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HomeMy WebLinkAbout2819 LOKER AVE E; ; CBC2018-0083; Permit(:Cty ofi Carlsbad Commercial Permit Print Date: 12/06/2018 Job Address: 2819 Loker Ave E Permit Type: BLDG-Commercial Work Class: Addition Status: Parcel No: 2090831600 Lot #: Applied: Valuation: $488,355.00 Reference #: Issued: Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: Project Title: Permit No: CBC2018-0083 Closed - Finaled 02/14/2018 04/20/2018 TFraz 12/6/2018 10:28:30AM Description: ACUSHNET: ADD 5,162 SF MEZZANINE FOR OFFICE//CONVERT 5,338 SF MANUFACTURING TO OFFICE (TOTAL NEW OFFICE AREA 10,500 SF) Applicant: Owner: ALEKSEY SHAFIRO HGREIT 11 2819 LOKER LP 6363 Greenwich Dr, 175 San Diego, CA 92122-5947 4747 Executive Dr, 410 949-788-4017 BUILDING PERMIT FEE ($2000+) $2,006.95 BUILDING PLAN CHECK FEE (BLDG) $1,404.86 COMMUNITY FACILITIES DISTRICT (CFD) FEE - NON-RES $1,528.98 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 FIRE F Occupancies TI $609.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $170.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 PUBLIC FACILITIES FEES - inside CFD $8,888.06 5B1473 GREEN BUILDING STATE STANDARDS FEE $20.00 SEWER BENEFIT AREA FEES - G $3,268.80 SEWER CONNECTION FEE (General Capacity all areas) $4,240.36 STRONG MOTION-COMMERCIAL $136.74 TRAFFIC IMPACT Commercial-Industrial w/in CFD $19,314.00 Total Fees: $41,731.75 Total Payments To Date: $41,731.75 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov [FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: EJPLANNING DENGINEERING DBUILDING DFIRE DHEALTH EJHAZMAT/APCD Building Permit Application I. City of 1635 Faraday Ave., Carlsbad, CA 92008 Plan Check NoQZo -c083 Est. Value LkQQ3 - Ph: 760-602-2719 Fax: 760-602-8558 Cd1sbad Plan Ck. Deposit email: building@carlsbadca.gov Date 2 - Il? Iswppp I www.carlsbadca.gov JOB ADDRESS 2819 Loker Avenue I IsUITE#/sPAcE#/UNIT# APN I 209 - 083 - 16 - 01/PROJECT # I LOT # I PHASE # # BATHROOMS I TENANT BUSINESS NAME I CONSTR. TYPE I 0CC. GROUP I 23&38 J#OFUNITS J#BEDROOMS I Acushnet I DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) THE SCOPE OF THIS PROJECT IS AN ADDITION OF A 2 STORY OFFICE SPACE WITHIN THE EXISTING MANUFACTURING BUILDING. NEW MEZANINE FLOOR, NEW MECHANICAL,ELECTRICAL AND PLUMBING. ADDITIONAL FLOOR AREA TO THE BUILDING IS 5,162 SF. or Wok- i, 1015VO SF. 5 g of A1A1VVf=&T494N&r to £.'' IJ&r f9C St=- EXISTING USE I PROPO SED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) I FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS B IS-I/F-I B/S-I/F-I YESD# NO YES NOE YESNOE APPLICANT NAME Primary Contact Aleksey Shafiro PROPERTY OWNER NAME Hines ADDRESS 6363 Greenwich Dr #175 ADDRESS 47747 Executive Drive, Suite 410 CITY STATE ZIP San Diego CA 92122 CITY STATE ZIP San Diego CA 92121 PHONE 949-788-4017 FAX PHONE 858-435-4000 IFAX EMAIL ashafiro@waremalcomb.com EMAIL carla.alexander@hines.com DESIGN PROFESSIONAL CONTRACTOR BUS. NAME ADDRESS ADDRESS4 CITY STATE ZIP CITY b STATE ZIP C\2Z\ PHONE FAX PHONE (e5'6] -\c\Ok FAX EMAIL EMAIL STATE LIC. # STATE LIC.#,4 2.O::) CLASS \) I CITY BUS. LIC.# sec. (0j1.o uusuness ano IroTessions Uoae: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the 0VI5I0fl5 of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). WORKERS' COM• Workers' Compensation Declaration: I hereby affirm under penally of perjury one of the following declarations: i:i I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I] I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation i urance carrier and policy number are: Insurance Go. \Qf(, CoS"k 0 'tJ\)t.31 Policy No. \J\S5OO\{J Expiration Date (Yc' This section need not be completed if the permit is for one hundred dollars ($100) or less. [] Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (116100,000), in addition to the cost of compensation, damages as provided for In Sec r06 of the Labor code, interest and attorneys fees. CONTRACTOR SIGNATURE JAGENT DATE W N ER-BU I L DER iIU 1I4hU CI,,. I hereby affirm that lam exempt from Contractor's License Law for the following reason: El I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). El 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 IINo 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 I phone! contractors' license number): I plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name! address! phone! contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone I type of work): .PROPERTY OWNER SIGNATURE E1AGENT DATE 02-13-18 Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes .' No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air Quality management district? Yes I No Is the facility to be constructed within 1,000 feel of the outer boundary of a school site? Yes I 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. *L I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I certify that I have mad the application and state thatthe 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 Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under tho.provisions of this e shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building orwoathoriz ucti mit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ..€APPLICANTS SIGNATURE .._ DATE /42. /P STOP; THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial Projects Only) Fax (760) 602-8560, Email building@carisbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB # CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL / FAX TO OTHER: CHANGE OF USE / NO CONSTRUCTION ..APPLICANT'S SIGNATURE DATE Permit Typo: BLDG-Commercial Application Date: 02/14/2018 Owner: HGREIT 11 2819 LOKER LP Work Class: Addition Issue Date: 04/20/2018 Subdivision: CARLSBAD TCT#74-21 Status: Closed - Finaled Expiration Date: 06/03/2019 Address: 2819 LokerAvee Carlsbad, CA 92010-6626 IVR Number: 9523 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency New electric panels P#1 & L#1 + Yes Transformer at P#1 09/13/2018 09/12/2018 BLDG-Final 069819-2018 Failed Tim Frazee Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final Toilet paper in woman's restroom 11" off No front of toilet BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 12/0412018 12/04/2018 BLDG-Final 077727.2018 Failed Tim Frazee Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Need Waste Management Report No Need B 52 Form BLDG-Plumbing Final Toilet paper in woman's restroom 11 off No front of toilet BLDG-Mechanical Final Need Test & Balance Report No BLDG-Structural Final No BLDG-Electrical Final Need Title 24 Report No 12/06/2018 12/06/2018 BLDG-Final 078094.2018 Passed Tim Frazee Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Need Waste Management Report Yes Need B 52 Form BLDG-Plumbing Final Toilet paper in woman's restroom 11" off Yes front of toilet BLDG-Mechanical Final Need Test & Balance Report Yes BLDG-Structural Final Yes BLDG-Electrical Final Need Title 24 Report Yes Complete December 06, 2018 Page 4 of 4 Permit Type: BLDG-Commercial Application Date: 02/14/2018 Owner: HGREIT 11 2819 LOKER LP Work Class: Addition Issue Date: 04/20/2018 Subdivision: CARLSBAD TCT#74-21 Status: Closed - Finaled Expiration Date: 06/03/2019 Address: 2819 Laker Avee Carlsbad, CA 92010-6626 IVR Number: 9523 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 08/17/2018 08/17/2018 BLDG-44 067351.2018 Partial Pass Tim Frazee Reinspection Incomplete Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Pookie on HVAC ducts on 2nd floor and Yes restrooms OK 08/24/2018 08/24/2018 BLDG-44 068032-2018 Passed Tim Frazee Complete Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Pookie on HVAC ducts on 2nd floor and Yes restrooms QK Pookie 1St floor HVAC OK 8/2/18 09/05/2018 09/04/2018 BLDG-85 T-Bar, 069016-2018 Partial Pass Tim Frazee Reinspection Incomplete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Missing clips on grid Yes 2nd floor TBar 1st floor offices except open space OK 9/5/18 BLDG-14 Full height wall drywall screws OK 7/27/18 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 09/06/2018 09/06/2018 BLDG-85 T-Bar, 069240.2018 Ceiling Grids, Overhead BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 09/11/2018 09/11/2018 BLDG-33 Service 069592.2018 Change/Upgrade Rough electrical in restrooms Registers not fastened down All registers 1st & 2nd floor registers have clips 9/5/18 Passed Tim Frazee Missing clips on grid 2nd floor TBar 1st floor offices except open space OK 9/5/18 1st floor TBar OK 9/6/18 Full height wall drywall screws OK 7/27/18 Rough electrical in restrooms Registers not fastened down All registers 1st & 2nd floor registers have clips 9/5/18 Passed Tim Frazee Checklist Item COMMENTS Yes Yes Yes Complete Passed Yes Yes Yes Yes Yes Complete December 06, 2018 Page 3 of 4 Permit Type: BLDG-Commercial Application Date: 02/14/2018 Owner: HGREITII 2819 LOKER LP Work Class: Addition Issue Date: 04/20/2018 Subdivision: CARLSBAD TCT#74-21 Status: Closed - Finaled Expiration Date: 06/03/2019 Address: 2819 LokerAvee Carlsbad, CA 92010-6626 IVR Number: 9523 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency 2nd floor sheathing OK Yes 07/18/2018 07/18/2018 BLDG-14 064348-2018 Passed Tim Frazee Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-24 064349.2018 Passed Tim Frazee Complete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-34 Rough 064350-2018 Passed Tim Frazee Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/24/2018 07/24/2018 BLDG-17 Interior 064752.2018 Partial Pass Tim Frazee Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial waiting for storefront & patches Yes BLDG-34 Rough 064753.2018 Partial Pass Tim Frazee Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Rough in restrooms and coffered ceiling Yes 07/27/2016 07/27/2018 BLDG-17 Interior 065210-2018 Partial Pass Tim Frazee Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial waiting for storefront & patches Yes Full height wall at warehouse 7/27/18 BLDG-85 T-Bar, 065211-2018 Partial Pass Tim Frazee Reinspection Incomplete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 Full height wall drywall screws 01<7/27/18 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical Rough electrical in restrooms Yes BLDG-44 No Rough-Ducts-Dampers December 06, 2018 Page 2 of 4 Permit Type: BLDG-Commercial Application Date: 02/14/2018 Owner: HGREIT 11 2819 LOKER LP Work Class: Addition Issue Date: 04/29/2018 Subdivision: CARLSBAD TCT#74-21 Status: Closed - Finaled Expiration Date: 06/03/2019 Address: 2819 Laker Avee Carlsbad, CA 92010-6626 lVR Number: 9523 Scheduled Date Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 05/24/2018 05/24/2018 BLDG-21 058982.2018 Failed Michael Collins Reinspection Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No test No 05/31/2018 05/31/2018 BLDG-21 059564.2018 Passed Michael Collins Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Waste to POQ, RM 11-113 Yes BLDG-Building Deficiency No test No 06/01/2018 06/01/2018 BLDG-11 059712.2018 Failed Tim Frazee Reinspection Complete Foundation/Ftg/Pler s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not Ready No 06/04/2018 06/04/2018 BLDG-11 059898.2018 Cancelled Paul Bumette Reinspection Complete Foundation/Ftg/Pier $ (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not Ready No 06/07/2018 06/07/2018 BLDG-11 060334-2018 Partial Pass Tim Frazee Reinspection Incomplete Foundation/Ftg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDQ-Building Deficiency Not Ready Yes Partial as noted on back of card, footing with electrical conduit to be modified Saturday 6/9/2018 06/12/2018 06/12/2018 BLDG-11 060732.2018 Passed Tim Frazee Complete Foundation/Ftg/Pier $ (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not Ready Yes Partial as noted on back of card, footing with electrical conduit to be modified Saturday 6/9/2018 Finished modifications to trenches, rebar installed 6/12/2018 07/02/2018 07/02/2018 BLDG-14 062368-2018 Passed Tim Frazee Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes December 06, 2018 Page 1 of 4 Corporate 2992 E La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 6295 Ferris Square Ste. C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 800.491.2990 Inland Empire 14467 Meridian Pkwy., Bldg