 55.34 345.60 5 012 (Bottom) 38.93 220.80 6 012 (Bottom) 7.70 48.00 7 'D12 (Bottom) 57.79 345.60 Combined axial flexure Segment Condition Pu Mu Mn MuI$Mn [Kip] (Kipit) IKip*ft) I D20 (Bottom) 1.50 -13.99 96.99 0.14 '1 2 020 (Bottom) 37.98 -107.87 820.00 0.13 11 3 D21 (Bottom) 2.96 14.20 98.89 0.14 4 021 (Bottom) 62.89 . 351.88 16785.54 0.02 I 5 012 (Bottom) 60.01 -137.64 8936.59 0.02 ' 6 012 (Bottom) 27.90 -8.15 332.35 0.02 I I 7 012 (Bottom) 84.45 -179.81 18330.84 0.01 ' Interaction diagrams, P vs. M: Page13 - - -= =- =r .tr f4 7tz -tX•: 7T =1 H. .•- i -: IZi j4 to 144 r tr - . 4 _4- • :1t -44 - ••_ I ' • P vs t(Set 1) L... pvEMret3) Axial 'compression Segment Condition Pu 4Pn PuI4Pn' [Kip] (Kip) 1 D13 (Bottom) 46.95 411.52 0.11 11 2 . D12 (Bottom) 72.79 817.56 0.09 Fl V 3 012 (Bottom) 46.90 411.52 0.11 4 D13 (Bottom) 124.01 493056 0.03 I I 5 013 (Bottom) 72.28 314877 0.02'- 6 D12 (Bottom) 27.90 685.14 0.04 I I 7 012 (Bottom) 84.45 4930.56 0.02 1 Axial tension Segment Condition Pu +Pn *Pn [Kip] IKIPI 1 01 (Top) 0.00 66.96 0.00 •" - 2 Dl (Top) 0.00 301.32 0.00 ' 3 Dl (Top) 0.00 66.96 0.00 ' I 4 Dl (Top) 0.00 103788 0.00 I 1 5 Dl (Top) 0.00 703.08 0.00 I I 6 ' Dl (Top) 0.00 133.92 0.00 ' I 7 Dl (Top) 0.00 1037.88 0.00 •l V Shear Segment Condition Vu $Vn VW4Vn V [Kip] (Kip) ' ' . • VV V V 1 013 (Max) 3.698 68.990 0.05 • 2 D20 (Bottom) 15.425 145.219 0.11 3 012 (Max) 3.518 68.452 0.05 • - 4 020 (Bottom) 21.749 937.166 0.02 V 5 D13 (Max) 20.462 603.010 0.03 I V 6 D12 (Max) 10.541 132.942 0.08 7 D13 (Max) 22.379 938.634 0.02 Page14 1 STABILITY RESULTS: Status : OK Global stability: Safety. factor : Condition Location RM OTM FS (Kipftj IKipiti Si L.eftcomer -1757.29 0.00 - S17 Right corner 1047.93 -420.21 .2.49 Notes: Pu =Axial load * Pn = Nominal axial load Mua = Moment at section * Mu Magnified moment at section * Mcr Cracking moment at section Mn = Maximum nominal moment * Vu = Design shear force Vn = Nominal shear force Page15 Tgenfley, Microsoft Current Date 11117/2016 8:51 AM Units system: English Filename: C:\Users'Ahmad ZaDesktop ngineering Uabraygineeithg software dataEngineeIing software dataRam element Data'tCailsbad Oaks Lot 4. Pan t:2piI$$,4L? CLAWS 4 KIpM I.e 2 Ise : --.. ob 32Kpft sit _ E1 SI - LevIO _ft III j lee nitey Microsoft I Current Date: 11/17/2016 8:47 AM Units system: English File name; C:Users'Ahmad ZareiDesktop\Engineering Liabrary'Engineering software dataEngineering software dataRam element DataCartsbad '._. Oaks Lot 4 Panels Faizad%Carlsbad Oaks Lot 4 Panel 23.tup Design Results Tilt-Up Wall GENERAL INFORMATION: Global status : OK Design code : ACI 318-05 Geometry: Total height : 38.00 (It] Reveal size : 0.75 [in] Total length : 26.00 (111 Base support type : Continuous Wall bottom restraint : Pinned Materials: Material : C 4-60 Steel tension strength (Fy) : 60 [Kip/1n2) Concrete compressive strength ft) : 4 [Kip/in2] Steel elasticity modulus (Es) : 29000 [Kiplin2] Concrete modulus of elasticity (E) : 3605 (kip1in2] Concrete unit weight : 0.149818 [Kip/ft3] Number of stories: 2 Story Story height Wall thickness IN fin] 1 14.00 7.25 2 15.00 7.25 Openiniis: Reference X Coordinate Y Coordinate Width Height (It] (It] (It] Ift] Lower left 3.65 3.00 18.00 6.00 Lower left 3.65 17.00 18.00 6.00 Load conditions: ID Comb. Category Description DL No DL Dead Load RLL No LLR Roof Live Load FLL No LL Floor Live Load W No WIND Wind In Plane Wz No WIND Wind out of Plane Ex No EQ Seismic In Plane Ez No EQ Seismic Out of Plane Dl Yes 1.4DL 02 Yes . 1.2DL+1.6RLL+0.5FLL Pagel D3 Yes 1.2DL+0.5RLL+1 .6FLL D4 Yes 1.2DL+1.6FLL+0.5W D5 Yes 1.20L+1.6FLL-0.5W 06 Yes 1.201+1.6FLL+0.5Wz D7 Yes 1.20L+1.6FLL-0.5Wz 08 Yes 1.2DL+0.5RLL+0.5FLL+W 09 Yes 1.2DL+0.5RLL+0.5FLL-W D1O Yes 1.2DL'0.5R1.L+0.5FLL+Wz Dli Yes I IDL+0.BRLL+0.5FLL-Wz D12 Yes I .338DL+RLL+Ex 013 Yes 1.33801+RLL-Ex 014 Yes 1.33801+RLL+Ez 015 Yes 1.3380L+RLL-Ez D16 Yes 0.9DL+W 017 Yes 0.9DL-W 018 Yes 0.9DL+Wz 019 Yes 0.901-Wz D20 Yes 0.7618DL+Ex D21 Yes 0.7618D1-Ex 022 Yes 0.7618DL+Ez 023 Yes 0.76180L-Ez Si Yes DL S2 Yes DL+FLL S3 Yes DL+RLL S4 Yes DL+0.75RL1 $5 Yes DL+0.75FLL S6 Yes DL+0.75RLL+0.75FLL $7 Yes DL+0.6W S8 Yes DL.0.6Wz S9 Yes DL+0.7Ex $10 Yes DL+O.7Ez Sli Yes DL+0.75RLL40.75FLL+0.45W S12 Yes DL+015RLL+0.75FLL+0.45Wz S13 Yes DL+0.75RLL+0525Ex S14 Yes DL+0.75RLL40.525Ez S15 Yes 0.6DL+0.6W 516 Yes 0.6DL+0.6Wz S17 Yes 0.6DL+0.7Ex SIB Yes 0.6DL+0.7Ez Consider Self Weight: Load condition DL Concentrated loads: Story Condition Direction Magnitude Eccentricity Distance trip) (in] [It) 2 DL Vertical 1.50 8.00 8.00 2 RLL Vertical 1.68 8.00 8.00 2 DL Vertical 1.50 8.00 16.00 2 RLL Vertical 1.68 8.00 16.00 2 DL Vertical 1.50 8.00 24.00 2 RU.. Vertical 1.68 8.00 24.00 I DL Vertical 4.80 8.00 8.00 I FLL Vertical 8.00 8.00 8.00 I DL Vertical 4.80 8.00 16.00 I FLL Vertical 8.00 8.00 16.00 1 DL Vertical 4.80 8.00 24.00 1 FLL Vertical 8.00 8.00 24.00 Page2 Distributed loads: Story Condition Direction Magnitude Eccentricity (KipIftj (ft] 2 Ex Horizontal 0.36 0.00 1 Ex Horizontal 0.19 0.00 Out-of-plane peissure loads: Story Condition Magnitude fKipm2J I WE 0.02 Out-of-plane seismic weight Load condition Coefficient Ez 0.28 TILT-UP WALLS DESIGN: Status : OK rn m 4140 I U U U I U I U I I I I I I, ITTP sa ' 41) C (i2 mrM5) .w. -. -.• -. •-. ------------------ sit {S) ( (11) -I-, 50. () ru -: (5) 6} -. -. -. -. - - ,- .. .. -. - -. -. -. - - -. - - . .4 • 1 $ I I I I I I U I I I I I I Page3 Geometry: Segment X coordinate V Coordinate Width Height (ft] Ut] [ftj Ifti 1 0.00 -1.00 3.65 1.00 2 3.65 -1.00 18.00 1.00 3 21.65 -1.00 4.36 1.00 4 0.00 0.00 3.65 3.00 5 3.65 0;00 18.00 300 6 21.65 0.00 4.36 3.00, 7 0.00 3.00 3.65 6.00 8 21.65 3.00 4.36 6.00 9 0.00 9.00 3.65 5.00 10 3.65 9.00 18.00 5.00 11 21.65 9.00 4.36 5.00 12 0.00 14.00 3.65 3.00 13 3.65 14.00 18.00 3.00 14 21.65 14.00 4.36 3.00 15 0.00 17.00 3.65 6.00 16 21.65 17.00 4.36 6.00 17 0.00 23.00 3.65 6.00 18 3.65 23.00 18.00 6.00 19 21.65 23.00 4.36 6.00 20 0;00 29.00 3.65 6.00 21 3.65 29.00 18.00 600 22 21.65 29.00 4.36 6.00 Vertical tslnforcement Reinforcement layers : 2 Segment Bars Spacing Id (in] (in] 1 345 16.00 23.72 2 1445 16.00 23.72 3 445 12.00 23.72 4 345 16.00 23.72 5 1445 16.00 23.72 6 445 12.00 23.72 7 345 16.00 23.72 8 445 12.00 23.72 9 345 16.00 23.72 10 1445 16.00 23.72 11 445 12.00 23.72 12 445 12.00 23.72 13 1445 16.00 23.72 14 445 12.00 23.72 15 445 12.00 23.72 16 445 12.00 23.72 17 445 12.00 2312 18 1445 16.00 23.72 19 445 12.00 2372 20 445 12.00 23.72 21 1445 16.00 23.72 22 445 12.00 23.72 Vertical reinforcement Page4 Segment Condition Pu PuIAg 00601c Ratio [rip] tKipfln2I IKip/in2J 1 D13 (Max) 57.495 0.181 0.240 0.76 1- 1 2 D13 (Max) 18.396 0.012 0.240 0.05 ' I 3 D12 (Max) 67.447 0.178 0.240 0.74 4 D13 (Max) 57.289 0.181 0.240 0.75 tI I 5 013 (Max) 18.097 0.012 0.240 0.05 ' 6 D12 (Max) 67.758 0.179 0.240 0.75 '' 1 7 D13 (Max) 58.512 0.185 0.240 0.77 '' I 8 D3 (Max) 74.856 0.198 0.240 0.82 9 013 (Max) 39.124 0.123 0.240 0.51 10 03 (Max) 30.351 0.019 0.240 0.08 " I 11 06 (Max) 56.572 0.149 0.240 0.62 '' 1 12 D13 (Max) 31.889 0.101 0.240 0.42 ' 13 015 (Max) 5.171 0.003 0.240 0.01 1 1 14 012 (Max) 35.640 0.094 0.240 0.39 15 013 (Max) 27.857 0.088 0.240 0.37 16 D12 (Max) 33.551 0.089 0.240 0.37 17 D13 (Max) 20.016 0.063 0.240 0.26 '' I 18 02 (Max) 13.142 0.008 0.240 0.03 ' 19 014 (Max) . 22.600 0.060 0.240 0.25 '' I 20 012 (Max) 6.535 0.021 0.240 0.09 " 21 D7 (Max) 6.363 0.004 0.240 0.02 ' 22 013 (Max) 6.649 0.018 0.240 0.07 " n Intermediate results for axial-bending Segment Condition Ase a c d 4) Kb (in2] [in] (in] fin) [Kip] 1 010 (Max) 1.61 0;65 0.76 3.59 0.90 333829.90 2 010 (Max) 4.61 0.38 0.44 3.59 0.90 1648543.00 3 D6 (Top) 2.35 0.79 0.93 3.59 0.90 398855.70 4 010 (Bottom) 1.61 0.65 0.76 3.59 0.90 1703.21 5 010 (Bottom) 4.61 0.38 0.44 3.59 0.90 8410.93 6 06 (Bottom) 2.34 0.79 0.93 3.59 0.90 2034.98 7 06 (Top) 1.69 0.68 0.80 3.59 0.90 1703.21 8 06 (Top) 2.36 0.80 0.94 3.59 0.90 2034.98 9 06 (Bottom) 1.69 0.68 0.80 3.59 0.90 1703.21 10 06 (Top) 4.90 0.40 0.47 3.59 0.90 8410.93 11 D6 (Bottom) 2.36 0.80 0.94 3.59 0.90 2034.98 12 06 (Top) 1.64 0.66 0.78 3.59 0.90 1483.69 13 D3 (Bottom) 4.29 0.35 0.41 3.59 0.90 7326.86 14 06 (Top) 1.64 0.55 0.65 3.59 0.90 1772.69 15 D6 (Max) 1.59 0.64 0.76 3.59 0.90 1483.69 16 06 (Max) 1.63 0.55 0.65 3.59 0.90 1772;69 17 019 (Bottom) 1.43 0.58 0.68 3.59 0.90 1483.69 18 015 (Top) 4.55 0.37 0.44 3.59 0.90 7326.86 19 015 (Top) 1.43 0.48 0.57 3.59 0.90 1772.69 20 DI (Bottom) 1.32 0.53 0.63 3.59 0.90 9273.05 21 014 (Bottom) 4.41 0.36 0.42 3.59 0.90 45792.85 22 010 (Bottom) 1.32 0.45 0.53 3.59 0.90 11079.33 Inertias Page5 Segment Condition ig icr to f j f (1n4] [in4] [iM) I D10 (Max) 1389.03 109.69 1389.03 2 D10 (Max) 6859.41 373.20 6859.41 3 06 (rop) 1659.60 147.43 1659.60 4 DID (Bottom) 1389.03 109.69 1389.03 5 DID (Bottom) 6859.41 373.20 6859.41 6 06 (Bottom) 1659.60 146.93 1659.60 7 06 (Top) 1389.03 113.05 1389.03 8 D6 (Top) 1659.60 147.75 1659.60, 9 06 (Bottom) 1389.03 113.05 1389.03 10 06 (Top) 6859.41 390.13 6859.41 11 06 (Bottom) 1659.60 147.75 1659.60 12 06 (Top) 1389.03 110.81 1389.03 13 03 (Bottom) 6859.41 352.77 685941 14 06 (Top) 1659.60 118.60 1659.60 15 06 (Max) 1389.03 108.95 1389.03 16 06 (Max) 1659.60 118.29 1659.60 17 019 (Bottom) 1389.03 101.86 1389.03 18 015 (Top) 6859.41 369.54 6859.41 19 D15 (Top) 1659.60 108.15 1659.60 20 011 (Bottom) 1389.03 96.79 1389.03 21 D14 (Bottom) 6859.41 360.84 6859.41 22 DID (Bottom) 1659.60 102.40 1659.60 Combined axial flexure Segment Condition Pu We Mu 4Ma MuI4)*Mfl [Kip] [Kipft] [Kipft] pciplt] - 1 D10 (Max) 40.72 4.12 4.12 32.01 0.13 Li 1 2 DIO (Max) 16.47 8.75 6.75 116.48 0.08 3 06 (Top) 66.79 5.94 5.94 43.86 0.14 H I 4 010 (Bottom) 40.72 4.12 4.25 32.01 0.13 14 5 DID (Bottom) 16.47 8.75 8.78 116.48 0.08 El I 8 06 (Bottom) 65.93 5.91 6.18 43.72 0.14 M 7 06 (Top) 45.68 -6.20 -6.43 32.91 0.20 - 8 08 (Top) 67.34 -8.58 -8.98 43.94 0.20 ' 9 06 (Bottom) 45.68 -6.20 -6.43 32.91 0.20 ' I 10 06 (Top) 33.35 -16.25 -16.33 120.01 0.14 11 06 (Bottom) 67.34 -8.58 -8.98 43.94 0.20 '' I 12 06 (Top) 23.76 3.21 3.28 34.95 0.09 13 03 (Bottom) -3.19 8.17 8.17 1 i2.37 0.07 14 06 (Top) 24.08 5.89 6.00 3627 0.17 k4 15 06 (Max) 21.05 3.54 3.60 34.48 0.10 II I 16 06 (Max) 23.68 5.94 6.05 36.19 0.17 L4 I 17 019 (Bottom) 11.37 -2.83 -2.85 32.76 0.09 1 18 D15 (Top) 12.89 -12.57 -12.60 115.73 0.11 t I 19 015 (Top) 11.49 -4.47 -4.51 33.87 0.13 ' 20 DI (Bottom) 4.94 -2.25 -2.25 31.60 0.07 1 I 21 014 (Bottom) 4.49 8.44 8.44 113.97 007 II I 22 010 (Bottom) 5.08 2.42 2.43 32.59 0.07 Cracking moment Page6 La Segment Condition Pu Mua Mcr 4Mn Mcrl4)*Mn [Kip] [Kip-ft) [Kip-ft] [Kipft] 1 D20 (Top) 6.17 0.41 15.15 25.34 0.60 ' 1 2 D20 (Max) 9.09 0.98 74.80 114.94 0.65 3 021 (Top) 9.35 0.75 18.10 33:45 0.54 ' I 4 020 (Bottom) 6.98 0.41 15.15 25.50 0.59 I 5 020 (Top) 5.42 0.14 74.80 11417 0.66 F' I 6 021 (Bottom) 11.67 0:74 18.10 33.91 0:53. 7 D20 (Bottom) 9.44 0.26 15.15 25.99 0.58 ' I 8 021 (Bottom). 14.26 0.39 18.10 34.40 0.53 I I 9 020 (Top) 10.08 0.00 15.15 26.12 0.58 '' I 10 021 (Bottom) 6.39 -0.30 74:80 114.37 0.65 11 D21 (Top) 14.72 -1.34 18.10 34.49 0.52 I 12 020 (Max) 7.23 0.37 15.15 32.01 0.47 ' 13 D4 (Bottom) -3.50 7.91 74.80 112.30 0.67 14 021 (Bottom) 8.95 1.15 18.10 33.37 0.54 ' I 15 D20 (Bottom) 7.49 0.60 15.15 32.06 0.47 '' I 16 021 (Bottom) 9.57 1.11 18.10 33.49 0.54 17 021 (rap) 3.02 -0.15 15.15 3125 0.48 I 18 021 (Bottom) 3.60 -0.06 74.80 113.79 0.66 19 020 (Top) 3.84 -0.77 18.10 32:30 0.56 J' I 20 D21 (Top) 0.21 0.00 15:15 30.72 0.49 21 D20 (Top) 0.92 0.00 74.80 113.23 0:66 !I 1 22 D20 crop) 0.15 0.00 18.10 31.61 0.57 ' ] Interaction diagrams, P vs. dI: P vs. M (SeneI 8) Axial compression Segment Condition Pu 4Pn PuI$Pn [Kip] (Kip] I D13 (Top) 59.64 499.37 0.12 IF I 2 013(Top) 22.47 2466.93 0.01 ' I 3 012 (Top) 70.79 598.19 0.12 -I 4 013 (Top) 57.85 499.37 0.12 -' 5 D13 (Bottom) 18.40 2466.93 0:01 I Page7 6 03 (Top) 70.45 596.19 0.12 I 7 013 (Max) 58.51 499.37 0.12 ' a 8 D3 (Max) 74.86 596.19 0.13 9 D13 (Bottom) 47.63 499.37 0.10 " I 10 D3 (Top) 33.69 2466.93 0.01 I 11 03 (Bottom) 68.91: 596.19 0.12 12 D13 (Bottom) 32.67 498.28 0.07 I 13 D15 (Max) 5.17 2466.93 0.00 I I 14 012 (Max) 35.64 596.19 0.06 i I 15 D13 (Bottom) 31.82 498.28 0.08 ° 16 012 (Bottom) 3408 596.19 0.06 ' 17 013 (Max) 20.02 49828 0.04 ' I 18 D2 (Top) 13.40 2466.93 0.01 I I 19 D12 (Bottom) 23.74 596.19 0.04 ' -I 20 D12 (Bottom) 6.86 498.28 0.01 ' 21 D4 (Max) 6.36 2466.93 0.00 I 22 D13 (Bottom) 6.81 596.19 0.01 I 1t, IM Axial tension Segment Condition Pu $Pn PuI4Pn IlCip] [Kip] Dl (Top) 0.00 100.44 0.00 ' I 2 Dl (Top) 0.00 466.72 0.00 3 Dl (Top) 0.00 133.92 0.00 I 4 Dl (Top) 0.00 100.44 0.00 I I 5 Dl (Top) 0.00 468.72 0.00 I I 6 Dl (Top) 0.00 133.92 0.00 1 I 7 Dl (Top) 0.00 100.44 0.00 I I 8 Dl (Top) 0.00 133.92 0.00 I I 9 Dl (Top) 0.00 100.44 0.00 1 10 Dl (Top) 0.00 468.72 0.00 I 11 Dl (Top) 0.00 133.92 0.00 I I 12 Dl (Top) 0.00 133.92 0.00 I 13 07 (Bottom) 3.50 468.72 0.01 1 -] 14 Dl (Top) 0.00 133.92 0.00 1 15 01 (Top) 0.00 133.92 0.00 I -I 16 Dl (Top) 0.00 133.92 0.00 I 17 Dl (Top) 0.00 133.92 0.00 F 18 01 (Top) 0.00 468.72 0.00 19 Dl (Top) 0.00 133.92 0.00 I I 20 Dl (Top) 0.00 133.92 0.00 1 21 Dl (Top) 0.00 468.72 0.00 ' 22 Dl (Top) 0.00 133.92 0.00 ' Shear Segment Condition Vu 4)Vn Vu1$*Vn [Kip] (Kip) 1 010 (Top) 4.095 14.886 0.28 2 010 (Top) 8.689 73.5113 0.12 N J 3 06 (Top) 5.934 17.786 0.33 i I 4 010 (Bottom) 1.103 14.886 0.07 II 1 5 06 (Max) 2.678 73.513 0.04 I I 6 010 (Max) 1.427 17.786 0.08 11 7 DiD (Max) 1.352 14.886 0.09 [1 I 8 D6(Top) 2.114 17.786 0.12 H I Page8 * 9 D6 (Bottom) 1.280 14.886 0.09 " 10 06 (Max) 3.969 73.513 0.05 11 07 (Top) 2.778 17.786 0.16 I1 I 12 06 (Top) 1.317 14.886 0.09 1 13 03 (Max) 2.860 73.513 0.04 I 14 07 (Max) 1.778 17.786 010 ' ---I 15 06 (Bottom) 1.317 14.886 0.09 " I 16 Dl (Max) 0.859 17.786 0.05 I I 17 D15 (Top) 0.578 14.886 0.04 I 18 015 (Top) 2.587 73.513 0.04 I 19 015 (Top) 1.360 17.786 0.08 ' I 20 Di (Bottom) 0.631 14.886 0.04 1 21 D15 (Max) 2.540 73.513 0.03 .1 22 010 (Max) 0.798 17.786 0.04 I I Deflection Segment Condition A, Amex AlAmax [in] [in) I S12 (Max) 0.000 0.080 0.00 I I 2 S12 (Top) 0.000 0.080 0.00 ' 3 S12 (Top) 0.000 0.080 0.00 ' I 4 S12 (Bottom) 0.019 1.120 0.02 1 5 812 (Bottom) 0.008 1.120 0.01 ' 6 S12 (Bottom) 0.023 1.120 0.02 ' I 7 S12 (Top) -0.028 1.120 0.02 ' I 8 $12 (Top) -0.031 1.120 0.03 1 9 S12 (Bottom) -0.028 1.120 0.02 ' I 10 S2 (TOP) -0.016 1.120 0.01 ' 11 S2 (Top) -0.032 1.120 0.03 ' 12 S12 (Top) 0.017 1.200 0.01 ' I 13 S2 (Bottom) 0.009 1.200 0.01 t I 14 S2 (Max) 0.026 1.200 0.02 ' I' 15 $12 (Max) 0.018 1.200 0.01 16 S2 (Bottom) 0.026 1.200 002 ' I 17 S16 (Bottom) 0.013 1.200 0.01 ' -- 18 SIB (Top) 0.008 1.200 0.01 ' I 19 S3 (Top) -0.014 1.200 0.01 ' 20 S18 (Bottom) 0.001 0.480 0.00 I I 21 SIO (Bottom) 0.002 0.480 0.00 I I 22 SIO (Bottom) 0.002 0.480 0.00 1 SHEAR WALL DESIGN: Status : OK Page9 0 I I I I I I I I I I I 1 -, !t (6) (l 391 SC ) - 6C ) 311 (5) Tat: Awl. -. -. -. 1 •-. I I I I I I Geometry: Segment X Coordinate V Coordinate Width Height c Classification 1 0.00 0.00 26.00 3.00 Shear wall 2 0.00 3.00 365 6.00 Shear wall 3 21.65 3.00 4.36 6.00 Shear wall 4 0.00 9.00 26.00 5.00 Shear wall 5 0.00 14.00 26.00 3.00 Shear wall 5 0.00 17.00 3.65 6.00 Shear wall 7 21.65 17.00 4.36 6.00 Shear wall 8 0.00 23.00 26.00 6.00 Shear wall Reinforcement Reinforcement layers : 2 Vertical reinforcement Horizontal reinforcemeflt Segment Bare Spacing Ld Bars Spacing Ld (in) [in] (in) (in) 1 345 16.00 23.72 245 18.00 30.83 1445 16.00 23.72 245 18.00 30.83 445 12.00 23.72 245 18.00 30.83 2 345 16.00 23.72 445 18.00 30.83 3 445 12.00 23.72 445 18.00 30.83 4 345 16.00 23.72 445 18.00 30.83 = PagelO 1445 16.00 23.72 445 18.00 30.83 445 12.00 23.72 445 18.00 30.83 5 445 12.00 23.72 245 18.00 30.83 1445 16.00 23.72 245 18.00 30.83 445 12.00 23.72 245 18.00 30.83 6 445 12.00 23.72 445 18.00 30.83 7 445 12.00 23.72 445 18.00 30.83 8 445 12.00 23.72 445 18.00 30.83 1445 16.00 23.72 445 18.00 30.83 445 12.00 23.72 445 18.00 .30.83 Intermediate results for axial-bending Segment Condition C d fin] fini 1 012 (Max) 40.70 249.60 2 013 (Max) 7.53 . 34.99 3 013 (Max) 8.92 41.81 4 012 (Bottom) 40.48 249.60 5 012 (Max) 38.27 249.60 6 013 (Top) 7.23 34.99 7 012 (Top) 7.47 41.81 8 D12 (Max) 37.74 249.60 Combined axial flexure Segment Condition Pu Mu Mn MuI4)Mn [Kip] [KipftJ [Kip-ft] 1 D12 (Max) 112.11 -410.33 944488 004 ' I 2 D13 (Max) 58.51 -32.70 247.79 0.13 II I 3 D13 (Max) 48.53 29.23 341.66 0.09 1 I 4 D12 (Bottém) 107.69 -366.36 9399.96 0.04 ' I 5 D12 (Max) 61.80 -171.78 8933.75 0.02 ' 1 6 013 (Top) 19.85 -17.08 241.26 0.07 I' 7 012 (Top) 23.90 19.42 302.11 0.06 "- 8 012 (Max) 50.73 -125.80 8821.34 0.01 ' Interaction diagrams, P vs. M: Pagell - I/..J-, 4 F VL M (Seet 2) P vE M (Set 3) Axial compression Segment Condition Pu [Kip) $"Pn [Kip] PuI4Pn 1 D3 (Max) 135.76 3562.48 0.04 ' 2 D13 (Max) 58.51 499.37 0.12 '4 I 3 D3 (Max) 74.86 596.19 0.13 H I 4 D3 (Bottom) 138.47 3562.48 0.04 I 1 5 D12 (Max) 61.80 3561.39 0.02 ' 6 D13 (Bottom) 31.86 498.28 0.06 H I 7 D12 (Max) 37.35 596.19 0.06 U I 8 D12 (Bottom) 51.87 3561.39 0.01 I I Axial tension Segment Condition Pu dpPn pul$*pn [Kip) [Kip] 1 Dl (Top) 0.00 703.08 0.00 I 2 Dl (Top) 0.00 100.44 0.00 I I 3 Dl (Top) 0.00 133.92 0.00 ' I 4 Dl (Top) 0.00 703.06 0.00 I 5 Dl (Top) 0.00 736.56 0.00 1 I 6 Dl (Top) 0.00 133.92 0.00 ' 7 Dl (Top) 0.00 133.92 0.00 ' I 8 Dl (Top) 0.00 736.58 0.00 ' I Shear Segment Condition Vu 'Vn VW4)Vn [Kip] (Kipj 1 D12 (Max) 14.396 640.889 0.02 1 I 2 D13 (Max) 10.396 102.725 0.10 ' I 3 D12 (Max) 11.719 122.713 0.10 R J 4 1313 (Max) 16.447 684.235 0.02 ' 5 013 (Max) 10.016 679.058 0.01 ' I Page12 1445 16.00 23.72 445 18.00 30.83 445 12.00 23.72 445 18.00 30.83 5 445 12.00 23.72 245 18.00 30.83 1445 16.00 23.72 245 18.00 30.83 445 12.00 23.72 245 18.00 30.83 6 445 12.00 23.72 445 18.00 30.83 7 445 12.00 23.72 445 18.00 30.83 8 445 12.00 23.72 445 18.00 30.83 1445 16.00 23.72 445 18.00 30.83 445 12.00 23.72 445 18.00 30.83 Intermediate results for axial-bending Segment Condition c d [in) (ml I D12 (Max) 40.70 249.60 2 D13 (Max) 7.53 34.99 3 D13 (Max) 8.92 41.81 4 D12 (Bottom) 40.48 249.60 5 012 (Max) 38.27 249.60 6 D13 (Top) 7.23 34.99 7 D12 (Top) 7.47 41.81 8 D12 (Max) 37.74 249.60 Combined axial flexure Segment Condition Pu Mu +Mn MuIMn [Kip] [K1pft] (KipftJ 1 012 (Max) 112.11 -410.33 9444.88 0.04 I 2 013 (Max) 58.51 -3270 247.79 0.13 1 3 D13 (Max) 48.53 29.23 341.66 0.09 11 1 4 D12 (Bottom) 107.69 -366.36 9399.96 0.04 • 5 D12 (Max) 61.80 -171.78 8933.75, 0.02 I I 6 013 (Top) 19.85 -17.08 241.26 0.07 II I 7 012 (Top) 23.90 19.42 302.11 0.06 H I 8 012 (Max) 50.73 -125.80 8821.34 001 I I Interaction diagrams, P vs. M: Pagell 6 D13 (Max) 9.046 98.683 0.09 I a 7 012 (Bottom) 10.038 117.369 0.09 " I 8 D12 (Max) 10.202 677.751 0.02 I I STABILITY RESULTS: Status : OK - Global stability: - Safety factor : I Condition Location RM OTM FS [Kipftj . tKiolt] SI Left comer -1156.58 0.00 - S17 Right corner 617.57 -238.73 2.59 Pu =Axial load * Pn = Nominal axial load * Mua = Moment at section Mu Magnified moment at section Mcr= Cracking moment at section Mn = Maximum nominal moment Vu = Design shear force Vn = Nominal shear force Page13 e a #DELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 8736 Production Ave. San Diego CA 92121 Telc: (858)566-8855 Fax: (858)566-8955 Project: 10 t 8 By 4 Date Shi. No. ... Of Subject\y~o Job No. ., t •- C ,- - - - - -u,- et. )j = AS :-• 5 '.I ,t' I i_ri 'I . I l - z I,, ivp-ir.' " 3Z 2-L L —V1,. 6a ff4 r I '.5 kill - 9entLey Microsoft CUnent Date: 11/41201610:16 AM Uflltesyi English Filename: Usè Ahmadl ktOpneedn Liábr ga fj j Wl OV + ++ + ° a Be nttey Microsoft Current Date: 11/4/2016 10:05 AM Units system: English File name: C:UsejsAhmad ZareiDesktop.Engineenng liabrary\Engineering software dataEngineeiing software dataRam element DataCarlsbad Oaks Lot 4 Panels FarzadCarIsbad Oaks Lot 4 Panel 37.tup Design Results Tilt-Up Wail GENERAL INFORMATION: Global status : Warnings Design code : ACl31& Total height Reveal size Total length Base support type Wall bottom restraint Materials: Material : C 4-60 Steel tension strength (Fy) : 60 (Kip/in2J Concrete compressive strength (fr.) : 4 (Kiplin2l Steel elasticity modulus (Es) : 29000 (Kip/in2J Concrete modulus of elasticity (E) : 3605 (Kiplin2j Concrete unit weight : 0.149818 (kipl0j Number of stories: I Story Story height Wall thickness IN [in] L-1 25) Load conditions: ID Comb. Category Description DL No DL Dead Load RLL No LLR Roof Live Load FLI No LL Floor Live Load W No WIND Wind In Plane Wz No WIND Wind out of Plane Ex No EQ Seismic In Plane Ez No EQ Seismic Out of Plane Dl Yes 1.4DL D2 Yes 1.20L+1..6RLL+0.5FLL D3 Yes 1.2DL+05RLL+1.6FLL D4 Yes 1.2DL+1.6FLL+0.5W D5 Yes 1.2DL+1.6FLL-0.5W D8 Yes 1.2DL+1.6FLL+0.5Wz D7 Yes 1.2DL+1.6FLL-0.5Wz D8 Yes 1.2DL+0.5RLL+0.5FLL+W. D9 Yes 1.2DL+0.5RLL+0.5FLL-W D10 Yes 1.2DL+0.5RLL+0.5FLL+Wz Dli Yes 1.20L+0.5RU+0.5FLL-Wz D12 Yes 1.338DL+RLL+Ex Pagel 0 31.00 (It] 0.75 (in] 40.00 iftj Continuous 'Pinned D13 Yes 1.3380L+RLL-Ex D14 Yes 1.3380L+RLL+Ez D15 Yes 1 .338DL+RLL-Ez D16 Yes 0.9DL+W 017 Yes 0.9DL-W D18 Yes 0.9DL+Wz 019 Yes O.9DL-Wz D20 Yes 0.76180L+Ex D21 Yes 0.7618DL-Ex 022 Yes 0.76180L+Ez D23 Yes 0.7618DL-Ez Si Yes DL S2 Yes DL#FLL S3 Yes DL+RLL S4 Yes DL+0.75RLL 55 Yes DL+0.75FLL S6 Yes DL+0.75RLL90.75FLL S7 Yes DL+0.6W S8 Yes DL+0.6Wz S9 Yes DL+0.7EX S1O Yes DL+0.7Ez Sil Yes DL.0.75RLL+0.75FLL+0.45W S12 Yes DL+0.75RLL+0.75FLL0.45Wz S13 Yes DL+0.75RLLs0.525Ex S14 Yes DL+0.75RLL+0.525Ez S15 Yes 0.6DL+0.6W S16 Yes 0.6DL+0.6Wz S17 Yes 0.6DL.0.7Ex S18 Yes 0.60L+0.7Ez Consider Self Weight Load condition : DL Concentrated loads: Story Condition Direction Magnitude Eccentricity Distance [rip) [ml Eft] 1 DL Vertical 0.95 0.00 0.00 1 RU. Vertical 1.10 0.00 0.00 I DL Vertical 1.10 0.00 40.00 1 RU. Vertical 1.28 0.00 40.00 In-plane seismic weight Load condition Coefficient DL 0.28 Distributed loads: Story Condition Direction Magnitude Eccentricity [Kip/ftJ [It] I DL Vertical 0.07 0.00 1 RU. Vertical 0.08 0.00 1 Ex Horizontal 3.60 0.00 Page2 Out-of-plane neissure loads: Story Condition Magnitude (Kip11t2J 1 FLL 0.01 Out-of-plane seismic weight: Load condition Coefficient Ex 0.28 TILT-UP WALLS DESIGN: Status : OK -•-. -.-. 0 cp ,-.-. - tit Geometry: Segment X Coordinate Y Coordinate Width Height ft] [ftj (ftl 1 0.00 -1.00 40.00 1.00 2 0.00 0.00 40.00 30.00 Vertical reinforcement Reinforcement layers : 2 Page3 Segment Bays Spacing Ld / (in] (in]V. 3 1 2745 18.00 23.72 2 2745 18.00 23.72 Vertical reinforcement Segment Condition Pu PuIAg 0.06fc Ratio (Kip] [Kipfin2j [K1p11n2] 1 D14 (Max) 152.742 0.044 0.240 0.18 ' 2 014 (Max) 61.911 0.018 0.240 0.07 Intermediate results for axial-bending Segment Condition Me a c d Kb [1n2] [in] (in] (in] (Kip] I D22 (Max) 9.77 0.36 0.42 5.44 0.90 : 3663428.00 2 023 (Bottom) 9.77 0.36 0.42 5.44 0.90 4070.48 Inertias Segment Condition Ig icr Is (in4] [in4] (1n4) 1 022 (Max) 15243.12 1988.05 15243.12 2 D23 (Bottom) 15243.12 1988.05 15243.12 Combined axial flexure Segment Condition Pu Mua Mu $Mn MuI+Mn [Kip] (K1pft] (Kip*ft] (Kipft] 1 022 (Max) 83.79 11037 110.38 234.87 0.47 F4 I 2 D23 (Bottom) 83.79 -110.37 -113.49 234.87 0.48 L1 I Cracking moment Segment Condition Pu Mua Mcr 4Mn McrI4)Mn [Kip] (Kip*ft] [Kipit] (Kip*fi] 1 021 (Max) 0.00 0.00 166.22 217.58 0.76 '' I 2 D21 (Max) 0.00 0.00 166.22 217.58 0.76 II I Interaction diagrams. P vs. M: Page4 P vs. M (Se2irsI ) ? vs. Id (Sae= 2) at . , - '1•'•r•. :4.. I Axial compression Segment Condition Pu 4Pn PuI4Pn (Kip) [Kip] Dl (Top) 160.94 5486.56 0.03 1 -' 2 Dl (Bottom) 153.98 5486.56 0.03 1 I Axial tension Segment Condition Pu 4)Pn PuI4)Pn [Kip] (Kip) 1 Dl (Top) 0.00 903.96 0.00 2 01 (Top) 0.00 903.96 0.00 I I Shear Segment Condition Vu 4Vn Vu*Vn [Kip] (Kip) 1 023 (Top) 110.418 247606 0.45 t1 I 2 014 (Bottom) 18.016 247.606 0.07 Deflection Segment Condition Amex &max [in] (in) I SIO (Max) 0.000 0.080 0.00 2 S1 (Bottom) 0.234 2.400 0.10 SHEAR WALL DESIGN: Status : OK Page5 0 - Geometry: tsr Segment X Coordinate Y Coordinate Width Height Classification (ft] 1 0.00 0.00 40.00 30.00 Shear wail Reinforcement: Reinforcement layers : 2 Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Id Bars Spacing Id [in] (ml (mu [in) 1 2745 18.00 23.72 2045 18.00 30.83 Intermediate results for axial-bending Segment Condition C d [in] fin] I 020 (Bottom) 50.59 384.00 Combined axial flexure Segment Condition Pu Mu 4)Mn MuI*Mn [Kip] (Kipit] (Kipft] 1 D20 (Bottom) 83.79 -4534.15 17839.64 0.25 I' I Interaction diagrams, P vs. M: Page6 '5' P s. & Axial compression Segment Condition PIS 4iPn Pu*Pn [Kip) IKIP] 1 Dl (Bottom) 153.98 5488.56 0.03 I Axial tension Segment Condition Pu 4Pn PuI$Pn [Kip) [Kip] I Dl (Top) 0.00 903.96 0.00 ' I Shear Segment Condition Vu 4Vn VWIfrVn [Kip) (Kip] 1 D12 (Bottom) 183.742 1053.898 0.17 -' STABILITY RESULTS: Status : Warnings - The overturning safety factor Is smaller than the allowable value Global stability: Safety factor : I Condition Location R )TM S )K p'ft] [Kip*ft] Si Left corner -2798.85 0.00 - S17 Right corner 1402.35 -3297.41 ..O4 Page7 * Pu = Axial load Pn = Nominal axial load * Mua = Moment at section * Mu = Magnified moment at section Mc.- = Cracking moment at section * Mn = Maximum nominal moment Vu Design shear fame * Vr% =Nominal shear force Page8 Delta Engineering Project Title: Consulting Structural Engineers En9ineer Project ID: 8736 Production Ave. STE A P1OJCt Descc We San Diego Ca 92121 8585-566-8855 SL •teel Column File= c: r\vv-uOIJu., i 10 Code References Calculations per AISC 360-10, IBC 2011 CBC 201 Jq ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name: W1806 Overall Column Height 42.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy: Steel Yield 50.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29000.0 its! Unbraoed Length for X-X Axis budding =8 ft K = 1.0 V-V (depth) axis: Unbmced Length for V-V Axis buckling = 42.0 It K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 1,932.0 lbs * Dead Load Factor AXIAL LOADS Axial Load at 42.0 ft. E = 175.0k BENDING LOADS... Lat. Uniform Load creating Mx-x, D = 0.0680, LR =0.080k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial48ending Stress Ratio 0.5222 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 20.859 ft Bottom along X-X 0.0k At maximum location wattles are... Top along V-Y 3.108k Pa: Axial 124.432 it Bottom along V-V 3.108 k Pn /Omega: Allowable 269.605 k Ma-x: Applied 14.993 k-ft Maximum SERVICE Load Deflections... Mn.x/ Omega: Allowable 219.511 k-ft Along V-V 0.5073 in at 21.141 ft above base Ma-y: Applied 0.0 k4t for load combination :+D+Lr+H Mn-y/Omega : Allowable 29.192 k-ft Along X-X 0.0 in at 0.0ff above base forbad combination: PASS Maximum Shear Stress Ratio 0.02385 :1 Load Combination +D+Lr+H Location of max.above base 0.0 ft At maximum location values are... Va: Applied 3.108 k Vn/ Omega: Allowable 130.320 k * Mx Loads cITE Cd L,.!!J! L.! Loads are total entered value. Mows do not reliant absolute direction. - - 1 - ,1 - - ProjectJ t r CONSULTING STRUCTtJRAI. ENGINEERS .Aa - 8736 Production Ave c By r Date f t No Of - a San Diego CA 92121 - t, 1~ , Ulfh - ... -* Tele (88i566-8855 '. ' - C4 L -Fax (858)566-8955 4l.' A.)UUJeCL 4JOu iO - - -. t", """" ,"; -F:::;L:-::::.::4 - .I__ F4 €at&) ;jj 3'L (4 - ' + C V. - 3 4 4- _# \ .ilfi r,rV ';J' LI-,)? ' ,, - ( : ; ki .. J C' - 4 ' - j 4P J 1 33'f 1.I Vi - 3. - - lL -Ci I I 2 -. - lr~;- 4, r.r ' ', e.3- 4 '1,43- s.j. I '1 -' - - - '. ' 11 I 11 I J,fr1 Q.1. -? .i - : a. - .. . , 1. ~ , , 4 a " - .. 