IA Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 MTGL PROJECT* 625A23 DAILY INSPECTION DSAICIT"( File #_ Permit # CBC20IB.O83 REPORT DSNOSHPD Appl. # Report#j.._ Page of 1 DSAILEA # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection on a daily basis. Each report shall be completed and signed by the special inspector conducting the insøection. PROJECT NAME:ACUSHNET Date:6618 ARCHITECT: WARE MALCOMB TIME ARRIVED: 8:30 AM TIME DEPARTED: 9:30 AM ENGINEER: DCI TRAVEL TIME: LUNCH TIME: NONE CONTRACTOR: BYCOR SUB CONTRACTOR: INSPECTION ADDRESS: 2819 LOKER AVENUE, CARLSBAD ADDRESS OF PROJECT: TYPE OF INSPECTION 0 BATCH PLANT []MASONRY [IFIREPROOFING 0 CEILING WIRE D ENGINEERED FILL Q PT CONCRETE 0 LT HIGH STRENGTH BOING 0 ANCHOR/DOWEL 0 EJ FOUNDATION LI SHOTCRETE 0 WELDING 0 NDE FIELD o EPDXY El BACK FILL N CONCRETE 0 SHOP WELD 0 NDE SHOP 0 DSA/OSHPD PROJECT AVAILABLE APPROVED I PLANS Y 9 N 0 SOIL REPORT Y 0 N D SPECS: Y 0 N 0 APPROVED DOCUMENTS 1 1 APPROVED SHOP DRAWING Y 0 N 0 MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO, OR MATERIAL TEST REPORTS): Normal Weight Concrete, Hi-Grade Mix EQUIPMENT USED BY CONTRACTOR: WORK AREA: PERFORMED SPECIAL INSPECTION FOR EPDXY OF #4 REBAR INTO EXISTING CONCRETE SLAB @ OFFICE FLOOR AREA. REBARS WERE EMBEDDED A MINIMUM OF 6" DEEP AND SPACED @ 18" O.0 (SEE S1.1. S2.1 AND 5/S3.1 FOR DETAILS). ALL HOLES WERE PRE-DRILLED PRIOR TO INSPECTION. ALL HOLES WERE CHECKED PRIOR TO PLACEMENT OF REBAR AND EPDXY FOR DEPTH AND CLEANESS. HOLES WERE ALSO AIR-BLOWN AND FREE FROM DEBRIS PRIOR TO PLACEMENT. HILTI HIT HY 200 TYPE EPDXY WAS USED (035606 L4 EXPIRATION DATE 03/2019). TOTAL OF 98 REBARS WERE EPDXIED. REWORK AS PERCENT OF ALL WORK TODAY: I PERCENT PROJECT COMPLETE: THE WORK WAS I!J WAS NOT LI THE WORK INSPECTED MET Iii DID NOT MEET 0 Inspected in accordance with the requirements of the DSAJOSPHD/ The requirements of the PROJECT documents PROJECT approved documents. Samples taken: Weather: Sunny Temp: MATERIAL SAMPLING WAS 0 WAS NOT 0 N/A Performed in accordance with DSA/OSPHD/PROJECT approved documents. Signature of Special Inspector cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District ADRIAN HAMILTON Print Name Certification*: 8231611 j4l.9<. Verified by: Ela Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Report of: COMPRESSIVE STRENGTH-Concrete ASTM C39 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: BYCOR GENERAL CONTRACTORS Set No.: 18-0656 A Date Printed: 6/28/2018 Page 1/1 File No.: Permit No.: Project No.: 3625A23 Project Name: ACUSHNET PROJECT 2819 LOKER AVE. CARLSBAD, CA Age (Days) Date Tested Nominal Size Actual Diameter Actual Area (Sq. Inch) Load (lbs.) Strength (psi) Type of Fracture A 7 6/27/2018 4 X 8 4.00 12.57 48,810 3,880 Cone B 28 7/18/2018 C 28 7/18/2018 D 28 7/18/2018 E 28H 7/18/2018 Specified Strength: 3,000 PSI Sampled By: DAN CASCINO Location: COLUMN POUR BACKS - GRID LINE 2.6 / G - H Concrete Supplier: SUPERIOR READY MIX Mix No.: 27P Ticket No.: 038 370319 Water added at Site: gal. By Cement Type: Mix Time: 60 mm. ASTM C172 Date Sampled: 6/20/2018 Date Received: 6/21/2018 Concrete Temp: 70 °F ASTM C1064 Ambient Temp: 60 °F ASTM C1064 Air Content: Unit Weight: pcf ASTM C138 Slump: 5.00 in. ASTM C143 Tested at: San Diego ASTM C1231 Admix: Remarks: Distribution: BYCOR GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Stephen Coover RCE No. 41404 The Material WAS WAS NOT SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. Results relate only to items inspected or tested. Report shall not be reproduced, except in full, without prior written approval by MTGL, Inc. San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkw., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Indio: 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 A Corporate: 2992 E. La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 www.mtglinc.com Dispatch: 800.491.2990 MTGL Project #:.J'a'21' i2 3' Permit # c32O/ Report#_____ PG _ OF _ DSNCITY File #: DSA/OSHPD APPL #: DSA/ LEA #: DAILY INSPECTION REPORT Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and sinned by the soecial insoector conductino the insnec.tinn PT NAME DATE cw ARCHrTECT TIME ARRIVED TIME DEPARTED ENGINEER , TRAVEL TIME LUNCH TIME CONTRACTOR c , SUBCONTRACTOR C INEBCTION ADORES / . ,t ADDRESS OFPROJECT C'4 12 U TYPE OF INSPECTION LI BATCH PLANT ci MASONRY El FIREPROOFING ci CEILING WIRE ci ENGINEERED FILL Li PT CONCRETE U HIGH STRENGTH BOLTING [1 ANCHOR/DOWEL Li ci FOUNDATION 0 UQTCRETE Li WELDING El NDE FIELD Li El BACK FILL CRETE Ii SHOP WELD El NDE SHOP ll DSA./OSHPD/PROJECT: AVAILABLE: SOIL REPORT V Li ND SPECS: V El ND APPROVED DOCUMENTS: APPROVED PLANS V 0 ND APPROVED SHOP DRAWING V El ND MATERIALS USED BY CONTRACTOR INCLUDE RESEARCH REPORT Z .O 1NPOWER USED ,iv1c 1d? 7 /2 Q / AREA. GRID LINES, PIECES INSPECTED: 7.— STRUCTURAL NOTES, DETAIL, OR RFIS USED: ) ,$ 0^7 S / / REMARKS, INCLUDING MEETINGS: G PO (If i c/q,72 —r,4 'y,io / * —72 R ç c 7jj7 L1 REWORK AS PERNT OF ALL WORK TODAY: PERCENT PROJECT COMPLETE: THE WORK WAV WAS NOTE] Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents. MATERIAL SAMPLING WAS WrIWAS NOT LI N/AD Performed in accordance with DSNOSHPD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED ME'"iD NOT MEET Li The requirements of the DSNOSHPD/PROJECT approved documents. Tern Sie of Specia Spector - Print Name Certification #: ,cci7 .( ,7' Verified by Ai Corporate: San Diego/Imperial County 2992 E. La Palma Ave. Ste. A 6295 Ferris Square, Suite C Anaheim, CA 92806 San Diego, CA 92121 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 www.mtglinc.com Dispatch: 800.491.2990 Dispatch: 888.844.5060 MTGL Prncft. 7J ç• 42? DAILY INSPECTION Permit# - REPORT Report#_____ PG OF Indio: 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 DSNCITY File #: DSWOSHPD APPL #: DSA/ LEA #: Inland Empire: 14467 Meridian Pkw., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be comoleted and sioned by the soecial insoector condiir.tinn thp innQr.finn PROJECM,., / H DATE -. - ARCH 4L_ (._ O TIME ARRIVED , TIME DEPARTED ENGINEER )7 TRAVEL TIME LUNCH TIME CONTRACTOR >,. SUB CONTRACTOR 5 , IN CTION AODRES -vir ADDRESS OF PROJECT TYPE OF INSPECTION H BATCH PLANT Li ENGINEERED FILL Li PT CONCRETE Li FOUNDATION LI SHOTCRETE Li BACK FILL [TI CONCRETE [1 MASONRY H FIREPROOFING LI 41 STRENGTH BOLTING Li ANCHOR/DOWEL I'WELDING [I NDE FIELD H SHOP WELD Li NDE SHOP [I CEILING WIRE Li Li Li DSA/OSHPD/PROJECT: AVAILABLE: APPROVED DOCUMENTS: APPROVED PLANS Y SOIL REPORT YO NLi SPECS: YH NO Li APPROVED SHOP DRAWING Y Li N Li MATERIALSUSEDBY CONTRACTOR(INCLUDERESEARCHREPORTNO.ORMATERIALTESTREPORTS): CONTRACTORS EQUIPMENT I MANPOWER USED L -, s R E ,-rz C p dY' AREA. GRID LINES. PIECES INSPECTED: ç — Cr o) 6 a A ô STRUCTURAL NOTES, DETAIL, OR RFIS USED: i ç00,_3 i•' 4f —,7X& REMARKS, PfLUOIN6MEET!/ 'J_T_ ' ,-4 r 4_a'Vj'4 ç/2 - /,1( -,Fz r ,o .p D __Pc e Re el C & REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLE THE WORK WAWAS NOTE Inspected in accordance with the requirements of the DSAIOSHPD/PROJECT approved documents. MATERIAL SAMPLING WAS Li WAS NOT LI Performed in accordance with DSNOSHPD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED MET "DID NOT MEET Li The requirements of the DSNOSHPD/PROJECT approved documents. Temp:, L Print Certification #: Verified San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkw., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Indio: 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 DAILY INSPECTION DSNCITY File #: REPORT DSNOSHPD APPL #: USA/LEA #: Corporate: 2992 E. La Palma Ave. Ste. P Anaheim, CA 92806 ALAA Tel: 714.632.2999 Fax: 714.632.2974 www.mtglinc.com Dispatch: 800.491.2990 MTGL Project #. 62 S A 2LIZ Permit# C-o' ôcJ Report#_____ PG OF Special Inspection Reports must be distributed to the parties fisted below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJEC AM icst4W&T T DATE ARCNITE, , TIME ARRIVED TIME DEPARTED ENGINEER P ] TRAVEL TIME LUNCH TIME CONTRACTOR r sue CONTRACTOR INSTION ADORES L 4 O PROJECT 1+1 TYPE OF INSPECTION El BATCH PLANT El ENGINEERED FILL El PT CONCRETE E] FOUNDATION HOTCRETE El BACK FILL XCONCRETE El MASONRY STRENGTH BOLTING ELDING El SHOP WELD El FIREPROOFING El CEILING WIRE El ANCHOR/DOWEL LI El NDE FIELD LI U NDE SHOP El DSA/OSHPD/PROJECT: AVAILABLE: APPROVED DOCUMENTS: APPROVED PLANS V NF] SOIL REPORT YR NE] SPECS: YE] NIT] APPROVED SHOP DRAWING VU N U MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS) c b4 $71-i - Z1627 LA,'-2c /J24-12C c43oo, S rl SZS > A?'-47 CONTRACTORS EQUIPMENT / MAOWER USED: AREA. GRID LINES, PIECES INSPECT ED j g c L 4f3-1/v' -f o)77-4 STRUCTURAL NOTES, DETAIL, OR REIS USED: REMARKS,!NCLUD!N6GS: 1- RV-/a, -7.I-' #ir e a) '? B4i'i *1 PPi ?AC k e CLni—' I4JFf (3'a) rr,' K f 'r ,e 49,4 i .1 c*'y çcr pc — 6~ 'oz 4< /71ç47 / J ? i4'Lf G-,'z c.t7 J 4-,l.4K r e - j y REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETE THE WORK W 'WAS NOT Li Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents. MATERIAL SAMPLING WAS El WAS NOT Li N/A Performed in accordance with DSAJOSHPD/PROJE T approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED METIID NOT MEET U The requirements of the DSNOSHPD/0JEproved documents. Samples taken: 41 kJ Cv I e. I J, (_; 7J' C/dL Print We Certification # I Verified Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Report of: COMPRESSIVE STRENGTH-Concrete ASTM C39 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: BYCOR GENERAL CONTRACTORS Set No.: 18-0637 A Date Printed: 6/21/2018 Page 1/1 File No.: Permit No.: Project No.: 3625A23 Project Name: ACUSHNET PROJECT 2819 LOKER AVE. CARLSBAD, CA Age (Days) Date Tested Nominal Size Actual Diameter Actual Area (Sq. Inch) Load (lbs.) Strength (psi) Type of Fracture A 7 6/20/2018 4 X 8 4.00 12.57 55,810 4,440 Cone B 28 7/11/2018 C 28 7/11/2018 D 28 7/11/2018 E 28H 7/11/2018 Specified Strength: 4,000 PSI Sampled By: DAN CASCINO Location: FOOTINGS - GRID LINES H.5 / 3.5 Concrete Supplier: SUPERIOR READY MIX Mix No.: 27P Ticket No.: 369755 Water added at Site: 7.00 gal. By CONTRACTOR Cement Type: Il/V Mix Time: 48 mm. ASTM C172 Date Sampled: 6/13/2018 Date Received: 6/14/2018 Concrete Temp: 73 °F ASTM C1064 Ambient Temp: 60 °F ASTM C1064 Air Content: Unit Weight: pcf ASTM C138 Slump: 5.00 in. ASTM C143 Tested at: San Diego ASTM C1231 Admix: Remarks: Distribution: BYCOR GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Stephen Coover RCE No. 41404 The Material WAS WAS NOT SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. Results relate only to items inspected or tested. Report shall not be reproduced, except in full, without prior written approval by MTGL, Inc. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Report of: COMPRESSIVE STRENGTH-Concrete ASTM C39 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: BYCOR GENERAL CONTRACTORS Set No.: 18-0624 A Date Printed: 6/18/2018 Page 1/1 File No.: Permit No.: Project No.: 3625A23 Project Name: ACUSHNET PROJECT 2819 LOKER AVE. CARLSBAD, CA Age (Days) Date Tested Nominal Size Actual Diameter Actual Area (Sq. Inch) Load (lbs.) Strength (psi) Type of Fracture A 7 6/15/2018 4 X 8 4.00 12.57 61,710 4,910 Cone & Split [B 28 7/6/2018 C 28 7/6/2018 D 28 7/6/2018 E 28H 7/6/2018 Specified Strength: 4,000 PSI Sampled By: DAN CASCINO Location: SPREAD FOOTING - GRID LINES H.3 I 2.9 Concrete Supplier: SUPERIOR READY MIX Mix No.: 27P Ticket No.: 369450 Water added at Site: gal. By Cement Type: Mix Time: mm. ASTM C172 Date Sampled: 6/8/2018 Date Received: 6/11/2018 Concrete Temp: 70 OF ASTM C1064 Ambient Temp: 60 OF ASTM C1064 Air Content: Unit Weight: pcf ASTM C138 Slump: 5.00 in. ASTM C143 Tested at: San Diego ASTM C1231 Admix: Remarks: Distribution: BYCOR GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Stephen Coover RCE No. 41404 The Material WAS WAS NOT SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. Results relate only to items inspected or tested. Report shall not be reproduced, except in full, without prior written approval by MTGL, Inc. A Corporate: 2992 E. La Palma Ave. Ste. Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 www.mtglinc.com Dispatch: 800.491.2990 MTGL Project #:7(~2j' /2 3' Permit# &7 O/I-5c'3 Report #___ PG OF San Diego/Imperial County Inland Empire: 6295 Ferris Square, Suite C 14467 Meridian Pkw., Bldg. 2-A San Diego, CA 92121 Riverside, CA 92518 Tel: 858.537.3999 Tel: 951.653.4999 Fax: 858.537.3990 Fax: 951.653.4666 Dispatch: 888.844.5060 Dispatch: 800.491.2990 DAILY INSPECTION DSNClTY File #: REPORT DSWOSFIPD APPL DSA/ LEA #: Indio: 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection PROJEG.PME ARCHITE*.%,tL., C,0 rV o TIME ARRIVED TIME DEPARTED ENGINEER 1 TRAVEL TIME LUNCH TIME CONTRACTOR SUBCONTRACTOR IN QTION ADORE 11 oice'iz ADDRESS OPPROJECT TYPE OF INSPECTION LI ENGINEERED FILL Li FOUNDATION 0 RACK FILL Li BATCH PLANT Li PT CONCRETE Li SHOTCRETE El CONCRETE [Ii MASONRY Li FIREPROOFING J I11H STRENGTH BOLTING [I ANCHOR/DOWEL ELDING 0 NDE FIELD El SHOP WELD LI NDE SHOP LI CEILING WIRE LI El LI DSAJOSHPD/PROJECT: APPROVED DOCUMENTS: AVAILABLE: APPROVED PLANS YE] SOILREPORT YE NE SPECS: YE] NE] Nl.i APPROVED SHOP DRAWING YE NE] MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAl. TEST REPORTS): i.T?'-' 6 71-7-- g k' CONTRACTORS EQUIPMENT f MANPOWER USED: t .'V -2 5 1eca c AREA, GRID LINES. PIECES INSPECTED: - STRUCTURAL NOTES. DETAIL, OR REIS USED: REMARKS, INCLUDING MEETINGS: Lt 7: 0 F L..J LOJ 4J 'il o7 4. T 7R C) 2't"r'' g J) 864, i 15r t— #eiZ 7oi7 77U (2 0AKPJLLb 3 t 1/6 (,vLr)%, REWORK AS PER,ENT OF ALL WORK TODAY: - - PERCENT PROJECT COMPLE) THE WORK WAS "WAS NOT LI Inspected in accordance with the requirements of the DSA/OSHPDIPROJECT approved documents. MATERIAL SAMPLING WAS LI WAS NOTE W Performed in accordance with DSAJOSHPD/PROJE T approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED ME ' DID NOT MEET 0 The requirements of the DSAJOSHPD/PROJECT approved documents. Samplesjen: W;e7natpecaI Insgor s Print Name Certification# Verified by: San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkw., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 India: 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 DAILY INSPECTION DSNCITV File #:_ REPORT DSA/OSHPD APPL #: DSA/ LEA # A Corporate: 2992 E. La Palma Ave. Ste Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 www.mtglinc.com Dispatch: 800.491.2990 MTGL Project #32 S .. - 6 2-2' permit#CI3i?pf 063 Report # PG _____ OF Special Inspection Reports must be distributed to the parties listed below within 14 days 01 the inspection. Reports of non-compliant conditions must he distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and sianed by the soecial inscector condlictino thp. insnprtinn PFjCT NAME DATE 06 ARCHITECT p ENGINEER TIME ARRIVED -'i-rt - TIME DEPARTED TRAVEL TIME LUNCH TIME CONTRACTOR SUE CONTRACTOR c ' INSPECT DRESS r /c? Lp/cc,' 4i ADDRESS OF , IECT TYPE OF INSPECTION U BATCH PLANT 11 ENGINEERED FILL I 1 PT CONCRETE U FOUNDATION 0TRETE ri BACK FILL CRETE U MASONRY [II FIREPROOFING U CEILING WIRE I 1 HIGH STRENGTH BOLTING I I ANCHOR/DOWEL Li WELDING U NDE FIELD [1 SHOP WELD U NDE SHOP DSAJOSHPD/PROJECT: AVAILABLE: APPROVED DOCUMENTS; APPROVED PLANS V iT' U U SOIL REPORT V N?' SPECS: V N APPROVED SHOP DRAWING VI f'JLJ MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. DR MATERIAL TEST REPORTS): 12 f2-'7 i-# ô CONTRACTORS EOIIIPMENTI MANPOWER USED: AREA, GRID LINES, PIECES INSPECTED: E -/-//3iY ,4f,2o)c Pcii'R 2 STRUCTURAL NOTES, DETAIL, OR RHS USED: 5 ':7-:'/:• REMARKS. INCLUDING MEE rINGs: A.- C/2 T LA c /41 e 4i3' 0 L,." /C- A00, ( "i) ' O P( n—c 779U17 b Lf 6 H - c) L- / 7 VA-120J REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETE: THE WORK WAX,WAS NOT Inspected in accordance with the requirements of the DSWOSHPD/PROJECT approved documents. MATERIAL SAMPLING WAVeWAS NOTO N/AU Performed in accordance with DSA/OSHPD/PROJECT approved documents, cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED MET). .1 DIDNOT MEET U The requirements of the DSA/0SHPD/P)[CT ved documents. Samp.wna en:— W Y .CQ m .O . Teo:___________ - ure of Spinspector CJCf-' Print Name Certification #: C CA Verified by:/,7S./1 ,v ,, -,--..---------- Ak www.mtglinc.com Corporate: 2992 E. La Palma Ave. Ste. A Anaheim, CA 92306 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkw., Bldg. 2-A Riverside, CA 92516 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 Indio: 44917 Golf Center Pkwy, #1 Indio , CA9201 Tel: 760.3 2.4677 Fax: 760.3 2 4525 Dispatch: 8O.491 .2990 MTGL Project # 3 K 0 S 132_TT DAILY INSPECTION Permit# o REPORT Repw't&__._ PG OF ( Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. FAOJECINAMh OATh TIME ARc11I, AC 1.? C1—//Wz rz ARRIVED TIME DEPARTED .. ENGINEER .J, - TRAVEL TIME LUNCH TIME CONTRACTOR 7 SUB CONTRACTOR INStION ADDRESS kly - ADDRESS OF PROJECT TYPE OF INSPECTION C] ENGINEERED FILL El FOUNDATION U BACK FILL Li BATCH PLANT El MASONRY [.1 FIREPROOFING C] PT CONCRETE [] HIGH STRENGTH BOLTING Li ANCHOR/DOWEL El SHOTCRETE Li WELDING El NDE FIELD C0NCRETE El SHOP WELD El NDE SHOP C] CEILING WIRE _eo, eX El OSA/OSHPD/PROJECT: APPROVED DOCUMENTS: AVAILABLE: SOIL REPORT '/D NC] SPECS: YE] NC] APPROVED PLANS V Li N El APPROVED SHOP DRAWING V El ND MATERIALSUSEDBYCONTRACTOR(INCLUDERESEARCHREPORTNO.ORMATERIAL TEST REPORTS): CONTRACTORS EQUIPMENT I MANPOWER USED: I? AREA, GRID LINES. PIECES INSPECTED: -2-Ar f aev CLOC.') STRUCTURAL NOTES, DETAIL OR AFIS USED: of REMARKS. INCLUDING MEETINGS: fZ , o7'Pctj1t r — _9' 0- /- C J '' r P/? / f o c '-r ok TTb P() C.i f' ' ry 4, REWORK AS PERC,NT OF ALL WORK TODAY: PERCENT PROJECT COMPLETE: THE WORK WA 2'NAS NOT U Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents. MATERIAL SAMPLING WASU WAS NOT El N/A Performed in accordance with DSA/OSHPD/PROJE a<poved documents. cc Project Architect Contractor Structural Engineer Building Department OSA Regional Office Owner School District THE WORK INSPECTED METE] DIDNOTMEETU The requints of the DSNOSH)'D/PROJECT approved documents. 4J cfrl I t I J C d Print Name :::a::;_.##., DSWCITY File #: DSA/OSHPD APPL 4: DSA/ LEA #: A www.mtglinc.com Corporate: 2992 E. La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkw., Bldg, 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 India: 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 MTGL Project #:?'C-2 .5 142.....2' Permit# CO2 01 $ 00 '.7 DAILY INSPECTION DSNCITY File REPORT DSNOSHPD APPL Report# PG OF DSA/ LEA #: Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and signed by the soecial inspector conductino the insnectinn PROJECT NAME -r DATE AR ITcT vLcisr-tg (.4f TIME ARRIVED TIME DEPARTED/O ,O. ENGINEER f) C.,, J, TRAVEL TIME LUNCHTIME CONTRACTOR ( SUB CONTRACTOR R/S .NSPOD DDS Of PRQJEk/40 TYPE OF INSPECTION LI BATCH PLANT Li MASONRY Li ENGINEERED FILL Li PT CONCRETE LI HIGH STRENGTH BOLTING O FOUNDATION Li .I-IOTCRETE 0WELDING Li BACK FILL ONCRETE Li SHOP WELD LI FIREPROOFING Li CFILING WIRE LI ANCHOR/DOWEL __________________ Li NDE FIELD 0 NDE SHOP DSA/OSHPO/PROJECT: AVAILABLE: SOIL REPORT APPROVED DOCUMENTS: APPROVED PLANS V [1 V IJ N Li SPECS: V 0 N LI APPROVED SHOP DRAWING Y[l N MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): r,y-7e_qocops,/-4 /74_'/x#4?d CONTRACTORS EQUIPMENT / MANPOWER USED: AREA, GRID LINES, PIECES INSPECTED: 2 - /A/ cS f 01 1 i.' .. J2( L3 STRUCTURAL NOTES, DETAIL, OR 1*15 USED: iE -r-c '/CTE_S '/zci ='SJ EJA J7 REMARKS, INCLUDING cS:CSS2O Co,...i C fa,yEr,0.,4 c"_e_4'O L p e L 1 /7-1 Voci 12. cA/fl P1'/.v'- p Lt 7R V: 'If 6" £,i'i Or 0, 15Z /; /' X 2 c i? tPo REWORK AS PEENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETE: THE WORK WAS' WAS NOTO Inspected in accordance with the requirements of the DSAIOSHPO/PROJECT approved documents, MATERIAL SAMPLING WAS WAS NOT LI N/A Li Performed in accordance with DSA/OSHPD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED ME"DID NOT MEET Li The requirements of the DSA/OSHPD/PROJECT approved documents, Samples taken: ,/' S (11 .S- re of Special lntor Print Name Certification Verified by L/ San Diego/imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkw., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 India: 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel: 760342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 DAILY INSPECTION DSAICITY File REPORT DSA/OSHPO APPL #: GSA I LEA #: AIIII III iqL Corporate: 2992 E. La Palma Ave. Ste Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 www.mtglinc.com Dispatch: 800.491.2990 MTGL Project k 'C ffrl Permit # C 761 66 k7 Report #_.._._.. PG _ OF Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each renort shall be comoleted and sinned hv the qne.r.ii inqnprtnr rnnHuntinn tho inn'tnn PRoJcc1NA Hv DATE ARCHITECT1. A p --i L._) TIME ARRIVED (~ /(/ç.__ TIME DEPARTED ( ô ENGINEER TRAVEL TIME LUNCH TIME CONTRACTOR SUB CONTRACTOR /Ess ,, ADDRESS OF PROJECT TYPE OF INSPECTION LI BATCH PLANT O ENGINEERED FILL LI PT CONCRETE LI FOUNDATION Li SHOTCRETE 11 BACK FILL LI CONCRETE [1 MASONRY U REPROOFING LI HIGH STRENGTH BOLTING ANCHOR/DOWEL ELDING 0 NOF FIELD LI HOP WELD fl NDE SHOP LI CEILING WIRE Li LI LI DSA/OSHPD/PROJECT: AVAILABLE: SOIL REPORT V [ii NI I SPECS: V LI N LI APPROVED DOCUMENTS: APPROVED PLANS V LJ N LI APPROVED SHOP DRAWING Y Li N LI MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): ,4Y e5r g7,7- CONTRACTORS EQUIPMENt PkNPOWER USED: AREA, GRID LINES, PIECES INSPECTED: FAo,r OF STRUCTURAL NOTES, DETAIL, OR RFS USED: REMARKS. INCLUDING MEETIN6$ Y LtE1ZF-/eO oz c z'-j e.-7 n/F- CI 74 o fj c REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETE: THE WORK WAS E] WAS NOTLJ Inspected in accordance with the requirements of the DSNOSHPD/PROJECT approved documents. MATERIAL SAMPLING WAS LI WAS NOT [Ti N/A LI Performed in accordance with DSA/OSHPD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED MET LII DID NOT MEET LI The requirements of the DSNOSHPD/PROJECT approved documents. Samples taken Weather: ,,I Tpmn- SIpnatu&L.ectaI Insç Cyt) ntame Certification # Verified by: Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Report of: COMPRESSIVE STRENGTH-Concrete ASTM C39 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: BYCOR GENERAL CONTRACTORS Set No.: 18-0637 Date Printed: 7/11/2018 Page 1/1 File No.: Permit No.: Project No.: 3625A23 Project Name: ACUSHNET PROJECT 2819 LOKER AVE. CARLSBAD, CA Age (Days) Date Tested Nominal Size Actual Diameter Actual Area (Sq. Inch) Load abs.) Strength (psi) Type of Fracture A 7 6/20/2018 4X8 4.00 12.57 55,810 4,440 Cone B 28 7/11/2018 4 X 8 [ 4.00 12.57 76,270 6,070 Cone & Split C 28 7/11/2018 4 X 8 4.00 12.57 71,760 5,710 Cone & Split D 28 7/11/2018 4 X 8 4.00 12.57 72,860 5,800 Cone & Split E 28H 7/11/2018 A Specified Strength: 4,000 PSI Sampled By: DAN CASCINO Location: FOOTINGS - GRID LINES H.5 / 3.5 Concrete Supplier: SUPERIOR READY MIX Mix No.: 27P Ticket No.: 369755 Water added at Site: 7.00 Cement Type: IL/V Admix: Remarks: Distribution: BYCOR GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. BYCOR GENERAL CONTRACTORS **LAB COPY** ASTM C172 Date Sampled: 6/13/2018 Date Received: 6/14/2018 Concrete Temp: 73 °F ASTM C1064 Ambient Temp: 60 °F ASTM C1064 Air Content: Unit Weight: pcf ASTM C138 Slump: 5.00 in. ASTM C143 Tested at: San Diego ASTM C1231 Respectfully Submitted, MTGL, Inc. gal. By CONTRACTOR Mix Time: 48 mm. Stephen Coover RCE No. 41404 5860 PSI The Material j WAS WAS NOT The Material Tested MET DID NOT MEET SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. Results relate only to items inspected or tested. Report shall not be reproduced, except in full, without prior written approval by MTGL, Inc Distribution: BYCOR GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. BYCOR GENERAL CONTRACTORS **LAB COPY** Respectfully Submitted, MTGL, Inc. Stephen Coover RCE No. 41404 Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Report of: COMPRESSIVE STRENGTH-Concrete ASTM C39 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: BYCOR GENERAL CONTRACTORS Set No.: 18-0624 Is Date Printed: 7/9/2018 Page 1/1 File No.: Permit No.: Project No.: 3625A23 Project Name: ACUSHNET PROJECT 2819 LOKER AVE. CARLSBAD, CA Age (Days) Date Tested Nominal Size Actual Diameter Actual Area (Sq. Inch) Load (lbs.) Strength (psi) Type of Fracture A 7 6/15/2018 4 X 8 4.00 12.57 61,710 4,910 Cone & Split B 28 1 7/6/2018 1 4 X 8 4.00 1 12.57 [ 68,640 J 5,460 Cone C 28 7/6/2018 4 X 8 4.00 12.57 72,410 J 5,760 Cone 28 7/6/2018 4 X 8 4.00 j 