6+ ., . 7. -I. 4 3 '1 }'1C ;*E, Cc '3- gjk , t2 2 i)gil., - - t : - 3- - "I -' c 't+" '1 ilk, : $ . - . • • ':'- #,. - :.I. , e. - r-'1 74 - .rC. 7 1 - J. ; , • •.E 1/ 739 )44f, I C - • ..f , , • '.." . ' '. -,3-'. -' .............i. ........ E ) 1' f 3 E " 1 - I - — I II 44 - p — .4 l 140 C _r - -I-' J - — ,L3 14' " — - 74 + .d ç 11 I 4 .-% - ry - — I . - I •r 'k- . C • ~zz j. - -4 -t I"- 1 - - - C.. .4 4 - _+3- 4 4 . .- F 1 I ... r 4' . tC. 1.4 + I - - + - I 'k, .r 4 ' _44 C ft-lops (resisting moment Without live load) ft-lops (resisting moment with live load) 4 4I30. (Satisfactory) (1i PuwI I 19 Delta Engineering PROJECT: CarlsbadOaks Lot 4 PAGE: Consulting Structural Engineers 6736 Production Ave., Ste.A CLIENT DESIGN BY 1 San DIego, CA 92121 JOB NO.: REVIEW BY Footing Design of Shear Wall Based on ACt 318-14 INPUT DATA Wr 40 WALLLENGTH Lvi= it Pr WALL HEIGHT it = 30 It 4L. WALL THICKNESS t = 7.25 In 1 FOOTING LENGTH L = 60 ft "H L1= 10 ft 1' FOOTING WIDTH B = 4 ft PR FOOTING THICKNESS T = 38 in I, I FOOTING EMBEDMENT DEPTH D = 3 it - ALLOWABLE SOIL PRESSURE qa = 25 ksf P I DEAD LOAD AT TOP WALL P,0t 1.1 kips, W 88 ]plf 1) _______ - 1 LIVE LOAD AT TOP WALL P u. [1.28 w= 801 pIt TOP kips LOAD LOCATION a =0 VAU. SELF WEIGHT P 108 kips LATERAL LOAD TYPE (0=wind,1=seismic) 1 seismic L SEISMIC LOADS AT TOP (E, SD) F = 144 kips, SO IF = 102.86 kips, ASD) - = 0 ft-kips. SD (M = 0.00 ft.kips. ASD) CONCRETE STRENGTH f = 3 kal REBAR YIELD STRESS 60 ksl THE FOOTING DESIGN IS ADEQUATE. TOP BARS. LONGITUDINAL 4 6 BO1TOM BARS, LONGITUDINAL 9 6 E12 BOTTOM BARS, TRANSVERSE 6 5 c in o.c. c Not Required 11 CK OVERTURNING FACTOR (2015 IBC 1605.2 1. 1808.3.1, &ASCE7-10 12.13.4) F = MR / M0 = 1.89 > 1.0 x 0.75/0.9 for seismic Where Pr DI. = 3.82 Kips. (total fOOt DL, iflCIUdifl9 WrD,) P.u. = 4.48 kips, (total roof IL, including wj) a = 0.358627 U, (total roof loads) Pf 104.4 kips (footing self weight) M0 = F (it + 0) + M = 3394 ft-kips (overturning moment) MR = (r,rn.) (1.1 + a) + P(0.5 I) + P (L+ 0.5L,,) = 6412 CK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) PR = 72 kips (soil weight In footing size) P = (P1 + Pru) + P + (P1 - P) = 14870 kips (total vertical net load) MR = (Pr DL + r. u) (L1 + a) + P(0.5 L) • P (L + 0.5LW) = 6458 e = 0.5 L. (MR - M0) I P 9.40 It (eccentricity from middle of footing) qMAX =8L 6 for 2.P = 1.20 ksf ) 3B(O.5L—e' for e>-6 Where e= 9.40 ft,c(116) ECK FOOTING CAPACITY (STRENGTH DESIGN) MUR = 1.2 Ir.01. (L1 • a) + P, (O.5 L) + P (L1 + 0.51.)) 40.5 P, LL& +a) M,0= 1.0tF(h+D)+MJ P1 = 1.2(P1.+Pr+Pw)+O.S Pr, Lj. = 262 kips eU=O.SL-(MIJR-MO,O)IPU= 13.48 It L = BL for 6 = 2.64 ksf 2pu £ — 3.8(0.5L—,) , for e.> 6 9291MMUM I1flMNT A VAAFAR AT FAI1 flAThJ ITIflPJ Section 0 1110 21101. SFIOL 41101. 5110 61101. 7/101 8110 91101. 1. X, (ft) 0 6.00 12.00 18.00 24.00 30.00 36.00 42.00 48.00 54.00 60.00 Pu.w (IdO 0.0 0.0 153 11.3 7.4 3.4 -0.6 -4.5 -85 0.0 0.0: Nlux (ft*) 0 0 32 -476 -1328 -2446 -3687 4908 -5965 -6803 -7621 Vuw(kips) 0 0 -32 -112 Ass -201 -208 -194 -155 -136 -136 P.r(kst) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 M.(ft4) 0 -38 -150 -338 -601 -940 -1353 -182 -2405 -3044 -3758 via paps) 0 -13 -25 -38 -50 -63 -75 -88 -100 -113 -125 q(ks1) -2.6 -2.3 -2.0 4.7 -1.4 -1.0 -07 -04 -0.1 0.0 0.0 Muq(ft4) 0 182 699 1504 2551 3794 5187 6884 8239 .9809 11379 Vu,q (kips) 0 60 111 156 192 221 242 256 261 262. 262 M. (ft-k) 0 145 516 690 621 408 147 45 431 38 : 0 2V (kips) 0 1 47 1 54 6 -26 42 1-42 1 26 6 13 0 800 630 400 200 0 -200 100 50 0 -50 (cont'd) DM DV Location d (In) Preqo PprovD = 24 b d (,O5 Top Longitudinal 431 ft-k 32,63 0.0006 0.0011 54 kips 146 kips Eottom Longitudinal 690 ftk 32.56 0.0031 0.0035 54 kips 146 kips EottomTransverse 2 ft4clft 31.81 0.0000 0.0000 2 kips lft 38 kipslft: 0.85f[1_.J - 0.3 M. 83bd2f) Where 1, 0.85/.?jf c EU' = PMAX = f 0.0155 Pron = 0.0018 14) '1. E ELTA NGINEERING Project I4.J4D OA1 CONSULTING STRUGTURALENGINEERS L 8736 Production Ave. By P& Date f 'I" Sht. No. ... Of San Diego CA 92121 Tele: (858)566-8855 . t_ Job - Fax: (858)566-8955 Subject Ov 0. 4 DL No DL Dead Load RU. No LLR Roof Live Load FLL No U. Floor Live Load W No WIND Wind In Plane Wk No WIND Wind out of Plane Ex No EQ Seismic In Plane Ez No EQ Seismic Out of Plane Dl Yes 1.40L 02 Yes 1.20L+1.6RLL+0.5FLL D3 Yes 1.20L+0.5RLL+1.6FLL 04 Yes 1.20L+1.6FLL+0.5W D5 Yes 1.2DL+1.6FLL-0.5W 06 Yes 1.20L+1.6FLL+0.5Wz 07 Yes 1.2DL+1.6FLL-0.5Wz 08 Yes 1.2DL+0.5RLL+0.5FLL+W D9 Yes 1.20L+0.5RLL+0.5FLL-W 010 Yes 1.2DL+0.5RLL+0.5FLL+Wz DII Yes 1.20Li0.5RLL+0.5FLL-Wz D12 Yes 1.3380L+RLL4Ex Pagel .0. 1BêflttêY' Microsoft Current Date: 11141201611:01 AM Units system:; English File name: C:UsersWimad ZareiDesktopEngineering LiabravySEnginee,ing software data'.Engineeiing software dataRam element DataCaiisbad Oaks Lot 4 Panels FarzadCarlsbad Oaks Lot 4 Panel 14.tup 0551g0 Results Tilt-Up Wall cJ] GlObal status : Warnings Design code : ACI 318.05 Geometry: Total height : 33.00 [if] Reveal size : 0.75 [in] Total length : 27.00 (if) Base support type : Continuous Wall bottom restraint : Pinned Materials: Material : C 4-60 Steel tension strength (Fy) : 60 [kiplin2] Concrete compressive strength (fr.) : 4 (Kiplin2] Steel elasticity modulus (Es) : 29000 [Kipfln2] Concrete modulus of elasticity (E) : 3605 (Kip/in2] Concrete unit weight : 0.149818 (Kip/ft3] Number of stories: I Story Story height Wall thickness IN (in] 1 29.00 7.25 Load conditions: ID Comb. Category Description 013 Yes 1 .338DL+RLL-Ex D14 Yes 1.338DL+RLL+Ez D15 Yes 1.3380L+RLL-Ez D16 Yes 0.9DL+W 017 Yes 0.9DL-W 018 Yes 0.9DL+Wz Dig Yes 0.9DL-Wz 020 Yes 0.76180L+Ex D21 Yes 0.7618DL-Ex D22 Yes 0.76180L.+Ez D23 Yes 0.761801-Ez Si Yes DL S2 Yes DL+FLL S3 Yes DL+RLL S4 Yes DL+0.75RLL. S5 Yes DL+0.75FL1 S6 Yes DL+0.75RLL+0.75FLL $7 Yes 01+0.6W SB Yes DL+0.6Wz S9 Yes DL+0.7Ex Sio Yes DL+0.7Ez $11 Yes DL+0.75RLL+0.75FLL+0.45W S12 Yes DL+0.75RLL+0.75FLL+0.45Wz S13 Yes DL+0.75RLL+0.525Ex S14 Yes DL.O75RLL+0.525Ez S15 Yes 0.6DL+0.6W S16 Yes 0.6DL+0.6Wz S17 Yes 0.6DL+0.7Ex SIR Yes 0.6DL+0.7EZ Consider Self Weiaht Load condition : DL Distributed loads: Story Condition Direction Magnitude Eccentricity (Kiplft] (It] 1 DL Vertical 0.07 0.50 1 RLL Vertical 0.08 0.50 Ex Horizontal 1.45 0.00 Out-of-plane neissure loads Story Condition Magnitude (Kip/ft2) 1 Wz 0.02 Out-of-plane seismic weight: Load condition Coefficient Ez 0.28 1111-UP WALLS DESIGN: 4 I Page2 Status : OK 0 I _tsJ • Geometry: Segment X Coordinate 'V Coordinate Width Height Ifti (ftJ fftl. Ift] 1 0.00 -1.00 27.00 1.00 2 0.00 0.00 27.00 29.00 3 0.00 29.00 27.00 300 Vertical reinforcement Reinforcement layers : 2 Segment Bars Spacing 14 (inj . 1 1845 18.00 23.72 2 1845 18.00 23.72 3 1845 18.00 23.72 Vertical reinforcement Page3 a a Senment Condition Pu PuIAg 0.06fc Ratio [Kip] [Kiplin2] [Kipfin2] I Dl (Max) 109.108 0.046 0.240 0.19 2 D12 (Max) 47.181 0.020 0.240 0.08 I' I 3 Dl (Max) 7.687 0.003 0.240 0.01 ' Intermediate results for axial-bending Segment Condition Me a C d 4) Kb tin2l [in] [in] [in] [Kip] I D22 (Max) 6.57 0.36 0.42 5.44 0.90 2472814.00 2 D22 (Bottom) 6.57 0.36 0.42 5.44 0.90 2940.33 3 D23 (Bottom) 5.65 0.31 0.36 5.44 0.90 274757.10. Inertias Segment Condition Ig icr Is [1n4] [in4J (IM] 1 022 (Max) 10289.11 1338.00 10289.11 2 022 (Bottom) 10289.11 1338.00 10289.11 3 D23 (Bottom) 10289.11 1175.88 10289.11 Combined axial flexure Segment Condition Pu Mua Mu $Mn MuI4)Mn [Kip] [Kipftj [Kip-ft) [Kip*ft] I D22 (Max) 59.37 68.50 68.50 157.59 0.43 ' I 2 D22 (Bottom) 59.37 68.50 70.40 157.59 0.45 ' 3 023 (Bottom) 4.18 -3.08 -3.08 146.19 0.02 I Cracking moment Segment Condition Pu Mua Mcr $*Mn McrI4)Mn [Kip] [Kip*ft] [Kipft] [KipftJ I D20 (Max) 59.37 0.36 112.20 157.59 0.71 2 023 (Top) 8.77 -3.82 112.20 147.14 0.76 '' I 3 D20 (Top) 1.40 0.00 11220 145.62 0.77 Interaction diagrams, P vs.. M: Page4 V!. Eli _ Axial compression Segment Condition Pu 4)*pfl PW4)'Pn (Kip] [Kip] Dl (Top) 113.94 3703.68 0.03 I 2 Dl (Bottom) 109.11 3703.68 0.03 ' 3 Dl (Max) 7.69 3703.68 0.00 ' Axial tension Segment Condition Pu 4Pn Pu!4'Pn (Kip] (Kip) Dl (Top) 0.00 602.64 0.00 2 DI (Top) 0.00 602.64 0.00 1 3 Dl (Top) 0.00 602.64 0.00 L I Shear Segment Condition Vu 4'Vn VuI4iVn [Kip) (Kip] 1 D14 (TOP) 69.284 167.134 0.41 • 2 014 (Bottom) 11.742 167.134 0.07 3 014 (Bottom) 1.582 167.134 - 0.01 Deflection Segment Condition A Amax AiAmax (in] [in] SIO (Max) 0.000 0.080 0.00 2 S1O (Bottom) 0.202 2.320 0.09 ff I 3 SIO (Bottom) 0.000 0.240 0.00 1 I Page5 I SHEAR WALL DESIGN: Status : OK 9 () Geometry: Segment X Coordinate Y Coordinate Width Height Classification 1 0.00 0.00 27.00 29.00 Shear wall Reinforcement Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bare Spacing Ld Bars Spacing Ld [in] (in] [in] (in] 1 1845 18.00 2372 2045 18.00 30.83 Intermediate results for axial-bending Segment . Condition c d (in] (in] I D21 (Bottom) 33.80 259.20 Page6 Combined axial flexure Segment Condition Pu Mu $Mn MuI4Mn [Kip] IKip*ft] (KipftJ 1 D21 (Bottom) 59.37 1107.12 8091.20 0.14 Fl I Interaction diagrams. P vs. M: P VS. M (et 1) ia 1i •t 0 MW 14= Axial compression Segment Condition Pu $Pn Pu*Pn [Kip] [Kip] 1 Dl (Bottom) 109.11 3703.68 0.03 F Axial tension Segment Condition Pu $Pn PuI4)Pn (Kip) [Kip] 1 Dl (Top) 0.00 602.64 0.00 ' Shear Segment Condition Vu 4r'Vn Vul4Vn [Kip] [Kip] 1 D21 (Bottom) 39.425 674.746 0.06 W I STABILITY RESULTS: status : Warnings The overturning safety factor is smaller than the allowable value Global stability: Page7 Safety factor 1 Condition Location RM OTM FS (Kip*ft] [kipftl SI Left comer -1115.00 0.00 - S17 Right corner 669.00 -796.39 0.84 Notes: * Pu =Axial load * Pn = Nominal axial load Mua = Moment at section Mu = Magnified moment at section Mcr = Cracking moment at section Mn =Maximum nominal moment Vu = Design shear force * Vn = Nominal shear force 14' Pages ft.kjps (restating moment Without live load) ft-Rips (resisting moment with live load) Ic 413q5 LSatisfactOiYJ 1 a 11( Delta Engineering PROJECT: rCWó Its tf4 PAGE: 8 Production Ave, Ste. A CLIENT: DESIGN BY: San Diego, CA 92121 JOB NO.: DATE: 7I811905 REVIEW BY: FootinaDesion of Shear Wall Based on ACI 31844 Wr 444 441 1•i L= 30 ft r h= 29 ft = 7.25 in I L= 33 ft F Tjf \ L1= 15 ft H B= 2.5 ft h Re 1= 18 in D = 1.5 ft Qa 2.5 kips, ksf W1.DL f8 IPIF . D Pc 0 lops, wri8!_jphr i ft L L Lw P,= 7üJkips 1 seismic L 4' Fu = 42 Rips. SD (F = 30.00 Rips, ASD) M. = 0 ft-RIps, SD (M = 0.00 ft-Rips, ASD) 1c = 3 l ksi R YIELD STRESS fy = 60 I' THE FOOTING DESIGN IS ADEQUATE. BARS, LONGITUDINAL 3 1 # B < Not Required OM BARS, LONGITUDINAL 3 5 6 TOM BARS, TRANSVERSE S sJ @ L12jin 0.6. < Not Required LYSIS I( OVERTURNING FACTOR (2015 IBC 1605.2.1,1808.3.1, & ASCE 7-10 12.13A) F=M,IMc,= 1.75 > 1.0 x 0.75 10.9 torseismic Where PrDL = 2.04 Rips, (total root DL. Including Wj) r.U. = 2.4 Rips. (total Tool IL, including Wr& a = 0.5 it (total roof loads) = 17.94375 Rips (footing self weight) MF(h+D)+M = 915 ft.klps(ovethirningmoment MR = (r,t) (I, + a) + P1(0.5 L) • P (L + 0.51-0 = 1600 DK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) P5 = 12.375 Rips (soil weight in footing size) P = (P'ot. + + P, + (Ps. P5) = 88.81 Rips (total vertical net load) Mj (Pr + Pr. LL) (I, +a)+ P,(0.5 L)+ P(L, + 0.5L)= 1605 e = 0.51- (MR. M0)! P = 8.73 ft (eccentricity from middle of footing) qMAX= for e~- 2? L = 3.05 kst 3B(O.5L-e)' for e> 6 Where e= 8.73 ft,'(L16) CI( FOOTING CAPACITY (STRENGTH DESIGN) 1.2 [P (L + a) + Pj(O.5 L) + Pw (I, + 0.51..,5)) + 0.5 P, L, +a) M= 1.0(Fch+D+MJ= 915 ft4d;. 1923 ft4dps = 1.2 (,0L + P1 + + 0.5 Pr, a = 120 Rips eU =0.5L-(MUR- Mum) lPU = 8.08 ft P. 6e. ) - for e.~5 - - BL 6 - 3.79 kst 2p L 3B(0.5L-e,)' for c.>- UT DATA LLENGTH I HEIGHT I THICKNESS TING LENGTH TING MOTH TING THICKNESS TING EMBEDMENT DEPTH )WABLE SOIL PRESSURE ) LOAD AT TOP WALL Pr.01. = LOAD AT TOP WALL PGUL LOAD LOCATION a = L SELF WEIGHT RAL LOAD TYPE (0=wind,1=seismic) MIC LOADS AT TOP (E, SD) d (cont'd) I BENDING MOMENT & SHEAR AT EACH FOOTING SECTION Section 0 11101 2/101 3/101 4/10 L 51101 6/10 L 71101 8/10 L 91101 L X (It) 0 3.30 660 9.90 13.20 16.50 19.80 23.10 26.40 29.70 33.00 Puw (kit) 0.0 9.0 7.5 6.1 4.7 3.3 1.9 0.4 -1.0 -2.4 0.0 M..(ft-k) 0 -15 -117 -301 551 -852 -1189 -1546 -1908 -2260 -2588 v(kips) 0 -17 -44 -67 -84 -97 -106 -110 -109 -103 -98 Put(ksl) 0.3 0.3 0.3 :0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 Mut (ft-k) 0 4 -14 -32 -57 -89 128 .174 -227 -288 355 Vu, (kips) 0 -2 -4 4 -9 -11 -13 -15 . -17 -19 -22 q (ksf) -3.8 -3.3 -2.8 -2.3 -1.8 -1.3 -0.8 -0.3 0.0 0.0 0.0 M(11-1c) 0 49 189 404 682 1010 1373 1759 2153 2548 2944 Vuq(kiPS) 0 29 54 75 92 105 114 119 120 120 120 M(ft-k) 0 31 57 71 75 69 56 38 18 1 0 ZV(kips) 0 10 6 3 0 -3 1 -5 1 4 4 1 -3 0 60 60 40 20 0 am 20 10 0 -10 Dv Location Mum= d (in) Pmqo Ppqrjaj Vu,nax = 2 b d ()°5 Top Longitudinal 0 ftk 14.63 1 : 0.0000 0.0000 10 kips 41 kips Bottom Longitudinal 75 ft-k 14.63 0.0027 00030 10 kips 41 kips BottomT,ansverse 1 ft-k/ft 13.94 0.0000 0.0000 1 kips/ft 16 kips ift ,1o.85f1 (14 03 M83bd2 Where 1; J Pw,= 0.0018 p= fy 1 4•' (Satistactoiyj o-851.pIJ = 0.0155 PMAX j •$U+Ct (72 \ ELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 8736 Iroduciion Ave. San Diego CA 92121 Tele: (858)566-8855 Fax: (858)566-8955 tJ O f T,brIvt. Project: eAeLl By42 Date Z614 Sht. No. ...Of ..... Subject Job No. Ph 7, LJ c-llfok t:at2 PThi6G2cn : 2.7'l za r4Ji (4.Lt4 2lL, 4-4. 7 k 0,10 11 to a PC ;i~,s 2-:7- #24i .Zt. Pf 9enttey Microsoft Current Date: 111412018 2:20 PM Units system: English File name: C:PrcgramDataBentIeyEngineeringRAM Elements.enDataCartsbad Oaks lot 4 Brace line 5.etz 1?'4 Loads Global distributed - Members Local distributed - Members Concentrated - Nodes L ii I N5 Bent(ey Microsoft Current Date: 8115/2016 8:24 AM Units system: English File name: CiProgramDataBentleyEngineeiingRAM Elements.enDat& Load condition: 05=DL+0.525E0 tJ1It. f'i,01i, 01. 4' Li 5 fl=-,A L fC ) P-%o,ce.i AIr. D$L i* - + \AS?2 GM W 1X43 I D PILL O /1 pit PA le 434 p4' t * Loads - Global distributed - Members Local distributed -Members R Concentrated - Nods FR 4 A DELTA EG1NCE1I.1G COftSUL11UG STflUCIURtsL EfIGUICCRS 736 Lrodutia Avc. San D'cg CA 91121 Tcl (8s1s6ssss Fu: (5Z)S6G-S955 Project By14Z Date aI4)Iit.No. ...Of Subject VZOI Job No. 21iJ1 Y+ Pfla PtJ S 4#T1jCi P000V410rJ6 f( E ii 1L A ic.. J5 M1 pp'Jt$ot.0 ib tt,3 j L / Li.4.4 iL I7A i 1 i jq % le 12 k I t i M4J .L -1w oh 0 l eenttey' Microsoft til Current Date: 111412016 2:20 PM Units system: English File name: C:ProgramDataBentleyEngineeringRAM Elements.enDataCartsbad Oaks lot 4 Brace line 5.etz Load data GLOSSARY Comb Indicates if load condition is load combination Load conditions Condition Description Comb. Category DL Dead Load No DL Lr roof Live Load No LLR LI. Live Load - No LL EQ Seismic No EQ DI DL Yes D2 DL+LL Yes: D3 DL+Lr Yes D4 DL+0.75LL Yes DO DL+0.75Lr Yes D6 DL+0.75LL+0.75Lr Yes 137 DL+0.7EQ Yes. DB DL+0.525EQ Yes D9 06DL+0.7EQ Yes Load on nodes Condition Node FX FY FZ MX. MY MZ (Kip) [Kip) [Kip] (Kipltj [Klpltj (Kipft] DL 2 0.00 -2.83 0.00 0.00 0.00 0.00 U. 2 0.00 -2.60 0.00 0.00 0.00 0.00 Distributed force on members Vrrrr1T11Iv2 4d1 I d2 I Condition Member Dirl Vail VaI2 Disti % Dist2 % [Kip/ft] [Kip/ft] 1111 Ut] DL 2 V -0.264 -0.264 0.00 Yes 100.00 Yes LI. 2 V -0.40 -040 0.00 Yes 100.00 Yes EQ 2 X -2.80 -2.80 0.00 Yes 100.00 Yes Pagel rj 178 Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MultX MultY MuttZ DL Dead Load No 0.00 0.00 0.00 Lr roof Live Load No 0.00 0.00 0.00 LL Live Load No 0.00 0.00 0.00 EQ Seismic No 0.00 0.00 0.00 01 DL Yes 0.00 0.00 0.00 D2 DL+LL Yes 0.00 0.00 0.00 03 DL+Lr Yes 0.00 0.00 0.00 D4 DL+0.75LL Yes 0.00 0.00 0.00 D5 DL+0.75Lr Yes 0.00 0.00 0.00 06 DL+0.75LL40.75Lr Yes 0.00 0.00 0.00 07 DL+0.7EQ Yes 0.00 0.00 0.00 D8 OL+0.525EQ Yes 0.00 0.00 0.00 D9 0.6DL+0.7EQ Yes 0.00 0.00 0.00 Earthquake (Dynamic analysis only) Condition alg Ang. Damp. [Deg) 1%] DL 0.00 0.00 0.00 Lr 0.00 0.00 0.00 LL 0.00 0.00 0.00 EQ 0.00 0.00 0.00 Dl 0.00 0.00 0.00 \....... D2 0.00 0.00 0.00 03 0.00 0.00 0.00 04 0.00 0.00 0.00 D5 0.00 0.00 0.00 06 0.00 0.00 0.00 D7 0.00 0.00 0.00 D8 0.00 0.00 0.00 D9 0.00 0.00 0.00 Page2 P Bentley' Microsoft Current Date: 1114120162:20 PM Units system: English File name: C:ProgramDataBentley'lEngineeringRAM Elements.en0ataCar1sbad Oaks lot 4 Brace line 5.etz lieomeflv ON GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22 Cm33 : Coefficients applied to bending term in interaction formula dO : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis V DJZ : Rigid end offset distance measured from J node in axis Z DXX : Rigid end offset distance measured from K node in axis X DXV : Rigid end offset distance measured from K node in axis V DKZ : Rigid end offset distance measured from K node in axis Z dl. : Tapered member section depth at K end of member lg factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete 'members 1(22 : Effective length factor about axis 2 1(33 : Effective length factor about axis 3 122 : Member length for calculation of axial capacity 133 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of locat axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about V RZ :Rotation about Z TO : I = Tension only member 0= Normal member TX : Translation in X TV Translation in V Ti : Translation in Z Nodes Node X V 2 Rigid Floor (fl) (It) (It] 1 0.00 0.00 0.00 0 2 000 14.00 0.00 0 3 8.00 14.00 0.00 0 4 4.00 7.00 0.00 0 5 8.00 0.00 0.00 0 Restraints Node' 1X TV Ti RX RY RZ 1 1 1 1 0 0 0 5 1 1 1 0 0 0 Members Pagel ' 1111111 1111- n 1A ? ! 1 Member NJ NK Description Section Material dO dl. Ig factor (in] (in] 1 1 2 HSS...SQR 5X5X3_8 A500 GrB rectangular 0.00 0.00 0.00 2 2 3 W 16X31 A572 Gr5O 0.00 0.00 0.00 3 3 5 HSS_SQR 5X5X3_8 A500 GrB rectangular. 0.00 0.00 0.00 4 2 4 HSS_SQR 5X5X3_8 A500 GrB rectangular 0.00 0.00 0.00 5 4 5 HSS_SQR 5X5X3_8 A500 GrB tectañular 0.00 0.00 0.00 6 1 4 HSS_SQR 5X5X3_8 MOO GrB rectangular 0.00 0.00 0.00 7 4 3 MSSSQR 5X5X3_8 MOO GrB rectangular 0.00 0.00 0.00 Hinges .. . Node-J Node-K Member M33 M22 V3 V2 M33 Mfl V3 V2 TOR AXL Axial rigidity 2 1 0 0 0 1 0 0 0 0 0 Full 4 1 0 0 0 0 0 0 0 0 0 Full 5 0 0 0 0 1 0 0 0 0 0 Full 6 1 0 0 0 0 0 0 0 0 0 Full 7 0 0 0 0 1 0 0 0 0 0 Full Page2 Bentley Microsoft Current Date: 111412016 2:19 PM Units system: English File name: C:ProgramDataBentleyEnglneeringRAM Elements.enDataCartsbad Oaks lot 4 Brace line 5.etz% Analysis result Translations Translations nfl Rotations IRadi Node TX TV 17 RX RY RZ Condition DLDead Load 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00001 2 -0.00241 -0.00274 0.00000 0.00000 0.00000 0.00001 3 -0.00221 -0.00010 0.00000 0.00000 0.00000 0.00001 4 -0.00001 -0.00068 0.00000 0.00000 0.00000 0.00001 5 0.00000 0.00000 0.00000 0.00000 0.00000 0.00001 Condition LL=Live Load 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00001 2 -0.00224 -0.00288 0.00000 0.00000 0.00000 0.00001 3 -0.00201 -0.00046 0.00000 0.00000 0.00000 0.00001 4 0.00000 -0.00080 0.00000 0.00000 0.00000 0.00001 5 0.00000 0.00000 0.00000 0.00000 0.00000 0.00001 Condition EQSelsmlc 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00048 2 -0.08115 -0.01830 0.00000 0.00000 0.00000 0.00048 3 -0.08115 0.01830 0.00000 0.00000 0.00000 0.00048 4 -0.02463 0.00000 0.00000 0.00000 0.00000 0.00041 '- 5 0.00000 0.00000 0.00000 0.00000 0.00000 0.00048 Reactions My 1Yc t Fy Mx Fx Fz J MZJ Direction of positive forces and moments Forces Ikiol Moments IKip'ffl Node FX FY FZ MX MY MZ Condition DLDead Load 1 0.54430 3.88612 0.00000 0.00000 0.00000 0.00000 5 -0.54430 1.05588 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 4.94200 0.00000 0.00000 0:00000 0.00000 Pagel Condition LLLIve Load 1 0.63881 4.20013 0.00000 0.00000 - 0.00000 0.00000 5 -0.63881 1.59987 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 5.80000 0.00000 0.00000 0.00000 0.00000 Condition EQSeismic 1 11.18714 39.20000 0.00000 0.00000 0.00000 0.00000 5 11.21286 -39.20000 0.00000 0.00000 0.00000 0.00000 SUM 22.40000 0.00000 0.00000 0.00000 0.00000 0.00000 Maximum forces at members Condition DLDead Load Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] (Kip][Kip] EKip'ftj fKiptftJ [Kipft] MEMBER I Max -2.93 0.00 0.00 0.00 0.00 0.00 Mm -2.93 0.00 0.00 0.00 000 0.00 MEMBER 2 Max 0.54 1.08 0.00 0.00 0.00 2.11 Mm: 0.54 -1.06 0.00 0.00 0.00 0.00 MEMBER 3 Max -0.11 0.00 0.00 0.00 0.00 0.00 Mm -0.11 0.00 0.00 0.00 0.00 0.00 MEMBER 4 Max -1.10 0.00 0.00 0.00 0.00 0.00 Mm -1.10 0.00 0.00 0.00 0.00 -0.03 MEMBER S Max -1.09 0.00 0.00 0.00 0.00 0.00 \. Mm -1.09 0.00 0.00 0.00 .0.00 -0.02 MEMBER 6 Max -1.10 0.00 0.00 0.00 0.00 0.03 Mm -1.10 0.00 0.00 0.00 0.00 6.00 MEMBER 7 Max -1.09 0.00 0.00 0.00 0.00 0.01 Mm -1.09' 0.00 0.00 0.00 0.00 0.00 Condition: LLLive Lead Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [rip] tKlp9tj [Kip•ft] :(jp*ft] MEMBER 1, Max -3.08 0.00 0.00 0.00 000 0.00 Min -3.08 0.00 0.00 0.00 0.00 0.00 MEMBER 2 Max 0.64 1.60 0.00 0.00 0.00 3.20 Min 0.64 -1.60 0.00 0.00 0.00 0.00 MEMBER 3 Max -0.49 0.00 0.00 0.00 0.00 0.00 Mm -0.49 0.00 0.00 0.00 0.00 0.00 MEMBER 4. Max -1.29 0.00 0.00 0.00 0.00 0.00 Mm -129 0.00 0.00 0.00 0.00 -0.03 Pagez 11 MEMBER 5 Max -1.28 0.00 Mm -1.28 0.00 MEMBER 6 Max -1.29 0.00 Mm -1.29 0.00 MEMBER 7 Max -1.28 0.00 Mm -1.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.01 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 Condition EQSeismic Axial Shear V2 Shear V3 Torsion M22 M33 trip) [Kip] [Kip] [Kipit] [Kipit] [KipftJ MEMBER I Max -19.52 0.01 0.00 0.00 0.00 0.00 Mm -19.52 0.01 0.00 0.00 0.00 0.00 MEMBER 2 Max 11.19 0.00 0.00 0.00 0.00 0.00 Mm -11.21 0.00 0.00 0.00 0.00 0.00 MEMBER 3 Max 19.53 -0.01 0.00 0.00 0.00 0.00 Min 19.53 -0.01 000 0.00 0.00 0.00 MEMBER 4 Max 22.51 -0.05 000 0.00 0.00 0.00 Min 22.51 -0.05 0.00 0;00 0.00 -0.31 MEMBER 5 Max 2264 0.03 0.00 0.00 0.00 0.00 Min 22.64 0.03 0.00 0.00 0.00 -0.31 MEMBER 6 Max -22.64 0.04 0.00 0.00 0.00 0.30 Mm -22.64 0.04 0.00 0.00 0.00 0.00 MEMBER 7 Max -22.50 -0.02 0.00 0.00 0.00 0.30 Mm -22.50 -0.02 0.00 0.00 0.00 0.00 Page3 n,. 1Benttey Microsoft Current Date: 111412016 2:21 PM Unite system: English File name: C:ProgramDataBentleyEngineeringRAM Elements.enDataCartsbad Oaks lot 4 Brace line 5.etz Steel Code Check Report Summary For all selected load conditions Load conditions to be Included in design: D1=DL D2=DL+L.L D3=DL+Lr 04=DL+0.75U. D5=DL+0.75Lr 06=DL+0.75LL+0.75Lr D7=DL40.IEQ D8=DL+0.525EQ D9=0.6DL+0.7EQ ---------- Description Section Member Ctrl Eq. Ratio Status Reference HSSSQR 5X5X3_8 I Dl at 0.009A 0.03 OK Sec. El 02 at 0.00% 0.06 OK Sec. El D3 at 0.00% 0.03 OK Sec. El D4 at 0.00% 0.05 OK Sec. El 05 at 0.00%. 0.03 OK Sec. El 06 at 0.00% 0.05 OK Sec. El D7 at 0.00% 0.17 OK Sec. El 08 at 0.00% 0.13 OK Sec. El D9 -at 0.00% 0.16 OK Sec. El 3 .01 at 0.006A 0.00 OK Sec. El 02 at 0.00% 0.01 OK Sec. El D3 at 0.00% 0.00 OK Sec. El 04 at 0.00% 0.00 OK Sec. El D5 at 0.000A 0.00 OK Sec. El 06.at0.00% 0.00 OK Sec. El D7 -at 0.000A 0.08 OK Eq. Sec. D2 08 at 0.00% 0.06 OK Eq. Sec. 02 139at 0.00% 0.08 OK Eq. Sec. D2 4 Dl at 0.00% 0.01 OK Sec. El 02 at 0.00% 0.02 OK Sec. El 03 at 0.00% 0.01 OK Sec. El 04 at 0.00% 0.01 OK Sec. El D5 at 0.00% 0.01 OK Sec. El 06 at 0.00% 0.01 OK Sec. El 07 at 0.00% 0.09 OK Eq. Sec. 02 08 at 0.00% 006 OK Eq. Sec. 02. 09 at 0.00% 0.09 OK Eq. Sec. D2 5 Dl at 0.00% 0.01 OK Sec. El Met 0.00% 002 OK Sec. El 03 at 0.00% 001 OK Sec, El 04 at 0.00% 001 OK Sec, El 05at0.00% 001 OK Sec. El 08 at 0.00% 001 OK Sec. El 07 at 0.00% 0.09 OK Eq. Sec. 02 08 at 0.00% 0.06 OK Eq. Sec. 02 .09 at 0.00% 0.09 OK Eq. Sec. D2 Pagel tv ii 6 DI at 0.00% 0.01 OK Sec, El 02 at 0.00% 0.02 OK Sec. El 03 at 0.00% 0.01 OK Sec. El 04 at 0.00% 0.01 OK Sec. El 05 at 0.00% 0.01 OK Sec. El 06 at 0.00% 0.01 OK Sec. El D7 at 0.00% 0.12 OK Sec. El 08 at 0.00% 0.09 OK Sec. El D9 at 0.00% 0.12 OK Sec. El Dl at 0.00% 0.01 OK . Sec. El 02 at 0.00% 0.02 OK Sec. El 03 at 0.00% 0.01 OK Sec. El 04 at 0.00% 0.01 OK Sec. El 05 at 0.00% 0.01 OK Sec. El 06 at 0.00% 0.01 OK Sec. El 07 at 0.00% 0.12 OK Sec. El 08 at 0.00% 0.09 OK Sec. El 09 at 0.00% 0.12 OK Sec. El WIGX3I 2 Dl at 50.00% 0.02 OK Eq. HI-lb D2 at 50.00% 0.05 OK Eq. Hl-lb D3 at 50.00% 0.02 OK Eq. HI-lb D4at50.00% 004 OK Eq. Hl-lb 05 at 50.00% 0.02 OK Eq. HI-lb 06 at 50.00% 0.04 OK Eq. HI-lb 07 at 0.00% 0.04 OK Sec. El 08 at 0.00% 0.03 OK Sec. El 09 at 0.00% 0.05 OK Sec. El Page2 4L2L4 •-• 3 1Q 4 10 to- AIA 11 4i1t .4ø (j(3OO . 4 10 )i ftif:.2tt4 ' I ii' "• ! ELTA .L=- COU';;j4i&U 1I4uc1uej. ttVuLt.R ,vi: MI1II(IO.9I21 t (S)M.4S5 feza4 Dt 4#' '24/L' QiPS Li Prnd 1)31e I Subject: Jot, No. (,.2 qo.4iO+Jc C 4L . t /3tO1 lid 1. ct-i 7 j5rqi, £2D t4t2 C47;I I V3 r - f . - II Zk Delta Engineering Project Title: Consulting Structural Engineers Enineer Project ID: CL 8736 Production Ave. STE A Project Descr San Diego Ca 92121 017 8585-5661855 LCombined Footing I I I KW-06003118 License ENGINEERING -e -, DELTA Description: Footing at Line 5 mezz. for brace frame Code References Calculations per ACt 318-11, IBC 201 CBC 20')3 ASCE 7-10 Load Combinations Used: ASCE 7-100 1.1 General Information Material Properties AnalysislDesign Settings fc: Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy: Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec : Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf (based on d Concrete Density 145 pcf MnAllow % Temp Reinf (based on thick) 0.0018 4) : Phi Values Flexure:: 0.9 Mm, Overturning Safety Factor 1.5: 1 Shear:: 0.85 Mm. Sliding Safety Factor 1.5: 1 Soil Information Allowable Soil Bearing 2.5 ksf Soil Searing Increase Footing base depth below soil surface 0 ft Increase Bearing By Fooling Weight No Increases based on footing Depth Soil Passive Sliding Resistance 300 pcf Allowable pressure increase per foot 0.5 ksf (Uses entry loeFooting base depth below soil sufece for (c,so) when base of footing is below 1 ft Coefficient of Soil/Concrete Friction 0.40 Increases based on footing Width ... Allowable pressure increase per foot 0.3 ksf when maximum length or width is greater than 2 It Maximum Allowed Bearing Pressure 4 ksf (A value of zero implies noliinht) Adjusted Allowable Soil Bearing 4.0 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as speciliedbymen) - Dimensions & Reinforcing Distance Left of Column #1 = Between Columns = 7,oft 8.Oft Pedestal dimensions... Bars leftof Col #1 Count Size# As As Provided Req'd Distance Right of Column #2 = 7.Oft Cot #1 Coll #2 Bottom Bars 5.0 6 2.20 1.944 inA2 Total Footing Length = 22.0 ft Sq. Dim. = 12 12 in Top Bars 5.0 6 2.20 1.944 inA2 Height = 0 0 in Bars Btwn Cols Footing Width = 5.0 ft Bottom Bats .5.0 6 2.20 1.944 inA2 Footing Thickness = 36.0 in Top Bars 5.0 6 2.20 1.944 lnA2 Bars Right of COl #2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 6 2.20 1.944 in'2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 5.0 6 2.20 1.944 1nA2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward 3.90 0.0 4.20 0 0 39.0 K Moment (..CW) = 0 0 0 0 . 0 0 0 k-ft Shear (+X) 0.540 0 0.630 0 0 -11.20 0 K Applied @ Right Column Axial Load Downward = 1.10 0.0 1.60 0 0 -39.0 k Moment (4CW) = 0 0 0 0 0 0 0 k-ft Shear (+X) = -0.540 0 -0.610 0 0 -11.20 0 It Overburden = 0.150 0 0 0 0 0 546 I p -:o- C-.--.