12.57 64,740 J 5,150 Cone E 28H 7/6/2018 Specified Strength: 4,000 PSI Sampled By: DAN CASCINO Location: SPREAD FOOTING - GRID LINES H.3 I 2.9 Concrete Supplier: SUPERIOR READY MIX Mix No.: 27P Ticket No.: 369450 Water added at Site: gal. By Cement Type: Mix Time: mm. ASTM C172 Date Sampled: 6/8/2018 Date Received: 6/11/2018 Concrete Temp: 70 °F ASTM C1064 Ambient Temp: 60 °F ASTM C1064 Air Content: Unit Weight: pcf ASTM C138 Slump: 5.00 in. ASTM C143 Tested at: San Diego ASTM C1231 Admix: Remarks: 5460 PSI The Material WAS LII WAS NOT The Material Tested W MET DID NOT MEET SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. Results relate only to items inspected or tested. Report shall not be reproduced, except in full, without prior written approval by MTGL, Inc Distribution: BYCOR GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. BYCOR GENERAL CONTRACTORS **LAB COPY** Respectfully Submitted, MTGL, Inc. Stephen Coover RCE No. 41404 Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Report of: COMPRESSIVE STRENGTH-Concrete ASTM C39 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: BYCOR GENERAL CONTRACTORS Set No.: 18-0656 Date Printed: 7/18/2018 Page 1/1 File No.: Permit No.: Project No.: 3625A23 Project Name: ACUSHNET PROJECT 2819 LOKER AVE. CARLSBAD, CA Age (Days) Date Tested Nominal Size Actual Diameter Actual Area (Sq. Inch) Load (lbs.) Strength (psi) Type of Fracture A 7 6/27/2018 4X8 4.00 12.57 48,810 3,880 Cone B 28 7/18/2018 4 X 8 4.00 12.57 71,840 5,720 Cone & Split C 28 7/18/2018 4 X 8 [ 4.00 12.57 68,080 5,420 Cone & Splitj ID 28 7/18/2018 4 X 8 [ 4,00 12.57 69,480 5,530 Cone & Split E 28H 7/18/2018 Specified Strength: 3,000 PSI Sampled By: DAN CASCINO ASTM C172 Date Sampled: 6/20/2018 Date Received: 6/21/2018 Location: COLUMN POUR BACKS - GRID LINE 2.6 / G - H Concrete Supplier: SUPERIOR READY MIX Mix No.: 27P Ticket No.: 038 370319 Water added at Site: gal. By Cement Type: Mix Time: 60 mill. Concrete Temp: 70 Ambient Temp: 60 Air Content: Unit Weight: Slump: 5.00 in. Tested at: San Diego OF ASTM C1064 OF ASTM C1064 pcf ASTM C138 ASTM C143 ASTM C1231 Admix: Remarks: 5560 PSI The Material WAS WAS NOT The Material Tested MET F DID NOT MEET SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. Results relate only to items inspected or tested. Report shall not be reproduced, except in flu!, without prior written approval by MTGL, Inc Distribution: BYCOR GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. BYCOR GENERAL CONTRACTORS **LAB COPY** Respectfully Submitted, MTGL, Inc. Stephen Coover RCE No. 41404 Kl:i I T GIL Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Report of: COMPRESSIVE STRENGTH-Grout ASTM C1019 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: BYCOR GENERAL CONTRACTORS Set No.: 18-0661 A Date Printed: 7/18/2018 Page 1/1 File No.: Permit No.: Project No.: 3625A23 Project Name: ACUSHNET PROJECT 2819 LOKER AVE. CARLSBAD, CA Age (Days) Date Tested Nominal Size Actual Diameter Actual Area (Sq. Inch) Load (lbs.) Strength (psi) Type of Fracture A 28 7/16/2018 2 X 2 X 2 1.99 3.98 28,467 7,150 N/A B 28 7/16/2018 2 X 2 X 2 [ 1.99 3.98 28,207 7,090 [ N/A C 28 7/16/2018 2 X 2 X 2 1.99 3.98 28,646 7,200 [ N/A Specified Strength: 7,000 PSI Sampled By: DAN CASCINO Location: COLUMN BASES - GRID LINE GF / 2-4 Concrete Supplier: Mix No.: HUB 100 Ticket No.: Water added at Site: gal. By Cement Type: Mix Time: mm. ASTM C172 Date Sampled: 6/18/2018 Date Received: 6/21/2018 Concrete Temp: 70 OF ASTM C1064 Ambient Temp: 65 OF ASTM C1064 Air Content: Unit Weight: pcf ASTM C138 Slump: in. ASTM C143 Tested at: San Diego ASTM C617 Admix: Remarks: 7150 PSI The Material WAS WAS NOT The Material Tested MET DID NOT MEET SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. THE REQUIREMENTS OF THE PROJECT APPROVED DOCUMENTS. Results relate only to items inspected or tested. Report shall not be reproduced, except in full, without prior written approval by MTGL, Inc EsGil A SAFEbuiLtCompany DATE: MAR. 13, 2018 U APPLICANT ,1tRIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0083 SET: II PROJECT ADDRESS: 2819 LOKER AVENUE PROJECT NAME: ACUSHNET - T.I. & 2ND STORY ADDITION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. Lii 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. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El 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: Aleksey Shafiro ,- Telephone #: 949-788-4017 Date contacted: (by:ç) Email: ashafirowaremalcomb.com Mail Telephone Fax In rson REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil / 3/8 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil A SAFEbuittCompany DATE: FEB. 27, 2018 J APPLICANT JURIS. JURISDICTION: CARLSBAD ex PLAN CHECK #.: CBC2018-0083 SET: I PROJECT ADDRESS: 2819 LOKER AVENUE PROJECT NAME: ACUSHNET - T.I. & 2ND STORY ADDITION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: 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: Aleksey Shafiro Telephone #: 949-788-4017 Date contacted: 2-12t1I (by.—I) Email: ashafirowaremalcomb.com s4t; E~ x In Person By: ALl SADRE, S.E. Enclosures: EsGil 2/15 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC20 18-0083 FEB. 27, 2018 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0083 PROJECT ADDRESS: 2819 LOKER AVENUE CONSTRUCTION V-B; SPRINKLERS = YES; STORIES = TWO; HEIGHT = 34'; OCCUPANCY = B/Fl/SI; AREAS: EXISTING = 159,075; CONVERSION = 5,338; ADDITION = 5,162; NEW TOTAL = 164,237 DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 2/15 FEB. 27, 2018 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. . GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil 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. 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. CARLSBAD CBC20 18-0083 FEB. 27, 2018 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 Inked in changes are not acceptable on plans. Please update the inked in floor areas, as noted on the Cover Sheet of the plans. Please update Note 008, on the Cover Sheet to state that the stairs are HC complying to be field verified. Please add Sheet MO.5 to the Sheet Index. On detail 1/Al .1, clarify the restrooms labeled as manufacturing. On detail 2/Al .1, the travel distance should continue to the exterior exit door, not to the top of the interior exit access stairs, as implied. Sec. 1017.3.1. Please show details and references on the plans for the storefront glazing (both interior and exterior). Also, show all glazing complies with Sections 2404 & 2406. Alternatively, add them to the list of deferred items on the cover sheet. Please clarify partition type Af, as noted on detail 61A8.1, versus A, A7, etc., as called-out on the floor plans. Where is partition detail A7, as called out on the floor plans? Please note on floor plans, i.e., all partitions are type A, UNO. Add all such details on Sheet A8. 1. Partition on 2/A2.1, in space 208 is different from the others, plans identify it according. STRUCTURAL Please clarify R = 2.5, as noted on Sheet SI.1. Please show details and references on Sheet S2.1 for the interaction between the new 2nd floor addition and the existing exterior walls, i.e., on gridline 2.6. The existing beam to the left of gridline "H", on Sheet S2.1, is (3) WF beams: W16x26, W16x3l & W16x26, versus (1) W16x3l, as shown on framing plans. Please clarify! Please clarify S132, as noted on the foundation plans, Sht. S2.1. [This is not identified on the SW schedule]. CARLSBAD CBC20 18-0083 FEB. 27, 2018 Please add S/HDU6, to the right-side of Shear Wall "W4", which is 11' long, near grid point 3-F.9, on Sheet S2.1. Please provide reinforcement for I & B of the pad footing F4.0, which is being used at the end of Shear Wall "W6", near grid point 3-17.3. [Observe that GB does not extend to the end of the pad]. Please dimension the extension of the GB's beyond all the SW's, as required, on Sheet S2.1. [I.e., near grid points 4-G &4-G.7]. Please show a typical section through the SW's, i.e., S132, etc. Please specify where detail 201S4.2 is referenced on the plans. On Sheet S2.1, please show the elevation, at the top of all the pads and GB's, UNO, so it is clear how they interact. Otherwise, provide a section depicting their relative placements. MISCELLANEOUS Please see attached for P/M/E items. 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. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen PLUMBING (2016 CALIFORNIA PLUMBING CODE) Plumbing plans are fine as submitted. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE.) Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. CMC Section 608.1 An "air-moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) The electrical is fine as submitted. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the CARLSBAD CBC20 18-0083 FEB. 27, 2018 review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD CBC2018-0083 FEB. 27, 2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0083 PREPARED BY: ALl SADRE, S.E. DATE: FEB. 271, 2018 BUILDING ADDRESS: 2819 LOKER AVENUE BUILDING OCCUPANCY: B/Fl/Si; V-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) OFFICE ADD 5162 OFFICE CONVEF 5338 Air Conditioning 10500 Fire Sprinklers 5162 TOTAL VALUE I ______ _________ __________ 488,355 Jurisdiction Code 1GB By Ordinance 1997 UBC Building Permit Fee V I $2,007.01 1997 UBC Plan Check Fee V I $1,304.561 Type of Review: 3 Complete Review o Structural Only D Repetitive Fee V Repeats O Other Hourly Hr. © * EsGil Fee I $1,144.001 Comments: Sheet 1 of 1 DCI E Washington Oregon California Texas a) AJaska Colorado Montana Structural Calculations Acushnet 2819 Loker Avenue Carlsbad, CA 92010 DCI Job Number 17051-0039 March 6, 2018 CEO Y RYAN !A - NO. S5619 EXP. OF CNO Prepared for: Ware Malcomb 6363 Greenwich Drive San Diego, CA921 , jo t 6 C 101 West Broadway, Suite 1260 San Diego, CA, 92101 Phone (619) 234-0501 Service Innovation Value 3-0Wx12DP( "'W/(3) #5 T&B S/HDU4 \\\ TYP 18 / / I \' F4.O FTG REVISED SHEAR WALLS KEY PLAN T I TILT-UP lAIN TYP (E)TUBESTEELTO NJG REMAIN / Li 1F2.0A S/HDU9 / \ ii Fig I L-' 7 ftt T/FTG = -1 (E) 80 PIPE COL TO L REMAIN (E) PAD FTG - CJPER \\ , 1O/S3.1TY F55" 4 TYP (E)51/2CONC SLAB ON ] __________ / GRADE 'I F3.O 3-OWx12DP CONT FTG W/ (3) #5 T&B _1LLLL I I -L--i F4.O1 16-6°I F4.OA -. (E) SHEAR WALL TO REMAIN THIS LINE L-3 w"Ask . . O,!1 V' ' 2,1 ic P5I. iT )(550) (UNFACTORED) V= 4.83 PSF (UNFACTORED) I U = 2.5 . . 1 •...Y=. 0.7x4.83PSF 3.381 PSF (ASD) - O1j455 0 -......... I.. 'I .............. . . . . 1 : •:: .•. ,3.381 PF(.I7oo)Y5748# . 5748#/85F1 676PLF - I (Ux676 8.572 20736 # USE W2 SHE ARWALL W/ S/HDU9 W/ (2) 600S162-68 STUDS ON LEFT SIDE, AND HSS 4x4x1/4 WI PL 3/4x1 0x0'-1 0" W/ (4) HEX HEAD 3/4 0 .. F1554 GR36 AB'S ON THE OPPISITE SIDE a, ji- I 3.381 r C IOOO 3381 # . . . . . . . . 3381#/16FT 205PLF U X 205 PLF(l)s 6.572) =5788 # - . I • • . . .........................USEW6SHEARWALLW/ HSS4x4x1/4W/PL3/4x10x0'-10"W/(4) . . . ............HEX HEAD 3/40 F1554 GR36 AB'S JLJ o WiithtL± L± IHH LJUL General Footing File = J:\52JUN7-6\2017\17LQND-8\4J3R7R-2\FNHN3S-U'1LUCOF1--T.EC6 1 ENERcALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Description: F2.OA W/ lB COMPRESSION FORCE NEGLECT UPLIFT, GRADE BEAM PREVENTS UPLIFT Code References TTT TTi________________________ Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 [G&neilnformati Material Properties Soil Design Values f : Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.667 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 Sliding) = 250.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 Shear = 0.750 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 = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : I 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 ksf Add Pedestal Wt for Soil Pressure : No when max. length or width s greater than i ft Use Pedestal wt for stability, mom & shear : No Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 16.0 in z Pedestal dimensions... px: parallel to X-X Axis in 04 m pz: parallel to Z-Z Axis in . CL Height in ' CD Rebar Centerline to Edge of Concrete... . at Bottom of footing = 3.0 in -------- I — _____ 4J" Reinforcing Bars parallel to X-X Axis - Number of Bars - 3.0 Reinforcing Bar Size = # 7 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Size # 7 ' . - 3.