----- ____ ____--_________________ Project Title: Engineer: Project Descr 5 Project ID: ERCA-1tCARLSB-2.Ecs Build-116.6.7, V6.16.6.7::. Applied Capacity Governing Load Combination 457.512 k-ft 643.06 k-ft '+0.60D40.70E40.60H -15.680k 16.572 k 40.60D+0.70E40.60H 27.30k 68.910 k 460D40.70E40.60H Delta Engineering Consulting Structural Engineers 8736 Production Ave. STE A San Diego Ca 92121 8585-5664855 Applied Soil Bearing 1.317 ksf 1-way Shear- Cal #1 9.356 psi 1-way Shear - Col #2 6.998 psi 2-way Punching - Cal #1 6.640 psi 2-way Punching - Cal #2 8.423 psi Flexure - Left of Col #1 - Top -0.04304 k-ft Flexure - Left of Cal #1 - Bottom 99.810k-ft PASS 0.1138 Flexure - Between Cats - Top -36.697 k-ft PASS 0.2290 Flexure - Between Cots - Bottom 73.845 k-ft PASS 0.2212 Flexure - Right of Cot #2- Top -71.335 k-ft PASS 0.02224 Flexure - Right of Cal #2 - Bottom 7.170 k-ft -- Capacity Governing Load Combination - 4.0 ksf 4.0.70E-sH 93.113 psi 40.90D4E40.90H 93.113 psi +1,20D40,50L..20S-+1.60H 186.226 psi +1.20D40.50L40.205-ifs.1.60H 186.226 psi +1.20D40.50L40.20S4-s.1.60H 322.429 k-ft +1.40D+1.60H 322.429 k-ft 40,90D'+€40.90H 322.429 k-ft +i.20D40.50L40.20S+E-s-1.60H 322.429 k-ft 40.90134E-.0.901-1 322.429 k-ft +1.20D40.50L40.20S-iE+1.60H 322.429 k-ft +1.20D-.0.50Lr+1.60L+1.60H Combined Footing Description: Footing at Line 5 Mau- DESIGN SUMMARY Factor of Safety Item 1.406 Overturning 1.051 Sliding PASS 2.524 Uplift Utilization Ratio item PASS 0.3293 PASS 0.1005 PASS 0.07516 PASS 0.03566 PASS 0.04523 PASS 0.000133 PASS 0.3096 - Soil Bearing Eccentricity Actual Soil Bearing Stress Actual! Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio 69.35 k -0.161 it 0.66 ksf 0.60 ksf 400 ksf 0.165 75.15 k -0.287 it 0.74 ksf 0.63 ksf, 400 ksf 0.184 \.. 69.35 k -0.161 It 0.66 ksf 0.60 ksf 4.00 ksf 0.165 40+S#H 69.35 k -0.161 it 0.66 ksf 0.60 ksf : 400 ksf 0.165 4040.7501.140.750L1-H 73.70 k -0.257 ft 0.72 ksf 0.62 ksf : 4.00 ksf 0.179 4040.750L40.750S41 73.70 k -0.257 it 0.72 ksf 0.62 ksf 4.00 ksf 0.179 +040.60W41 69.35 k -0.161 ft 0.66 ksf 060 ksf 4.00 ksf 0.165 4040.70E4H 69.35 k -3.989 ft 1.32 ksf 0.00 ksf 4.00 ksf 0.329 .O40.750Lr40.750L90.450W4 73.70 k -0.257 ft 0.72 kf - 0.62 ksf 4400 ksf 0.179 4040.750L40.750S40.450W41 73.70 k -0.257 it 0.72 ksf 0.62 ksf 4.00 ksf 0.179 4040.750L40.750S90.5250E4H 73.70 k -2.958 ft 1.21 ksf 0.13 ksf 4.00 ksf 0.302 40.60D40.60W'.0.60H 41.61 k -0.161 it 0.39 ksf 0.36 ksf 4.00 ksf 0.099 40.60D40.70E40.60H 41.61 k -6.541 ft 1.24 ksf 0.00 ksf 4.00 ksf 0.310 HeavyHexHead.ASTMF 1554 GM 551318 d3.00Oin.,O.625in. N Company: Delta Engineering consulting Structural Engineers Specifier Address: Phone I Fax: EMail: Specifie?scomments I Input data Andhoutyp6laha diameter' Mditionalplate or washer (D.5.28): Effedrveernbédmentdepth: Material: Proof Stand-ofLihstalIatiofl Mthor pläté Profile- Base material: Reinforcement: Seismic loads (cat. C D, E, or F) Geoinet,y(ifl.] &Loadingtlb,in.Ib 25 ...• Input data and resLdts niuut be checked for agreement with the e6sting con dituons are for plausibilhtyl : • • :. • • ....... •• . •. • •• . PROFIS Anchor Ic) 2003.2039 ftlti AG. FL.9494 Schaan Huh is a registered Tradsnia,i of Hilti AG. Schaon • . . . . .•.. .. . . • . . www.hlltLus - Profis Anchor 2.7.1 Company: Delta Engineering consulting Structural Engineers Page: 2 Specifier. Project Carlsbad Oaks Lot 4 Address: Sub-Project I Pos. No.: OCBF Frame Line 5 Mz Phone I Fax: I Date: E-Mail: 2 Load case/Resulting anchor forces I ÀY Load case: Design loads Anchor reactions bJ Tension force: (+Tension. -Compression) Anchor Tension force Shear force Shear force x Shear force y 04 O's 06 1 21556 3900 3900 0 2 12934 3900 3900 0 ® 3 4310 3900 3900 0 Tension 4 21556 3900 3900 0 1 2 '3 5 12934 3900 3900 0 6 4310 3900 3900 0 max concrete compressive strain: - ('id max. concrete compressive stress: - [psi] resulting tension force in (xIy —(-4.001/0.000): 77600 tlb] resulting compression force in (xly)(0.000I0.000): 0 bJ 3 Tension load Load N. fib] Capacity• N Pb] Utilization PN = NJ4 N Status Steel Strength' 21556 65250 34 OK Pullout Strength' 21556 44671 49 OK Concrete Breakout Strength"' N/A N/A N/A NIA Concrete Side-Face Blowout, direction" , N/A N/A N/A : N/A *anchor having the highest loading "anchor group (anchors intension), Tension Anchor Reinforcement has been selected! 3.1 Steel Strength N,, =A,fda AC1318-11 Eq. (D-2) , N,,N,, ACl318-ll Table D.4.1.1 Variables A,,N [In?] f, (pall 1.16 75000 Calculations N. (bJ 87000 Results N,, (Ib] 4 stw 4 N,, fIb], N,, Pb) 87000 0.750 65250 21556 'ii Input data end realits mug be thedced for egreemmtiwfth the eistlng conditions and for plaulbilityl PROFIS Andtcr ( c) 2003.2009 Hilti AG,FL-9494'Sditaan Hiri lee registered Trademark of Htti AG, Sthaan k RI lid I wwwiultus Profis Anchor 2.7.1 Company: Delta Engineering consulting Structural Engineers Page: 3 Specifltr Project Carlsbad Oaks Lot 4 4 Address: Sub-Project I Pos. No.: OCBF Frame Une 5 Mz '—' Phone tFax I Date: E-Mail: 3.2 Pullout Strength NpN =W t,Np ACt 318-11 Eq. (D-13) N =8A( AC1318-11 Eq. (D-14) 4) N N. ACt 318-11 Table 0.4.1.1 Variables 'v [n2j l [psi) 1.000 2.66 1.000 4000 Calculations NjJbJ 85088 Results N [IbI 4)wncrm 4) 5elelllc 4) N [Ib] Nu. Pb] 85088 0.700 0.750 1.000 .44671 21556 Input data and resiSts must be theatreS for agreement with the existing conditions and for ptaiJsbltityl PROFIS Anchor ()2003.2009 HitS AG, FL-9494 Sthaan HOd is a registered Tredamaik of HitS AG, Schaan \43. wwwhiltLus Profis Anchor 2.7.1 Company: - - Delta Engineering consulting Structural Engineers Page: 4 Specifier Project: Carlsbad Oaks Lot 4 ' Address: Sub-Project I Pos. No.: OCBF Frame tine 5 Mz Phone I Fax I Date: E-Mail: 4 Shear load Load V (IbJ Capacity 4 V Lib] Utilization gl, = VJ, V, Status Steel Strength' 3900 27144 15 OK Steel failure (with lever arm)' 3900 7440 53 OK Pryout Strength' 23400 268900 9 OK Concrete edgefailurelndirection xi" 23400 45802 52 OK * anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V = 0.6 Awiv f ACI 318-11 Eq. (D-29) $ V,, a Vua ACI 318-I1 Table D.4.1.1 Variables A,,.v Lin.21 1 [psi] 1,16 75000 Calculations Vu (Ib) 52200 Results V,1 (lb] $Ob V, b] V.L!bj 52200 0.650 . 0.800 27144 3900 4.2 Steel failure (with lever arm) IT— = (1.2) (S) (f,511) N . 4N 32 Lb =2 + (n)(d0) V? bending equation for stand-off resultant flexural resistance of anchor characteristic flexural resistance of anchor reduction for tensile force acting simultaneously with a Shear force on the anchor elastic section modulus of anchor bolt at concrete surface internal lever arm adjusted for spaDing of the surface concrete ACI 318-11 Table D.4.1.1 Variables am fumn (Psi] N. bJ • N (11b) z [in.) n d0 Un.] 2.ö 75000 21558 65250 2.000 0.500 1.375 Calculations / N51 M ftn.lb] - M. [inib] Lb Fin.] 22969.436 0.670 15381.207 2.688 Results V? [lb] 4 $ V Pb) Vus [lb] 11446 0.650 7440 3900 Input data and reutts must be thedced for agreameM with tho adating oonddjons mutter plausibthtyt PRORS Ander (C) 2503-2009 KhltI AG, FL-9494 Sthaan Hilt is a registered Tiedainaik of Hill AG. Sd,aan www.hiltLus Profis Anchor 2.7.1 Company: Delta Engineering consulting Structural Engineers Page: 5 Specifier Project Carlsbad Oaks Lot 4 Address: Sub-Project I Pos. No.: OCBF Frame Line 5 Mz Phone -I Fax I Date: E-Mail: 4.3 Pryout Strength vcpg = Ip[()eci WN U1,N icpNNb] ACI 318-11 Eq. (D41) 0 Va vu, ACI 316-11 Table D.4.1.1 AN, see ACI 318-11, Part D.5.2.1, Fig. RD;5.2.1(b) Aww =94 ACI 318-11 Eq. (D-5) ( ACI 318-11 Eq. (D.8) = 0.7 + 0.3 (f%g)s 1.0 ACI 318-11 Eq. (0-10) W .N = MAX(. 1-31) S IX ACI 318-11 Eq. (0-12) Nb =16?1'K. 4 ACI'318-11 Eq, (D-7) Variables ICeD hei.c..a (ifl.] ecl.N fin.J e52.N fin.) Ca tin.) 2 24.000 0.000 0.000 25.500 - Ill c,N C. fin.) k. %a f. [psi] 1.000 - 16 1000 4000 Calculations A [in.1 A (in.2) 11 ecl.N P ec2tit V ed.N V Nbf!b] 5400.00 5184.00 1.000 1.000 0.913 1.000 202070 , Results V p (jbj 4) 4)sowd,wdudile 4) Vqç Pb] V05 (ibJ 384144 0.700 1.000 1.000 268900 23400 Input data and results must be checked for agreement with the o,dsting conditions and for ptausibllityl PROFIS Anchor ( c) 2003.2009 P09 AG, FL.9494 Sthaan P1St Is a registered Trademark of P11111 AG. Sdiean www.hiltius Profis Anchor 2.7.1 Company: Delta Engineering consulting Structural Engineers Page: 6 Specifier Project: Carlsbad Oaks Lot 4 Address: Sub-Project I Pos. No.: OCSF Frame Une 5 MZ Phone I Fax: I Date: E-Mail: 4.4 Concrete edge failure In direction x+ Vag = () W MVwvvt,vVb ACI 318-11 Eq. (D-31) $ Vft aV,. ACI 318-11 Table 0.4.1.1 A 5 see AC! 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) AvoD =4.5 41 ACI 318-11 Eq. (0-32). il' ery = ( + 2e S 1.0 3011) AC! 318-11 Eq. (D.36) .v =0.7 + 0.3(i-) 1.0 ACI 318-11 Eq. (0-38) ACI 318-11 Eq. (D-39) Vb = 9'Icf AC! 318-11 Eq. (D-34) Variables ce, (in.] c1 [in.] e0v [in.] 'v c.V he [in.] 24.000 25.500 0.000 1.200 36.000 4 [in.] X a d. (in.] 4 (psi] w pmralew 11.000 1.000 1.375 4000 1.000 Calculations Av. (in.2] Av [in.2] qtev tp ed ' t.v Vb[lb] 2160.00 2592.00 1.000 0.913 1.000 66925 Results Vcitg [lb) nonduaft 4i V [lb) Vu, fib] 61069 0.750 1.000 1.000 45802 23400 5 Combined tension and shear loads PN Pv C Utilization IIN.V [%] Status 0.483 0.524 513 64 OK Ow= 13Fi + A C I 6 Warnings Load re-distributions 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 loading! 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 0 factor is increased for non-steel Design Strengths except Pullout Strength and Prycut strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Piyout Strength. Refer to your local standard. AC! 318 does not specifically address anchor bending when a stand-off condition exists. PROFlS.Anchor calculates a shear load corresponding to anchor bending when stand-off exists and Indudes the results as a shear Design Strength! Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC! 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C. D. E or F is given in AC! 318-11 Appendix D, Part 0.3.3.4.3 (a) that requires the.goveming design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the proviSIons of Part D.3.3.4.3 (b), Part D.3.3.4.3 (C), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to AC! 318-11, Part 0.5.2.9 for information about Anchor Reinforcement. Anchor Reinforcement has been selected as a design option, calculations should be compared with PROMS Anchor calculations. Input data and reaiits must be Checked roregreemeni with the existing conditions and for plaustellltyl PROPIS Anther (c) 2003-2009 Hilti AG, FL-9494 Schoen Hue is a registered Tredeniaiit Of Huh AG, Schean www.hiltLus Profis Anchor 2.7.1 Company: Delta Engineering consulting Structural Engineers Page: 7 Specifier. Proje: Carlsbad Oaks Lot 4 Address: Sub-Project I Pos. No.: OCBF Frame Line 5 Mz —' Phone I Fax I Date: E-Mail: Fastening meets the design criteria! Input data and results must be checked for agreement with the mdsllng condifions and for plausibi lilyl PROFIS Anchor (6)2003-2009 HIlt AS. FL-9494 Sdradn Kilt Its registered Trademark of HilliAG, Sthaan www.hiltLus . Profis Anchor 2.7.1 Company: Delta Engineering consulting Structural Engineers Page: 8 Specifier Project Carlsbad Oaks Lot 4 Address: Sub-Project I Pos. No. OCBF Frame Line 5 Mz "-' Phone I Fax: I Date: E-Mail: 7 Installation data Anchor plate, steel: - Profile: Square HSS (AISC); 5.000 x 5.000 x 0.375 in. Hole diameter in the fixture: d, = 1.438 in. Plate thickness (input): 1.000 in. Recommended plate thickness: not calculated Drilling method:.- Cleaning: No cleaning of the drilled hole is required Anchor type and diameter. Heavy Hex Head ASTM F 1554 GR. 551 318 Installation torque: - Hole diameter in the base material: - in. Hole depth lathe base material: 23.000 in. Minimum thickness of the base material: 24.406 in. Coordinates Anchor in. Anchor x y c C., C. C., 1 -9.000 -4.500 80.597 97.403 25.500 34.500 2 0.000 -4.500 89.597 88.403 25.500 34.500 3 9.001 -4.500 98.597 79.403 25.500 34.500 Anchor x y c. c. C1 elly 4 -9.000 4.500 80.597 97.403 34.500 25.500 5 0.000 4.500 89.597 88.403 34.500 25.500 6 9.001 4.500 98.597 79.403 34.500 25.500 Input dalaand ,entlte must be thethed for agreement with the esiofng conditions and for plauslbllifyl PROFIS Antor (c) 2003-2009 Hun AG. FL.9494 Sdtaen Hifti lee regiateredlradennank of HO AG. Schoen www.hilti.us Profis Anchor 2.7.1 Company: Delta Engineering consulting Structural Engineers Page: 9 Specifier Project: Carlsbad Oaks Lot 4 Address: Sub-Project I Pos. No.: OCBF Frame Line 5 Mz '—' Phone I Fax: I Date: E-Mail; 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Huh'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 Hilti Website. Hilli 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 Inpul data and results must be checked tar agreementwl%h the edsIin9 condltins and for plausibilityl PROMS Anther (C) 2003-2009 HIM AG, Ft.-9494 Sthaan HIIU is a registered Trademaik of HIIU AG. Sdtaan 4ELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 8736 IroducIion Ave. San D* CA 92121 Tale: (858)566-8855 Fax: (858)566-8955 Project e By A Date Sht. No. ... Of Subject )10 Job No. *zf 1: t!1 4-z .c' t-L -s i (2k-2*4/fl/'JF : c,4t!Je. 1 <u1D? LT_' 0L1 4- Sl p- O5-3 lu LS$1 !t f2; o(a,P4o,' .fr(1 J^rM,!-'(—JLJ JJ/p. € e 4- 426 t /2 :-; i- 4- 'Sef -417 www ailti us Profis Anchor 271 Company Delta Engineenng Page 1 Specifier. Project- Cadsbad Oaks Lot 4 Address:Sub-Project I Pos No soffit heam connection PhanelFax: Date - E-Mail Specifiers comments linput data - * — Anchortype avid diametor ,HexHeadAST19F15546R.36718 A. Effective embedment depth hd =:6.000 i6..- ;. -- Matenal ASIM F 1554 Proof Design method ACI 318-11 I CIP Stand-off installation e 0000 in (no stand-off) I = 6.506ini. Anthor plate 15 x l x I = 20000 in x 12 000 in ic 0500 In (Recoimended plate thicldess not calcutafed Profile no profile Base matenal cracked concrete 4000 f 4000 psi P1= 7250 in Reinforcement tension condition B shear condition B edge reinforcement none or < No 4 bar Seismic loads (cat C 0 E or. F) Tension load yes (D 3343(d)) Shear load yes (033 53(c)) Geometry VnQ-& Loading (Ib, !h Al Z t - 1p H woqmemmtWMthiDeidsfmgcondifions andfor.plausibifityt FL-9494 Sthaon Hill Is a registered Trademwk of Hill A Sthaan 3 .. i T :: J el www.hlltLus Company: Delia Engineering Page: Specifier. Project: Address: Sub-Project I Pos. No.: '- Phone I Fax: I Date: E-Mail: 1~11!m Profis Anchor 2.7.1 2 Carlsbad Oaks Lot 4 soffit beam connection 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 943 200 0 200 2 943 200 0 200 3 943 200 0 200 4 0 200 0 200 5 0 200 0 200 6 0 200 0 200 max. concrete compressive strain: 0.02 [%o) max. concrete compressive stress: 105 [psi] resulting tension force in (x1y)=(0.000I-4.500): 2830 Pb) resulting compression force in (xly)(0.000/5.104): 2830 b] 3 Tension load Load N. (tb] Capacity$ N. [ib) Utilization p, so NUJ$ N5 Status Steel Strength 943 20097 5 OK Pullout Strength* 943 14969 7 OK Concrete Breakout Strength 2830 16592 18 OK Concrete Side-Face Blowout, direction NIA NIA NIA NIA * anchor having the highest loading anchor group (anchors in tension) 3.1 Steel Strength No =Anx f1, AC1318-11 Eq. (D-2) 4, Nee 2tN, ACl318-ll Table D.4.1.1 Variables A15,4 [in?) fiiia [psi] 0.46 58000 Calculations N Fib] 26796 Results Nza [Ib] 0 test Nsa [Ib) N55 Fib] 26796 0.750 20097 943 Inpul data and restils must be chocked for agreement with the esreling conditions and for plauslblldyl PROPIS Anther (c) 2003-2009 Ililti AG, FL-9494 Schaan Hifti is a registered Tradamaits of Hifti AG, 5chaan j 'a ek www.hiltLus Profis Anchor 2.7.1 Company: Delta Engineering Page: 3, Specifier Project Carlsbad Oaks Lot 4 Address: Sub-Project, Pos. No.: soffit beam connection Phone $ Fax •1 Dale: E-Mail: 3.2 iPullout Strength Npw =N ACI 3IB-11 Eq. (D-13) = BA" ( ACI 318-11 Eq. (0-14) NN z N,. ACI 318-11 Table D.4.1.1 Variables A1,1 (in.1 • (C (psi) 1.000 0.89 1.000 4000 Calculations No Pb] 28512 Results Np Ub] $concrete sewwc nwowe NPb) N b] 28512 0.700 0.750 1.000 14969 943 3.3 Concrete Breakout Strength N = 47=)IVCpNND ACI 318-11 Eq. (0.4) $ N 2! N ACI 318-11 Table 0.4.1.1 At& see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANO 9h ACI 318-11 Eq. (D-5) WecN = ( +s' £1.0 I ACI 318-11 Eq. (D-8) V he, = 0.7+0.3 (ft) is 1.0 ACI 318-11 Eq. (0-10) qLN = MAX(2!0 ! !!!) £1.0 ACI 318-11 Eq. (0-12) Nb = k5 X. h,5 ACI 318-11 Eq. (0-6) Variables - h [in.] edN (in.] e (in.) c [in.] 6.000 0.000 0.000 6.000. 1.000 cec Ic f. [psi] - 24 1.000 4000 Calculations A [i0.1 A ç,2j Ill ecl,N W ec2,N 'P adN - Z161" .N Nb (ib] 510.00 324.00 1.000 1.000 0.900 1.000 22308 Results N 5 Elb] 4, concrete 4, seimat 4, nmeuate $ N Pb] N53 Pb] 31604 0.700 0.750 1.000 16592 2830 Input data and resutts swat be checked for agreement with the existng enndtlons and far plausi bilityl PROIcIS Andwr (C) 2003.2009 Hilt AG, FL.9494 Sahaan Hilt is a registered Trademark of Hilt AS. Sd'iaan iw www.hiltLus Profis Anchor 2.7.1 Company: Delta Engineering Page: 4 Speelfier. Project Carlsbad Oaks Lot 4 Address: Sub-Project I Pos. NO.: soffit beam connection. '—a Phone I Fax: I Date: E-Mail: 4 Shear load Load Vim Pb] Capacity $ V, (Ib] Utilization p1, = VUJ$ V, Status Steel Strength 200 10450 2 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength" 1200 70792 2 OK Concrete edge failure In direction N/A N/A N/A N/A * anchor having the highest loading —anchor group (relevant anchors) 4.1 Steel Strength V = 0.6 Ase,v tlam ACI 316-11 Eq. 29) 4, Vsted 2Vu,i ACI 318-11 Table 0.4.1.1 Variables Av (in.2] f [psi] 0.46 58000 - Calculations Vog (ib] 16078 Results V FIb] 4,sled V, (ib] Vue FIb) 16078 0.650 10450 200 4.2 Pryout Strength V 9 = kq, A gj U) ed.N 4' cN 41 cp.N Nb] ACI 318-11 Eq. (D-41) 4, Vq,gaV,ji ACI 318-11 Table D.4.111 Aft see ACI 318-11, Part 0.5.2.1, Fig. RD.5.2.1(b) ANO =91h 2 ACI 3I8-11 Eq. (D-5) eN MN =(+).o ACI 3IB-11 Eq. (D-8) =0.7+0.3 (Pamo.)s1.0 ACI 318-11 Eq. (D-10) = MA)((2 0. 1.0 ACI 3118-11 Eq. (D-12) 'Cat Cm Nb = kC ? A. h:P ACI 318-11 Eq. (D-6) Variables km hd fin.] ecl.N[inj er.2,N (in.] fin.] 2 6.000 0.000 0.000 6.000 U) ON c (in.] k5 X& ( (psi] 1.000 - 24 1.000 4000 Calculations ANc fin.1 A [in.2] 41 001.N 4' ec2J 4' ed.N 4' CP.N Nb (Ib] 816.00 324.00 1.000 1.000 0.900 1.000 22308 Results V Ejb] 4, M.,ft 4 $ =wwdh Vcm (Ib] Vul fib) 101131 0.700 1.000 1.000 70792 1200 Input data and results must be thadaed fw agreement with the existing conditions and for ptauslbihtyt PROFIS Anuliar Ccl 2003.2009 HIW AG.FL-9494 Schaan Hull is registared Tredeme,tt of 11th AG, Schaan 1~i JONES www.hlltius Profis Anchor 2.7.1 Company: Delta Engineering Page: 5 Specifier Project: Carlsbad Oaks Lot 4 Address: Sub-Projeàt I Pos. No.: soffit beam crnection Phone I Fax: I Date: 1.. E-Mail: - 5 Combined tension and shear loads PM Ov Utilization pN.v [%j Status Ei 0.171 0.019 513 6 OK 6 Warnings Al Load re-distributions 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 loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. Thee factor is increased for non-steel Design Strengths except Pullout Strength and Pcyout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your locaistandard. Checking the transfer of toads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C. D, Ear F is given in ACI 318.11 Appendix D, Part D3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part 0.3.3.4.3(b), Part 0.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Pail D.3.3.5.3 (c). Fastening meets the design criteria! H 11-11 Input data and r.Ats must be sttsded for egreanlent with the exietbig enndPJans and for plausibibW PROFIS Anther (C) 2=2WO Idill AG, FL-9494 Schaan KIM is a registered Trademark of Hifti AG, Schean www.hiltius Profis Anchor 2.7.1 Company: Delta Engineering Page: 6 Specifier Project: Carlsbad Oaks Lot 4 Address: Sub-Project I Pos. No.: soffit beam connection -' Phone I Fax: Date: E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter: Hex Head ASTM F 1554 GR. 367/8 Profile: no profile Installation torque: - Hole diameter in the fixture: d, = 0.938 in. Hole diameter in the base material: - in. Plate thickness (input): 0.500 in. Hole depth in the base material: 6.000 in. Recommended plate thickness: not calculated Minimum thickness of thebase material: 7.052 in. Drilling method: - Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor x y c.5 r—X C., C Anchor x y C C 5 C. C. 1 -8.000 -4.500 - - 6.000 - 4 -8.000 4.500 - - 15.000 - 2 0.000 -4.500 - - 6.000 - 5 0.000 4.500 - - 15.000 - 3 8.000 -4.500 - - 6.000 - 6 8.000 4.500 - - 15.000 - Input data and feastS must be ditedied for agreement with the wasting conditions and for plauslbilityl PROF1S Anchor (6)2003.2009 Hifti AG, FL-9494.15dtaan Mild Is a registered Tredernalic at 145140, Sdtaan Ii-iii-i-i www.hiltius Profis Anchor 2.7.1 Company: Delta Engineering Page: 7 Specifier Project Carlsbad Oaks Lot 4 Address: Sub-Project I Pos. No.: soffit '-' Phone I Fax: I Date: E-Mail: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti 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 fadilty. 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 iusing 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 aeemen1 with the existing conditions and for Øauslbifllyl PROM Anchor (c) 2003.2009 HIW AG, FL4494 Srjiaan Huh Ica registered Trademwk of HUll AG, Scltaan CarIsbadQakSJflI3PVatiOfl Park Lot 4 Trellis Design Prepared For Submitted: t 1,__ DELTA ENGINEERING ENGINEERING CONSULTING STRUCTURAL ENGINEERS 8736 Production Ave. San Diego, CA 92121 Tel: (858)566-8855 Fax: (858)566-8955 Email: deltastruc@aOiCOm Web Site: www.deltase.com STRUCTURAL CALCULATIONS For DELTA ENGINEERING PROJ CBC20I8-0667 2810 CARIBOU CT BADJEE: (LOT 4)50.150 SF TILT-UP BUILDING DEV201 8-0203 2091200300 12/21/2018 CBC20I8-0667 -I - Z .4iL.ø'ISSI4 :v •L 4. H-. I :i I, 'I I o. it, LI1I'D .; s___...J I .•./I I.. I 1 .0 I (LL - •1, .-.' .-.-' .. -... . -3- * .- WP ; - 4 'I.. z Lu D _ • s-'. '•:-' '' .. * Ic. -.' — Q 0 r4 -. I -1 ) • I-. —j z CO LLI 'I4H V - : ad -? . 8 Z Z WA U- 2 S.i w )N i IL - I '4 •co -• cr ILI . F TRELLIS BEAM PER PLAN 3 G. :O00.0 TREWS BEAM PER PLAN I16 TYP, Bra TOBM 114 SM TO COL STEEL COLUMN PER PLAN STEEL BASE PL PER SCHEDULE. CONC. PAVEMENT PER CIVIL P. ii . S LE'VELIitO NUT PER FTN'G SCIIEO YTLREELIIS CONNECTION DETAIL FTWG SCHEDULE CALE Vi.O ,1)ELTh EG1NEERG cOUZULUI1G STflUC1URA. CGUlWflS t73CPtcAminn Avc. Sin l)acpo CA 9212 Tct: (5SiS6G4S55 Ew (5S)SG6495 Projet:LL& ),4iL 47 () .B42' Date Sht.No. ... Of Subjevt Job No. a :t 07 4 I ty$ I , LI$• 3-xi k&7 e j •ettey Microsoft Current Date: 1 PM - S Units system: Enyusfl File name: C\ProgramDataBentleyEngineeringRAM Elements enDataCarIsbad Oaks 1014 Trellis e t z Load condition: D5DL+0525EQ Loads - Global distributed - Members .• Local distributed - Members Concentrated - Nodes e C lvj Microsoft Current Date: Units system: English File name: C:Program0atat3entleytEnginee6ngRAM EIements.enDataCadsbad Oaks lot 4 Trelbs.etz Load data GLOSSARY Comb : Indicates if load condition is a load combination Load conditions Condition Description Comb. Category DL Dead Load No DL LL Live Load No LLR EQ Seismic No ED Dl DL Yes 02 DL+LL Yes 03 DL+0.75LL Yes D4 DL.0.7E0, Yes 05 DL+0.525E0 Yes 06 06DL+0.7EO Yes Load on nodes Condition Node FX FY FZ MX MY MZ Ikip) [Kip] (Kip) fKipft3 (Kipft1 (Kipft) DL 2 0.00 -0.21 000 0.00 0.00 0.00 3 0.00 -0.21 000 0.00 0.00 0.00 Distributed force on members v,rrfIT11lIt2 d1 I d2 Condition Member Dirl Vail VaI2 Dish % Dist2 % (Kip/ft) IKiP/tfl IN [ftj DL 2 V -0.15 -0.15 0.00 Yes 100.00 Yes LL 2 V -0.125 -0.125 0.00 Yes 100.00 Yes EQ 2 X 0.05 0.05 0.00 Yes 100.00 Yes Self weight multipliers for load conditions Pagel N Sell weight multiplier Condition Description Comb. MultX MultY MuItZ DL Dead Load No 0.00 0.00 000 LL Live Load . No 0,00 0,00 0.00 ED Seismic No 0.00 0.00 0.00 01 DL Yes 0.00 0.00 0.00 D2 OL•LL Yes 0.00 0.00 0.00 03 DL.0.75L1 Yes 0.00 0.00 0.00 04 DL0,7EO Yes 0.00 0.00 0.00 DS DL+0525EQ Yes 0,00 0.00 000 06 0.60L+0.7E0 Yes 0.00 0.00 0,00 Eañhquake (Dynamic analysis only) Condition alg Ang. Damp. (Deg) t%1 DL 0,00 0.00 0.00 LL 0.00 0.00 0.00 EQ 0.00 0.00 0.00 01 0.00 0,00 0.00 02 0.00 0.00 0.00 03 0.00 0.00 0.00 04 0,00 0.00 000 05 0.00 0.00 0.00 06 0.00 0.00 0.00 Page2 . centteW Microsoft Current Date: Units system: English File name: EIements.en0atatCarlsbad Oaks lot 4 Trellis.et Geometry ilata GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 Coefficients applied to bending term in interaction formula do Tapered member section depth at J end of member ' OJX : Rigid end offset distance measured from J node in axis X DJY :Rigid end offset distance measured from J node in axis V DJZ : Rigid end offset distance measured from .1 node in axis Z DKX : Rigid end offset distance measured from K node in axis X 0KV Rigid end offset distance measured from K node in axis V 01(2 Rigid end Offset, distance measured from K node in axis Z dl. Tapered member section depth at K end of member IQ factor Anertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members 1(22 Effective lengtn factor about axis 2 1(33 Effective length factor about axis 3 122 : Member length for calculation of axial capacity 133 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 (.8 neg :Lateral unbraced length of the compression flange in the negative side of local axis 2 RX. : Rotation about X RY : Rotation about V RZ : Rotation about Z TO : I = Tension only member 0 = Normal member TX Translation in X TV Translation in V Ti : Translation in Z' Nodes Node X Z Rigid Floor (ffj (it) (ff1 0.00 0.00 0.00 0 2 0.00 10.00 0O0 0 3 12.00 10.00 000 0 4 12.00 0.00 000 0 Restraints Node TX TV 17 RX RY RZ 1 1 1 0 0 0 4 1 1 1 0 0 0 Members Pagel r Member NJ NK Description Section Material dO di Ig factor Em] (1n3 1 1 2 HSS_SOR 8X8X1_4 A500 Cr8 rectangular 0.00 0.00 0.00 2 2 3 . HSS_RECT 12X8X1_4 ASOD Cr6 rectangular 0.00 0.00 0.00 3 3 4 HSS_SOR 8X8X1_4 A500 Cr6 rectangular 0.00 0.00 0.00 Page2 - 10 BentLey Microsoft Current Date: Units system: English File name: C;tProgramDataSentleAEngineeringRAM ElemenIs,enOataCarlsbad Oaks lot 4 Treltis.e Analysis result Translations Translations rml Rotations fRadi Node TX TV 12 RX RY RZ Condition OL=0ead Load 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00008 2 0.00002 400065 0.00000 0.00000 0.00000 -0.0001.7 3 -0.00002 -0.00055 0.00000 0.00000 0.00000 0.00017 4 0.00000 0.00000 0.00000 0,00000 0,00000 -0.00008 Condition LLUve Load 1 0.00000 0.00000 0O0000 0.00000 0.00000 0.00007 2 0.00002 .0.00044 0.00000 0.00000 0.00000 .0.00014 3 .0,00002 -0.00044 0.00000 0.00000 0.00000. 0.00014 4 0.00000 0.00000 0.00000 0.00000 0.00000 . -0.00007 Condition EQSeismic 1 0.00000 0.00000 0.00000 0.00000 0.00000 .0.00123 2 0.10602 0.00029 . 0.00000 0.00000 0.00000 -0.00017 3 0.10602 -0.00029 0.00000 0.00000 0.00000 -000017 4 0.00000 0.00000 0,00000 0.00000 0.00000 -0.00123 Reactions Direction of positive forces and moments Forces [Kip] Moments lKip'ltl Node FX FY FZ MX MY MZ Condition DL=Dead Load 1 0.07309 1.11000 0.00000 0.00000 0.00000 0.00000 4 -0.07309 1.11000 0.00000 0.00000 0.00000 0.00000 SUM 0,00000 2.22000 0.00000 0.00000 0.00000 0.00000 Condition LLLive Load 1 0.06091 0.75000 0.00000 0.00000 0.00000 0.00000 4 -0.06091 0.75000 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 1.50000 0.00000 0.00000 0.00000 0.00000 U Pagel c // Condition EQSeismic 1 -0.30048 -0.50000 0.00000 0.00000 0.00000 0.00000 4 -0.29952 0.50000 0.00000 0.00000' 0.00000 0.00000 SUM -060000 0.00000 0.00000 0.00000 0.00000 0.00000 Maximum forces at members Condition: DL.=Dead Load Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] (Kip) (K1pJ (Kipiti tKipit tKipft) MEMBER I Max -1_11 -0.07 0.00 0.00 0.00 0.00 Mm 1.11 .0.07 0.00 0.00 0.00 -0.73 MEMBER 2 Max -0.07 0.90 0.00 0.00 0.00 1.97 Mm, -0.07 -0.90 0.00 0.00 0.00 -0.73 MEMBER 3 Max -1.11 0.07 0.00 0.00 0,00 0.00 Mm -1._l1 0.07 0.00 0.00 . 0.00 0.73 Condition LL--Live Load Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] (Kip] [Kip] tKipftJ IKipftj [KipftJ MEMBER I Max -0.75 -006 0.00 0.00 0.00 0.00 Mm -0.75 -0.06 0.00 0.00 0.00 -0,61 MEMBER 2 Max -0.06 0.75 0.00 0.00 0.00 1.64 Mm -0,06 -0.75 0.00 0.00 0.00 -0.61 MEMBER 3 Max -0.75 0,06 0.00 0.00 0.00 0.00 Mn -0.75 0.06. 0,00 0.00 0.00 -0.61 Condition: EQSelsmic Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] (Kipi [Kip) , [KipftJ (Kipiti tKipftl MEMBER 1 Max. 0,50 0.30 0.00 0,00 0,00 3.00 Min 0.50 0.30 0.00 0.00 0.00 0.00 MEMBER 2 Max 0.30 .0.50 0.00 0.00 0.00 3.00 Mm -0.30 -.0.50 0.00 0.00 0.00 -3.00 MEMBER 3 ' Max -0.50 0.30 0.00 0.00 0.00 0.00 Mm -0.50 . 0.30 0.00 . 0.00 0.00 -3.00 Page2 j Bentley*Microsoft Current Date: . . Units system: English File name: C:ProgramDataBenhIeyEngineeringtRAM Elements.enDataCarlsbad Oaks lot 4 Treltis.etz Steel Code Check . Report: Summary - For all selected toad conditions Load conditions to be Included In design: D1DL D2DL+LL D3=DL.0.75LL 0401+0.7E0 D5DL..+0.525E0 060.601+0.7E0 Description Section Member Ctrl Eq. Ratio Status Reference HSS_RECT 12K8X1_4 2. Di at 50.00% 003 OK Eq, Hi-lb D2 at 50.00% 0.05 OK Eq. HI-lb 03 at 50.00% 0.04 OK Eq. Hl-lb D4, at 100.00% 0.04 OK Eq. Hi-lb 05 at 100,00% 0.03 OK Eq. Hi-lb DO at 100.00% 0.03 OK Eq. Hi-lb HSS_SQR 8XØXI_4 I Dl at 100.00% 0.02 OK . Eq HI-lb 02 at 100.00% 0.04 OK Eq. HI-lb D3 at 100.00% 0.03 OK . Eq. Hi-lb 04 at 100.00% 0.03 OK Eq. HI-lb 05 at 100.06% 0.02 OK Eq. Hi-lb DO at 100.00% 0.04 OK Eq. HI-lb 3 Dl at 0.00% 0.02 OK Eq. Hi-lb D2 at 0.00% 0.04 OK Eq. HI-lb D3 at 0.00% 0.03 OK Eq. Hi-lb 04 at 0.00% 0.07 OK Eq. Hi-lb 05 at 0.00% 0.06 OK Eq. Hi-lb DO at 0.00% 0.05 OK Eq. HI-lb Pagel K z Delta Engineering Consulting Structural Engineers 9736 Production Ave. STE A San Diego Ca 92121 8585-565.8855 General Footing Project Title: Engineer: Project Descc Project ID: Description: Foundaton @TmIs Code References Calculations per ACI 318-1I IBC 201J CBC 2016, ASCE 7-10 Load Combinations Used :.ASCE 7-10 tnorf Infnrmtitrn Material Properties Soil Design Values ft : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf ly: Rebar Yield = 60.0 kSI Increase Bearing By Footing Weight No Ec Concrete Elastic Modulus = 3122.0 ksi Soil Passive Resistance (for Sliding) = 300.0 pd Concrete Density = 145.0 pd Soil/Concrete Friction Cost[. = 0.40 U) Values Flexure 0.90 Shear 0.850 Increases based an footing Depth Analysis Settings Footing base depth below soil surface = 1,50 It Min Steel % Bending Rernf. = Allow press. increase per loot of depth 0.50 ksf Win Allow % Temp Reint. = 0,00180 when footing base is below = 1.0 ft Mm. Overturning Safely Factor = 1.50:11 Mm. Sliding Safely Factor 1.50 :1 Increases based on footing plan dimension Add FIg WI for Soil Pressure Yes Allowable pressure increase per foot oldepth Use fIg wt-for stability, moments & shears : Yes when .dth i = length 0.30 ksf Add Pedestal Wt for Sail Pressure : No = 2.0 It Use Ppthtit WI 1nrsIbG1v. mom & char No Dimensions Width parallel to X-X Axis = 3.0 It Length parallel to 2-2 Axis = 3.00 Fooling Thickness 18,0 in Pedestal dimensions,.. px: parallel to X-X Axis pz: parallel to 2-2 Axis Height RebarCenteline to Edge of Concrete... at Bottom of footing = in in in 3.0 in Reinforcing Bars parallel to X-X Axis - Number of Bars Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Direction Requiring Closer Separation # Bars required within zone ft Bars required on each side of zone Applied Loads D Lr L S W E H 1.10 0750 0.50 k ksf k-ft K-ft 0.070 0.060 0.30 k It Bandwidth Distribution Check (ACt 15.4.4,2) 4,0 #6 4.0 'ft n/a L_______Lli tw n,a Wa Column Load 08: Overburden . = M.xx = M-zz V.x = V-z Delta Engineonng Project Title; Consulting Structural Engineers En9ineer. 8736 Production Ave. STE A Project Desu San Diego Ca 92121 8585-548855 General Footing Fit Description: Foundation @ Trek DESIGN SUMMARY Mm. Ratio Item Applied Capacity II*1i!TIIS] Governing Load Combination PASS 01542 SoIl Bearing - 0.4704 ksf 3.050 ksf 404030E-'H about Z.Z axis PASS n/a overturning - X-X 0.0 k-ft 0.0 k-ft No Ovettutnlng PASS 8.669 Ovetturning- Z-Z 0.3780 k-ft 3.277 k-ft .0.60D4O.70E40.60H PASS 7.485 Sliding -.X-X 0.2520 k 1.886 k 460D4070E40.60H PASS n/a Sliding -Z-Z 00 K 0.0 K No Sliding PASS n/a Uplift: 0.0 k 0.0 K No Uplift PASS 0.009453 Z Flexure (+X) 0.360 k-ft 38.082 Ic-ft +1.20D1,60LreO.50L+1.60H PASS 0.007090 Z Flexure (-X) 0.270 k-ft 38.082 k-ft +1.20D+1.6QLj0.50W150H PASS 0.008272 X Flexure (+Z) 0.3150 k-ft 38.082 K-ft +1.200+t60Lr.0.50L+1.60H PASS 0.008272 X Flexure (-Z) 0.3150 k-ft 38.082 k-ft 1.20D'4.60l.r0.50L+1.60H PASS 0.004997 I-way Shear (+X) 0.4653 psi 93,113 psi +1.20D+1.60Lr40.501+1.60H PASS 0.003356 1-way Shear (-X) 0.3125 psi 93.113 psi +1.20D-'1.60Lr0.50L+1.60H PASS 0.004177 1-way Shear (+Z) 0.3889 psi 93.113 psi +1.20Dei.60Ls40.50L.1.60H PASS 0.004177 1-way Shear (-Z) 0,3889 psi . 93113 psi +1.200+1.60lp40.501+1.60R PASS 0.01263 2-way Punching 2.352 psi 186.226 psi +1.20Di1.60Lr0.50L+1.60H ELTA ENGINEERING Projec)4t24b ¼O.k4 Lgf () CONSULTING STRUCTURAL ENGINEERS ~ZDateBy Sht. No. ... Of ..... San Diegg, CA 92121 Tc98)85668855 858)566-8955 Subject 7 Job No. L1f4 c94c I' 460 49 _______________________ -í . ,r -r° •xct • I LS$.t. I • Delta Engineering Project Title: Consulting Structural Engineers Engineer: 8736 Production Ave. Suite A Project ID: c- U and then using the *Printing & Project Descr: Title Block Line 6 Printed: 18 DEC 2018, 9:49AM Steel Beam File = MADZ-1tDOCUME-1tENERCA-1lsba1os lot 4.ec. SoftwaecoovdohtENERCALC. INC. 1983.2018. Build:10.18.12.13. Description: Revised Mezz.FB-5BetweenUnes1&2..B&C CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced agaiflst lateral-torsional buckling E: Modulus: 29,000.0 lcsi Bending Axis: Major Axis Bending 0(0.2) 0O.2) D(0.2) F _Span =7.Oft +_ Span =8.Oft __Span -8.Oft -1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: 0 = 0.20 k/fl, Tributary Width = 1.0 it 11 Load for Span Number 2 Uniform Load: 0 = 0.20 k/fl, Tributary Width = 1.0 it Load for Span Number 3 Uniform Load: D = 0.20 k/ft. Tributary Width = `1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratià = 0.011: 1 Section used for this span WI 6x31 Ma : Applied 1.539k-ft Mn! Omega: Allowable 134.731.k-ft Load Combination 4041 Location of maximum on span 8.000ft Span # where maximum occurs Span #2 Maximum Shear Stress Ratio = 0.013:1 Section used for this span W16x31 Va : Applied 1.116 k Vn!Omega : Allowable 87.450 k Load Combination 4041 Location of maximum on span 8.000 ft Span # where maximum occurs Span #2 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360.0 Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.001 in Ratio = 95825 >=240. Max Upward Total Deflection -0.000 in Ratio = <240.0 Vertical Reactions Support notation: Far left is #1 Values in lOPS Load Combination Support I Support 2 Support 3 Support 4 "0vera11 MAXimum 0.6 1.871 2.078 0732 Overall MINimum 0.379 1.123 1.247 0.439 4041 0.632 1.871 2.078 0.732 .04.41 0.632 1.871 2.078 0.732 40+lr-+H 0.632 1.871 2.078 0.732 -+0441 0.632 1.871 2.078 0.732 4040.750L110.750L4H 0.632 1871 2.078 0.732 +0.0.750L.0.750S41 0.632 1.871 2.078 0.732 4040.60W41 0.632 1.871 2.078 0.732 40.0.70E-+H 0.632 1.871 2.078 0.732 .D.0.750Lr.0.7501.40.450W-+H 0.632 1.871 2.078 0.732 D.0 ..750L.0.750S.0.450W-+H 0.632 1.871 2.078 0.732 -+D.0.750L-+O.750S-+0.5250E41 0.632 1.871 2.078 0.732 .0.60D0$0W-+0.60H 0.379 1.123 1.247 0.439 .0.60040.70E.0.60H 0.379 1.123 1.247 0.439 Delta Engineering Project Title: Consulting Structural Engineers Engineer 8736 Production Ave. Suite A Project ID: <2 1 and then using the'Printing & . Pràject Descr: Printed: 18 DEC 2018, 9:49AM Description: Revised Mezz FB.5 Between Lines 1 & 2-B & Vertical Reactions Support notation: Far left is 91 Values in KIPS Load Combination Support 1Support 2Support 3Support4 D Only 0.632 1.871 2.078 0.732 - Li Only L Only S Only W Only E Only HOnty .EI Tl 1 I 1 • . H Ii 16entley- Current Date: 12/18/2018 10:50 AM Units system: English File name: SERVER-PCProjectsDELTA CONSULTING ENGlNEERS04-Project FiIes2016 Project FilesW1 -Commercial Projects\2016-08 Sadie Lot 46 506-CalcuIationsLot 4Cadsbad Oaks Lot 4 PaneIsCarIsbad Oaks Lot 4 Panel 23.tup Design Results Tilt-Up Wall GENERAL INFORMATION: Global status : OK Design code : ACI 318-14 Geometry: Total height : 36.00 LIt] Reveal size : 0.75 (ml Total length :. 26.00 [ftj Base support type : Continuous Wall bottom restraint : Pinned Materials: Material c 4.60 Steel tension strength (Fy) : 60 (Kipfln2] Concrete compressive strength (fc) : 4 (Kiplmn2j Steel elasticity modulus (Es) : 29000 (Kiplin2] Concrete modulus of elasticity (E) : 3605 [Kiplmn2j Concrete unit weight : 0.149818 (Kip/ft3] Number of stories: 2 Story Story height Wall thickness [ft] (In] 1 14.00 7.25 2 15.00 7.25 Ooenins: Reference X Coordinate V Coordinate Width Height Itt] tftj IN (ftj Lower left 3.65 3.00 18.00 6.00 Lower left 3.65 17.00 18.00 6.00 Load conditions: ID Comb. Category Description DL No DL Dead Load RLL No LLR Roof Live Load FLL No IL Floor Live Load W No • WIND Wind In Plane Wz No WIND Wind out of Plane Ex No EQ Seismic In Plane Ez No EQ Seismic Out of Plane Dl Yes 1.4DL D2 Yes 1.2DL+1.6RLL+O.SFLL Pagel D3 Yes , 1.2DL+0.5RLL+1.6FLL. 04 Yes 1.2DL+1.6FLL+0.5W D5 Yes 1.2DL+1.6FLL-0.5W 06 Yes 1.2DL+1.6FLL+0.5Wz D7 Yes 1.2DL+1.6FLL-0.5Wz D8 Yes 1 2DL+0.5RLL+0.5FLL+W 09 Yes 1.20L+O5RLL+0.5FLL-W D10 Yes 1.20L+0.5RLL+0.5FLL+Wz Dli Yes 1.2DL+0.5RLL+0.5FLL-Wz D12 Yes 1.33801+RLL+Ex D13 Yes 1.338DL+RLL-Ex 014 Yes 1.338DL.+RLL+Ez D15 Yes 1.3380L+RLL-Ez 016 Yes 0.9DL+W 017 Yes 0.9DL..W D18 Yes 0.9DL+Wz 019 Yes 0.9DL-Wz 020 Yes 0.76180L+Ex 021 Yes 0.7618DL-Ex D22 Yes 0.76180L+Ez 023 Yes 0.76180L-Ez SI Yes DL S2 Yes DL+FLL S3 Yes DL+RLL, S4 Yes DL+0.75RLL 85 Yes DL+0.75F1L S6 Yes DL+0.75RLL+0.75FLL Si Yes DL+0.6W SB Yes DL+0.6Wz S9 Yes DL+0.7Ex S1O Yes DL+0.7Ez SI 1 Yes DL+0.75RLL+0.75FLL+0.45W S12 Yes DL+0.75RLL+0.75FLL+0.45Wz S13 Yes DL+0.75RLL+0.525Ex S14 Yes DL+0.75RLL+0.525Ez S15 Yes 0.6DL+0.6W S16 Yes 0.6DL+0.6Wz S17 Yes 0.6DL+0.7Ex SIB' Yes 0.6DL+07Ez Consider Salt Weight: Load condition DL Concentrated loads: Story Condition Direction Magnitude Eccentricity Distance [Kip] [in] IN 2 DL Vertical 1.50 8.00 8.00 2 RLL Vertical 1.58 8.00 8.00 2 DL Vertical 1.50 8.00 16.00 2 RLL Vertical 1.68 8.00 16.00 2 DL Vertical 1.50 8.00 24.00 2 RLL Vertical 1.68 8.00 24.00 1 DL Vertical 4.80 8.00 8.00 1 FLL Vertical 8.00 8.00 8.00 DL Vertical 4.80 8.00 16.00 1 FLL Vertical 8.00 8.00 16.00 I DL Vertical 4.80 8.00 24.00 I FLL Vertical 8.00 8.00 24.00 Page2 Distributed loads: Story Condition Direction Magnitude Eccentricity [Kip/ft] [ft] 2 Ex Horizontal 0.36 0.00 Ex Horizontal 0.18 0.00 Out-of-plane pevssuie loads: Story Condition Magnitude [Kip/ft21 1 Wz 0.02 Out-of-plane seismic weight: Load condition Coefficient Ez 0.28 TILT-UP WALLS DESIGN: Status : OK I I (2O) 01)H22 t2e a.' 11A (181 : ' SC itS) ii ) I:on - I SC -31 44): 1I I 121 is I I I I I I I I I Page3 Geometry: C Segment X Coordinate Y Coordinate . Width Height [fill LRI Ut) Ifti 1 0.00 -1.00 3.65 1.00 2 3.65 -1.00 18.00 1.00 3 21.64 -1.00 4.36 1.00 4 0.00 0.00 3.65 3.00 5. 365 0.00 18.00 3.00 6 21.64 0.00 4.36 3.00 7 0.00 3.00 3.65 6.00 8 21.64 3.00 4.36 6.00 9 0.00 9.00 3.65 5.00 10 . 3.65 9.00 18.00 5.00 11 21.64 9.00 4.36 . 5.00 12 0.00 14.00 3.65 3.00 13 3.65 14.00 18.00 3.00 14 . . 21.64 14.00 4.36 3.00 15 0.00 17.00 3.65 6.00 16 21.64 17.00 4.36 6.00 17 0.00 23.00 3.65 6.00 18. . 3.65 23.00 18.00 6.00 19 21.64 .23.00 4.36 6.00 20 0.00 29.00 3.65 6.00 21 3.65 29.00 18.00 6.00 22 21.64 29.00 4.38 6.00 Vertical reinforcement: Reinforcement layers : 2 Segment Bars Spacing Ld r'n) (in) 1 545 8.00 .23.72 2 1245 18.00 23.72 3 645 8.00 23.72 4 5-05 8.00 23.72 5 1245. 18.00 23.72 6 .845 8.00 . 23.72 7 .545 8.00 23.72 8 645 8.00 23.72 9 . 545 8.00 23.72 10 . 1245 18.00 23.72 11 645 8.00 23.72 12 545 8.00 23.72 13 1245 18.00 . 23.72 14 645 8.00 23.72 15 545 8.00 23.72 16 645 . 8.00 23.72 17 545 8.00 23.72 18 1245 18.00 23.72 19 645 8.00 23.72 20. 545 8.00 23.72 21 1245 18.00 23.72 22 645 8.00 23.72 Vertical reinforcement Page4 . Segment Condition Pu PuIAg 0.06*f c Ratio [Kip) [Kip/in2] LKipfin21 1 D13 (Max) 57.495 0.181 0.240 0.76 ' - 2 013 (Max) 18.396 0.012 0.240 0.05 1 3 D12 (Max) 67.447 0.178 0.240 0.74 4 013 (Max) 57.289 0.181 0.240 0.75 5 D13 (Max) 18.097 0.012 0.240 0.05 ' 6 012 (Max) 67.758 0.179 0.240 0.75 ' 7 D13 (Max) 58.512 0.185 0.240 • 0.77 1 I 8 D3 (Max) 74.856 0.198 0.240 0.82 9 013 (Max) 39.124 0.123 0.240 0.51 --' 10 03 (Max) 30.351 0.019 0.240 0.08 U 11 06 (Max) 56.572 0.149 0.240 0.62 • I 12 013 (Max) 31.889 0.101 0.240 0.42 13 015 (Max) 5.171 0.003 0.240 0.01 14 012 (Max) 35.640 0.094 0.240 0.39 . ______ 15 D13 (Max) 27.857 0.088 0.240 0.37 LAM 16 012 (Max) 33.551 0.089 0.240 0.37 17 D13 (Max) 20.016 0.083 0.240 0.26 ' 18 D2 (Max) 13.142 0.008 0.240 003 19 014 (Max) 22.600 0.060 0.240 0.25 20 012 (Max) 6.535 0.021 0.240 0.09 " I :21 07 (Max) 6.383 0.004 0.240 0.02 ' 22 013 (Max) 6.649 0.018 0.240 0.07 • Intermediate results for axial-bending Segment Condition Me [1n21 a [in] c [in) d (in] $ Kb (Kip] 1 010 (Max) 2.23 0.90 1.08 3.59 0.90 333829.90 2 010 (Max) 3.99 0.33 0.38 3.59 0.90 1648543.00 3 06 (Top) 2.97 1.00 1.18 3.59 0.90 398855.70 4 010 (Bottom) 2.23 0.90 1.06 3.59 0.90 1703.21 5 010 (Bottom) 3.99 0.33 0.38 3.59 0.90 8410.93 6 06 (Bottom) 2.98 1.00 1.18 3.59 0.90 2034.98 7 06 (Top) 2.31 0.93 1.10 3.59 0.90 1703.21 8 D6 (Top) 2.98 1.01 1.18 3.59 0.90 2034.98 9 08 (Bottom) 2.31 0.93 1.10 3.59 0.90 1703.21 10 08 (Top) 4.28 0.35 0.41 3.59 0.90 8410.93 ii 08 (Bottom) 2.98 1.01 1.18 3.59 0.90 2034.98 12 06 (Top) 1.95 0.79 0.92 3.59 0.90 1483.69 13 D3 (Bottom) 3.67 0.30 0.35 3.59 0.90 7326.86 14 06 (Top) 2.26 0.76 0.90 3.59 0.90 1772.69 15 06 (Max) 1.90 0.77 0.90 3.59 0.90 1483.69 16 D6 (Max) 2.25 0.76 0.90 3.59 0.90 1772.69 17 D19 (Bottom) 1.74 0.70 0.83 3.59 0.90 1483.69 18 015 (Top) 3.93 0.32 0.38 3.59 0.90 7326.86 19 015 (Top) 2.05 0.69 0.82 3.59 0.90 1772.69 20 DI (Bottom) 1.63 0.66 0.77 3.59 0.90 9273.05 21 D14 (Bottom) 3.79 0.31 0.36 3.59 0.90 45792.85 22 010 (Bottom) 1.94 0.66 0.77 3.59 0.90 11079.33 Inertias PageS Segment Condition Ig icr le [in4] Lin4J [in4J 1 D10 (Max) 1389.03 131.99 1389.03 2 010 (Max) 6859.41 333.85 6859.41 3 06 (Top) 1659.60 167.20 1659.60 4 010 (Bottom) 1389.03 131.99 1389.03 5 DI (Bottom) 6859.41 333.85 6859.41 6 D6 (Bottom) 1659.60 186.77 1659.60 7 DS (Top) 1389.03 134.57 1389.03 8 06 (Top) 1659.60 167.47 1659.60 9 08 (Bottom) 1389.03 134.57 1389.03 10 D6 (TOP) 6859.41 352.07 6859.41 11 06 (Bottom) 1659.60 167.47 1659.60 12 D6 (Top) 1389.03 122.57 1389.03 13 03 (Bottom) 8859.41 311.86 6859.41 14 D6 (Top) 1659.60 144.18 1659.60 15 06 (Max) 1389.03 120.97 1389.03 16 06 (Max) 1659.60 143.94 1659.60 17 D19 (Bottom) 1389.03 114.94 1389.03 18 015 (Top) 6859.41 329.91 6859.41 19 D15 (Top) 1659.60 136.29 1659.60 20 Dli (Bottom) 1389.03 110.66 1389.03 21 014 (Bottom) 6859.41 320.55 6859.41 22 010 (Bottom) 1659.60 131.99 1659.60 Combined axial flexure Segment Condition Pu Mua Mu **Mn MuI4Mn (Kip] (Kip0ftJ [Kip-ft] ('(ipftJ 1 DIO (Max) 40.72 4.12 4.12 42.18 0.10 U 2 DIO (Max) 16.47 . 8.75 8.75 102.16 0.09 U • 3 06 (Top) 66.79 5.94 5.94 52.05 0.11 U • I 4 DID (Bottom) 40.72 4.12 4.25 42.18 0.10 U 5 DIO(Bottom) 16.47 8.75 8.78 102.16 0.09U 6 06 (Bottom) 65.93 5.91 6.18 51.98 0.12 U 7 06 (Top) 45.68 -6.20 -6.43 42.62 0.15 • I 8 D6 (Top) 67.34 -8.58 -8.98 52.10 0.17 ' • I 9 06 (Bottom) 45.68 -6.20 -6.43 42.62 0.15 ' 10 06 (Top) 33.35 -16.25 -16.33 105.85 0.15 LI 11 D6 (Bottom) 67.34 -8.58 -8.98 52.10 0.17 D - 12 D6 (Top) 23.76 3.21 3.28 40.35 008 U 13 D3 (Bottom) -3.19 8.17 8.17 97.86 0.08 U 14 06 (Top) 24.08 5.89 6.00 47.69 0.13 LI • I 15 06 (Max) 21.05 3.54 3.60 39.94 0.09 16 06 (Max) 23.68 5.94 6.05 47.63 0.13 17 D19 (Bottom) 11.37 -2.83 -2.85 3804 0.08 I 18 015 (Top) 12.89 -12.57 -12.60 101.37 0.12 19 D15(Top) 11.49 .4.47 -4.51 45.07 0.10 ° 20 DI (Bottom) 4.94 -2.25 -2.25 36.03 0.06 21 D14 (Bottom) 449 8.44 8.44 99.54 0.08 U I 22 D1 (Bottom) 5.08 2.42 2.43 43.06 0.06 Cracking moment Page6 Segment Condition Pu Mua Mcr 4Mn Mcrl+*Mn [Kip] (Kip*ftj [Kip*ftl LKipft] 1 020 (Top) 6.17 0.41 15.15 36.42 0.42 2 D20 (Bottom) 9.09 0.98 74.80 100.55 0.74 3 D21 (Top) 9.35 0.75 18.10 4440 0.41 1 4 020 (Bottom) 6.98 0.41 15.15 36.67 0.41 1 5 D20 (Top) 5.42 0.14 74.80 99.74 0.75 ONES= 6 021 (Bottom) 11.67 0.74 18.10 45.13 0.40 7 D20 (Bottom) 9.44 0.26 15.15 37.44 0.40 8 021 (Bottom) 14.26 0.39 18.10 45.94 0.39 NEC= 9 020 (Top) 10.08 0.00 15.15 37.64 0.40 10 021 (Bottom) 6.39 -0.30 74.80 99.95 0.75 11 D21 (Top) 14.72 -1.34 18.10 46.08 0.39 12 020 (Max) 7.23 0.37 15.15 36.75 0.41 13 04 (Bottom) 4.50 7.91 74.80 97.79 0.76 14 D21 (Bottom) 8.95 1.15 18.10 44.27 0.41 NEC== 15 D20 (Bottom) 7.49 0.60 15.15 36.83 0.41 16 021 (Bottom) 9.57 111 18.10 44.47 0.41 17 D21 (Top) 3.02 -0.15 15.15 35.43 0.43 ENE= 18 021 (Bottom) 3.60 -0.08 74.80 99.35 0.75 19 020 (Top) 3.64 -0.77 18.10 42.61 0.42 ENE= 20 021 (Top) 0.21 0.00 15.15 34.56 0.44 1 21 D20 (Top) 0.92 0.00 74.80 98.76 0.76 22 D20 (Top) 0.15 0.00 18.10 41.51 0.44 NMI=== Interaction diagrams. P vs. M: P vs. LI (Se1ret 11) P vs. U (Seme18) a _L 0 40 Ju Axial compression Segment Condition Pu [Kip) $Pn [Kip] P4Pn I D13 (Top) 59.64 497.18 0.12 - 2 D13 (Top) 22.47 2469.12 0.01 I • I 3 D12 (Top) 70.79 593.99 0.12 - I 4 013 (Top) 57.85 497.18 0.12 g 5 D13 (Bottom) 18.40 2469.12 0.01 1 Page7 C-2 6 D3 (Top) 70.45 593.99 0.12 'J I 7 D13 (Max) 58.51 497.18 0.12 U I 8 D3 (Max) 74.86 593.99 0.13 U I 9 D13 (Bottom) 47.63 497.18 0.10 U -J 10 D3 (Top) 33.69 2469.12 0.01 ' 11 03 (Bottom) 68.91 593.99 0.12 U 12 D13 (Bottom) 32.67 497.18 0.07 ' 13 D15 (Max) 5.17 2469.12 0.00 ' 14 D12 (Max) 35.64 593.99 0.06 -' 15 013 (Bottom) 31.82 497.18 0.06 16 . 012 (Bottom) 34.08 593.99 0.06 ° 17 D13 (Max) 20.02 497.18 0.04 ' 18 D2 (Top) 13.40 2469.12 0.01 ' 19 012 (Bottom) 23.74 593.99 0.04 ' 20 D12 (Bottom) 6.86 497.18 • 0.01 1 21 04 (Max) 6.36 2469.12 • 0.00 ' 22 D13 (Bottom) 6.81 593.99 0.01 1 I Axial tension Segment Condition Pu [Kip] 4*pn [Kip) Pw4Pn 1 Dl (Top) 0.00 167.40 0.00 2 Dl (Top) 0.00 401.76 • 0.00 ' 3 Dl (Top) 0.00 200.88 0.00 F I 4 Dl (Top) 0.00 167.40 0.00 ' I 5 Dl (Top) 0.00 401.76 0.00 1 I 6 Dl (Top) 0.00 200.88 0.00 7 Dl (Top) - 0.00 - 167.40 0.00 I I 8 Dl (Top) 0.00 200.88 0.00 I I 9 Dl (Top) 0.00 167.40 0.00 I I 10 Dl (Top) 0.00 401.76 0.00 ' 11 Dl (Top) 0.00 200.88 0.00 F -J 12 Dl (Top) 0.00 167.40 0.00 ' 13 D4 (Bottom) 3.50 401.76 0.01 ' I 14 Dl (Top) 0.00 200.88 0.00 15 Dl (Top) 0.00 167.40 0.00 F I 16 Dl (Top). 0.00 20018 0.00 I I 17 Dl (Top) 0.00 167.40 0.00 ' 18 Dl (Top) 0.00 401.76 • 0.00 19 Dl (Top) 0.00 200.88 0.00 r- 20 Dl (Top) .0.00 . 167.40 -] 0.00 1 21 Dl (Top). 0.00 401.76 0.00 1 I 22 Dl (Top) 0.00 200.88 0.00 ' Shear Segment Condition Vu [Kip] 4Vn (Kip) VuI4Vn 1 010 (Top). 4.095 14.886 0.28 '' I 2 DIO (Top) 8.689 73.513 0.12 ' I 3 08 (Top) 5.934 17.786 0.33 -' 1 4 010 (Bottom) 1.103 14.886 • 0.07 5 08 (Max) 2.678 73.513 • 0.04 ' 6 010 (Max) 1.427 17.788 0.08 7 D10 (Max) 1.352 14.886 0.09 I 8 D6 (Top) 2.114 17.786 0.12 U I Page8 C 11 9 D6 (Bottom) 1.280 14.886 0.09 U 10 D6 (Max) 3.969 73.513 0.05 H 11 07 (Top) 2.778 17.786 0.16 1=1 12 06 (Top) 1.317 14.886 0.09 U I 13 03 (Max) 2.860 73.513 0.04 ' I 14 07 (Max) 1.778 17.786 0.10 U I 15 D6 (Bottom) 1.317 14.886 0.09 LI 16 011 (Max) 0.859 17.786 0.05 ' I 17 015 (Top) 0.578 14.886 0.04 ' I 18 015(Top) 2.587 73.513 0.04 I 19 015 (Top) 1.360 17.786 0.08 11 20 DI (Bottom) 0.631 14.886 0.04 ' 21 015 (Max) 2.540 73.513 0.03 ' 22 D10 (Max) 0.798 17.786 0.04 Deflection Segment Condition a Amax AlAmax (in) [in] $12 (Max) 0.000 0.080 0.00 2 S12 (Top) 0.000 0.080 0.00 I I 3 $12 (Top) 0.000 0.080 0.00 4 S12 (Bottom) 0.019 1.120 0.02 ' 5 S12 (Bottom) 0.008 1.120 0.01 I 6 S12 (Bottom) 0.023 1.120 0.02 I I 7 S12 (lop) -0.028 1.120 0.02 I I 8 $12 (Top) -0.031 1.120 0.03 1 9 $12 (Bottom) -0.028 1.120 0.02 ' 10 $2 (Top) -0.016 1.120 0.01 I • I Ii $2 (Top) -0.032 1.120 0.03 I I 12 $12 (Top) 0.017 1.200 0.01 ' • I 13 S2 (Bottom) 0009 1.200 0.01 '- 14 S2 (Max) 0.026 1.200 0.02 1 15 S12 (Max) 0.018 1.200 0.01 ' 16 S2 (Bottom) 0.026 1.200 0.02 I • 17 S16 (Bottom) 0.013 1.200 0.01 ' • 18 S18 (Top) 0.008 1.200 0.01 I I 19 S3 (Top) -0.014 1.200 0.01 1 20 S18 (Bottom) 0.001 0.480 0.00 ' 21 $10 (Bottom) 0.002 0.480 0.00 I I 22 S1O (Bottom) 0.002 0.480 0.00 ' SHEAR WALL DESIGN: Status : OK Page9 Geometry: Segment X Coordinate V Coordinate Width Height Classification (It] (It] [It) (ft) 1 0.00 0.00 26.00 3.00 Shear wall 2 0.00 3.00 3.65 6;00 Shear wall 3 21.64 3.00 4.36 6.00 Shear wall 4 0.00 9.00 26.00 5.00 Shear wall 5 0.00 14.00 26.00 3.00 Shear wall 6 0.00 17.00 3.65 6.00 Shear wall 7 21.64 17.00 4.36 6.00 Shear wall 8 0.00 23.00 26.00 6.00 Shear wall Reinforcement: Reinforcement layers 2 Vertical reinforcement Horizontal reinforcement Segment Bare Spacing Ld Bars Spacing Id [m] (in) [in] fin) 1 545 8.00 23.72 245 18.00 30.83 1245 18.00 23.721 245 18.00 30.83 645 8.00 23.72 245 18.00 30.83 2 545 8.00 23.72, 1044 7.00 24.67 3 645 8.00 23.72: 944 8.00 24.67 4. 545 8.00 23.72 445 18.00 30.83 PagelO 1245 18.00 23.72 445 18.00 30.83 645 8.00 23.72 445 18.00 30.83 5 545 8.00 23.72 245 18.00 30.83 1245 18.00 23.72 245 18.00 30.83 645 8.00 23.72 245 18.00 30.83 6 545 8.00 23.72 1044 7.00 24.67 7 645 8.00 23.72 944 8.00 24.67 8 545 8.00 23.72 445 18.00 30.83 1245 18.00 23.72 445 18.00 30.83 645 8.00 23.72 445 18.00 30.83 Intermediate results for axial-bending Segment Condition c d [in] [in] I 012 (Max) 40.94 249.60 2 D13 (Max) 10.15 .34.99 3 D13 (Max) 11.20 41.81 4 012 (Bottom). 40.73 249.60 5 D12 (Max) 38.50 249.60 6 013 (Top) 8.53 34.99 7 012 (Top) 10.08 41.81 8 012 (Max) 37.96 249.60 Combined axial flexure Segment Condition Pu Mu 4YMn Mu*Mn [Kip] (Kipft] [Kipft] 1 012 (Max) 112.11 -410.33 10195.71 0.04 ' 2 013 (Max) 58.51 -32.70 318.82. 0.10 • 3 D13 (Max) 48.53 29.23 430.86 0.07 ' 4 D12 (Bottom) 107.69 -366.36 10150.68 0.04 ' 5 012 (Max) 61.80 -171.78 9683.28 0.02 ' 6 013 (Top) 19.85 -17.08 278.05 0.06 U 7 012 (Top) 23.90 19.42 397.40 0.05 I 8 D12 (Max) 50.73 -125.80 9570.58 0.01 ' I Interaction diagrams, P vs. M: ? vs. Jh (Sear 2) .: jw 0 200 Aw a P vs. U Semsni 3 Axial compression Segment Condition Pu 4Pn PuI4)Pn [Kip] (Kip) 1 D3 (Max) 135.76 3560.29 0.04 • 2 D13 (Max) 58.51 497.18 0.12 • 3 D3 (Max) 74.86 593.99 0.13 - I 4 03 (Bottom) 136.47 3560.29 0.04 5 D12 (Max) 61.80 3560.29 0.02 ' I 6 013 (Bottom) 31.86 497.18 0.06 • • I 7 D12 (Max) 37.35 593.99 0.06 • • 8 012 (Bottom) 51.87 3560.29 0.01 ' I Axial tension Segment Condition Pu 4Pn PW4Pn (Kip) (Kip) 1 Dl (Top) 0.00 770.04 0.00 I 2 Dl (Top) 0.00 167.40 0.00 I I 3 Dl (Top) 0.00 200.88 0.00 1 4 Dl (Top) 0.00 770.04 0.00 F 5 Di (Top) 0.00 770.04 0.00 1 6 Dl (Top) 0.00 167.40 0.00 ' 7 Dl (Top) 0.00 200.88 0.00 I I 8 Dl (Top) 0.00 770.04 0.00 ' Shear Segment Condition Vu 4Vn Vu*Vn (Kip] (Kip) 1 D12 (Max) 14.396 640.889 0.02 I 2 013 (Max) 10.395 120.337 0.09 • 1 3 D12 (Max) 11.719 143.777 0.08 • I 4 D13 (Max) 16.447 684.235 0.02 ' 5 D13 (Max) 10.016 679.058 0.01 Page12 C-, ( 6 D13 (Max) 7 D12 (Bottom) 8 D12 (Max) 9.046 120.337 0.08 U I 10.038 143.777 0.07 U I 10.202 677.751 0.02 I I STABILITY RESULTS: Status : ox: Global stability: Safety factor Condition Position RM OTM FS (Kipltj IKipiti SI Left corner -1156.56 0.00 - S17 Right corner 617.57 -238.73 2.59 Notes: Pu = Axial load Pn = Nominal axial load Mua = Moment at section * Mu = Magnified moment at section * Mcr = Cracking moment at section * Mn = Maximum nominal moment Vu = Design shear force * Vn = Nominal shear force Page13 - I Li e4.qj •c:. 3tIj" CA•oø' S ELTA ENGIIEERING - COUSUI.TING STRUCTURAL ENGINEERS 9136 Prdution Ave. SnDicgo CA 92121 Tcic: (*8)5G-SS55 Fax (85S)%64955 DISIPL. 14 (") By Date7't ShtNo. ... Subject 9?' Job No. t ,IBC1 III OkS AO AO A4 F4%. :r r r~1 (-24j C_A, 7L aep • A\tELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 8736 Production Ave. San Mfg CA 92121 Tele: (88)566-88S5 Fax: (858)566-8955 Project: i2M ()Ae By A, 42 Date Sht. No. ... Of Subject MI &DIV Job No. - eJ Lf"As ©lot VY c-Yok, t?t2ç - 2.Z' 4. Z7% ( £4 6 enjm' 40) ¼ Woo To 6at/ k. -2 If o4z5 2- 11') 214 - --• I • "1 (iq f ________ IAP /t & i' (a7) 62 () - - / 09A tt_ i - &lI IIi' To OX 4 Delta Engineering Consulting Structural Engineers 8736 Production Ave. Suite A and then using the 'Punting & Project Title: Engineer: Project ID: Project Descr: Pnnted: 18 DEC 2018. 11:45AM Steel Beam Sofiware cooynahtENERCALC, INC. 1983018, 8ul;10.18. Description: MezzFB-19 Between Lines 4&5- line CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths. First Brace starts at 5.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 8.0 ft 0(6.1)1-(10.2) L(8.4) L(8.4) W16x31 W16x31 Span =23.0 ft Span = 14.0 ft Applied Loads . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: 0 = 0.20 k/ft. Tributary Width = 1.0 It Point Load: D = 6.10, L = 10.20k @5.0 ft Point Load: D = 4.540, L = 8.40k@ 13.0 ft Point Load: D=4.540, L8.40k,@21.oft Load for Span Number 2 Uniform Load: D = 0.20 k/fl, Tributary Width = 1.0 ft Point Load : 0=4.540, L=8.40k©6.oft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.824:1 Section used for this span W16x31 Ma: Applied 89.730 k-ft Mn I Omega: Allowable 108.893 k-ft Load Combination 404L4H, LL Comb Run (L') Location of maximum on span 8.464ft Span # where maxirntim occurs Span #1 Maximum Deflection Maximum Shear Sfress Ratio = Section used for this span Va : Applied VnlOmega : Allowable Load Combination Location of maximum on span Span #where maximum occurs i*itiiiSli 0.339:1 WI6x3I 29.615 k 87.450 k .04411, U. Comb Run (LL) 23.000 ft Span #1 Max Downward Transient Deflection 0.427 in Ratio = 646 >=360. Max Upward Transient Deflection -0.096 in Ratio = 1,758 >=360. Max Downward Total Deflection 0.718 in Ratio = 384 >=240. Max Upward Total Deflection -0.125 in Ratio= 1345 >=240. Vertical Reactions Support - notation: Far left is #1 Values in KIPS Load Combination Support-1- Support 2 Support 3 Overall MAXimum 18250 45.869 1500 Overall MINimum .0.372 5.784 0.120 404H 7.942 19.813 0.512 sDst.*H, U. Comb Run (1) 7.570 25.597 3.500 40.L4H, IL Comb Run (L*) 18250 39.885 -2.868 Delta Engineering Project Title: 3 i' Consulting Structural Engineers Engineer: 8736 Production Ave. Suite A Project ID: and then using the 'Printing & Project Descr: Title Block Line 6 - Printed: ia DEC 2018. 