#7rs Bandwidth Distribution Check (ACI 15.4.4.2) -. --. Direction Requiring Closer Separation ig Z-Z Axis # Bars required within zone 66.7% # Bars required on each side of zone 33.3% r-10ji— II - T D Lr L S W E H P: Column Load = 3.432 6.760 20.736 k OB : Overburden ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k ng Genera Footing • File = J:52JUN7-612017\17LQND-8\4J3R7R.-2\FNHN3S--lJlLUC0F1-T.EC6 ENERCALC, INC. 1983-2017, Buiid:6.17.2.28, Ver:6.I7.2.28 Lic. #: KW-06001666 Licensee: JIIIIENGINEERS Description: F2.OA W/ lB COMPRESSION FORCE NEGLECT UPLIFT, GRADE BEAM PREVENTS UPLIFT 1 DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.9880 Soil Bearing . 2.635 ksf 2.667 ksf +D+0.750L+0.5250E 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 0.1438 Z Flexure (+X) 7.187 k-ft 49.970 k-ft +1.350D+0.50L+E PASS 0.1438 Z Flexure (-X) 7.187 k-ft 49.970 k-ft +1.350D+0.50L+E PASS 0.07004 X Flexure (+Z) 1.797 k-ft 25.655 k-ft +1.350D+0.50L+E PASS 0.07004 X Flexure (-Z) 1.797 k-ft 25.655 k-ft +1.350D+050L+E PASS 0.2266 1-way Shear (+X) 21.50 psi 94.868 psi +1.3500+0.50L+E PASS 0.2266 1-way Shear (-X) 21.50 psi 94.868 psi +1.350D+0.50L+E PASS n/a 1-way Shear (+Z) 0.0 psi 94.868 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 94.868 psi n/a PASS 0.1923 2-way Punching 36.479 psi 189.737 psi +1.350D+0.50L+E Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z lop, +Z Left, -x Right, +X - Ratio X-X, D Only 2.667 n/a 0.0 0.6407 0.6407 n/a n/a 0.240 X-X, +D+L 2.667 n/a 0.0 1.486 1.486 n/a n/a 0.557 X-X, +D+0.750L 2.667 n/a 0.0 1.274 1.274 n/a n/a 0.478 X-X, +D+0.70E 2.667 n/a 0.0 2.455 2.455 n/a n/a 0.921 X-X, +D-0.70E 2.667 n/a 0.0 -1.174 -1.174 n/a n/a 0.440 X-X, +D+0.750L+0.5250E 2.667 n/a 0.0 2.635 2.635 n/a n/a 0.988 X-X, +D+0.750L-0.5250E 2.667 n/a 0.0 -0.08638 -0.08638 n/a n/a 0.032 X-X. +0.60D 2.667 n/a 0.0 0.3844 0.3844 n/a n/a 0.144 X-X. +0.60D+0.70E 2.667 n/a 0.0 2.199 2.199 n/a n/a 0.825 X-X, +0.60D-0.70E 2.667 n/a 0.0 -1.430 -1.430 n/a n/a 0.536 Z-Z, D Only 2.667 0.0 n/a n/a n/a 0.6407 0.6407 0.240 Z-Z, +D+L 2.667 0.0 n/a n/a n/a 1.486 1.486 0.557 Z-Z. +D+0.750L 2.667 0.0 n/a n/a n/a 1.274 1.274 0.478 Z-Z, +D+070E 2.667 0.0 n/a n/a n/a 2.455 2.455 0.921 Z-Z, +D-070E 2.667 0.0 n/a n/a n/a -1.174 -1.174 0.440 Z-Z, +D+0.750L+0.5250E 2.667 0.0 n/a n/a n/a 2.635 2.635 0.988 Z-Z, ++0750-0550 2.667 0.0 n/a n/a n/a -0.08638 -0.08638 0.032 Z-Z, +0.60D 2.667 0.0 n/a n/a n/a 0.3844 0.3844 0.144 Z-Z, +0.60D+0.70E 2.667 0.0 n/a n/a n/a 2.199 2.199 0.825 Z-Z. +0.60D-0.70E 2.667 0.0 n/a n/a n/a -1.430 -1.430 0.536 r Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning [ShthngStabihty All units Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure __ 1 Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As Phi*Mn Status k-ft Surface ine2 in'2 inA2 k-ft X-X, +1.40D 0.3003 +Z Bottom 0.3456 Min Temp % 0.450 25.655 OK X-X, +1.40D 0.3003 -Z Bottom 0.3456 Min Temp % 0.450 25.655 OK X-X, +1.20D+1.60L 0.9334 +Z Bottom 0.3456 Min Temp % 0.450 25.655 OK X-X.+1.20D+1.60L 0.9334 -Z Bottom 0.3456 Min lernp% 0.450 25.655 OK General Footing File = J:\52JUN7-6\201T17LQND84J3R7R-2\FNHN3S--1ALUC0F1-T.EC6 ENERCALC, INC. 1983-2017, Build:617.228, Ver:6.17.2.28 I Licensee: Description: F2.OA W/ lB COMPRESSION FORCE NEGLECT UPLIFT, GRADE BEAM PREVENTS UPLIFT X-X, +1.20D+0.50L 0.4687 +Z Bottom 0.3456 Min Temp % 0.450 25.655 OK X-X, +1.20D+0.50L 0.4687 -Z Bottom 0.3456 Min Temp % 0.450 25.655 OK X-X, +1.20D 0.2574 +Z Bottom 0.3456 Min Temp % 0.450 25.655 OK General Footi lit File= J:\52JUN7-5\201T\17L.QND--8\4J3R7R--2FNHN3S-U\LUCOF1-T.EC8 ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Description: F2.OA WI lB COMPRESSION FORCE NEGLECT UPLIFT, GRADE BEAM PREVENTS UPLIFT LFoot19Fx Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn Status k-ft Surface in'2 In A2 in A 2 k-ft X-X, +1.20D 0.2574 -Z Bottom 0.3456 Min Temp % 0.450 25.655 OK X-X, +1.350D+0.50L+E 1.797 +Z Bottom 0.3456 Min Temp % 0.450 25.655 OK X-X, +1.350D+0.50L+E 1.797 -Z Bottom 0.3456 Min Temp % 0.450 25.655 OK X-X. +1.350D+050L-E 0.7952 +Z Top 0.3456 Min Temp % 0.450 25.655 OK X-X, +1350D+0.50L-E 0.7952 -Z Top 0.3456 Min Temp % 0.450 25.655 OK X-X, +090D 0.1931 +Z Bottom 0.3456 Min Temp % 0.450 25.655 OK X-X. +0.90D 0.1931 -Z Bottom 0.3456 Min Temp % 0.450 25.655 OK X-X. +07502D+E 1.457 +Z Bottom 0.3456 Min Temp % 0.450 25.655 OK X-X, +0.7502D+E 1.457 -Z Bottom 0.3456 Min Temp % 0.450 25.655 OK X-X, +07502D-E 1.135 +Z Top 0.3456 Min Temp % 0.450 25.655 OK X-X, +0.7502D-E 1.135 -Z Top 0.3456 Min Temp % 0.450 25.655 OK Z-Z, +1.40D 1.201 -X Bottom 0.3456 Min Temp % 0.90 49.970 OK Z-Z, +1.40D 1.201 +X Bottom 0.3456 Min Temp % 0.90 49.970 OK Z-Z, +1.20D+1.60L 3.734 -X Bottom 0.3456 Min Temp % 0.90 49.970 OK Z-Z, +120D+160L 3.734 +X Bottom 0.3456 Min Temp % 0.90 49.970 OK Z-Z, +1.20D+0.50L 1.875 -X Bottom 0.3456 Min Temp % 0.90 49.970 OK Z-Z, +1.20D+0.50L 1.875 +X Bottom 0.3456 Min Temp % 0.90 49.970 OK Z-Z, +1.201) 1.030 -X Bottom 0.3456 Min Temp % 0.90 49.970 OK Z-Z, +1.201) 1.030 +X Bottom 0.3456 Min Temp % 0.90 49.970 OK Z-Z.+1.350D+0.50L+E 7.187 -X Bottom 0.3456 Min Tem% 0.90 49.970 OK Z-Z, +1350D+0.50L+E 7.187 +X Bottom 0.3456 Min Temp % 0.90 49.970 OK Z-Z, +1.350D+0.50L-E 3.181 -X Top 0.3456 Min Temp % 0.90 49.970 OK Z-Z,+1.350D+0.50L-E 3.181 +X Top 0.3456 Min Temp% 0.90 49.970 OK Z-Z, +0.90D 0.7722 -X Bottom 0.3456 Min Temp % 0.90 49.970 OK Z-Z, +0.90D 0.7722 +X Bottom 0.3456 Min Temp % 0.90 49.970 OK Z-Z. +0.75020+E 5.828 -X Bottom 0.3456 Min Temp % 0.90 49.970 OK Z-Z, +07502D+E 5.828 +X Bottom 0.3456 Min Temp % 0.90 49.970 OK Z-Z, +07502D-E 4.540 -X Top 0.3456 Min Temp % 0.90 49.970 OK Z-Z, +0.7502D-E 4.540 +X Top 0.3456 Min Temp % 0.90 49.970 OK [OnWayShr Load Combination... Vu @ -x Vu © +X Vu © -Z Vu @ +Z Vu:Max Phi Vn Vu! Phi*Vn Status +1.40D 359 psi 3.59 psi 0.00 psi 0.00 psi 3.59 psi 94.87 psi 0.04 0.00 +1.20D+1.60L 11.17 psi 11.17 psi 0.00 psi 0.00 psi 11.17 psi 94.87 psi 0.12 0.00 +1.20D+0.50L 5.61 psi 5.61 psi 0.00 psi 0.00 psi 5.61 psi 94.87 psi 0.06 0.00 +1.20D 3.08 psi 3.08 psi 0.00 psi 0.00 psi 3.08 psi 94.87 psi 0.03 0.00 +1.3500+0.50L+E 21.50 psi 21.50 psi 0.00 psi 0.00 osi 21.50 psi 94.87 psi 0.23 0.00 +1.3500+0.50L-E 9.52 psi 9.52 psi 0.00 psi 0.00 psi 9.52 psi 94.87 psi 0.10 0.00 +0.901) 2.31 psi 2.31 osi 0.00 psi 0.00 psi 2.31 psi 94.87 psi 0.02 0.00 +0.7502D+E 17.43 psi 17.43 psi 0.00 psi 0.00 psi 17.43 psi 94.87 psi 0.18 0.00 +0.7502D-E 13.58 psi 13.58 psi 0.00 psi 0.00 psi 13.58 psi 94.87 psi 0.14 0.00 wo-Way "Punching" Shear All units Load Combination... Vu Phi*Vn Vu! Phi*Vn Status +1.40D 6.10 psi 189.74psi 0.03213 OK +1.20D+1.60L 18.95 psi 189.74psi 0.09988 OK +1.20D+0.50L 9.52 psi 189.74psi 0.05015 OK +1.20D 5.23 psi 189.74psi 0.02754 01< +1.350D+0.50L+E 36.48 psi 189.74psi 0.1923 OK +1.350D+0.50L-E 16.15 psi 189.74ps1 0.08509 OK +0.90D 3.92 psi 189.74psi 0.02066 OK +0.7502D+E 29.58 psi 189.74ps1 0.1559 OK +0.7502D-E 23.05 psi 189.74psi 0.1215 OK Wood Shear Wall ic. Description: 1A E General Information JIT Total Wall Length 16.0 ft Number of Storys 1 Story #1 Height 12.50 ft File = ENERCALC, INC. 1983-2017, 10 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Framing & Chord Material Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fc - Pill = 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp = 625.0 psi E 1,600.0 ksi Specific Gravity = 0.50 SDC :Seismic Design Category : C Main Sheathing SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Struct I, 5/16° Thk, 1-1/4" Min Pen, 6d Fstnrs Nominal Seismic Shear Capacities (pIt): 6" Spac. 400 3° Spac. 780 4" Spac. 600 2" Spac. 1020 Nominal Wind Shear Capacities (pif): 6° Spac. 560 3° Spac. 1090 4' Spac. 840 2" Spac. 1430 Chord Data I 11 ITIIJ Chord Member size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level I Chord Size: 2x4 Chord Cf-. Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 5.250 in"2 All chords treated as fully braced about both axes Dist to Opening Dist to Opening Opening ID Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft Story I Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Reqd Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Cl 1 0.00 8.5 +1.20D+0.50L+E 2 20 0.65 Comp Values: Max. Down: 8.5k Load Comb: +1.20D+0.50L+E Max fc 811 psi Tens Values: Max. Uplift: 8.5k Load Comb: +1.20D+0.50L+E Max ft = 811 psi User-specified anchorage device: C2 1 16.00 8.5 +1.20D+0.50L+E 2 2x4 0.65 Comp Values: Max. Down: 8.5k Load Comb :+1.20D+0.50L+E Maxfc= 811 psi Tens Values: Max. Uplift: 8.5k Load Comb: +1.20D+0.50L+E Max ft 811 psi User-specified anchorage device: Chord Naming Information: C: Item is a Chord L: Followed by level number #: Followed by chord number from left to right WL: Indicates Chord is on left edge of wall WR: Indicates Chord is on right edge of wall Governs Status Tension OK Allow F'c = 2,916 psi Allow Ft = 1,242 psi Tension OK Allow Pc = 2,916 psi Allow Ft = 1,242 psi Wood Shear Wall File= J:\52JUN7-6\2017\17I.QND-814J3R7R-2\FNHN3S-ULUCOF1-T.Ec6 ENERALC, INC. 1983-2O17, Build: 10i7.12.1Q,Ver.10.17.12.10 Il.'A'E'I.i'I'i[Jf. Licensee: DCI ENGINEERS Description 1A ApphedDistnbutedVfrticaiLoadS Load Location (ft) Load Magnitude (kif) Start Location End Location Height of Application Dead Roof Live Live Snow Wind Seismic 0.0 16.0 12.50 0.130 0.0 0.4230 0.0 0.0 0.0 Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 12.50 0.0 0.0 0.0 0.0 0.0 10.868 EShe PerSLmarr Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (pIt) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.011 +1.20D+0.50L+E 1 681.1 816.0 OK Use 2 at panel edges, 12 in field 0.78 3.50 Ratio OK Wood Shear Wall ILie. /'A'E'D1'I'I[j; Description: 1A Footing Informahon Footing Dimensions Dist. Left 4.0 ft Wall Length 16.0 ft 01st. Right 4.0 ft Total Ftg Length 24.0 ft Max Factored Soil Pressures @ Left Side of Footing 2,342.04 psf governing load comb +0.90D-E @ Right Side of Footing 2,342.04 psf governing load comb +0.90D+E Footing One-Way Shear Check... vu @ Left End of Footing 49.086 psi vu @ Right End of Footing 49.086 psi vn * phi: Allowable 93.113 psi Footing Bending Design... A Left End Mu 37.392 k-ft Ru 170.974 psi As % Req'd 0.003333 inA2 As Reqd in Footing Width 1.080 in"2 ENERCALC, INC. 1983-2017, Build: 10.17.12.10,Ver.0.17.12.10 fc 3.0 ksi Rebar Cover 3.0 in Fy 60.0 ksi Footing Thickness 12.0 in Width 3.0 ft Max UNfactored Soil Pressures @ Left Side of Footing 1,340.36 psf governing load comb +0.600-0.70E @ Right Side of Footing 1,340.36 psf governing load comb +0.600+0.70E Overturning Stability... © Left End of Ftg @ Right End of Fig Overturning Moment 104.530 k-ft 104.530 k-ft Resisting Moment 110.016 k-ft 110.016 k-ft Stability Ratio 1.052 :1 1.052: 1 governing load comb +0.600+0.70E +0.60D+0.70E t Right End 37.392 k-ft 170.974 psi 0.003333 in"2 1.080 inA2 V - RECEIVED =DC1 FEB 142018 Efl Gin EEPS CITY OF CARLSBAD E Seattle S Portland BUILDING DIVISION Spokane San Diego Austin ! Irvine San Frarusco Structural Calculations Anchorage Los Angeles Acu s h net 2819 Loker Avenue Carlsbad, CA 92010 DCI Job Number 17051-0039.00 February 9, 2018 NO. S5619/4 \ EXP_I3flhiR / * 0 Prepared for: Ware Malcomb 6363 Greenwich Dr San Diego, CA 92122 101 West Broadway, Suite 1260_San Diego,-CA, 92101 Phone (619) 234-0501 Ser •ce In o t Value £c 83 mmm DC1 iego\2017\17051-0039.00 2819 Laker Mezzonine\4- Caiculotlons\[Project Name -Calculation Index -MM-DD-YY.xls]Struclurai Calculations Index Project No. IDate 17051-0039 2/9/18 EflGlflERS Project Loker Mezzanine Location Carlsbad, CA Structural Calculations Index Design Loads D - 1 Design Maps Summary D - 2 Foundation & Substructure Key Plan F- 1 Spread Footing Designs F - 2 Shearwall Footing Designs F - 22 Gravity Key Plans G- 1 Joist Design G - 2 Beam Designs G - 3 Bearing Stud Designs G- 30 Lateral Seismic Analysis L - 1 Shear Wall Key Plans L - 2 Shear Wall and Holdown Designs L - 3 Compression Studs L - 5 Holdown Anchor Designs L - 9 Miscellaneous Mechanical Equipment Anchorage Design M- 1 New Equipment Beam Design M- 3 Concrete Panel With New Openings - M- 5 D-1 L muii. IJ{'!J'IlI 1 _?IMezzanine Subject: UNIT DEAD LOADS (PSF) Typical Wood Framed Floors N.J IT1 Topping fr' I•J _-. __iX.1 I•J : _n 0.1 Win irr 1.1 1.1 ==~ Sprinkler/ Duct/Pipe/ Elect Allowance !1I1 13 -- 111 -- \51-San Diego\2017\17051-0039.00 2819 Loker Meanine\4- Calculations\Design Cnteria\Design Ioads.xlsx 1 OF 1 MCFR Rtsponst Spdrum DesW Respise Spec (rum 22 Period. I Period. I(sec) 22 USGS-Provided Output Design Maps Summary Report Page 1 of D-2 a IJSGS Design Maps Summary Report User-Specified Input Report Title 2819 Loker Mezzanine Wed December 20, 2017 22:54:33 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.13071N, 117.25 107°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 -.