11:45AM Steel Beam A C:Users1AHMADZ-1DOcUME-ItENERCA-lcarlsbo*slot4ec6. SoftwNeoynQhI ENERCAIC, INC. 1983.201ft B 101a1213., I Description: Mezz.FB-19 Between Lines 4 & 5- line Vertical Reactions Support notation: For left is #1 Values in KIPS Load Combination Support I Support 2 Support 3 0-4L4H, LL Cornb-Rui(u4 17.878 45.669 0.120 *044.r4H, IL Comb Run ('1) 7.942 19.813 0.512 904t.rH, U. Comb Run (LI 7.942 19.813 0.512 401Lr4I,Ll Comb Run (U.) 7.942 19.813 0.512 40+S441 7.942 19.813 0.512 9D,0.750Lr40.750L4H, U. Comb Run (' 7.663 24.151 2.753 4040.7501r40.7501'H, IL Comb Run (L15.673 34.867 .2.023 .O.0.750Lr4O.75014H, IL Comb Run (115.394 39.205 0.218 eDi0.750140.750S4H, Ll Comb Run ('I 7.663 24.151 2.753 40-.0.750L40.750S9H, U. Comb Run (L'15.673 34.867 -2.023 4040.750140.75054H, LL Comb Run (U 15.394 39.205 0.218 .D.0.60W44 7.942 19.813 0.512 eD0.70E4I 7.942 19.813 0.512 4D40.750Lr40.750140.450W41, LL Con 7.663 24.151 2.753 4040.750L1.0.750140.450W4H, IL Con 15.613 34.867 -2.023 4040.7501r40.750140.450W4H, LL Con 15.394 39205 0.218 4040.750140.750S40.450W4H, LL Corn 7.663 24.151 2.753 90'O.750140.750S40.450W4H. U. Corn 15.673 34.867 -2.023 4040.750140.750340.450W41, LL Corn 15.394 39.205 0.218 040.750L0.750S0.5250E4t, LI. Con 7.663 24.151 2.753 .O40.750L40.750S40.5250E4H, IL Con 15.673 34.867 -2.023 4040.750L40.750540.5250E4H, LL Con 15.394 39.205 0.218 e0.60D40.60W40.60H 4.765 11.888 0.307 40.60D40.70E40.60H 4.765 11.888 0.307 0 Only 7.942 19.813 0.512 LrOnly, LI. Comb Run (1) Li Only, U. Comb Run (I') Ii Only, LL Comb Run (LL) I Only, U. Comb Run ('1) -0.372 5.784 2.988 L Only, U. Comb Run (L') 10.308 20.072 -3.380 I Only, LL Comb Run (U.) 9.936 25.856 .0.392 S Only W Only E Only H Only Delta Engineering Project Title: c Consulting Structural Engineers Engineer: 8736 Production Ave. Suite A Project ID: and then using the Printing & Project Descr: Title Block Line 6 Printed: 18 DEC 2018, 1203PM Steel Beam Fe CWsesW4MADZ-lDOCUME-11ENERCA-1'ca1sbai oars lot 4.ec6. 6 Saftwaie copyright ENERCALC, INC. 1983.2018, Build:10.18.12.13. I Lie. Licensee: DELTA ENGINEERING Description: MezzFB-iOBetweenUnes2&3-B&C CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at 7.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 8.0 ft 0(8 32).L(14.1) W1 6x31 Span = 15.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.20 klft, Tributary Width =1.0 ft Point Load: D=8.320, L=14.lok@7.ofl. DESIGN SUMMARY Maximum Bending Stress Ratio = 0.668: 1 Section used for this span W1641 Ma: Applied 89.997k-ft Mn IOmega: Allowable 134.731 k-fl Load Combination Location of maximum on span 6.986ft Span# where maximum occurs Span #1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn!Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Sri.iMIC1 0.157:1 WI6x31 13.690 It 87.450 k 40414H 0.000 ft Span U 1 Maximum Deflection Max Downward Transient Deflection 0.157im Ratio= 1,144 '=360. Max Upward Transient Deflection 0.000 im Ratio = 0 <360.0 Max Downward Total Deflection 0.274 ie Ratio = 656 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Vertical ReactionS. Support notation: Far left is #1 - Values in KIPS Load Combination Support I Support 2 Overall MAXiiiiiii 13.690 12.195 Overall MINimum 3.702 3.369 4DH 6.170 5.615 40+L4H 13.690 12.195 .D.Lr4I 6.170 5.615 40+S4H 6.170 5.615 4040.750Lr40.750L4H 11.810 10.550 4040.750140.750S41 11.810 10.550 411>460W4H 6.170 5.615 .D.0.70E.H 6.170 5.615 4040.750Lr40.750U10.450W.H 11.810 10.550 40+0.750L40.750S40.450WeH 11.810 10.550 40$0.750L40.750S40.5250E4H 11.810 10.550 40.60040.60W40.60H 3.702 3.369 40.60040.70E40.60H 3.702 3.369 D Only 6.170 5.615 Li Only I. Delta Engineering Project Title: Consulting Structural Engineers Engineer: C 8736 Production Ave. Suite A Project ID: and then using the Printing & Project Descr Title Block Une 6 Printed: 18 DEC 2018. 12:03PM [ Steel Beam - SoftwaecpyrighlENERCALC,•INC. 1983.18, Build:10.18.12.13. I - Lic, # : KW-06003118 Licensee: DELTA ENGINEERING Description: Mezz. FB-10 Between Lines 2 & 3-B & C Vertical Reactions - Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 TOnty 7.52Ci 6.580 S Only WOnly E Only H Only Flpv evi , _17001. fp,~ I a CAP PL-. (4)-l-0 A325SC BOLTS MIN. Lr 1 I'# (OFWIBx BEAM PER PLAN -' \\( "\ \ BEAM PER PLAN NOTCHED BOTTOM FLANGEON ONE SIDE AS NEEDED. I % -(4)-r0 A325SC BOLTS lIZ' GUSSET PLxSlZE \ AS SHOWN i-r W-W MIN. V 511V COLUMN PER BRACE ) 12 d,j FRAME ELEVATION. I I DIAGONAL BRACING (•- '-s' %i' i PER BRACE FRAME iI (' ELEVATION. ORDINARY BRACED F CONNECTION DETAIL t_I era. C. 40_41 an / 10 31 Im 1/2 I, -, 1 oeltaEngineering -- C9C$UIOII EIIla.SfS PROJECT: Cadsbad Oak lot 4 Brace connecler PAGE: 8736 ProductIon Ave, Ste. A CLIENT: - DESIGN BY: San Diego, CA 92121 JOB NO.: DATE: REVIEW BY: OUT DATA & DESIGN SUMMARY BEAM SECTION => .W16X31 LAVITY SERVICE LOAD p 12.5 hips TERAL TENSION LOAD, ASD To 24 hips ATE THICKNESS t = 0.5 in ATE STEEL VIEW STRESS Fy = 35 KsI LAL WELD SIZE W a 0.26 11n (114 in) ILT DIAMETER 0 = in 0 In) LT MATERIAL (A307, A325, A490) . ASTM [i.00 A325 ILE TYPE (510, NSL OVS, SSt. LSL) = s ATO sro- Slandaid round hales(441116) NSL = Long or shoitcloded hole normal to lead direction OVS= Overdue mural holes em mietted holes LSL Lcng4lottedhales USE PLATE 11.5"x3.0'x112" II1flTHWELO1W EACH SIDE TO 1PJNFrn1CThI TYPE (SC. N. XI es r scT] COLUMN AND I ROW OF TOTAL (4).? BOLTS AT BEAM END. SC e Sup Critical inedian N Bearing-type connection with threads Inducted in the shear plane X a Beating-type connection with threads exduded (ann the ahoar plane 1Y BOLT NUMBERS 1 row 8 [jbspermw (tolal4 bolts) TOP FLANGE COPED? (loVes, 0--W,)= No ION PROPERTIES (AISC Manual Table 1) d 4,, to It 15.9 0.275 0.44 0.842 K CAPACITY OF BOLTS (AISC 360-10 J3) Alow shear per bolt = 11.5 hips I bolt, (Rn I C),. AISC Manual Table?) (P2+T2)°2 = 27 hips No. of bolts required = 2.4 Number of bolts used 4 bolts (Sasfaoiy] Bolt spacing required = 3.00 in Bolt spacing used = 3.00 In (Satisfactory] Edge spacing required 1.25 in. (Tab J3.4) Edge spacing used 1.25 In (Satisfactory] Number of rows required I rows Number of rows used I rows (Satisfactory] Bolt group capacity = 46 hips > (P2+T7)" 27 hips D. P = 13 hips [Satisfactory] CAPACITY OF WELDING (AISC 350-10.12) e = 1.75 in, (AISC 360-10, Table .13.4) Plate thickness = 0.50 in Weld slze,w = 025 In Min allowable weld = 0.19 in (Satisfactory] Max allowable weld = 0.44 in (Satisfactory] = 0.18 in 0 . = 11.5 in I = 2 (t 112) = 44.8 In4 9 = 62.488 deg. (AISC 360-10. .12-5) Vertical shear = PIA,, = P/2D4, 3.1 hal S.,= 0.0174 In Bending stress = 0.5 P e D I I = 2.8 kill Am = 0.0138 in Tensionstless = TIAW =1120 Is = 5.9 hal f(p) = 1.1655 , (AISC 3SO-10.J2-9) Resultant Stress = I (PIA,)2 + (0.5 P e Oil + T1A)2]" = 9.2 kill F.= 69.396 hat, (AISC 360-10. J2.8) Allow shear F. 10 = F,, 12.0 = 347 1(51 )' 9.2 ksl [SatIsfactory] PLATE FOR SHEAR CAPACITY (AISC 360.05 G2) PIA = 2.2 1(51 < 0.6 F, C, IC), = 0.6 F5 1011.5 = 14.4 1(51 ISatlsfactoiy] PLATE FOR TENSION CAPACITY (AISC 385-050) TIA= 4.2 kill c F,l(=F,11.67= 21.56 1(51 (SatisfactOry) NET SHEAR FRACTURE (AISC 360-10.14.2) F9 = .56 kill ( AISC Manual, Pg. 2-39) = 0.6 F IC) ( D - n (d5 4-118) It = 61 hips s 12.5 hips (Satisfactory] NET TENSION FRACTURE (AISC 360-10.14.1) F9 = 58 1(51 T9 , = Full) (0-n(d1+118))t = 102 hips . 24 kips [Satistactoty] BLOCK SHEAR (WEB TEAR-OUT. AISC 360-10.14) <= Applicable only for top flange coped. in 0.8 in I, = 6.8 In F9 65 hal (for WF, AISC Manual, Pg. 2-39) R,p =0.6A,F910+A1F91fl .(0.3I,+0.511) le, F9 tSalisfa R(a.T o (0.56+2x0.36) to Fu = 68 a To 24 hips (Satisfactoryl GEOCON INCORPORATED G E 0 1 E C H N I CAL • ENVIRONMENTAL • MATERIALS Project No. 06442-42-26 December 3, 2018 RECEIVED DEC 2 12018 Badiee Development Inc. Post Office Box 3111 CITY OF CARLSBAD La Jolla, California 92038 BUILDING DIVISION Attention: Mr. Scott Merry Subject: STRUCTURAL AND PRECISE GRADING PLAN REVIEW CARLSBAD OAKS NORTH BUSINESS PARK - LOT 4 CARLSBAD, CALIFORNIA References: 1. Update Geotechnical Report, Carlsbad Oaks North Business Park - Lot 4, Carlsbad, California,, prepared by Geocon Incorporated, dated June 23, 2016 (Project No. 06442-42-26). Structural Plans: Badiee Development, Carlsbad Oaks Innovation Park Lot 4 (Resubmittal), Carlsbad, CA, prepared by Delta Engineering, dated December 3, 2018 (Job No 2016-06). Precise Grading Plan for Carlsbad Oaks Lot 4 (Victory Carlsbad Oaks Lot 4), prepared by Excel Engineering, undated (Project No. SDP2018-0023). Dear Mr. Merry: In accordance with your request, we have reviewed the structural and precise grading plans (References 2 and 3) for conformance with the recommendations presented in Reference 1. Our review was limited to geotethnical aspects of project development and did not include review of other details on the plans, architectural, structural, civil, or otherwise, that do not directly pertain to geotechmcal aspects of construction. Based on our review, the referenced plans and details presented have been prepared in substantial conformance with the geotechnical recommendations presented in Reference 1. If there are any questions regarding this correspondence, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED 4:Z::36radleyyy eK;una Staff Engineer BRK:RCM:dmc (4--ey C. Mikesell 2533 0FES cr S,%. 0 rZ No.2533 - iii 46 (e-mail) Addressee 6960 Flanders Drive 0 San Diego, California 92121-2974 • Telephone 858.558.6900 • Fax 88.558.6159 I UN UPDATE GEOTECHNICAL REPORT CARLSBAD OAKS NORTH BUSINESS PARK - LOT 4 CARLSBAD, CALIFORNIA PREPARED FOR BADIEE DEVELOPMENT INC. LA JOLLA, CALIFORNIA CBC20I8-0667 2810 CARIBOU CT BADIEE: (LOT 4) 50,150 SF TILT-UP BUILDING DEV2018-0203 2091200300 1212112018 ____ CBC20I 8-0667 GEOCON INCORPORATED . .. GE b TEC H N f CA I . EN VI RON M.E.N T AL • MATER LA IS Project No. 06442-42-26 June 23, 2016 Badiee Development Inc. Post Office Box 3111 La Jolla, California 92038 Attention: Mr. John Cöuvillion Subject: UPDATE GEOTECHNICAL REPORT CARLSBAD OAKS NORTH BUSINESS PARK - LOT 4 CARLSBAD, CALIFORNIA Dear Mr. Couvillion: In accordance with your request, and our Proposal No. LG-1 6178, revised dated May 20, 2016, we have prepared this update geotechnical report for the continued development of the subject lot. The accompanying report presents the findings of our study and, 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 an office/industrial building along with 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 52 Emilio Alvarado Rodhe C. Mikesell David B. Evans RCE 66915 GE33 CEG 1860 EA:RCM:DBE:drñc (3/del) Addressee DAVID B. EVANS NO. 1880 CERTIFIED ENGINEERING GEOLOGIST 6960 Flanders Dtive IN San Diegoi ca111o61a 92.121-2974 I Telephone A58,5584900 0 fax 858.5584.159 TABLE OF CONTENTS PURPOSE AND SCOPE ............................................................................................................ 1 PREVIOUS SITE DEVELOPMENT..........................................................................................1 SITE AND PROJECT DESCRIPTION.......................................................................................2 SOIL AND GEOLOGIC CONDITIONS....................................................................................3 4.1 Compacted Fill (Qcf) .................................................................................................. . ..... 3 4.2 Granitic Rock (Kgr) ............................................................................................................ 3 RIPPABILITY AND ROCK CONSIDERATIONS ..................................................................... 4 GROUNDWATER ...................................................................................................................... 4 GEOLOGIC HAZARDS ............................................................................................................5 7.1 Faulting............................................................................................................................5 7.2 Seismicity-Deterministic Analysis ....................................................................................5 7.3 Seismicity-Probabilistic Analysis......................................................................................6 7.4 Landslides .................................................................... . ................................................... 6 7.5 Liquefaction ................................................................................. . ................................... 7 7.6 Tsunamis and Seiches ........................................................................................................ 7 CONCLUSIONS AND RECOMMENDATIONS.......................................................................8 8.1 General.............................................................................................................................8 8.2 Soil Characteristics...........................................................................................................9 8.3 Subdrains........................................................................................................................10 8.4 Grading ...................................................... . ................................................................... 10 8.5 Slopes ..........................................................................................................................13 8.6 Seismic Design Criteria ........................................................... ....................................... 13 8.7 Foundation and Concrete Slab-On-Grade Recommendations ......... ............... ................... 15 88 Retaining Walls and Lateral Loads Recommendations ..................................................... 17 8.9 Preliminary Pavement Recommendations - Flexible and Rigid.......................................19 8.10 Detention Basin and Bioswales Recommendations..........................................................22 8.11 Site Drainage and Moisture Protection............................................................................23 8.12 Slope Maintenance .........................................................................................................24 8.13 Grading, Foundation, and Retaining Wall Plan Review...................................................24 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, Typical Retaining Wall Drain Detail APPENDIX A FIELD INVESTIGATION Figures A-i - A-9, Logs of Exploratory Trenches TABLE OF CONTENTS (Concluded) APPENDIX B LABORATORY TESTING (prepared by Geocon Incorporated, 2006) APPENDIX C City of Carlsbad BMP Design Manual - Categorization of Infiltration Feasibility Condition (Form 1-8) APPENDIX D RECOMMENDED GRADING SPECIFICATIONS UPDATE GEOTECHNICAL REPORT 1. PURPOSE AND SCOPE This report presents the results of an update geotechnical study for the proposed ultimate development of Lot 4 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 within the 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 in essentially the same conditions as it was at the completion of mass grading and, review of 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 1, Carlsbad, California, prepared by Geocon Incorporated, dated May 28,. 2008 (Project No. 06442-32-04B). Final Report of Testing & Observation Services During Site Grading, Carlsbad Oaks North Business Park - Phase 1, Lots 1 through 9, Carlsbad, California, prepared, by Geocon Incorporated, dated August 30, 2006 (Project No. 06442-32-04A). Update Geotechnical Report, Carlsbad Oaks North Business Park - Lot 4, Carlsbad, California, prepared by Geocon Incorporated, dated August 24, 2007 (Project No. 06442-32- 15). Conceptual Site Plan for Carlsbad Oaks North Lot 4, Carlsbad, California, prepared by Smith Consulting Architects, PDF copy, plot date May 4, 2016. We performed exploratory trenching on May 31, 2016 in areas where granitic rock was exposed at grade across the pad. The purpose of the trenching' was to obtain further information regarding near surface rock rippability. Logs of the exploratory trenches and other details of the field investigation 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 operations for Lot 4 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 4 was performed in conjunction with the compaction testing and observation services of Geocon Incorporated. Test results, as 'well as• professional opinions pertaining to the Project No. 06442-32-26 - 1 - . June 23, 2016 41 3 grading of Lot 4, are summarized in Reference No. 2 (report dated August 30, 2006). Pertinent laboratory tests performed on selected soil samples collected during previous grading are presented in Appendix B. Subsequent to mass grading operations, a storm drain pipe was constructed along the eastern margin of the lot. In addition, a storm drain was constructed as part of the detention basin in the southwestern area of the lot. We provided testing and observations services during trench backfill operations. Our test results are presented in Reference No. 1. 3. SITE AND PROJECT DESCRIPTION Lot 4 consists of an approximate 4-acre, previously sheet-graded vacant lot. The lot is bounded by Whiptail Loop West to the west, Caribou Court to the south, Lot 24 (formerly Lot 25) to the north, and Lot 7 to the east. The existing as-graded condition of the property consists of granitic rock exposed at grade across the majority of the building pad. Compacted fill is located along the north, east and southwest portions of the lot. Ascending and descending 2:1 (horizontal:vertical) cut and fill slopes were constructed along the perimeter of the lot with a maximum height of approximately 54 feet. 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 property. Topographically, the sheet-graded pad portion of the lot slopes from the northeast to the southwest with elevations varying from approximately 373 feet above Mean Sea Level (MSL) to approximately 357 feet MSL at the bottom of a temporary detention basin located at the southwest corner of the pad. Existing improvements consist of a storm drain system that was constructed as part of the overall Carlsbad Oaks North Business Park - Phase 1 improvement construction. The referenced site plan indicates the property will be developed to support an approximately 50,000 square foot, office/warehouse concrete tilt-up building with infrastructure improvements. The building will be subdivided into individual units. We anticipate that the structure will .be founded on conventional continuous, isolated spread foundations or appropriate combinations thereof with slab- on-grade floors. We understand that the driveway traffic will consist of cars/light trucks, and heavy truck traffic. Fine grading is expected to consist of cuts and fills generally less than five feet to achieve planned grade. Retaining walls with maximum height of approximately six feet are also planned for the project. Proposed development includes constructing a Low Impact Development (LID)/bio-retention basins for storm water treatment. Project No. 06442-32-26 -2 - June 23, 2016 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 are exposed at finish grade. 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) Limited Compacted fill is located in the southwest portion of the sheet-graded pad and slope areas. The fill is underlain by granitic rock and, where located on the sheet-graded portion of the lot, generally consists of a 3-foot-thick cap of soil containing some 6-inch-minus rock. Fill below the soil cap may contain rock fragments up to 12 inches in size. The outer approximately 15 feet of embankment slopes consist of soil fill with 6-inch-minus rock and occasional 12-inch material. Although particular attention was given to restricting oversize rock placement as discussed herein, it is possible that some oversize material (?12 inches) may be present in the upper portions of fill areas. 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 three feet below existing grade. 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 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 finish sheet-grade on the surface of a majority of the lot and slope areas. Undercutting of granitic rock was not performed during mass grading. Based upon our observations during previous mass grading, and recent exploratory trench excavations, the rock materials are highly weathered in the upper 2 to 7 feet. Proposed excavations below that depth may encounter fresh, extremely strong hard rock that may require blasting to excavate for deeper excavations. The granitic unit exhibits adequate bearing and slope stability characteristics. Project No. 06442-32-26 - 3 - June 23, 2016 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 may 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 since the available fill volume is limited. 5. RIPPABILITY AND ROCK CONSIDERATIONS We performed a subsurface exploration program that consisted of excavating exploratory trenches across the sheet-graded pad to evaluate the granitic rock exposed at grade with, respect to weathering. We performed the trenching with a John Deere 41OG rubber tire backhoe with a 2-foot-wide bucket. We used the information obtained from the field study to base an opinion regarding the rippability characteristics of the bedrock. Rock rippability is a function of natural weathering processes that can vary vertically and horizontally over short distances depending on jointing, fracturing, and/or mineralogic discontinuities within the bedrock. Based on the exploratory trenching performed, it is expected that the proposed excavations into bedrock will encounter rippable 'to marginally-rippable granitic rock to at least the depths shown on the trench logs utilizing conventional heavy duty grading and trenching equipment. The exploratory trench logs are presented in Appendix A, Figures A-i through A-9. Excavations that extend greater than the depths shown on the trench logs may encounter difficult ripping conditions and may require rock breaking or blasting techniques. Excavations can also be expected to generate oversized rock (rocks >12 inches), which will necessitate typical hard rock handling and placement procedures during grading operations. Proposed cuts in the weathered mantle may also generate oversized fragments. Earthwork construction should be carefully planned to efficiently utilize available rock placement areas, if present. Oversize materials should be placed in accordance with rock placement procedures presented in Appendix D of this report and governing jurisdictions. S. GROUNDWATER Groundwater was not observed during mass grading operations for Lot 4' or during the recent field study. 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. Project No. 06442-32-26 -4- June 23, 2016 7. GEOLOGIC HAZARDS 7.1 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, potentially active, or inactive fault traces as defined by the California Geological Survey (CGS). 7.2 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 results of the computer program EZ-FPJSK (Version 7.65), 10 known active faults are located within a search radius of 50 miles from the property. We used acceleration attenuation relationships developed by Boore-Atkinson (2008) NGA USGS2008, Campbell-B ozorgnia (2008) NGA USGS, and Chiou-Youngs (2008) NGA in our analysis. The nearest- known active faults are the Newport-Inglewood and Rose Canyon Fault Zone, located approximately eight miles west of the lot and are the dominant sources of potential ground motion. Table 7.2 lists the estimated maximum earthquake magnitudes and PGA's for the most dominant faults for the site location calculated for Site Class C as defined by Table 1613.3.2 of the 2013 California Building Code (CBC). TABLE 7.2 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 0.24 0.23 0.28 Rose Canyon 8 6.9 0.20 0.21 0.22 Elsinore 20 7.85 0.17 0.12 0.16 Coronado Bank 24 7.4 0.13 0.09 0.11 Palos Verdes Connected 24 7.7 0.14 0.10 0.13 Earthquake Valley 38 6.8 0.06 0.05 0.04 San Joaquin Hills 40 7.1 0.07 0.07 0.06 Palos Verdes 40 7.3 0.08 0.06 0.06 San Jacinto 45 7.88 0.09 0.07 0.08 Chino 50 6.8 0.05 0.04 0.03 Project No. 06442-32-26 - 5 - June 23, 2016 7.3 Seismicity-Probabilistic Analysis We used the computer program EZ-FRISK (version 7.65) to perform a probabliuistic seismic hazard analysis. EZ-FRISK 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 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 (2008) NGA USGS 2008 in the analysis. Table 7.3 presents the site-specific probabilistic seismic hazard parameters including acceleration-attenuation relationships and the probability of exceedence for Site Class C. TABLE 7.3 PROBABILISTIC SEISMIC HAZARD PARAMETERS Probability of Exceedence Peak Ground Acceleration Boore-Atkinson, 2008 (g) Campbell-Bozorgnia, 2008 (g) Chiou-Youngs, 2008 (g) 2% in a 50 Year Period 0.37 0.37 0.41 5% in a 50 Year Period 0.28 0.27 0.29 10% in a 50 Year Period 0.21 0.21 0.22 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. 7.4 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. Project No. 06442-32-26 -6- June 23, 2016 7.5 Liquefaction 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. 7.6 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. F. Project No. 06442-32-26 -7- June 23, 2016 8. CONCLUSIONS AND RECOMMENDATIONS 8.11 General 8.1.1 No soil or geologic conditions .were encountered during this study that would preclude the development of the property as presently planned provided the recommendations of this report are followed. 8.1.2 Lot 4 is comprised mainly of granitic rock with some areas of compacted fill. The compacted fill and bedrock are suitable for support of additional fill or structural loads. In areas where fill is required to achieve ultimate grade, or proposed excavations into existing fill are less than one foot, the upper one foot of compacted fill should be scarified, moisture conditioned, and compacted prior to placing fill. 8.1.3 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. 8.1.4 Planned fine grading will result with a cut to fill transition condition across the footprint of the proposed building. The cut portion (bedrock) should be undercut and replaced with compacted fill to reduce the potential for differential settlement of the structure. The undercut should be performed in accordance with Section 8.4.9. Alternatively, extending footings through the shallow fill to bear on granitic rock may be possible. This possibility can be evaluated as project plans progress. 8.1.5 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 3-foot-thick soil cap or into the granitic rock, such as sewer lines, may also encounter hard granitic rock and rock fragments greater than 12 inches. Excavation difficulties should be anticipated. 8.1.6 Possible blasting or rock breaking may be required for excavations that extend into fresh or less weathered granitic bedrock 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 determining the type of equipment to utilize for future excavation operations. Due to the absence of 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 need to be exported. It Project No. 06442-32-26 - 8 - June 23, 2016 8.1.7 It is not uncommon for groundwater or seepage conditions to develop where none previously existed, particularly after landscape irrigation is initiated or following precipitation. 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. 