- I . Vall.y Muni I C,ntv Airpogt 06~Sn side - ".~N I t~ 16 Marcos I! ' •• . r ,. Fconai'dd 1' ........: /,. ',... 'I . "---. - ...... 4. Ss = 1.035 g SMS = 1.124 g S,, = 0.749 g = 0.402 g S = 0.642 g S01 = 0.428 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. For PGA., IL C,,, and CR values, please view the detailed report. https://earthquake.usgs.gov/cn 1/designmaps/us/summary.php?template=minimal&latitud... 12/20/2017 T m PAT(3) PANELS TO REMAIN (E) TUBE STEEL TO EMAIN - - NG THIS LINE FO I FO FO - (E) SHEAR WALL TO REMAIN l THIS LINE F3.0 3. I SB2 SB2 /FTGW/I4I#6T&B O [.1 r1 E1 ri ftiI 1 F5.5 - j, LJ 101 LJ L 1Ø2L----- J 1 14.0 14.0 P4.0 F4.0 P4.5 (E) TUBE STEEL TO - - - - \ (E) TUBE STEEL TO I REMAIN REMAIN 1 O 0 j— CJPEA P40 Z SB2 _1 / 10/53,1Th' F5,5 < 20 I [ I L"1/ . ' I I I I 201 _••/_ F4.0 f F4.5 P4.5 F4.5 F4.5 1F4.5 F4.0 Typ 111 P30 co -.< I HSS441/4TYPUNO ri ri 301 1•••• L.. _- -- --- SB2 L..j z Project Title: Engineer: Prnir't fl'r SPREAD FOOTING DESIGNS Printed: 8JAN 2018, 1:00PM I-lie = J:\32JuN1-o\u11t1lLUNu--8\4,.hti<(K-2\LVAuxi-Jtub • .3.17 General Footing ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17 I Lic. #: KW-06001666 Licensee : DCI ENGINEERS Description: F4.0 F-2 Project ID: Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties t'c : Concrete 28 day strength = 4.0 ksi fy: Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf i,p Values Flexure = - 0.90 Oi - Analysis Settings U.l -'-' Increases based on footing Depth Footing base depth below soil surface Min Steel % Bending Reinf. = Allow press. increase per foot of depth Min Allow % Temp Reinf. = 0.00180 when footing base is below Mm. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 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 when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability, mom & sheái : No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. 1.50 ksf No 250.0 pcf = 0.30 = 1.50 ft = 0.0 ksf = 0.0 ft = 0.0 ksf = 0.0 ft Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis 4.0 ft Footing Thickness = 16.0 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 Reber Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis - Number of Bars - 4.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4,4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a f%oolied Loads pop 11Z In, JIIIIlIII!t!I! -III!!! RIIIIlTI D Lr L S W E H P : Column Load = 5.703 0.0 14.742 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 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 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Project Title: F-3 Engineer: Project ID: Project Descr: Printed: 8 JAN 2018, 1:00PM General Footing File=J:152JUN7.6t2017\17LQND8\4J3R7R_2\LVAQXI.J.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 'Lic. Licensee: DCI ENGINEERS Description : I-4.0 DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.9927 Soil Bearing 1.489 ksf 1.50 ksf +D+L+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 0.1516 Z Flexure (+X) 3.804 k-ft 25.099 k-ft +1.200+050Lr+160L+160H PASS 0.1516 Z Flexure (-X) 3.804 k-ft 25.099 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1516 X Flexure (+Z) 3.804 k-ft 25.099 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1516 X Flexure (-Z) 3.804 k-ft 25.099 k-ft +120D+050Lr+160L+160H PASS 0.1199 1-way Shear (+X) 11.379 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1199 1-way Shear (-X) 11.379 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1199 1-way Shear (+Z) 11.379 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1199 1-way Shear (-Z) 11.379 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2204 2-way Punching 41.815 psi 189.737 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -z Top, +Z Left, -x Right, +X Ratio X-X, +D+H 1.50 n/a 0.0 0.5681 0.5681 n/a n/a 0.379 X-X, +D+L+H 1.50 n/a 0.0 1.489 1.489 n/a n/a 0.993 X-X. +D+Lr+H 1.50 n/a 0.0 0.5681 0.5681 n/a n/a 0.379 X-X. +D+S+H 1.50 n/a 0.0 0.5681 0.5681 n/a n/a 0.379 X-X, +D+0.750Lr+0750L+H 1.50 n/a 0.0 1.259 1.259 n/a n/a 0.839 X-X, +D+0.750L+0750S+H 1.50 n/a 0.0 1.259 1.259 n/a n/a 0.839 X-X, +D+0.60W+H 1.50 n/a 0.0 0.5681 0.5681 n/a n/a 0.379 X-X, +D+070E+H 1.50 n/a 0.0 0.5681 0.5681 n/a n/a 0.379 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.259 1.259 n/a n/a 0.839 X-X, +D+0.750L+0750S+0450W+H 1.50 n/a 0.0 1.259 1.259 n/a n/a 0.839 X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.259 1.259 n/a n/a 0.839 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3409 0.3409 n/a n/a 0.227 X-X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.3409 0.3409 n/a n/a 0.227 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.5681 0.5681 0.379 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 1.489 1.489 0.993 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.5681 0.5681 0.379 Z-Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.5681 0.5681 0.379 Z-Z, s-D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.259 1.259 0.839 Z-Z, +D+0.750L+0.7505+H 1.50 0.0 n/a n/a n/a 1.259 1.259 0.839 Z-Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.5681 0.5681 0.379 Z-Z, +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.5681 0.5681 0.379 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.259 1.259 0.839 Z-Z, +D+0.750L+0.7505+0.450W+H 1.50 0.0 n/a n/a n/a 1.259 1.259 0.839 Z-Z, +D+0.750L+0.7505+0.5250E+H 1.50 0.0 n/a n/a n/a 1.259 1.259 0.839 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.3409 0.3409 0.227 Z-Z, i-0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.3409 0.3409 0.227 Overturning Stability Rotation Axis & Load Combination.., Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Project Title: F-4 Engineer: Project ID: Project Descr: Prinied: 8 JAN 2018, 100PM File J:\52JUN7-6\2017\17LQND--8\4J3R7R-2\LVAQXI--J.EC6 General Footing ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 II? /TLfSItSISi[N Description : -4.0 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As PhiMn k-ft Surface inA2 in12 inA2 k-ft Status X-X+1.40D+1.60H 0.9980 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK Project Title: F-5 Engineer: Project ID: Project Descr: Printed: 8JAN 2018, 1:00PM File = General Footing ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 lTi,*.''EsNsIuiE.i.i; Licensee : DCI ENGINEERS Uescnption I-4.0 Footing Flexure Flexure Axis & Load Combination Mu k-ft Side Tension Surface As Reqd inA2 Gym. As inA2 Actual As InA2 PhiMn k-ft Status X-X.i-1.40D+1.60H 0.9980 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 3.804 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 3.804 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60L+0.50S+1.60H 3.804 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60L+0.50S+1.60H 3.804 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.777 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.8555 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.8555 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+1.60S+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+1.60S+1.60H 1.777 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.8555 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.8555 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 1.777 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.777 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 1.777 -Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +0.90D+W+0.90H . 0.6416 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+W+0.90H 0.6416 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+E+0.90H 0.6416 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+E+0.90H 0.6416 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z,+1.40D+1.60H 0.9980 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z,+1.40D+1.60H 0.9980 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 3.804 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lri-1.60L+1.60H 3.804 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 3.804 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 3.804 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.8555 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.8555 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.8555 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.8555 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 1.777 +X Bottom 0.3456 Min Temp% 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+W+0.90H 0.6416 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+W+0.90H 0.6416 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+E+0.90H 0.6416 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z. +0.90D+E+0.90H 0.6416 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -z Vu @ +Z Vu:Max Phi Vn Vu I PhiVn Status +1.40D+1.60H 2.99 psi 2.99 psi 2.99 psi 2.99 psi 2.99 psi 94.87 psi 0.03 0.00 +1.20D+0.50Lr+1.60L+1.60H 11.38 psi 11.38 psi 11.38 psi 11.38 psi 11.38 psi 94.87 psi 0.12 0.00 +1.20D+1.60L+0.50S+1.60H 11.38 psi 11.38 psi 11.38 psi 11.38 psi 11.38 psi 94.87 psi 0.12 0.00 +1.20D+1.60Lr+0.50L+1.60H 5.32 psi 5.32 psi 5.32 psi 5.32 psi 5.32 psi 94.87 psi 0.06 0.00 +1.20D+1.60Lr+0.50W+1.60H 2.56 psi 2.56 psi 2.56 psi 2.56 psi 2.56 psi 94.87 psi 0.03 0.00 +1.20D+0.50L+1.60S+1.60H 5.32 psi 5.32 psi 5.32 psi 5.32 psi 5.32 psi 94.87 psi 0.06 0.00 +1.20D+1.60S+0.50W+1.60H 2.56 psi 2.56 psi 2.56 psi 2.56 psi 2.56 psi 94.87 psi 0.03 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 5.32 psi 5.32 psi 5.32 psi 5.32 psi 5.32 psi 94.87 psi 0.06 0.00 +1.20D+0.50L+0.50S+W+1.60H 5.32 psi 5.32 psi 5.32 psi 5.32 psi 5.32 psi 94.87 psi 0.06 0.00 +1.200+0.50L+0.20S+E+1.60H 5.32 psi 5.32 psi 5.32 psi 5.32 psi 5.32 psi 94.87 psi 0.06 0.00 +0.90D+W+0.90H 1.92 psi 1.92 psi 1.92 psi 1.92 psi 1.92 psi 94.87 psi 0.02 0.00 +0.900+E+0.901-1 1.92 psi 1.92 psi 1.92 psi 1.92 psi 1.92 psi 94.87 psi 0.02 0.00 Project Title: F-6 Engineer: Project ID: Project Descr: Printed: 8 JAN 2018. 1 OOPM File = General Footing ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.11 II? 14YE'N'I'1Ii; Licensee : ,IsII[eIIi*4 Description: 1-4.0 Two-Way Punching Shear Load Combination... Vu PhiVn Vu I PhiVn All units k Status +1.40D+160H 10.97 psi 189.74psi 0.05782 OK +1.20D+0.5OLr+1.60L+1.60H 41.82 psi 189.74ps1 0.2204 OK +1.20D+1.60L+0.50S+1.60H 41.82 psi 189.74ps1 0.2204 OK +1.20D+1.60Lr+0.50L+1.60H 19.53 psi 189.74ps1 0.1029 OK +1.20D+1.60Lr+0.50W+1.60H 9.40 psi 189.74ps1 0.04956 OK +1.20D+0.50L+1.60S+1.60H 19.53 psi 189.74psi 0.1029 OK +120D+1.60S+0.50W+1.60H 9.40 psi 189.74ps1 0.04956 OK +1.20D+0.50Lr+0.50L+W+1.60H 19.53 psi 189.74ps1 0.1029 OK +1.20D+0.50L+0.50S+W+1.60H 19.53 psi 189.74psi 0.1029 OK +1.20D+0.50L+0.20S+E+1.60H 19.53 psi 189.74psi 0.1029 OK +0.90D+W+0.90H 7.05 psi 189.74psi 0.03717 OK +0.90D+E+0.90H 7.05 psi 189.74psi 0.03717 OK Project Title: F-7 Engineer: Project ID: Project Descr: General Footing IIi''f'N'I'MfI. Description : F4.5 Code References Printed. 8 JAN 2018, 1252PM File = J:\52JUN7-0017\17LQND-8\4J3R7R-2\LVAQXI-J.EC6 ENERCALC, INC. 1983-2017, Buiid:6.17.3.17, Ver:6.17.3.17 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Concrete 28 day strength = 4.0 ksi fy: Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density 145.0 pcf 'p Values Flexure = 0.90 IIedI Analysis Settings U. t..)U Increases based on footing Depth Footing base depth below soil surface Min Steel % Bending Reinf. Allow press. increase per foot of depth Min Allow % Temp Reinf. 0.00180 when footing base is below Min. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 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 when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability. mom & shear : No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. 1. 