8.2 Soil Characteristics 8.2.1 Laboratory testing performed on soil samples collected during the mass grading operations indicate that the prevailing soils within approximately 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 ifi. Table 8.2.1 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. TABLE 8.2.1 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 8.2.2 Laboratory testing on soil samples collected during mass grading were also tested to evaluate water-soluble sulfate content. Table IV, 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 AC!. 318 Sections 4.2 and 4.3. We recommend that guidelines presented in the CBC and AC! be followed in determining the type of concrete to be used. Table 8.2.2 presents a summary of concrete requirements set forth by the CBC and ACI. The presence of water-soluble sulfates is not a visually discernible characteristic; therefore, Project No. 06442-32-26 - 9 - June 23, 2016 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 8.2.2 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 0.45 4,500 or Slag 8.2.3 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. 8.3 Subdrains 8.3.1 No new subdrains are expected considering the limited fill depth that is planned for fine grading operations.. 8.4 Grading 8.4.1 All grading should be performed in accordance with the Recommended Grading Specifications- contained in Appendix D. Where the recommendations of Appendix D conflict with this section of the report, the recommendations of this section take precedence. 8.4.2 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 the fine grading plan can be discussed at that time. Project No. 06442-32-26 -10 - June 23, 2016 8.4.3 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. 8.4.4 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. 8.4.5 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 basin should be removed and the resulting excavation backfilled in accordance with the recommendations presented herein. 8.4.6 Areas to receive fill, and where practical for areas. consisting of bedrock, 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 initial sheet grading of the pad. 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. 8.4.7 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. Project No. 06442-32-26 - 11 - June 23, 2016 8.4.8 Based on existing as-graded condition of the pad portion of the lot and proposed grading presented on the site plan, fine grading will result in a cut to fill transition condition within the building footprint. Consequently, the foundation elements may be bearing on compacted fill and bedrock resulting in potentially unacceptable differential settlements. 8.4.9 To reduce the potential for differential settlement, the cut portion (granitic bedrock) of cut/fill transition or where bedrock is located within four feet of design pad grade, should be over-excavated (undercut) a minimum of four feet below finish pad grade or at least one foot below the lowest foundation element, whichever is deeper, and replaced with compacted low expansive (Expansion Index [El] 50) soil fill predominately consisting of 6-inch-minus rock. The undercutting will also facilitate excavation of proposed shallow utilities beneath the building. 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. Overexcavations should be cut at a positive gradient toward the parking lot or toward the deepest fill area to provide drainage for moisture migration along the contact between the bedrock and compacted fill. 8.4.10 In-lieu of undercutting for cut to ifil transition condition as discussed above, an acceptable alternative is to extend footings through the fill and bear on the granitic rock. The final decision to perform undercutting or deepen footings can be determined during fine grading operations based on field conditions observed and depth of foundation elements presented on the project structural plan. 8.4.1.1 For exterior utilities (i.e., storm drain, sewer, dry utilities, water) that will be located in areas of exposed granitic rock, at pad grade following planned grading, consideration should be given to performing exploratory excavations to evaluate the rippability characteristics of the bedrock. This work should be performed during grading operations. The need to undercut the underlying granitic rock within the utility corridors should be determined in the field based on the findings of the exploratory trenching. The undercuts, if needed, should extend at least one, foot below the deepest utility. Undercuts performed should be replaced with soil fill predominately consisting of 6-inch-minus rock fragments. 8.4.12 For areas to receive fill, rock fragments greater than 6 inches in maximum dimension should not be placed within four feet of finish grade in the building pad area and three feet of subgrade in driveways/parking areas. Rock fragments greater than .12 inches in maximum dimension should not be placed within the upper 10 feet of finish grade. Project No. 06442-32-26 -12 - . June 23, 2016 8.4.13 It is recommended 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. 8.4.14 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. 8.4.15 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. 8.5 Slopes 8-.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 the referenced geotechnical reports). The deep-seated and surficial slope stability analyses where performed using the simplified Janbu analysis utilizing average drained direct shear strength parameters based on laboratory tests performed during our 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 project slopes. 8.5.2 No new significant fill slopes are planned during this phase of grading. 8.5.3 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 drought tolerant plants having a variable root depth. Slope watering should be kept to a minimum to just support the plant growth. 8.6 Seismic Design Criteria 8.6.1 We used the computer program US. Seismic Design Maps, provided by the USGS. Table 8.6.1 summarizes site-specific design criteria obtained from the 2013 California Building Code (CBC; Based on the 2012 International Building Code [IBC] and ASCE 7-10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response Project No. 06442-32-26 - -13 - June 23, 2016 uses a period of 0.2 seconds. The values presented in Table 8.6.1 are for the risk-targeted maximum considered earthquake (MCER). Based on soil conditions and planned grading, the building should be designed using a Site Class C. 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 8.6.1 2013 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2013 CBC Reference Site Class C Section 1613.3.2 MCER Ground Motion Spectral 1.037g Figure 1613.3.1(1) Response Acceleration - Class B (short), Ss MCER Ground Motion Spectral 0.403g Figure 1613.3.1(2) Response Acceleration - Class B (1 sec), Si Site Coefficient, FA 1.000 Table 1613.3.3(1) Site Coefficient, Fv 1.397 Table 1613.3.3(2) Site Class Modified MCER Spectral 1.037g Section 1613.3.3 (Eqn 16-37) Response Acceleration (short), SMS Site Class Modified MCER Spectral 0.563g Section 1613.3.3 (Eqn 16-38) Response Acceleration (1 sec), SMI 5% Damped Design Spectral 0.691g Section 1613.3.4 (Eqn 16-39) Response Acceleration (short), SDS 5% Damped Design Spectral 0.375g Section 1613.3.4 (Eqn 16-40) Response Acceleration (1 sec), Si), 8.6.2 Table 8.6.2 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 (MCEG). TABLE 8.6.2 2013 CBC SITE ACCELERATION PARAMETERS Parameter Value, Site Class C ASCE 7-10 Reference Mapped MCE0 Peak Ground 0.394g Figure 22-7 Acceleration, PGA Site Coefficient, FPGA 1.006 Table 11.8-1 Site Class Modified MCEG 0.396g Section 11.8.3 (Eqn 11.8-1) Peak Ground Acceleration, PGAM 8.6.3 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 Project No. 06442-32-26 -14 - June 23, 2016 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. 8.7 Foundation and Concrete Slab-On-Grade Recommendations 8.7.1 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. 8.7.2 The following recommendations are for the planned 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 12 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 12 inches below lowest adjacent pad grade, and be founded on properly compacted fill. A typical footing dimension detail is presented on Figure 4. 8.7.3 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. 8.7.4 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. 8.7.5 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: 8.7.6 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. 8.7.7 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. Project No. 06442-32-26 _15 - June 23, 2016 8.7.8 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. 8.7.9 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 a manner that prevents puncture in accordance with manufacturer's recommendations and ASTM requirements. 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. 8.7.10 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. 8.7.11 Exterior slabs not subject to vehicle loads should be at least four 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 mesh should be placed in the middle of the slab. Proper mesh positioning is critical to future performance of the slabs. The contractor should take extra measures to provide proper mesh placement. Prior to construction of slabs, the subgrade should be moisture conditioned to at least optimum moisture content and compacted to a dry density of at least 90 percent of the laboratory maximum dry density in accordance with ASTM 1557. 8.7.12 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. Project No. 06442-32-26 -16 - June 23, 2016 8.7. 13 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. 8.7.14 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. 8.7.15 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. 8.7.16 A representative of Geocon J.nèorporated should observe the foundation excavations prior to the placement of reinforcing steel or concrete to check that the exposed soil conditions are consistent with those anticipated. If unanticipated soil conditions are encountered, foundation modifications may be required. 8.7.17 Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. 8.8 Retaining Walls and Lateral Loads Recommendations 8.8.1 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 with a density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at 2:1 (horizontal:vertical), 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 50. Geocon Incorporated should be consulted for additional recommendations if backfill materials have anEl>50. Project No. 06442-32-26 -17 - June 23, 2016 8.8.2 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 (total unit weight of soil should be taken as 130 pcf). 8.8.3 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. 8.8.4 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. 8.8.5 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 550) 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. - 8.8.6 In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of 2,500 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. 06442-32-26 - 18- June 23, 2016 8.8.7 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. 8.8.8 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 0.396g calculated from ASCE 7-10 Section 11.8.3 and applied a pseudo-static coefficient of 0.33. 8.8.9 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. 8.8.10 An ultimate 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. 8.8.11 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. 8.9 Preliminary Pavement Recommendations - Flexible and Rigid 8.9.1 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) ProjectNo. 06442-32-26 -.19- June 23, 2016 testing performed throughout the Carlsbad Oaks North Business Park development. The civil engineer should provide traffic indices (Ti) for use in final pavement design. 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, laboratory R-Value testing is performed on the subgrade soils and traffic indices are provided for our use. 8.9.2 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 flexible pavement sections in accordance with State of California, Department of Transportation (Caltrans) Highway Design Manual (Topic 633). 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 accordance with City of Carlsbad minimum requirements for private commercial/industrial developments. Table 8.9 summarizes preliminary pavement sections. TABLE 8.9 PRELIMINARY PAVEMENT DESIGN SECTIONS • Estimated Asphalt Class 2 Aggregate Base PCC Location Traffic Concrete Section • Index [TI]* (inches)** beneath Asphalt Concrete (inches) (inches) Automobile Parking 4.5 4.0 4.0 5.0 Automobile/ 5.5 4.0 4.0 6.0 Light truck Driveways Heavy /Trash Truck 6.5 4.0 7.0 7.0 Driveways/Fire Lane Heavy Truck Loading Apron N/A N/A N/A 7.0 Trash enclosure apron N/A N/A N/A 75** *Civil engineer should provide TI for final pavement design. **City of Carlsbad minimums for Private Commercial/Industrial developments. Project No. 06442-32-26 -20- June 23, 2016 8.9.3 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. = pounds per cubic inch. = pounds per square inch. 8.9.4 Asphalt concrete should conform to Section 203-6 of the Standard Specifications for Public Works Construction (Greenbook). Class 2 aggregate base should conform to Section 26-1.02B of Caltrans with a 3h-inch maximum size aggregate. 8.9.5 Prior to placing base material and 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. Base material should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near or slightly above optimum moisture content. Asphalt concrete should be compacted to at least 95 percent of the laboratory Hveem density in accordance with ASTM D 2726. 8.9.6 Loading aprons such as trash bin enclosures and heavy truck areas should utilize Portland cement concrete as presented in Table 8.9 above. 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. 8.9.7 The following recommendations are being provided for PCC pavement areas. 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 2 inches, whichever results in a thicker edge, at the slab edge and taper back to the recommended slab thickness 3 feet behind the face of the slab (e.g., a 7-inch-thick slab would have a 9-inch-thick edge). 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 Project No. 06442-32-26 _21 - June 23, 2016 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 ACI report. Construction joints should be provided at the interface between areas of concrete placed at different times during construction. Doweling is recommended between the joints in pavements subjected to heavy truck traffic. Dowels should meet the recommendations in the referenced ACI guide and should be provided by the project structural engineer. 8.9.8 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 below the level of the base materials. 8.10 Detention Basin and Bioswales Recommendations 8.10.1 The site is currently underlain by compacted fill or dense granitic bedrock. Planned grading will result with additional dense compacted fill and bedrock at grade. As previously discussed, the compacted fill consists 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. Infiltrating into compacted fill generally results in settlement and distress to improvements placed over the compacted fill; as well as slope instability. It is our opinion the compacted fill is unsuitable for infiltration of storm water runoff due to the potential for adverse settlement and slope instability. The granitic bedrock is also sufficiently dense that infiltration water would be expected to perch on granitic rock 8.10.2 Any detention 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. Project No. 06442-32-26 -22- June 23, 2016 8.10.3 Distress may be caused to planned improvements and properties located hydrologically downgradient or adjacent to infiltration 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 liner 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. 8.10.4 Appendix C presents the form titled Categorization of Infiltration Feasibility Condition (Form 1-8) from the City of Carlsbad BMP Design Manual (February 16, 2016). Criteria 4 and 8 are not related to geotechnical engineering aspects and will need to be addressed by the civil or groundwater engineer. 8.10.5 The landscape architect should be consulted to provide the appropriate plant recommendations. If drought resistant plants are not used, irrigation may be required. 8.11 Site Drainage and Moisture Protection 8.11.1 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. 8.11.2 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 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. 8.11.3 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. Project No. 06442-32-26 -23 - June 23, 2016 8.12 Slope Maintenance 8.12.1 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. 8.13 Grading, Foundation, and Retaining Wall Plan Review 8.13.1 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. 06442-32-26 -24- June 23, 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. 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GEOTECHNICAL• 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 4 CARLSBAD, CALIFORNIA I DATE 06-23- 2016 I PROJECT NO. 06442 -42-26 I FIG. 4 I Pdl23l2O1G I132AM I BrALVIN LADRILLONO I Rio Lo alJon'(PROJECTSW8442.42-2O (Los 4)i0ETAfl3%Wo14oLmm Fooling flinooislnn Dell (COLFCO12)Ang PROPOSED CONCRETE BROWDITCH GROUND SURFACE / RETAINING WALL PROPERLY / - \COMPACTED BACKFILL -_......TEMPORARY BACKCUT WATER PROOFING - •• / PER OSHA PER ARCHITECT -L.. H 213 4..[MIRAFI 140N FILTER FABRIC - : (OR EQUIVALENT) OPEN GRADED 1 MAX. AGGREGATE GROUND SURFACE -\ - Li 4 DIA. PERFORATED SCHEDULE ~FOOTING 40 PVC PIPE EXTENDED TO APPROVED OUTLET 12 4 CONCRETE BROWDITCH L GROUND SURFACE RETAINING - WALL -' WATER PROOFING I - _PER ARCHITECT I DRAINAGE PANEL (MIRADRAIN 6000 I OR EQUIVALENT) 213H - 3I4. CRUSHED ROCK - (1 CU.FTJFT.) FILTER FABRIC PROPOSED - C// ENVELOPE MIRAFII4ONOR GRADE 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 - GROUND SURFACE RETAINING WALL f WATERPROOFING - -PER ARCHITECT 2J3 H - DRAINAGE PANEL (MIRADRAIN 6000 - OR EQUIVALENT) 4 DIA. SCHEDULE 40 PROPOSED PERFORATED PVC PIPE - GRADE :, OR TOTAL DRAIN EXTENDED TO FOOTING1 APPROVED OUTLET NO SCALE I I TYPICAL RETAINING WALL DRAIN DETAIL I GE000N (4.. INCORPORATED GEOTECHNICALU ENVIRONMENTAL 0 MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 921212974 PHONE 858558-6900- FAX 858 558-6159 IRM I AML DSK/GTYPD CARLSBAD OAKS NORTH BUSINESS PARK - LOT 4 CARLsBAD; CALIFORNIA DATE 06.23- 2016 PROJECT NO. 06442 -42-26 1 FIG. 5 Plølmdofi.2312016 1I.OAM I ByALVlN LADHIU.UNUI RM LiTWKWI ... APPENDIX A FIELD INVESTIGATION We performed the exploratory trenching on May 31, 2016 which consisted of excavating nine backhoe trenches at the approximate locations shown on Figure 2. The trenches were excavated using a John Deere 410G rubber-tire backhoe with a 2-foot-wide bucket to depths ranging from 2.5. feet to 7 feet below existing grade. The trenches were backfilled using on-site soils and the top of trenches were wheel-rolled for compaction. Soil encountered in the trenches was visually examined, classified and logged in general conformance with ASTM Practice for Description and Identification of Soils (Visual-Manual Procedure D 2488) and, the granitic rock was classified in general conformance with Caitrans Soil and Rock Logging, Classification and Presentation Manual (2010). Logs of the exploratory trenches are presented on Figures A-i through A-9, in this appendix. The logs depict the various soil types and granitic rock encountered, and indicate the depths of each trench excavation. Project No. 06442-32-26 June 23, 2016 PROJECT NO. 06442-42-26 >- TRENCH I ... . . z. 0 DEPTH SOIL <<Cl) Zk IN SAMPLE FEET NO. x CLASS ELEV. (MSL.)370' DATE COMPLETED 05-31-2016 _______ ___________ W OZ 0 (USCS) w it a, EQUIPMENT JD 410G BACKHOE W/ 24" BUCKET BY: J. PAGNILLO MATERIAL DESCRIPTION ___ -- +7 GRANITIC ROCK (Kgr) • + Highly weathered, light brownish gray, moderately weak GRANITIC ROCK; + + excavates as silty, fmeto coarse sand with rock fragments up to 15 inches + ++ + ++ + ++ + 2- + + + ++ + ++ - + ++ + ++ + .4- ++ + ++ + ++ - + ++ + ++ + -6- ++ + TRENCH TERMINATED AT 6.5 FEET Groundwater not encoimtered Figure A-I, Log of Trench T 1, Page lofl 0 ... SAMPLING, UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS DISTURBED OR BAG SAMPLE • ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N DRflJFCT N0 06442-42-26 • TRENCH DEPTH SAMPLE 8 SOIL u, IN NO. Z CLASS ELEV. (MSL.)368' DATE COMPLETED 05-31-2016 I. -S20 C3 FEET I- 0 (USCS) ________ LU EQUIPMENT JD 410G BACKHOE WI 24' BUCKET BY: J. PAGNILLO CS MATERIAL DESCRIPTION -- + + GRANITIC ROCK (Kgr) + Highly weathered, yellowish brown, weak GRANITIC ROCK; excavates as + + silty, fine to coarse sand with rock fragments up to 6 inches + ++ + ++ + ++ + ++ + ++ + ++ • +. ++ + ++ + .4- + + + ++ + ++ • + ++ + ++ + _l__L_ ___ TRENCH TERMINATED AT 6 FEET Groundwater not encountered Figure A-2, Log of Trench T 2, Page 1 of I SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST .... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ...WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. if IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 06442-42-26 w TRENCH 3. DEPTH SAMPLE >- 8 < SOIL 1 Z U Cl) IN NO. =0 13 Z CLASS 05-31 ELEV. (MSL.)372' DATE COMPLETED -2016 _____ w Co z FEET 0 USCS) wwa EQUIPMENT JD 410G BACKHOE WI 24" BUCKET BY: J. PAGNILLO °. MATERIAL DESCRIPTION 0 + + GRANITIC ROCK (Kgr) + Highly weathered, brownish gray, weak GRAMTIC ROCK excavates as + + . silty, fine to coarse sand with rock fragments upto6inches + ++ + ++ + ++ + ++ + +.+ + ++ + ++ + ++ ++ + ++ + ++ + + . -Moderately difficult excavating at 5 feet + + + 6- ++ + ++ + ++ _ ——- TRENCH TERMINATED AT 7 FEET Groundwater not encountered Figure A-3, Log of Trench T 3, Page 1 of I SAMPLE SYMBOLS U ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE . ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. 06442-42-26 • Ui TRENCHT4 L;:.W 29 DEPTH SAMPLE > 11, SOIL I—zU_ Co. z u. it IN FEET NO. . css ELEV. (MSL.)370' DATE COMPLETED 05-31-2016 0)UJ :i 0 (USCS) w Cc ZW_j o It EQUIPMENT JD 410G BACKHOE WI 24" BUCKET BY: J. PAGNILLO 0.C3 0 MATERIAL DESCRIPTION -- + + . GRANITIC ROCK (Kgr) + Highly weathered, brownish gray, moderately weak GRAN7I1C ROCK; + + excavates as silty, fine to coarse sand with rock fragments up to 15 inches ++ ++ ++ 2- ++ - ++ ++ ++ + ++ + .4. ++ - + ++ ++ + + + -Difficult digging + ++ + -6 ++ TRENCH TERMINATED AT 6.5 FEET • Groundwater not encountered Figure A-4, Log of Trench T 4, Page 1 of I 0 ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL • I] ... STANDARD PENETRATION TEST U ...DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE •.. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.' GEOCON PROJECT NO. 06442-42-26 UJI TRENCH 5 - w. DEPTH SAMPLE 0 31:SOIL , I— Z (fl IN FEET NO. CLASS ELEV. (MSL.)36W DATE COMPLETED 05-31-2016 LLI OZ D 0 (USCS) wLU m >- EQUIPMENT JD 410G BACKHOE W/ 24" BUCKET BY: J. PAGNILLO ° C) MATERIAL DESCRIPTION + + GRANITIC ROCK (Kgr) - + Moderately weathered, grayish brown, moderately strong GRANITIC ROCK ++ + ++ + -Excavated rock fragments up to 15 inches ++ + ++ + 2 - + - + -Moderately strong to strong, difficult digging + • REFUSAL AT 2.5 FEET Groundwater not encountered Figure A-51 Log of Trench T5, Page lofl U ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS DISTURBED OR BAG SAMPLE JJ ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO 06442-42-26 w TRENCH T6 DEPTH S < SOIL IN SAMPLE NO. = 0 Z CLASS ELEV. (MSL:)365 DATE COMPLETED 05-31-2016 - 0 OZ FEET p... D 0 (USCS) ________ W > 20 EQUIPMENT JD 410G BACKHOE W/ 24" BUCKET BY: J. PAGNILLO MATERIAL DESCRIPTION -•0- -- + + GRANITIC ROCK (Kgr) + Moderately weathered, brownish gray, moderately strong GRANITIC ROCK; + + excavates as silty, free to coarse sand with rock fragments up to 15 inches + ++ + ++ + ++ + -2- + + + ++ + ++ - + -Difficult digging ++ + .+ + + -4- + + + ±—±—_ _ PRACTICAL REFUSAL AT 4.5 FEET Groundwater not encountered A Figure A-6, Log of Trench T 6, Page 1 of I SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 06442-42-26 It TRENCH 7 DEPTH SOIL IZLL U). - ZU zW it IN FEET SAMPLE NO. Z CLASS ELEV. (MSL.)365' DATE COMPLETED 05-31-2016 ________ ___________ LU q >- , öz 0 (USCS) CO9LU In LU C, EQUIPMENT JD 410G BACKHOE W/ 24" BUCKET BY: J. PAGNILLO a. MATERIAL DESCRIPTION -0- -— + + . GRANITIC ROCK (Kgr) + Moderately weathered, brownish gray, moderately weak GRANITIC ROCK; + + excavates as silty, fine to coarse sand with rock fragments up to 18 inches + ++ + ++ + ++ + 2 - + + -Difficult digging at 2 feet + ++ + ++ + ++ + • ++ + -4 - + + + ++ + ++ PRACTICAL REFUSAL AT 5 FEET Groundwater not encountered Figure A-7, Log of Trench T 7, Page 1 of I U ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. 06442-42-26 TRENCH 8 DEPTH 0< SOIL Z LL Cl) . IN NO. '0 ° Z CLASS ELEV. (MSL.)367' DATE COMPLETED 05-31-2016 ________ ____________ I- co9 > Oz FEET 0 (USCS) uim C) EQUIPMENTJD 410G BACKHOE WI 24" BUCKET BY: J. PAGNILLO ° 0 0 MATERIAL DESCRIPTION -- + + GRANITIC ROCK (Xgr) + Highly weathered, grayish brown, moderately weak GRAi'ff11C ROCK; + + excavates as silty, fine to coarse sand with rock fragments up to 12-inches + ++ + ++ ++ -2 ++ + ++ + ++ + -Becomes moderately weathered, difficult digging + + + ++ + .4. ++ . + ++ +. ++ PRACTICAL REFUSAL AT 5 FEET Groundwater not encountered Figure A8, Log of Trench T 8, Page 1 of I 0 .. SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISThRED)' SAMPLE SYMBOLS 11 DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 06442-42-26 Ui TRENCH DEPTH I-ZU. - CO. z i. It IN SAMPLE NO. ASS ELEV. (MSL.)370' DATE COMPLETED 05-31-2016 oz FEET 0 (USCS) _____ _______ Ui ED EQUIPMENT JD 410G BACKHOE W/ 24" BUCKET BY: J. PAGNILLO ° CS MATERIAL DESCRIPTION 0- -- + + GRANITIC ROCK (}Cgr) + Highly weathered, grayish brown, moderately weak GRAN1TIC ROCK; + + excavates as silty, fine to coarse sand with rock fragments up to 10 inches + ++ + ++ + ++ + 2- ++ + ++ + -Difficult digging at 2.5 feet ++ . + ++ + ++ + .4. ++ + ++ + ++ - _J__ - PRACTICAL REFUSAL AT 5 FEET Groundwater not encountered Figure A-9, Log of Trench T 9, Page 1 of I SAMPLE SYMBOLS U ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE .. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON APPENDIX APPENDIX B LABORATORY TESTING PERFORMED BY GEOCON INCORPORATED (2006) FOR CARLSBAD OAKS NORTH BUSINESS PARK - LOT 4 CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-26 TABLE I SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTMDI557 Maximum Optimum Proctor Source and Description Dry Density Moisture Content Curve No. (_) (%) 2 Olive brown, Silty, fine to coarse SAND, 130.1 8.6 with trace gravel 4 Very dark brown, Clayey, fine to medium 123.9 12.0 SAND, with trace gravel 20 Very dark reddish brown, Silty, fine to 133.1 7.6 medium SAND TABLE II SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS ASSHTO T236 Sample No.