50 ksf = No = 250.0 pcf = 0.30 = 1.50 ft = 0.0 ksf = 0.0 ft = 0.0 ksf = 0.0 ft Dimensions Width parallel to X-X Axis = 4.50 ft Length parallel to Z-Z Axis = 4.50 ft Footing Thickness = 16.0 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 - 4 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 4 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Z NIUE 11111111 IIIIIIII_uIII5I-J iJ444IJI IIIIuIuI D Lr L S W E H P: Column Load = 7.722 0.0 15.210 0.0 0.0 0.0 0.0k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 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 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Project Title: F-8 Engineer: Project ID: Project Descr: Prnted 8 JAN 2018, 1252PM File = J:52JUN7-6\2017\17LQND--8\4J3R7R--2\LVAQXI--J.EC6 General Footing ENERCALC, INC. 1983-2017, Build:6.17.3.17,Ver:6.17.3.17 ENGINEER) IIiTEIIt'II[f; Description : F4.5 DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8960 Soil Bearing 1.344 ksf 1.50 ksf +D+L+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 0.1877 Z Flexure (+X) 4.20 k-ft 22.374 k-ft +120D+050Lr+160L+160H PASS 0.1877 Z Flexure (-X) 4.20 k-ft 22.374 k-ft +1.20D+0.50Lr+1.60L+160H PASS 0.1877 X Flexure (+Z) 4.20 k-ft 22.374 k-ft +1.20D+050Lr+160L+160H PASS 0.1877 X Flexure (-Z) 4.20 k-ft 22.374 k-ft +120D+050Lr+160L+160H PASS 0.1345 1-way Shear (+X) 12.764 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1345 1-way Shear (-X) 12.764 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1345 1-way Shear (+Z) 12.764 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1345 1-way Shear (-Z) 12.764 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2477 2-way Punching 47.001 psi 189.737 psi +120D+050Lr+160L+160H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc (In) Actual Soil Bearing Stress @ Location Bottom, -z Top, +Z Left, -X Right, +X Actual / Allow Ratio X-X, +D+H 1.50 n/a 0.0 0.5930 0.5930 n/a n/a 0.395 X-X, +D+L+H 1.50 n/a 0.0 1.344 1.344 n/a n/a 0.896 X-X. +D+Lr+H 1.50 n/a 0.0 0.5930 0.5930 n/a n/a 0.395 X-X, +D+5+H 1.50 n/a 0.0 0.5930 0.5930 n/a n/a 0.395 X-X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.156 1.156 n/a n/a 0.771 X-X. +D+0.750L+0.7505+H 1.50 n/a 0.0 1.156 1.156 n/a n/a 0.771 X-X, +D+0.60W+H 1.50 n/a 0.0 0.5930 0.5930 n/a n/a 0.395 X-X, +D+070E+H 1.50 n/a 0.0 0.5930 0.5930 n/a n/a 0.395 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.156 1.156 n/a n/a 0.771 X-X, +D+0.750L+0.7505+0.450W+H 1.50 n/a 0.0 1.156 1.156 n/a n/a 0.771 X-X, +D+0.750L+0.7505+0.5250E+H 1.50 n/a 0.0 1.156 1.156 n/a n/a 0.771 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3558 0.3558 n/a n/a 0.237 X-X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.3558 0.3558 n/a n/a 0.237 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.5930 0.5930 0.395 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 1.344 1.344 0.896 Z-Z, +D+Lr.i-H 1.50 0.0 n/a n/a n/a 0.5930 0.5930 0.395 Z-Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.5930 0.5930 0.395 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.156 1.156 0.771 Z-Z, +D+0.750L+0.7505+H 1.50 0.0 n/a n/a n/a 1.156 1.156 0.771 Z-Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.5930 0.5930 0.395 Z-Z, +Di-0.70E+H 1.50 0.0 n/a n/a n/a 0.5930. 0.5930 0.395 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.156 1.156 0.771 Z-Z, +D+0.750L+0.7505+0.450W+H 1.50 0.0 n/a n/a n/a 1.156 1.156 0.771 Z-Z, +D+0.750L+0.7505+0.5250E+H 1.50 0.0 n/a n/a n/a 1.156 1.156 0.771 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.3558 0.3558 0.237 Z-Z, +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.3558 0.3558 0.237 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Project Title: Engineer: Project Descr: F-9 Project ID: Pnnted: 8 JAN 2018, 12:52PM File = J:\52JUN7-6\201717LQND-84J3R7R-2\LVAQXI-J.EC6 General Footing ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 I Lic. #: KW-06001666 Licensee: DCI ENGINEERS Description : F4.5 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As PhiMn k-ft Surface inA2 inA2 inA2 k-ft Status X-X,+1.40D+1.60H 1.351 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK Project Title: F-I 0 Engineer: Project ID: Project Descr: Printed: 8 JAN 2018, 12:52PM General Footing enera. 00 ung File = J:\52JUN7-6\2017\17LQND-8\4J3R7R-2\LVAQXI-J.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 lit .L1,uINIIeiII1. Description : F4.5 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As PhiMn Status k-ft Surface InA2 InA2 InA2 k-ft X-X,+1.40D+1.60H 1.351 -z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 4.20 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 4.20 -z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+1.60L+0.50S+1.60H 4.20 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+1.60L+0.50S+1.60H 4.20 -z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 2.109 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+1,60Lr+0.50L+1.60H 2.109 -z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+1.60Lr+0.50W'-1.60H 1.158 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 1.158 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+0.50L+1.60S+1.60H 2.109 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+0.50L+1.60S+1.60H 2.109 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+1.60S+0.50W+1.60H 1.158 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.158 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.200+0.50Lr+0.50L+W+1.60H 2.109 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 2.109 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 2.109 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 2.109 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 2.109 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 2.109 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +0.90D+W+0.90H 0.8687 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +0.90D+W+0.90H 0.8687 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +0.90D+E+0.90H 0.8687 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +0.90D+E+0.90H 0.8687 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.40D+1.60H 1.351 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.40D+1.60H 1.351 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 4.20 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 4.20 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 4.20 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 4.20 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.109 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.109 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.158 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.158 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 2.109 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 2.109 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.158 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.158 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 2.109 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 2.109 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 2.109 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 2.109 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 2.109 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 2.109 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +090D+W+090H 0.8687 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +0.90D+W+0.90H 0.8687 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +0.90D+E+0.90H 0.8687 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z. +0.90D+E+0.90H 0.8687 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -z Vu @ +Z Vu:Max Phi Vn Vu! Phm*Vn Status +1.40D+1.60H 4.11 psi 4.11 psi 4.11 psi 4.11 psi 4.11 psi 94.87 psi 0.04 0.00 +1.20D+0.50Lr+1.60L+1.60H 12.76 psi 12.76 psi 12.76 psi 12.76 psi 12.76 psi 94.87 psi 0.13 0.00 +1.20D+1.60L+0.50S+1.60H 12.76 psi 12.76 psi 12.76 psi 12.76 psi 12.76 psi 94.87 psi 0.13 0.00 +1.20D+1.60Lr+0.50L+1.60H 6.41 psi 6.41 psi 6.41 psi 6.41 psi 6.41 psi 94.87 psi 0.07 0.00 +1.20D+1.60Lr+0.50W+1.60H 3.52 psi 3.52 psi 3.52 psi 3.52 psi 3.52 psi 94.87 psi 0.04 0.00 +1.20D+0.50L+1.60S+1.60H 6.41 psi 6.41 psi 6.41 psi 6.41 psi 6.41 psi 94.87 psi 0.07 0.00 +1.20D+1.60S+0.50W+1.60H 3.52 psi 3.52 psi 3.52 psi 3.52 psi 3.52 psi 94.87 psi 0.04 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 6.41 psi 6.41 psi 6.41 psi 6.41 psi 6.41 psi 94.87 psi 0.07 0.00 +1.20D+0.50L+0.50S+W+1.60H 6.41 psi 6.41 psi 6.41 psi 6.41 psi 6.41 psi 94.87 psi 0.07 0.00 +1.20D+0.50L+0.20S+E+1.60H 6.41 psi 6.41 psi 6.41 psi 6.41 psi 6.41 psi 94.87 psi 0.07 0.00 +0.90D+W+0.90H 2.64 psi 2.64 psi 2.64 psi 2.64 psi 2.64 psi 94.87 psi 0.03 0.00 +0.90D+E+0.90H 2.64 psi 2.64 psi 2.64 psi 2.64 psi 2.64 psi 94.87 psi 0.03 0.00 Project Title: F-li Engineer: Project ID: Project Descr: Printed: 8 JAN 2018, 12:52PM General Footing File J52JUN70011\17LQND-8\4J3R7R-2LVAQXRLEC6 1 III i'f'I.isJ'M. Licensee DC1 ENGINEERS Description: F4.5 Two-Way 'Punching Shear All units k Load Combination... Vu PhiVn Vu / PhiVn Status +1.40D+1.60H 15.12 psi 189.74psi 0.0797 OK +1.20D+0.50Lr+1.60L+1.60H 47.00 psi 189.74psi 0.2477 OK +1.20D+1.60L+0.50S+1.60H 47.00 psi 189.74psi 0.2477 OK +1.20D+1.60Lr+0,50L+1.60H 23.60 psi 189.74psi 0.1244 OK +1.20D+1.60Lr+0,50W+ 1.60H 12.96 psi 189.74psi 0.06831 OK +1.20D+0.50L+1,60S+1.60H 23.60 psi 189.74psi 0.1244 OK +1.20D+1.60S+0.50W+1.60H 12.96 psi 189.74psi 0.06831 OK +1.20D+0.50Lr+0,50L+W+1.60H 23.60 psi 189.74psi 0.1244 OK +1,20D+0,50L+0,50S+W+1.60H 23.60 psi 189.74psi 0.1244 OK +1.20D+0.50L+0,20S+E+1.60H 23.60 psi 189.74psi 0.1244 OK +0.90D+W+0.90H 9.72 psi 189.74psi 0.05123 OK +0.90D+E+0.90H 9.72 psi 189.74psi 0.05123 OK Project Title: F-I 2 Engineer: Project ID: Project Descr: Pnnted 8 JAN 2018, 12:51 PM File J:\52JUN7-60Th17LQND-83R7R-2\LVAQxI-J.EC6 General Footing ENERCALC, INC. 1983-2017, 8uild:6.17.3.17, Ver:6.17.3.17 Description : F5.5 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General information Material Properties f : Concrete 28 day strength = 40 ksi fy: Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf p Values Flexure = 0.90 Ck, -f) 7rn Analysis Settings Increases based on footing Depth Footing base depth below soil surface Min Steel % Bending Reinf. = Allow press. increase per foot of depth Min Allow % Temp Reinf. = 0.00180 when footing base is below Mm. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 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 Add Pedestal Wt for Soil Pressure : No when max. length or width is greater than Use Pedestal wt for stability, mom & shear : No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. 1.50 ksf = No = 250.0 pcf 0.30 = 1.50 ft = ksf = ft = ksf = ft Dimensions Width parallel to X-X Axis = 5.50 ft Length parallel to Z-Z Axis = 5.50 ft Footing Thickness = 16.0 in Pedestal dimensions... px: parallel to X-X Axis = in pz: parallel to Z-Z Axis : in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis - Number of Bars - 5.