* Dry Density (pci) Moisture Content (%) Unit Cohesion (psi) Angle of Shear Resistance (degrees) 20 120.9 6.6 380 39 *Samples were remolded to approximately 90 percent of maximum dry density at near optimum moisture content TABLE III SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample No. (Lot No.) Moisture Content (°"°) Dry Density (P') Expansion Index Before Test After Test El-li (Lot 4) 8.3 14.3 117.8 0 EI-12 (Lot 4) 8.4 13.9 113.8 0 EI-13 (Lot 4) 8.4 15.8 117.6 2 ABLE IV SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. (Lot No.) Water-Soluble Sulfate (%) Sulfate Exposure (Severity) El-li (Lot 4) 0.004 Not Applicable EI-12 (Lot 4) 0.007 Not Applicable EI-13 (Lot 4) 0.011 Not Applicable Project No. 06442-32-26 June 23, 2016 APPENDIX APPENDIX C CITY OF CARLSBAD BMP DESIGN MANUAL - CATEGORIZATION OF INFILTRATION FEASIBILITY CONDITION (FORM 1-8) FOR CARLSBAD OAKS NORTH BUSINESS PARK - LOT 4 CARLSBAD, CALIFORNIA PROJECT NO. 0644.2-32-26 Appendix I: Forms and Checklists _1 Part 1- Full Infiltration Feasibility Screemng Critna Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Cntena Screening Question Yes No Is the estimated reliable infiltration rate below proposed facility locations greater than 03 inches per hour? The response 1 to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: lee page 3, Sections 4.0 and page 23, 8.11 of the project update geotechnical report, the site is currently and will e underlain by dense compacted fill and granitic rock at grade after completion of grading. The compacted fill onsists of silty sands, and mixtures of angular gravel and boulders with sandy clays placed in deeper fill areas. It s our opinion the compacted fill is unsuitable for infiltration of storm water runoff due to the potential for adverse ettlement and slope instability. The granitic bedrock is also sufficiently dense that infiltration water would be expected to perch on granitic rock. Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slopestability, 2 groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: As discussed above, the site is currently and will be underlain by dense compacted fill and granitic rock at grade after completion of grading. It is our opinion the compacted fill is unsuitable for infiltration of storm water runoff due to the potential for adverse settlement and slope instability. The granitic bedrock is also sufficiently dense that infiltration water would be expected to perch on granitic rock. 1-3 February 2016 Appendix I: Forms and Checklists Criteria.. Screening Question Yes No Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonally of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: If all answers to rows 1 -4 are "Yes" a full infiltration design is potentially feasible. Part 1 The feasibility screening category is Full Infiltration Result * . , If any answer from row 1-4 is 'No, , infiltration may be possible to some extentbut NO would not generally be feasible or desirable to achieve a "fill infiltration" design. Proceed to Part 2 To be completed using gathered site information and best professional judgment considering the definition of.MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. 1-4 February 2016 Appendix I: Forms and Checklists :::. Part 2— Partial Infiltration vs No Infiltration Feasibility ScrremngCntena Would infiltration of water many appreciable amount be physically feasible without any, negative consequences that cannot be reasonably mtgared?. Criteria Screening Question Yes No Do soil and geologic conditions allow for infiltration in any • appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: As discussed in Part 1, the site is currently and will be underlain by dense compacted fill and granitic rock at grade after completion of grading. It is our opinion the compacted fill is unsuitable for infiltration of storm water runoff due to the potential for adverse settlement and slope instability. The granitic bedrock is also sufficiently dense that infiltration water would be expected to perch on granitic rock. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope 6 stability, groundwater mounding, utilities, or other factors) • that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: See response to criteria 5. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate loMi infiltration rates. 1-5 February 2016 Appendix I: Forms and Checklists Criteria Screening Question Yes No Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants orother factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Summarize findings of studies; provide reference to studies calculations, maps, clara sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. Can infiltration be allowed without violating downstream 8 water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Summarize findings of studies; provide reference to studies, calculations, maps, data sources, et. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. If all answers from row 5-8 are yes then partial infiltration design is potentially feasible. Part 2 The feasibility screening category is Partial Infiltration. NO Result* infiltration . i i If any answer from row 5-8 s no, then of any volume s considered to be Infiltration infeasible within the drainage area. The feasibility screening category is No Infiltration. 'To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. 1-6 February 2016 APPENDIX APPENDIX D RECOMMENDED GRADING SPECIFICATIONS FOR CARLSBAD OAKS NORTH BUSINESS PARK - LOT 4 CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-26 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. It 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 Soil-rock 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 3/4 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 applióable 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 11/2 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. G1 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 Finish Grade .Original Ground 2 ,- Finish Slope Surface Remove All Unsuitable Material As Recommended By Consultant Slope To Such That i Sloughing Or Sliding Does Not Occur Varies See Note 1 See Note 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 t0 achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. GI rev. 07/2015 5. COMPACTION EQUIPMENT 5.1. Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmçnted-steel wheeled rollers, vibratory rollers, multiple-wheel pnumatic-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. S. 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 methodsuntil 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 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-td-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 thiee 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 Ii 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 gusceptible 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. S GI rev. 07/2015 TYPICAL CANYON DRAIN DETAIL MA11JRAL AU.WIUU AND coumW OVAI. BEDROCK SE DETALBEWW NOTE RNAL'CFPPEAOLIflET SHALL 80 rgIA.FERFoIIATED SINORAIN PIPE 9 CUBIC FEETIF0oyOTOpO GRADED GRAVEL SUBROUNDWBY MIMF1 I4CNC (ORECUFVAtD(I) FILThRFABW NOTES 1.-8.INCH DIAMETER, SCHEDULE 80 PVCPERFORA1W PIPE FOR FILLS IN EXCESS OF IOOfET IN DEPTHCRA PIPE LENGTH OF LONGER1WN 500 FEET- 2 ....J4NCH.DIAMETER. S I4EDULE40PYC PERFORATED PIPE FOR FILLS LESS THAN 100.FEET IN DEPTH ORA PIPE LENGTH SHORTER THAN 500 FEET. NO SCALE 7.2 Slope drains within stability fill keyways should use 4-inch-diameter (or lager) pipes. GI rev. 07/2015 ' • g TYPICAL STABILITY FILL DETAIL NOTES: ECCAVATEBACUTAT ti INcU1UITION (WtEçSOThW ND1Eb t....aaCF&AB1UYflLLTOBE3EET.IN!OFflLMATAL8WFINGAMMUM5%ITO&0PE. 3.,...STAIU1Y FI.LTO BEOOMPOS.OF PRDPE.YCCW1ICTED GRANtLAR SOIL 4....QIIMNEVGRA&NSTO 8E AP PREFABR CATED CHIMNEY DRAIN PN.S (MIWRAIN G20 OR EWJWALEN1) SPA EDAPPROaVA1ELY2O FEET CENTER TO CENTER AND 4 FEET WIDE. CLOSERSPACING-MAW BESOQUIRED F SEEPAGE Is.cHcouNrGR ILTB%MATE111ALT05E314-INcH. OPE,&GRADED CRUSHED ROM EN.OSED1N APPROVED FL1R FABRIC (MRAR 14W9C. 8OIIECTOR PIPE TQBE44NCHMINIMUM bIAMETERPRATEDThIGRWAUEOPCSCHEDU.E4OOR ECU rIIA1ENTAND SLOPSOTO DRAJN.AT I PERCENt MIN&4UMTCAPPROVED OWtET. No SCALE 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 outiets 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. 01 rev. 07/2015 LI I p p 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 FRONT VIEW NO SCALE CONEtE sr.cw&a 4 ruu&cIvP A I D rMI?L(TYPJ NO SCALE 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 FRONT MEW 4 4 t -I 4 j NO SCALE SIDE PWtE HEADWALL SHOULD OUTLETAT TOE OFFILL SLOPE OR IWrO CONTROLLED SURFACE DRAINAGE 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 11 . p. 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, ASI'M 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 geblogic 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. , S GI rev. 07/2015 LIST OF REFERENCES Boore, D. M., and G. M Atkinson (2006), Boore-Atkinson NGA Ground Motion Relations for the Geometric Mean Horizontal Component of Peak and Spectral Ground Motion Parameters, Report Number PEER 2007/01, May 2007.. Brain S. J. Chiou, and Robert R. Youngs, 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 Earthquake Spectra. Spring 2008. California Geological Survey, 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://redirect.conservation.ca.gov/cgs/rghnh/pshamaP/nShamain.html Campbell, K. W., Y. Bozorgna, NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGY PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01 to 10 s, Preprint of version submitted for publication in the NGA Special Volume of Earthquake Spectra, Volume 24, Issue 1, pages 139-171, February 2008. Fault Activity Map of Calfornia 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. 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, EZ-FRISK (version 7.65), 2011. Unpublished reports and maps on file with Géocon Incorporated. USGS computer program, Seismic Hazard Curves and Uniform Hazard Response Spectra (version 5.1.0), February 10, 2011. Project No. 06442-32-26 June 23, 2016 No. 71c CARLSBAD FIRE DEPARTMENT Fire. Prevention Division 1635 Faraday Avenue - Carlsbad, CA 92008 760.602.4665 T1k 14 1iVL1JIPi11I.]iT] SECTION A- TO BE COMPLETED BY CUSTOMER PROJECT NAME: Whiptail Loon E - Lots 7. 8 & 13 SR#: (Assigned upon plan submittal) PROJECT ADDRESS: Caribou Court CITY: Carlsbad PHONE: (760) 745-8118x210 (Excel Engineering) FAX NUMBER: Largest Building (ft.2): Sprinkled? Construction Type: SECTION B: TO BE COMPLETED BY LOCAL WATER COMPANY. CUSTOMER TO PROVIDE RESULTS TO CFD. Water Purveyor: City of Carlsbad Location of test (reference map required): East end of Caribou Court Flow Test Results Static pressure: PSI Hydrant Number (if applicable): H61669 Elevation of test: 363 (est.) Feet Date/Time of Test1: Pitot Tube Reading: Corresponding Flow: GPM Total Flow: 5.300 GPM Residual Pressure 121 PSI At peak demand, this water system is capable of providing a fire flow discharge at 20 psi of greater than 8,000 gpm. However, velocity at this flow rate exceed the maximum allowable 15 fps criteria. Therefore, the maximum certifiable fire flow is 5,300 gpm. tTest to be performed as close as possible to the time the most conservative flows and pressures are expected. Note: If the water availability information was obtained in a manner other than a flow test (i.e. computer modeling), fill out the information above as applicable and check here: Name: Jennifer R Mael P.E. Eng. Lic. No. (if applicable): C69606 Signature: Date: 02/12/2019 Title/Or ect Manager r 0 0 .5 I F4l• S I S II C) -' q I-i 0) _L 1163 0. 'e. -S 0i S S S o o X D. +z . FIRE FLOW ANALYSIS FOR: CARLSBAD OAKS LOT 4 Prepared For: VICTORY CARLSBAD OAKS INNOVATION CENTER LP ATrN: BEN BADIEE Prepared By: LAND PLANNING ENGINEERING SURVEYING 440 STATE PLACE, ESCONDIDO, CA 92029 PH (760)745.8118 FX (760)761890 Excel Reference No.: 16-035 Date: February 13, 2019 PURPOSE/PROJECT DESCRIPTION This water system analysis was conducted to check the capacities of the proposed onsite private underground fire distribution system and potable water supply lines that will serve the proposed Carlsbad Oaks Lot 4. A 12" lateral Polyvinyl chloride (PVC) connection will service the onsite fire system, originating from an existing 12" water line running below Caribou Court. The fire line connection will utilize an 8" double detector check valve (DDCV). The connection services an onsite looped fire system consisting of a 10" and 8" line that will serve the fire sprinklers and four separate hydrants around the site. CRITERIA AND METHODOLOGY The modeling of the onsite fire service lines was completed using the EPANET 2.0 program (EPANET). Usage of the water and sewer plans provided the scaled distances for the project. The schematic used in EPANET can be found on Attachment 1. Head Loss Across Fittings Minor losses encountered in the Ductile Iron Pipe (DIP) fittings along the pipelines were neglected in the model (i.e. elbows, tees, etc.). The headloss (HL) across the backflow apparatus was addressed and modeled using the method described below. The Watts 8" double check detector assembly (DCDA) was modeled as a general purpose valve (GPV) in series with a check valve. The HL curve can be found on the specification sheet for the Watts DCDA on Attachment 2. This information was used to develop Figure 1 below, which displays the HL curve created for usage in EPANET to model the flow within the system. Additional information for the proposed backflow device can be found on Attachment 2. CUrve Editor Curve ID Description i IWattsDDCt18" Curve Type Equation IHEADLOSS J I Flow Headloss 0 11.533 22- 500 6.920 20- 18 16- 1000 8.073 . 14- 12- 1500 11.533 10 ... 2000 18.453 8- " 0 1,000 2,000 2500 24.22 Flow (GPM) Load... Save... OK Cancel Help Fie. 1: HI Curve for the 8" DCDA Roughness Coefficients A Hazen-Williams roughness coefficient value of 150 was used for the PVC pipes in the system. Modeled Demand Flows To ensure the onsite hydraulics can supply adequate flow to the system during a fire event, Excel Engineering tested a primary scenario. The 2013 California Fire Code (CFC) refers to Appendix B to obtain fire-flow requirements for buildings. Using Table B105.1, it was determined that the building would require a fire-flow of 4,750 gallons per minute (gpm). By providing the building with fire sprinklers, the required flow can be reduced by 75 percent and results in a required flow of 1,188 gpm. For the purposes of this report, the flow was only reduced by 50 percent. The calculated fire-flow system criteria enabled the following scenarios to be tested: Scenario 1— For this scenario, a demand of 2,375 gpm was supplied to the system and distributed between the two hydrants furthest from the onsite connection, and no flow was provided to the building. Scenario 2— For this scenario, a demand of 2,375 gpm was supplied to the system and distributed between the two hydrants furthest from the onsite connection, and a flow of 500 gpm was provided to the building. Tie-In Pressures Available Existing flow and pressure data from the public system in Whiptail Loop East was taken from a flow analysis performed by the City of Carlsbad Fire Department (CCFD) on 01/17/2017. To 2 model this scenario in EPANET the pressure available was modeled as a reservoir with a total head equivalent to the Static Pressures given in the analysis provided by the City. This pressure test data can be found on Attachment 3 to this report, and is summarized in the table below. Table 1: CCFD Flow Test Results Hydrant NO Static Static Elevation (ft) Total Head Reservoir Pressure (psi) Pressure Available Number (ft of head) (ft) H61669 146 337 363 700 1 CALCULATONS AND CONCLUSIONS This performed analysis confirms that the underground fire distribution system will be adequate to provide fire flows to the site for Scenario 1 in accordance with the following requirements: Minimum residual pressure for the project shall be 20 pounds per square inch (psi) during fire flow demand. Pipe velocities shall not exceed 10 feet per second (fps). The velocity and pressure requirements were met for this project. Scenario 1 For this scenario, the highest velocity found in the system was in multiple pipes. This velocity was recorded as 9.70 fps. See Attachment 4. Minimum Pressure -For this scenario, the minimum pressure in the system is found in Junction 32. The recorded pressure was 108.6 psi. See Attachment S. A velocity of 13.47 fps was found in the pipes leading to the hydrants (Pipe 26 and 32) for this scenario. Scenario 2 For this scenario, the highest velocity found in the system was in multiple pipes. This velocity was recorded as 11.74 fps. See Attachment 6. Minimum Pressure -For this scenario, the minimum pressure in the system is found in Junction 32. The recorded pressure was 101.2 psi. See Attachment 7. A velocity of 13.47 fps was found in the pipes leading to the hydrants (Pipe 26 and 32) for this scenario. 3 /1- Junction#32 and #15 1,188 gpm to these hydrants (both scenarios) Attachment I - Site Schematic 4 757DCDAOSY 757DCDABFG Attachment 2- WAIFS Specification Sheet S-757DCDAI757NDCDA Job Name Contractor Job Location Approval Engineer Contractor's P.O. No. Approval Representative Series 757DCDA, 757NDCDA Double Check Detector Assemblies Sizes: 21h"-10"(65-250mm) Series 757DCDA, 757NDCDA Double Check Detector Assemblies are used to prevent backflow of non-health hazard pollutants that are objectionable but not toxic, from entering the potable water supply system. The 757DCDA, 757NDCDA may be installed under continuous pressure service and may be subjected to backpressure and backsiphonage. Series 757DCDA, 757NDCDA is used primarily on fire line sprinkler systems when it is necessary to monitor unauthorized use of water. Features Extremely compact design 70% Lighter than traditional designs 304 (Schedule 40) stainless steel housing & sleeve Groove fittings allow integral pipeline adjustment Patented tn-link spring check provides lowest pressure loss Unmatched ease of serviceability Available with grooved butterfly valve shutoffs May be used for horizontal, vertical or N pattern installations Replaceable check disc rubber Specifications The Double Check Detector Assembly shall consist of two independent tn-link check modules within a single housing, sleeve access port, four test cocks and two drip tight shutoff valves. Tr-link checks shall be removable and serviceable, with- out the use of special tools. The housing shall be constructed of 304 Schedule 40 stainless steel pipe with groove end con- nections. Tr-link checks shall have reversible elastomer discs and in operation shall produce drip tight closure against reverse flow caused by backpressure or backsiphonage. The bypass assembly shall consist of a meter, which registers in either gal- lon or cubic measurement, a double check backflow assem- bly and required test cocks. Assembly shall be a Watts Series 757DCDA, 757NDCDA. 757NDCDAOSY The information contained herein is not intended to replace the full product installation and safety information available or the experience of a trained product installer. You are required to thoroughly read all installation instructions and product safety information before beginning the installation of this product. Watts product specifications In U.S. customary isijis and metric are appnodmate and are pm1ded for reference ay. For precise menoments, EM Oases contact Watts lerlvakal Sendce. Watts reserves the rlØltto drange or modffy product desige, construction, spedflco'daire ormatedals with VVWA - 1L eat prkr notice and witheat k-icunlng any obilgabon to make such changes and moflcalIons an Watts products preciously or artsequenhty sold. Dimensions - Weight e 00 OVI& ccUS @US Appwd 1048 BetS ("BFG & OSY Only) ii1I. iti pth) Attachment 2- WATTS Specification Sheet Available Models Suffix: OSY - UL/FM outside stem and yoke resilient seated gate valves BFG - UL/FM grooved gear operated butterfly valves with tamper switch FxG - Ranged inlet gate connection and grooved outlet gate connection *()f GxF - Grooved inlet gate connection and flanged outlet gate connection *05j GxG - Grooved inlet gate connection and grooved outlet gate connection Available with grooved NRS gate valves - consult factory* Post indicator plate and operating nut available - consult factory* *cjft factory for dimensions Materials Housing & Sleeve: 304 (Schedule 40) Stainless Steel Elastomers: EPDM, Silicone and Buna-N Tn-link Checks: Noryl®, Stainless Steel Check Discs: Reversible Silicone or EPDM Test Cocks: Bronze Body Nickel Plated Pins & Fasteners: 300 Senes Stainless Steel Springs: Stainless Steel Pressure - Temperature Temperature Range: 33°F - 140°F (0.5°C - 60°C) Maximum Working Pressure: 175ps1 (12.1 bar) Approvals - Standards Approved by the Foundation for Cross-Connection Control and Hydraulic Research at The University of Southern California (FCCCHR-USC) 7570CDA, 757NDCDA SIZE (DN) DIMENSIONS WEIGHT In. mm A hi mm C (OS) hi mm D In. mm G In. mm H hi mm I In. mm J In. mm P hi mm 7570CDA lk kg& 757NDCDA lbs. lrgs. 2% 65 303/4 781 16% 416 31A 89 2931s 738 21% 546 151A 393 81316 223 1334. 335 139 63 147 67 80 313/4 806 187A 479 3% 94 30'A 768 221/4 565 171A 435 93AII 233 141A 368 159 72 172 78 4 100 33% 857 22% 578 4 102 33 838 231A 597 18½ 470 9131 252 1534. 386 175 79 198 90 150 431A 1105 301A 765 51A 140 443/4 1137 331/4 845 2391. 589 1331. 332 19 1 483 309 140 350 159 200 493/4 1264 3734 959 61,l. 170 54% 1375 401A 1019 277A. 697 1511Ae 399 2131. 538 494 224 569 258 10 250 5734 1467 45% 1162 8346 208 66 1676 49% 1257 321A 826 1731. 440 24 610 795 361 965 438 757DCDABFG, 757NDCDABFG t41l!li)I DIMENSIONS WEIGHT in mm A In. mm C In. mm 0 In. mm 6 in. mm H In. mm I in. mm J In. mm P hi mm 7570CDABFG lbs. kg& 757M)OEFG lbs. kgs. 21A 65 273/4 705 8 203 31A 89 297A 759 21½ 546 14'5A. 379 891. 223 13 330 70 32 78 35 3 80 281/4 718 8346 211 3A. 94 30',i6 779 221/4 565 15,1e 392 9916 233 131A 343 68 31 81 37 4 100 29 737 8134. 227 3131. 94 1 311 5A. 811 1 231A 597 1 16'A 412 1 91516 252 1 14 356 1 75 34 1 98 44 6 150 1 361A 927 1 10 254 1 5 127 1 43316 1097 1 33'A 845 1 19131. 500 1 13',l. 332 1 141A 368 1 131 591 171 78 8 200 1 42% 1086 1 121/4 311 1 61A 165 1 511% 1297 1 401A 1019 1 23546 592 1 151316 399 1 18316 462 1 275 1251 351 159 NoryP is a registered trademark of General Electric Company. Attachment 2- WATTS Specification Sheet Capacity Flow capacity chart identifies valve performance based upon rated water velocity up to 2511ps Series 757DCDA, 757NDCDA flow curves as tested by • Service Flow is typically determined by a rated Underwriters Laboratory. velocity of 7.5fps based upon schedule 40 pipe. Rated Flow identifies maximum continuous duty Row characteristics collected using butterfly shutoff valves performance determined by AWWA. UL Flow Rate is 150% of Rated Flow and is not recommended for continuous duty. Horizontal _____ Vertical ------N - Pattern • AWWA Manual M22 Appendix C] recommends that the maximum water velocity in services be not more than 1 0fp5. 21,4" (65mm) psi Sinus Row Rated Row lIh 0 50 100 150 200 250 300 350 gpm 0 190 380 570 760 950 1140 1330 1pm 7.5 15 fps 6" (150mm) SeMis Row Rated Row tUL Rated Row - N L-' r.- 0 300 600 900 1200 1500 gpm 0 1140 2280 3420 4560 5700 1pm 7.5 12 fps • ._ _. _I 3" (80mm) Sl Sinks Row Rated Row dULRatadRaw 12 10 t 0 100 200 300 400 500 0 380 760 1140 1520 1900 7.5 15 psi 8" (200mm) 12 N 10 H V 6 4 2 0 gpi 500 1000 1500 2000 2500 0 gpm ipi 0 - -- 1pm fIX 7.5 10 fps 1 44 Sr+qow Sited Row "A Ratad Re 1900 3800 5700 7600 9500 4" (100mm) - - •• - - - - . - - i__ U.' MM-MEN 100 200 300 400 500 600 700 800 gpm 380 760 1140 1520 1900 2280 2660 3040 1pm 7.5 13 fps V! III- It is illegal to use this product in any plumbing system providing water for human consumption, such as drinking or dishwashing, in the United States. Before installing standard material product, consult your local water authority, building and plumbing codes. psi 10" (250mm) 12 SeMis Row Rated Row llLRated ROW 10 MMMM N 8 H 6 V ~= 4 0 0 500 1000 1500 2000 2500 3000 3500 gpm 0 1900 3800 5700 7600 9500 11400 13300 1pm 7.5 10 fps ATtIlitN Inquire with governing authorities for local installation requirements F __ ii i•. I -U.. PSI 24 20 16 12 8 N V H Attachment 2- WATTS Specification Sheet X%IWATM A Watts Water Technologies Company USA Tel: (978) 689-6066 • Fax: (978) 975-8350 • Watts.com Canada: Tel: (905) 332-4090 • Fax: (905) 332-7068 • Watts.ca Latin America: Tel: (52) 81-1001-8600 • Fax: (52) 81-8000-7091 • Watts.com ES-757DCD&757NDCDA 1503 0 2015 Watts No. 71c CARLSBAD FIRE DEPARTMENT Fire Prevention Division 1635 Faraday Avenue - Carlsbad, CA 92008 760.602.4665 WATER AVAILABILITY FORM SECTION A: TO BE COMPLETED BY CUSTOMER PROJECT NAME: Whiptaii Loop E - Lots 7. 8 & 13 SR#: - (Assigned upon plan submittal) PROJECT ADDRESS: Caribou Court CITY: Carlsbad PHONE: (760) 745-8118 x210 (Excel Engineering) . FAX NUMBER: ( Largest Building (ft.2): Sprinkled? Construction Type: SECTION B: TO BE COMPLETED BY LOCAL WATER COMPANY. CUSTOMER TO PROVIDE RESULTS TO CFD. Water Purveyor: City of Carlsbad Location of test (reference map required): East end of Caribou Court Flow Test Results Static pressure: 146 PSI Hydrant Number (if applicable): H61669 Elevation of test: 363 (est.) Feet bate/rime of Test': Pitotlube Reading: corresponding low- _GPM' Total Flow: 5,300 GPM Residual Pressure 121 PSI At peak demand, this water system is capable of providing a fire flow discharge at 20 psi of greater than 8,000 gpm. However, velocity at this flow rate exceed the maximum allowable 15 fps criteria. Therefore, the maximum certifiable fire flow is 5,300 gpm. 1Test to be performed as close as possible to the time the most conservative flows and pressures are expected. Note: If the water availability information was obtained in a manner other than a flow test (i.e. computer modeling), fill out the information above as applicable and check here: Name: Je?'TferR. Mael, PE. Eng. Lic. No. (if applicable): C69606 Signature Title/Orgt Manager - Date: 02/12/2019 4. r 0 0 .5 111 ATTACHMENT 4- PIPES Network Table - Links Link ID Length ft Diameter in Flow GPM Velocity fps Pump 8 #N/A #NIA 2375.00 0.00 Pipe 19 19.03 6 0.00 0.00 Pipe 10 11.93 6 0.00 0.00 Pipe 33 11.93 6 0.00 0.00 Pipe 6 12.83 6 0.00 0.00 Pipe 7 118.66 6 0.00 0.00 Pipe 2 6.22 8 155.76 0.99 Pipe 1 29.16 8 155.76 0.99 Pipe 24 27.36 8 155.76 0.99 Pipe 25 112.48 8 155.76 0.99 Pipe 23 91.62 8 155.76 0.99 Pipe 11 61.18 8 -1031.74 6.59 Pipe 9 4.15 8 -1031.74 6.59 Pipe 5 150.5 8 -1031.74 6.59 Pipe 4 268.96 8 -1031.74 6.59 Pipe 12 94.98 8 -1031.74 6.59 Pipe 27 55 12 -2375.00 6.74 Pipe 3 1 12 2375.00 6.74 Pipe 18 14.39 12 -2375.00 6.74 Pipe 28 23.8 12 -2375.00 6.74 Pipe 20 147.18 8 -1343.26 8.57 Pipe 14 10.38 8 1343.26 8.57 Pipe 21 26.06 8 1343.26 8.57 Pipe 22 167.11 8 1343.26 8.57 Pipe 35 1 10 2375.00 9.70 EPA NET 2 ATTACHMENT 4- PIPES Link ID Length ft Diameter in Flow GPM Velocity fps Pipe 13 7.45 10 2375.00 9.70 Pipe 34 23.19 10 2375.00 9.70 Pipe 15 166.41 10 -2375.00 9.70 Pipe 26 9.99 6 1187.50 13.47 Pipe 32 12.89 6 1187.50 13.47 Valve 17 #N/A 8 2375.00 15.16 EPA NET 2 ATTACHMENT 5- JOINTS Network Table - Nodes Node ID Elevation ft Demand GPM Head ft Pressure psi Resvr8 357.91 -2375.00 357.91 0.00 Junc 32 370 1187.50 620.55 108.57 Junc 15 369.5 1187.50 620.90 108.93 Junc3 373.2 0.00 627.85 110.34 Junc 33 372.2 0.00 627.79 110.75 Junc 19 369.75 0.00 626.36 111.19 Junc 10 363.92 0.00 621.56 111.64 Junc 11 363.69 0.00 621.57 111.74 Junc 16 362.94 0.00 621.68 112.11 Junc 13 362.79 0.00 621.64 112.16 Junc 12 362.53 0.00 621.58 112.25 Junc 14 362.25 0.00 621.63 112.39 Junc6 365.58 0.00 625.56 112.65 Junc 1 368.4 0.00 628.76 112.81 Junc 5 366.43 0.00 627.79 113.25 Junc 2 366.34 0.00 627.85 113.31 Junc4 366.26 0.00 627.79 113.32 Junc 17 363.88 0.00 , 625.73 113.46 Junc7 365.62 0.00 627.79 113.60 Junc 18 364.08 0.00 626.36 113.64 Junc 21 365.64 0.00 630.17 114.62 Junc 20 365.26 0.00 629.92 114.68 Junc 22 365.29 0.00 630.35 114.85 Junc 34 349.67 0.00 634.79 123.54 Junc 25 349.67 0.00 634.82 123.55 EPANET 2 ATTACHMENT 5- JOINTS Node ID Elevation ft Demand GPM Head ft Pressure psi Junc 23 349.01 0.00 634.25 123.59 Junc 28 351 0.00 658.49 133.24 Junc 9 351 0.00 658.50 133.24 Junc 24 349.67 0.00 - 657.59 133.42 Junc 27 350.3 0.00 658.26 133.44 Junc 26 349.67 0.00 657.73 133.48 EPA NET 2 ATTACHMENT 6-PIPES Network Table - Links Link ID Length ft Diameter in Flow GPM Velocity fps Pump 8 #N/A #N/A 2875.00 0.00 Pipe 19 19.03 6 0.00 0.00 Pipe 10 11.93 6 0.00 0.00 Pipe 23 91.62 8 240.27 1.53 Pipe 25 112.48 8 240.27 1.53 Pipe 24 27.36 8 240.27 1.53 Pipe 1 29.16 8 240.27 1.53 Pipe 2 6.22 8 240.27 1.53 Pipe 33 11.93 6 500.00 5.67 Pipe 7 118.66 6 500.00 5.67 Pipe 6 12.83 6 500.00 5.67 Pipe 4 268.96 8 -947.23 6.05 Pipe 5 150.5 8 -947.23 6.05 Pipe 18 14.39 12 -2875.00 8.16 Pipe 1 12 2875.00 8.16 Pipe 28 23.8 12 -2875.00 8.16 Pipe 27 55 12 -2875.00 8.16 Pipe 22 167.11 8 1427.77 9.11 Pipe 14 10.38 8 1427.77 9.11 Pipe 20 147.18 8 -1427.77 9.11 Pipe 21 26.06 8 1427.77 9.11 Pipe 9 4.15 8 -1447.23 9.24 Pipe 11 61.18 8 -1447.23 0.24 Pipe 12 94.98 8 -1447.23 9.24 Pipe 35 1 10 2875.00 11.74 ATTACHMENT 6- PIPES. Link ID Length ft Diameter in Flow GPM Velocity fps Pipe 34 23.19 10 2875.00 11.74 Pipe 15 166.41 10 -2875.00 11.74 Pipe 13 7.45 10 2875.00 11.74 Pipe 26 9.99 6 1187.50 13.47 Pipe 32 12.89 6 1187.50 . 13.47 Valve 17 #N/A 8 2875.00 18.35 ATTACHMENT 7- JOINTS Network Table - Nodes Node ID Elevation ft Demand GPM Head ft Pressure psi Resvr 8 357.91 -2875.00 357.91 0.00 Junc 32 370 1187.50 603.65 101.24 Junc 15 369.5 1187.50 604.14 101.67 June 33 372.2 500.00 607.72 102.05 Junc3 373.2 0.00 610.09 102.64 Junc 19 369.75 0.00 610.16 104.17 Junc 10 363.92 0.00 604.66 104.31 June 11 363.69 0.00 604.67 104.41 Junc 16 362.94 0.00 604.93 104.85 Junc 13 362.79 0.00 604.83 104.88 June 12 362.53 0.00 604.69 104.93 Junc 7 365.62 0.00 607.90 104.98 June 6 365.58 0.00 608.07 105.07 June 14 362.25 0.00 604.81 105.10 June 5 366.43 0.00 609.77 105.44 June 1 368.4 0.00 611.79 105.46 June 4 366.26 0.00 609.98 105.60 June 2 366.34 0.00 610.09 105.62 June 17 363.88 0.00 609.45 106.41 June 18 364.08 0.00 610.16 106.63 Junc 21 365.64 0.00 614.43 107.80 Junc 20 365.26 0.00 614.15 107.84 Junc 22 365.29 0.00 614.68 108.06 Junc 23 349.01 0.00 620.24 117.52 Junc 34 349.67 0.00 621.01 117.57 EPA NET 2 ATTACHMENT 7- JOINTS Node ID Elevation ft Demand GPM Head ft Pressure psi Junc 25 349.67 0.00 621.05 117.59 Junc 28 351 0.00 650.87 129.94 Junc9 351 0.00 650.89 129.94 Junc 24 349.67 0.00 649.59 129.96 Junc 26 349.67 0.00 649.79 130.04 Junc 27 350.3 0.00 650.55 130.10 EPA NET 2 U DIVISION: 080000—OPENINGS SECTION: 086200—UNIT SKYLIGHTS 2995 AIRWAY AVENUE, SUITE B COSTA MESA, CALIFORNIA 92626 REPORT HOLDER: SKYCO SKYLIGHTS RECEIVED DEC 2j 2018 CITY OF CARLSBAD BUILDING DIVISION -- EVALUATION SUBJECT: UNIT SKYLIGHT MODELS A-S-CM AND A-Si-CM 1CC ICC ICC Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy. (WSSPC) Award in Excellence" ICC-ES Evaluation Reports are not to be construed as representirli specifically addressed, nor are they to be construed as an endors recommendation for its use. There is no warranty by ICC Evaluati to any finding or other matter in this report, or as to any product co Copyright © 2016 ICC Evaluation Service, LLC. All rights rese CBC20I8-0667 2810 CARIBOU CT BADIEE: (LOT 4)50,150 SF TILT-UP BUILDING DEV2O1 8-0203 2091200300 12/2112018 CBC20I 8-0667 (bty of Carlsbad Building Permit Number: CBC2018-0667 Community & Economic Development COMMUNITY FACILITIES DISTRICT NON-RESIDENTIAL NON-RESIDENTIAL CERTIFICATE: Non-residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The ootlon you choose 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 permit Issuance. Your signature confirms the accuracy of all information shown below. VICTORY CARLSBAD OAKS INNOVATION CENTER LP Name of Owner Address City, State Zip 2091200300 Assessor Parcel Number (APN) TO. T?7?3RECIi\/cr Telephone - 2810 Caribou Ct JUN 24 2019 Project Address CITY OF CARLSBAD Carlsbad, CA Buu r)lri92o1Q City, State Zip 1 INDUSTRIAL - COMMERCIAL BUSINESS PARK Lot Number Improvement Area Land Use Type 05/21/2004 $0.338 50,150.00 2018-2019 Annexation Date Factor Square Feet Fiscal Year 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 initialing the appropriate line below: I elect to pay the SPECIAL TAX - ONE TIME now, as a one-time payment. Amount of One-Time Special Tax: $16,950.70 Owner's Initials _____ I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum Annual Special Tax: $2,340.89 Owner's Initials - I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJI PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STAtED A of Property Title Print Name Date B-32 Page lOfi '-'I. Carlsbad 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: DEV2018-0203, CARLSBAD OAKS LOT 4 Permit #: CBC2018-0667 Project Address: 2810 CARIBOU cr Assessors Parcel #: 2091200300 Project Applicant: VICTORY CARLSBAD OAKS INNOVATION CENTER LP (Owner Name) RECEVEL) Residential Square Feet: JUN 2 4 2019 New/Additions: _______________________ r'1r" r r t' A FI e' r s.., I I I d I L,r't LJr Second Dwelling Unit: BUILDING DIVISION Commercial Square Feet: New/Additions: 50,150 • (/5 I - 14 0, 51 1. City Certification: City of Carlsbad Building Division Date: 06/20/2019 Certification of Applicant/Owners. The person executing this declaration (DOwner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owners 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. E1 Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 ElEncinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Title: cu ---cL CARLSBAD UNIFIED SCHOOL DISTRICT Name of School District: me ri ftA!apitI nrjkt CARLSBAD, CA 92009 Cnmmunitv & Frnnnmic Develnnmcint - Ruildina Divicinn Date: 1tc 331-ôo? SAN DIEGO REGIONAL OFFICE USE ONLY HAZARDOUS MATERIALS PLAN RE R CHECK 0 QUESTIONNAIRE BP DATE I I Business Name Business Contact Telephone # Victory Carlsbad Oaks Innovation Center LP Dana Tsui 858-793-4777 Project Address City State Zip Code APN# Lot 4- Caribou Court Carlsbad CA 92010 20912003 Mailing Address City State Zip Code Plan File# 1 7!! ntact Applicant E-mail Telephone # The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (net required for projects within the City of San Dleao: 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 pilot 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 IS. None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives If the answer to any of the Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES J1O (for new construction or remodeling projects) 0 Is your business listed on the reverse side of this form? (check all that apply). 0 15 Will your business dispose of Hazardous Substances or Medical Waste In any amount? 0 ( 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 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 Will your business use an existing or Install an underground storage tank? 0 Will your business store or handle Regulated Substances (CalARP)? 0 Iff Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 W Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1.320 gallons? (California's Aboveground Petroleum Storage Act). CalARP Exempt Date Initials CalARP Required Date Initials CaIARP Complete Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD: Any YES answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 aocdcomoialsdcountv.ca.aov (858) 586-2650). So stamp required if QI Yes Vnd 03 Yes gnd 04-06 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 bums; residences forming part of a larger project. rExdudes garages & small outbuildings.] YES NO 0 Will the project disturb 160 square feet or more of existing building materials? 0 . Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 2J Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.ora/info/tacts/oermits.cdfl for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary Briefly describe business activities: I Briefly describe proposed project: perjury that to bet of my krowtedge and belief are true and correct. 11 I 27 / /8 FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL USE ONtY: BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR occu*cv RELEASED FOR OCCUPANCY COUNTY-HMD APCD COUNTY-HMD APCD COUNTV-HMD APCD -A stamp in this box offiv exempts businesses from completing or updating a hazardous Mateflals business man. riuier permitting requirements may stiuu apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division RES NOI ARLSBAD Pt FACILITIES DISTRICT NO. I DEVELOPMENT TAX - MENT AREA 1(4 PAGES) ACTUAL TAX RATE FOR FY 2018-19 (55% OF THE MAXIMUM FOR RESIDENTIAL - FORMATION OR ANNEXATION DATE: FY 1998-99 1 F? 1999-00 1 F? 2000-01 I F? 2001-02 I F? 2002-03 11 FY 2003-04 Ii F? 2004-05 I IDENTIAL DEVELOPED LAND USE: PER DU. PER DU. PER DLI. PER DU. PER DU. PER DLI. PER DU. NET DENSITY (0- 1.5 DU/AC) 83,639.7718 $3,681.1533 83.740.9064 83.796.1907 $3,833.7768 83,867.9730 $39232570 NET DENSITY (1.51 TO 4.0 DU/AC) 83,639.7718 83,681.1533 83,740.9064 83,796.1907 $3,833.7768 $3,867.9730 83,923.2570 NET DENSITY (4.1 TO 8.0 DU/AC) $22973402 $2,323.4593 $2.361.1741 $2.396.0683 $2,419.7917 $2,441.3756 $24762696 NET DENSITY (8.1 TO 15.0 DU/AC) $22973402 $2,323.4593 $2,361.1741 82,396.0683 $2.419.7917 $24413756 $2,476.2696 NET DENSITY (15.1 TO 23.0 DU/AC) $2,297.3402 82.323.4593 82.361.1741 $2.396.0683 $2419.7917 82441.3756 $2476.2696 .RESIDENTIAL LAND USE: PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT. AUTO - GASOLINE $1.2055 $1.2192 $1.2390 $12573 $1.2698 $1.2811 $12994 U - REPAIR & SALES 80.5069 $05126 80.5210 $0.5287 80.5339 $0.5387 $0.5464 AUTO CAR WASH . 80.9380 80.9486 80.9640 80.9783 80.9880 80.9968 81.0110 BA -WALK IN $1.9071 81.9286 $1.9601 81.9891 $20088 82.0267 $2.0557 BANK - WITH DRIVE THRU 82.6846 82.7151 $2.7592 $2.7999 $2.8277 $2.8529 82.8937 BOWLING ALLEY 80.9855 80.9967 $1.0129 81.0279 $10381 $10473 81.0623 CAMPGROUND $2.6028 $2.6324 82.6751 $2.7147 82.7415 $2.7660 $28055 CHURCH $0.4445 80.4495 $0.4568 80.4636 $0.4681 80.4723 $0.4791 COMMERCIAL SHOPS . 80.4311 80.4360 80.4431 $04496 $0.4541 $0.4581 80.4647 COMMUNITY SHOPPING CENTER 80.6303 $0.6374 $0.6478 80.6573 80.6639 80.6698 $0.6794 CONVENIENCE MARKET $4.0596 $4.1057 $41723 $4.2340 $4.2759 $4.3141 $4.3757 DISCOUNT STORE $0.4786 $0.4841 50.4919 $04992 $05042 $0.5087 50.5159 GOLF COURSE 80.4549 $0.4600 $0.46751 04744 80.4791 $04834 80.4903 GROCERY STORE $11565 $1.1696 $1.1686 $1.2062 $1.2181 $1.2290 $1.2465 HEALTH CLUB $0.4296 $0.4345 $04415 $04481 $04525 $04565 $04630 HELIPORTS $1.5801 $1.5981 $1.6240 $1.6480 $1.6643 $1.6792 $1.7032 HOSPITAL -CONVALESCENT 80.3463 - $05768 $0.3503 80.3560 80.3612 80.3648 80.3681 80.3733 HOSPITAL - GENERAL $0.5833 $0.5928 80.6015 $0.6075 80.6129 $0.6217 HOTEL - CONV. FAC/COMM. $0.5158 $05217 $0.5301 $05380 80.5433 $05481 80.5560 INDOOR SPORTS ARENA -.---........ 80.3463 $0.3503 $0.3560 $0.3612 $0.3648 80.3681 $0.3733 INDUSTRIAL - COMMERCIAL BUSINESS PARK (NOTE1) I 80.3181 80.3217 $0.3269 $0.3318 $0.3351 c $0.338 $0.3429 JUNIOR COLLEGE $0.3255 80.3292 80.3346 $0.3395 $0.3429 $03459 80.3509 LIBRARY 80.6332 80.6404 80.6508 80.6604 $0.6670 $0.6729 80.6826 LUMBER/HARDWARE $0.3672 80.3713 80.3774 $0.3829 $0.3867 80.3902 50.3958 MARINA $2.2074 $2.2325 82.2687 $2.3023 $2.3251 $2.3458 $2.3793 MOTEL $0.3999 80.4044 50.4110 50.4170 80.4212 $04249 80.4310 BORHOOD SHOPPING CENTER 80.9603 .97121 $0.9869 $1.0015 $1.0114 81.0205 81.0351 Ft - COMMERCIAL (<100.000 SF) - 80.3805 80.3649 $0.3911 80.3969 80.4008 $0.4044 $0.4102 OFFICE - GOVERNMENT 80.4355 $04405 $0.4476 $0.4543 $0.4588 $0.4628 $0.4695 OFF -HIGHRISE $0.3969 $0.4014 $04079 $0.4139 80.4180 80.4218 80.4278 OFF -MEDICAL $0.3597 $0.3638 80.3697 $0.3752 $0.3789 50.3823 $0.3877 OUTDOOR TENNIS COURT 84.1829 $4.2305 $4.2992 84.3627 84.4059 $4.4452 84.5087 RACETRACK 80.7581 $0.7667 80.7792 80.7907 50.7985 80.8056 80.8171 ONAL SHOPPING CENTER 80.4980 $0.5036 1. 0.5118 $0.5194 0.52451 $0.5292 80.5368 RESORT HOTEL 80.3419 80.3458 80.3514 80.3566 $0.3601 1 $0.3633 80.3685 RESTAURANT -FASTFOOD $4.2305 84.2786 84.3480 84.4123 84.4560 84.4957 84.5600 RESTAURANT -QUALITY $09766 80.9877 $1.0037 $10186 $1.0287 $1.0378 $1.0527 RESTAURANT -SITDOWN $2.2550 82.2806 82.3176 82.3519 $2.3752 82.3964 $2.4306 &L - WALKIN $0.8190 80.8284 80.8418 80.8542 $0.8627 80.8704 $.8828 &L - WITHDRIVETHRU 81.1282 81.1411 81.1596 81.1767 $1.1884 81.1990 81.2161 UNIVERSITY . $.3359 80.3398 $0.3453 $0.3504 $0.3538 80.3570 $0.3621 ALL OTHER COMMERCIAL USES NOTIDENTIFIEDABOVE $03181 $0.3217 $0.3269 $03318 80.3351 $0.3380 80.3429 ALL OTHER INDUSTRIAL USES NOTIDENTIFIED ABOVE(NOTE2) 80.2586 $0.2616 $0.2658 $0.2698 $0.2724 $0.2749 $0.2788 (NOTE 1: -THIS CATEGORY OF LAND USED CONTAINS PM AND CM ZONED PROPERTY. NOTE 2: THIS CATEGORY OF LAND USE CONTAINS M AND PU ZONED PROPERTY. crD 6acLp I'CwJcdco'L Appendix E - Page 10 of 16 LI 9' c. CA N3 - Cl) 0 0 W >>W P1 0 P1< JL C) P1 Q -I -j Co -U> >> P1 > C C) - o 00 -i o>> Q P1 (/) z mO rn D C) '- > -> -'I- (nO > m 0 = -'1 < i- - P1 CP1 - - ~ ; C) 5 rn _OM C) 0 -< '1 -u P1 P1 r'-i r--c F1 c, vo "o frz (D in C/) rn 0 -u rn Z _ > 01:p.0 ' C) >p1 oz i-or- Z P1 0ZjcD tll ' k rn -n ci _ 00 > > > Z D ca ;d w rz00 oC) _~C) >z m C) > U) P1 U) jU) > > ra-- - 0 C)O z -< >-> -0> -P1 0 U O C)> rn c 0 P1 cnrno C) C) U, C) I'l P1 I' > r P1 FI I— I- - z > C) >O O P1WC Z> j 0 P1-rjp C rn> -I D 0 >, > cn U>(/) 77 0 r m P1 -< Fl = C) !> 0 Co - M m >-FlwC) z - ;";0 M 40 -i >C) 5jFl D (/)(/) C) > m i-C) C P1 C> - wP1 M O M W—M b -1 C m P1 >0 D> *0 K T11r- U D Fl>— > C)-1CZ cn o' >0 m. O -D C -n jO 0Z P1 c 0p1 < OP1 I-- CP1Q (/r -I P1 > P1 > 9L 0 0 m D P1 in 700-4 M 0 z=J S C) 0 (/) J- 0 Z - -I ç1 ou- CD 10 - C) CD.-. - 30 0 - CD 0 C) x or to 0 CO (1) >'< - CD - -, - - 0 C 0 o' C) CD - 0D 1 o 0 Cr Cr o S. 0 CD fl CD - oW ____ _____________ C) 0 go - Cl) CD _______ 0. — 0 go C) 1 _-. - Co-4, u. _ Z CD CDg.-.--- C) CD - 0 •-ri )I0 U) CD D , 0 CD _•> P1> (/) 3 Cl)5 3u, — CD CD -,CD o C) 0 M CA > '- _ CD .-.. ______ __________________ - 0 0 a ti,CDCO C).4 0 '< CD El C C) U -' ,. -r-, ' 0 > 0 ° 20 P1 0 CD 0 i 3 c3 CD - • C, 0 00 Cn 0 3 0M 1 3 C U, 3 I ________________ I- 0 Cr CD 0 ;• 1 JD C) ______________________________________________ 2. 5. 0 2.co 0 Cl) 09 CD 0 CD P1 < - - O U) D = P1 los — CD 0 U) '0 C) D 0 C) 0 C) 0 -'CD Nc,,<= Cl) -I C) C 13 CD ID ca CL CL CD CL CD 0 CL Cl) en 005' 0 0 NS-1 CD CD mck. D 0 CD0-—°o.C)C)5-° 2- >a38E o C) > -9.2.- 0 0 0 • -;; g. • g 2 CD U)0 EC-7 Geotextiles & Mats EC-8 Wood Mulching m - - a EC-9 Earth Dikes and Drainage Swales EC-11 Slope Drains SE-1 Silt Fence w - m SE-3 Sediment Trap SE-4 Check Dam C') Z --- - SE-5 Fiber Rolls SE-6 Gravel Bag Berm --- ) m SE-7 Street Sweeping and Vacuuming SE-8 Sandbag Barrier - Storm Drain Inlet Protection ED Stabilized Construction - -1 Ingress/Egress -' ,- ., Stabilized Construction - - L Roadway Cl) Q Water Conservation a, Practices Z m NS-3 Paving and Grinding Operations NS-7 Potable Water/Irrigation IN WD) NS-8 Vehicle and Equipment Cleaning Material Delivery and Storage WM-2 Material Use WM-3 Stockp i k CL -09 CA l e Management Spill Prevention and WM-4 Control Solid Waste - Management WM-6 Hazardous Waste Management WM-8 Concrete Waste Management Job Address: 2810 Caribou Ct Permit Type: BLDG-Permit Revision Parcel No: 2091200300 Valuation: $ 0.00 Occupancy Group: # Dwelling Units: Bedrooms: Bathrooms: Work Class: Commercial Permit Revi5 Lot #: Project #: DEV2018-0203 Construction Type Orig. Plan Check it: CBC2018-0667 Plan Check #: Status: Closed Finaled Applied: 10/03/2019 Issued: 05/11/2020 PermitFinal Close Out: 05/11/2020 Inspector: CRenf Final Inspection: PERMIT REPORT (,( ity of Carlsbad Print Date: 05/11/2020 Permit No: PREV2019-0200 Project Title: CARLSBAD OAKS LOT 4 Description: BADIEE: TRUSS PACKAGE Owner: Contractor: VICTORY CARLSBAD OAKS INNOVATION TFW CONSTRUCTION DEVELOPMENT INC CENTER LP Po Box 220 1261 Prospect St C/O Badiee Development, 9 DEL MAR, CA 92014 LA JOLLA, CA 92037 858-759-1223 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $3500 MANUAL BLDG PLAN CHECK FEE $450.00 Total Fees: $ 485.00 Total Payments To Date: $ 485.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 (City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number Plan Revision Number Pwz Ok3D Project Address General Scope of Revision/Deferred Submittal: 17€ r.i4IEL 44_1 ç ê— CONTACT INFORMATION: Name 7 Phone ' Address l4(''JJL1 c& ''City_'' Zip Email Address ' _cX?-y + c- ck Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: DT, Plans Calculations E1 Soils U Energy L1 Other 2. Describe revisions in detail 3. List page(s) where each revision is shown tc-k Does this revision, in any way, alter the exterior of the project? U Yes N No Does this revision add ANY new floor area(s)? LI Yes No Does this revision affect any fire related issues? fl Yes No Is this a complete s Ye Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 j: 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGilV A SAFEbuittCompany SET: II DATE: Nov. 21, 2019 JURISDICTION: CARLSBAD PLAN CHECK #.: 2019-0461 APPLICANT 13 JURIS. PROJECT ADDRESS: 2810 CARIBOU COURT PROJECT NAME: INNOVATE CARLSBAD - T.I., SUITES A, C, E & G 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Pers ted: Brittany Montgomery Telephone #: 858-638-7277 Date contacted: (. (by.-j, Email: bmontqomery(ãwaremalcomb.com Mail Telephone Fax In Person REMARKS: Please see ttached for remaining items from previous list. By: ALl SADRE, S.E. Enclosures: EsGil 11/08 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 2019-0461 Nov. 21, 2019 GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new completesets 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 and the Carlsbad Planning, Engineering and Fire Departments. Bring IM corrected set of plans and calculations/reports to EsGil, 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 Bldg. Department for routing to their Planning, Engineering & Fire Dept. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. 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. 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? U Yes U No PLANS Please update the notes on Sheets AO.4 & AO.4a, for the 2016 edition of the Green Building Code, as opposed to 2013 GBC. These updated sheets were not included in the resubmitted package. Please dimension the window (side-light) adjacent to door #106 on 1/A2.2. This was not dimensioned on A7.1. Where is interior elevation 5/A6.3 as referenced on Sheet A2.2? MISCELLANEOUS Please see attached for any P/M/E corrections. The jurisdiction has contracted with EsGil, 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 ALl SADRE, S.E. at EsGil. Thank you. EsGil A SAFEbulittompany DATE: OCT. 159 2019 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0667 (REV.-2) - NEW PREV2019-0200 SET: I PROJECT ADDRESS: 2810 Caribou Ct. PROJECT NAME: Carlsbad Oaks Innovation Park Lot 4 Revisions The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LII EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: ,De contacted: 1&t5ij(by Email: Telephone Fax In Person ARKS: Plans and calculations for roof trusses (steel open web girders and joists), a deferred package, are under this permit. By: ALl SADRE, S.E. Enclosures: approved plan EsGil 10/07 9320 Chesapeake Drive, Suitt 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2018-0667 (REV.-2) - NEW PREV2019-0200 OCT. 15, 2019 (DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0667 (REV.-2) - NEW PREV2019-0200 PREPARED BY: ALl SADRE, S.E. DATE: OCT. 159 2019 BUILDING ADDRESS: 2810 Caribou Ct. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) plan revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb JBy Ordinance Bldg. Permit Fee by Ordinance [] Plan Check Fee by Ordinance [] Type of Review: 17 Complete Review r Structural Only r Repetitive Fee , I [J Repeats F F * Based on hourly rate r Other Hourly EsGil Fee F 31 Hrs. @* L $120.00I I $360001i" Comments: Sheet 1 of 1 DELTAENGINEERING CONSULTING STRUCTURAL E4GINERS September 27, 2019 Smith Consulting Architects 13280 Evening Creek Drive South Suite 125 San Diego, CA. 92128 Dear Sir or Madam, These drawings and/or specifications and/or calculations for the items listed below have been prepared by other design professionals or consultants who are licensed and/or authorized to prepare such drawings in this state. These documents have been examined by me for design intent and appear to meet the appropriate requirements of Title 24, California Code of Regulations and the project specifications prepared by me. Items reviewed and accepted except as noted on submittal: TFW Construction Submittal #23 Final Roof Structure Shops & Calculations >N Badie Development Carlsbad Oaks Innovation Park Lot 4 Carlsbad, CA scam .0 Sincerely, Ahmad Zarei, SE President DELTA ENGINEERING C41275/S 4118 03/31/2021 License Number Expiration Date 8736 Predict1on Ave... -'Sin DIgo CA2i21: Tel 858-566 8855 • Fax 858-566-8955 www deltase corn ?J9~101 tVA M (Cityof Carlsbad Print Date: 06/25/2019 Permit No:PREV2O19-0124 Job Address: 2810 Caribou Ct Permit Type: BLDG-Permit Revision WOrk Class: Commercial Permit Revi Status: Closed - Withdrawn Parcel No: 2091200300 Lot #: Applied: 06/21/2019 Valuation: $4,775,784.50 Reference #: DEV2018-0203 Issued: Occupancy Group: Construction Type Permit Finaled: # Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check #: CBC2018-0667 Final Plan Check #: Inspection: Project Title: CARLSBAD OAKS LOT 4 Description: BADIEE: REMOVE TRELLIS//REVISE ENTRIES DEPTH 2'70 i'll REMOVE WAREHOUSE LIGHTS FROM PLANS//DOUBLE • DOORS AND GLASS ROLLUP DOORS INSTALL// REVISED PARKING PLANS - Owner: • VICTORY CARLSBAD OAKS INNOVATION CENTER LP 1261 Prospect St C/O Badiee Development, 9 LA JOLLA, CA 9207 FEE • AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE • • $35.00 Total Fees: $ 35.00 •. Total Payments To Date: $ 0.00 • Balance Due: • $35.00 6f Qt&A,o P1 (-)2Qe I'j° Building Division • • : • • - • 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560f I www.carlsbadca.gov (City of Carlsbad PLAN CHECK REVISION OR Development Services DEFERRED SUBMITTAL Building Division APPLICATION 1635 Faraday Avenue 760-602-2719 BI 5 Original Plan Check Number CBC201 8-0667 Plan Revision Number ?R 1. V 20 ('1 0 11Lf Project Address 2810 Caribou Ct (Carlsbad Oaks Innovation Park Lot 4) General Scope of Revision/Deferred Submittal: Minor modifications to the building and site modifications per Consistency Determination CD201 9-0007 (DEV201 8-0023) CONTACT INFORMATION: Name - Dana Tsui Phone 858-793-4777 Fax Address 13280 Evening Creek Dr. Ste 125 city San Diego Zip 92128 Email Address Danat@sca-sd.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. I . Elements revised: I Plans IJ Calculations 0 Soils 0 Energy 0 Other 2, Describe revisions in detail 3. List page(s) where each revision is shown -Remove trellis ASI -Revise entries from 2' deep to 1' deep AS1, A1.1, A4.1, , A4.3, AD2, AD3 -Delete warehouse lights (part of the TI) E1.2A, E1.3, A3.1, E4.1 'Double doors at storefront/glass rollup doors A1.1, A3.1, A4.2, A.1 -Revised parking and site plan AS1, TS1 Does this revision, in any way, alter the exterior of the project? EI Yes 0 No Does this revision add ANY new floor area (s)? 0 Yes R No Does this revision affect any fire related issues? 0 Yes EI No Is this a complete Y F1 No £Signature Date Al /19 1635 Faraday Avenue, Carlsbad, k22 08 Eb: 760-602-2719 f 760-602-8558 EaRibuilding@carisbadca.gov www.carlsbadca.gov - oT'4- ) £ ftj ILAuJ I 'G- t514 c1?or-' cM&L t,JU-L AT A L4A1<— 1741t V? C6y5(- ?3*biU RECEVED JUN Z 5 209 CITY OF CARLSBAD BUtLDNG DIVISION PERMIT REPORT hty of Carlsbad Print Date: 05/11/2020 Permit No: PREV2019-0142 Job Address: 2810 Caribou Ct Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revi5 Status: Closed - Finaled Parcel No: 2091200300 Applied: 07/12/2019 Valuation: $ 0.00 Lot #: Issued: 08/12/2019 Occupancy Group: Project #: DEV2018-0203 PermitFinal # Dwelling Units: Construction Type Close Out: 05/11/2020 Bedrooms: Inspector: CRenf Bathrooms: Orig. Plan Check #: CBC2018-0667 Final Plan Check #:. Inspection: Project Title: CARLSBAD OAKS LOT 4 Description: BADIEE: (LOT 4) REVISE PARKING /I ADD EV CHARGER// REMOVE TRELLIS Owner: Contractor: VICTORY CARLSBAD OAKS INNOVATION TFW CONSTRUCTION DEVELOPMENT INC CENTER LP P0 Box 220 1261 Prospect St C/O Badiee Development, 9 DEL MAR, CA 92014 LA JOLLA, CA 92037 858-759-1223 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE •• $35.00 FIRE Plan Review Per Hour - Office Hours $136.00 MANUAL BUILDING PLAN CHECK FEE • $393.75 Total Fees: $ 564.75 Total Payments To Date: $ 564.75 • 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 Page 1 of 1 PLAN CHECK REVISION OR Development Services cC1 of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carisbadca.gov Original Plan Check Number CBC201 8-0667 Plan Revision Number PR)fcO Il 01 q0I Project Address 2810 Caribou Ct (Carlsbad Oaks Innovation Park Lot 4) General Scope of Revision/Deferred Submittal: Minor modifications to the building and site modifications per Consistency Determination CD201 9-0007 (DEV201 8-0023) CONTACT INFORMATION: Name Dana Tsui Phone 858-793-4777 Fax Address 13280 Evening Creek Dr. Ste 125 City _San Diego Zip 92128 Email Address Danat@sca-sd.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. I . Elements revised: Plans N Calculations I Soils II Energy 0 Other 2. Describe revisions in detail 3. Ust page(s) where each revision is shown -Remove trellis AS1 entries from 2' deep to 1'10" deep AS1-Revise 14 -Delete warehouse lights (to be part of the TI) :r' E1.3, A3.1, 'Double doors at storefront/glass rollup doors at rear of building A1.1, A3.1, A4.2, 'Revised parking and site plan ASI, TS1 -Added new windows -Added an EV charging station, upsized transformer and panel ASI, E2.1, E3.l, -relocated outdoor convenience receptacle E2.1 Does this revision, in any way, alter the exterior of the project? LI Yes 0 No Does this revision add ANY new floor area(s)? 0 Yes rA No Does this revision affect any fire related issues? 0 Yes 1 No Is this a comple(set Y [Z No Signature ShL€L.-L Date 1635 Faraday Avenue, Carlsbad, 9200 M.760-602-2719 f 760-602-8558 Ema*l:building@carisbadca.gov www.carlsbadca.gov EsGilV/0 A SAFEbuittCompany DATE: 7/23/2019 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0667.REV(PREV2019-0142) PROJECT ADDRESS: 2810 Caribou Ct. APPLICANT JURIS. SET:I PROJECT NAME: Carlsbad Oaks Innovation Park Lot 4 Revisions 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 until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by:') Email: Mail Telephone Fax In Person LII REMARKS: By: David Yao Enclosures: approved plan EsGil 7/16/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92.123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2018-0667.REV(PREV2019-0142) 7/23/2019 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018- 0667.REV(PREV2019-0142) PREPARED BY: David Yao DATE: 7/23/2019 BUILDING ADDRESS: 2810 Caribou Ct. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb 113y Ordinance Bldg. Permit Fee by Ordinance J W Plan Check Fee by Ordinance v Type of Review: [21 Complete Review I I Structural CEI. Only Repetitive Fee Repeats * Based on hourly rate E Other Hourly EsGil Fee 3 Hrs.@* $105.00 I $315.00I Comments: Sheet of