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads U Li D Lr L S W E H P : Column Load = 11.234 22.127 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Project Title: F-i 3 Engineer: Project ID: Project Descr: Pnnted: 8 JAN 2018, 12:51 PM General Footing File 6\252JUN7-017\17LQND-8\4J3R7R-2\LVAQXHEC6 'Lic. Description F5.5 DESIGN SUMMARY M9 is IN Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.8767 Soil Bearing 1.315 ksf 1.50 ksf +D+L+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 0.2672 Z Flexure (+X) 6.111k-ft 22.871 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2672 Z Flexure (-X) 6.111 k-ft 22.871 k-ft +1.20D+050Lr+160L+160H PASS 0.2672 X Flexure (+Z) 6.111 k-ft 22.871 k-ft +120D+050Lr+160L+160H PASS 0.2672 X Flexure (-Z) 6.111k-ft 22.871 k-ft +120D+050Lr+160L+160H PASS 0.1802 1-way Shear (+X) 17.092 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1802 1-way Shear (-X) 17.092 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1802 1-way Shear (+Z) 17.092 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1802 1-way Shear (-Z) 17.092 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3659 2-way Punching 69.421 psi 189.737 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, +D+H 1.50 n/a 0.0 0.5830 0.5830 n/a n/a 0.389 X-X, +D+L+H 1.50 n/a 0.0 1.315 1.315 n/a n/a 0.877 X-X, +D+Lr+H 1.50 n/a 0.0 0.5830 0.5830 n/a n/a 0.389 X-X, +D+S+H 1.50 n/a 0.0 0.5830 0.5830 n/a n/a 0.389 X-X, +D+0.750Lr+0.750L+l-1 1.50 n/a 0.0 1.132 1.132 n/a n/a 0.755 X-X, +D+0750L+0750S+H 1.50 n/a 0.0 1.132 1.132 n/a n/a 0.755 X-X, +D+00W+ 1.50 n/a 0.0 0.5830 0.5830 n/a n/a 0.389 X-X, +D+0.70E+H 1.50 n/a 0.0 0.5830 0.5830 n/a n/a 0.389 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.132 1.132 . n/a n/a 0.755 X-X, +D+0750L+0750S+0450W+H 1.50 n/a 0.0 1.132 1.132 n/a n/a 0.755 X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.132 1.132 n/a n/a 0.755 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3498 0.3498 n/a n/a 0.233 X-X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.3498 0.3498 n/a n/a 0.233 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.5830 0.5830 0.389 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 1.315 1.315 0.877 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.5830 0.5830 0.389 Z-Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.5830 0.5830 0.389 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.132 1.132 0.755 Z-Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.132 1.132 0.755 Z-Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.5830 0.5830 0.389 Z-Z, +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.5830 0.5830 0.389 Z-Z, i-D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.132 1.132 0.755 Z-Z, +D+0.750L+0.7505+0.450W+H 1.50 0.0 n/a n/a n/a 1.132 1.132 0.755 Z-Z, +D+0.750L+0.7505+0.5250E+H 1.50 0.0 n/a n/a n/a 1.132 1.132 0.755 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.3498 0.3498 0.233 Z-Z, +060D+070E+060H 1.50 0.0 n/a n/a n/a 0.3498 0.3498 0.233 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Project Title: F-14 Engineer: Project ID: Project Descr: Printed: 8 JAN 2018, 12:51 PM - File = J:\52JUN7-6\2017\17LQND--8\4J3R7R-2\LVAQXI-J.EC6 General Footing ENERCALC, INC. 1983-2017, Build:6.17.317, Ver:6.17.3.17 I Lic. #: KW-06001666 Licensee 'N ENGINEE RS ii*ii Description: F5.5 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As PhiMn Status k-ft Surface inA2 in12 inA2 k-ft X-X+1.40D+1.60H 1.966 +Z Bottom 0.3456 Min Temp % 0.40 22.871 OK Project Title: F-15 Engineer: Project ID: Project Descr: Printed: 8 JAN 2018, 12:51 PM Footing General 00 ing File = J:\52J1JN76\2017\17LQND8\4J3R7R2\LVAQ.XIJ.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, lit /WEsIfs1'M.i.i. Licensee: DCI ENGINEERS Description : F5.5 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X+1.40D+1.60H 1.966 -z Bottom 0.3456 Min Temp % 0.40 22.871 OK X-X,-l.60L+l.60H 6.111 +Z Bottom 0.3456 Min Temp % 0.40 22.871 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 6.111 -z Bottom 0.3456 Min Temp % 0.40 22.871 OK X-X, +1.20D+1.60L+0.50S+1.60H 6.111 +Z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X, +1.20D+1.60L+0.50S+1.60H 6.111 -z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 3.068 +Z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X, +1.20Di-1.60Lr+0.50L+1.60H 3.068 -z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 1.685 +Z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 1.685 -z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X, +1.20D+0.50L+1.60S+1.60H 3.068 +Z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X+1.20Di-0.50L+1.60S+1.60H 3.068 -Z Bottom 0.3456 Min Temp % 0.40 22.871 OK X-X, +1.20D+1.60S+0.50W+1.60H 1.685 +Z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X, +1.20D+1.60S+0.50W+1.60H 1.685 -Z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 3.068 +Z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 3.068 -Z Bottom 0.3456 Min Temp % 0.40 22.871 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 3.068 +Z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 3.068 -Z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 3.068 +Z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 3.068 -Z Bottom 0.3456 Min Temp% 0.40 22.871 OK X-X, +0.90D+W+090H 1.264 +Z Bottom 0.3456 Min Temp % 0.40 22.871 OK X-X, +0.90D+W+0.90H 1.264 -Z Bottom 0.3456 Min Temp % 0.40 22.871 OK X-X, +0.90D+E+0.901-( 1.264 +Z Bottom 0.3456 Min Temp % 0.40 22.871 OK X-X, +0.90D+E+0.90H 1.264 -Z Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z,+1.40D+1.60H 1.966 -X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z,+1.40D+1.60H 1.966 +X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 6.111 -X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z,+1.20D+0.50Lr'-1.60L+1.60H 6.111 +X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.200+1.60L+0.50S+1.60H 6.111 -X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 6.111 +X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 3.068 -X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 3.068 +X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 1.685 -X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 1.685 +X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 3.068 -X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 3.068 +X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 1.685 -X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 1.685 +X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 3.068 -X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+0.50Lri-0.50L+W+1.60H 3.068 +X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 3.068 -X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 3.068 +X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1 .20D+0.50L+0.20S+E+1 .60H 3.068 -X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +1.20D+0.50L+0.20S+E+1 .60H 3.068 +X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +0.90D+W+0.90H 1.264 -X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z, +0.90D+W+0.90H 1.264 +X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z. +090D+E+090H 1.264 -X Bottom 0.3456 Min Temp % 0.40 22.871 OK Z-Z. +0.900+E+0.90H 1.264 +X Bottom 0.3456 Min Temp % 0.40 22.871 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I PhiVn Status +1.40D'-1.601-1 5.50 psi 5.50 psi 5.50 psi 5.50 psi 5.50 psi 94.87 psi 0.06 0.00 +1.20D+0.50Lr+1.60L+1.60H 17.09 psi 17.09 psi 17.09 psi 17.09 psi 17.09 psi 94.87 psi 0.18 0.00 +1.20D+1.60L+0.50S+1.60H 17.09 psi 17.09 psi 17.09 psi 17.09 psi 17.09 psi 94.87 psi 0.18 0.00 +1.20D+1.60Lr+0.50L+1.60H 8.58 psi 8.58 psi 8.58 psi 8.58 psi 8.58 psi 94.87 psi 0.09 0.00 +1.20D+1.60Lr+0.50W+1.60H 4.71 psi 4.71 psi 4.71 psi 4.71 psi 4.71 psi 94.87 psi 0.05 0.00 +1.20D+0.50L+1.60S+1.60H 8.58 psi 8.58 psi 8.58 psi 8.58 psi 8.58 psi 94.87 psi 0.09 0.00 +1.200+1.60S+0.50W+1.60H 4.71 psi 4.71 psi 4.71 psi 4.71 psi 4.71 psi 94.87 psi 0.05 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 8.58 psi 8.58 psi 8.58 psi 8.58 psi 8.58 psi 94.87 psi 0.09 0.00 +1.20D+0.50L+0.50S+W+1.60H 8.58 psi 8.58 psi 8.58 psi 8.58 psi 8.58 psi 94.87 psi 0.09 0.00 +1.200+0.50L+0.20S+E+1.60H 8.58 psi 8.58 psi 8.58 psi 8.58 psi 8.58 psi 94.87 psi 0.09 0.00 +0.900+W+0.90H 354 psi 3.54 psi 3.54 psi 3.54 psi 3.54 psi 94.87 psi 0.04 0.00 +0.90D+E+0.90H 354 psi 3.54 psi 3.54 psi 3.54 psi 3.54 psi 94.87 psi 0.04 0.00 Project Title: F-16 Engineer: Project ID.- Project Descr: Printed: 8 JAN 2018, 12:51 PM General Footing File = J:\52JUN7-6\2017\17LQND-8\4J3R7R-2LVAQXl-J.EC6 enera. 00 ing ENERCALC, INC. 1983-2017, 8u11d:6.17.3.17, II? Description: Two-Way 'Punching" Shear Load Combination... Vu Phi"Vn Vu I Phi"Vn All units k Status +140D+160H 22.34 psi 189.74psi 0.1177 OK +1.200+05OLrt-1.60L+1.60H 69.42 psi 189.74psi 0.3659 OK +1.20D+160L+0.50Si-1.60H 69.42 psi 189.74psi 0.3659 OK +1.20D+1.60Lr+0.50L+1.60H 34.86 psi 189.74psi 0.1837 OK +1.20D+1.60Lr+0.50W+1.60H 19.14 psi 189.74psi 0.1009 OK +1.20D+0.50L+1.60S+1.60H 34.86 psi 189.74psi 0.1837 OK +1.200+1.60S+0.50W+1.60H 19.14 psi 189.74psi 0.1009 OK +1.200+0.50Lr+0.50L+W+1.60H 34.86 psi 189.74psi 0.1837 OK +1.20D+0.50L+0.50S+W+1.60H 34.86 psi 189.74psi 0.1837 OK +1.200i-0.50L+0.20S+E+1.60H 34.86 psi 189.74psi 0.1837 OK +0.90D+W+0.90H 14.36 psi 189.74psi 0.07568 OK +0.900+E+0.90H 14.36 psi 189.74psi 0.07568 OK Bars parallel to X-X Axis - Number of Bars - 3 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 3 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a AoDlied Loads I 11111111 ' iFiiuu iiJ.tiju ' Flu II Project Title: F-i 7 Engineer: Project ID: Project Descr: Printed: 9 JAN 2018, 5:39PM General Footing File = J:\52JUN7-6\2017\17LQND--8\4J3R7R-2\LVAQXi-J.EC6 ENERCALC, INC. 1983-2017, Buiid:6.17.3.17, Ver:6.17.3.17 Description: F3.0 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties t'c: Concrete 28 day strength = 4.0 ksi fy: Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus 3,122.0 ksi Concrete Density = 145.0 pcf (p Values Flexure 0.90 oriedr Analysis Settings U. I U Increases based on footing Depth Footing base depth below soil surface Min Steel % Bending Reinf. = Allow press. increase per foot of depth Min Allow % Temp Reinf. = 0.00180 when footing base is below Mm. Overturning Safety Factor 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 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 Add Pedestal Wt for Soil Pressure : No when max. length or width is greater than Use Pedestal wt for stability, mom & shear : No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. 1.50 ksf = No = 250.0 pcf = 0.30 = 1.50 It = ksf = It = ksf = ft Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 16.0 in Pedestal dimensions... px: parallel to X-X Axis in pz: parallel to Z-Z Axis : in Height - in Rebar Centedine to Edge of Concrete... at Bottom of footing 3.0 in Reinforcing D Lr L S W E H P: Column Load 3.432 6.760 k OB : Overburden = ksf M-xx = k-ft M-zz = V-x = k V-z = k Project Title: F-18 Engineer: Project ID: Project Descr: Printed: 9 JAN 2018, 5:39PM General Footing File= J:\52JUN7-6VO17\17LQND-8\4J3R7R~ZLVAQXI-J.EC6 Lic. #: KW -06001666 Licensee : DCI ENGINEERS Description: F3.0 DESIGN SUMMARY .rr1iIs] Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.8960 Soil Bearing 1.344 ksf 1.50 ksf +D+L+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 0.07438 Z Flexure (+X) 1.867 k-ft 25.099 k-ft +1.20D+050Lr+160L+160H PASS 0.07438 Z Flexure (X) 1.867 k-ft 25.099 k-ft +1200+050Lr+160L+160H PASS 0.07438 X Flexure (+Z) 1.867 k-ft 25.099 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.07438 X Flexure (-Z) 1.867 k-ft 25.099 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.04485 1-way Shear (+X) 4.255 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.04485 1-way Shear (-X) 4.255 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.04485 1-way Shear (+Z) 4.255 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.04485 1-way Shear (-Z) 4.255 psi 94.868 psi +1.20D+0.50Lr+1.60Li-1.60H PASS 0.1008 2-way Punching 19.122 psi 189.737 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc (in) Actual Soil Bearing Stress @ Location Bottom, -z Top, +Z Left, -X Right, +X Actual / Allow Ratio X-X, +D+H 1.50 n/a 0.0 0.5930 0.5930 n/a n/a 0.395 X-X, +D+L+H 1.50 n/a 0.0 1.344 1.344 n/a n/a 0.896 X-X, +D+Lr+H 1.50 n/a 0.0 0.5930 0.5930 n/a n/a 0.395 X-X, +D+s+H 1.50 n/a 0.0 0.5930 0.5930 n/a n/a 0.395 X-X, +D+0,750Lr+0,750L+H 1.50 n/a 0.0 1.156 1.156 n/a n/a 0.771 X-X, +D+0,750L+0,7505+H 1.50 n/a 0.0 1.156 1.156 n/a n/a 0.771 X-X, +D+0,60W+H 1.50 n/a 0.0 0.5930 0.5930 n/a n/a 0.395 X-X, +D+0,70E+H 1.50 n/a 0.0 0.5930 0.5930 n/a n/a 0.395 X-X, +D+0750Lr+0750L+0450W+H 1.50 n/a 0.0 1.156 1.156 n/a n/a 0.771 X-X, +D+0,750L+0,7505+0,450W+H 1.50 n/a 0.0 1.156 1.156 n/a n/a 0.771 X-X, +D+0,750L+0,7505+0,5250E+H 1.50 n/a 0.0 1.156 1.156 n/a n/a 0.771 X-X, +0.60D+0,60W+0.60H 1.50 n/a 0.0 0.3558 0.3558 n/a n/a 0.237 X-X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.3558 0.3558 n/a n/a 0.237 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.5930 0.5930 0.395 Z-Z, +D+L+H 1.50 0.0 We n/a n/a 1.344 1.344 0.896 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.5930 0.5930 0.395 Z-Z, +D+5+H 1.50 0.0 n/a n/a n/a 0.5930 0.5930 0.395 Z-Z, +D+0,750Lr+0,750L+H 1.50 0.0 n/a n/a n/a 1.156 1.156 0.771 Z-Z, +D+0.750L+0.7505+H 1.50 0.0 n/a n/a n/a 1.156 1.156 0.771 Z-Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.5930 0.5930 0.395 Z-Z, +D+0,70E+H 1.50 0.0 n/a n/a n/a 0.5930 0.5930 0.395 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.156 1.156 0.771 Z-Z, +D+0.750L+0.7505+0.450W+H 1.50 0.0 n/a n/a n/a 1.156 1.156 0.771 Z-Z, +D+0.750L+0.7505+0.5250E+H 1.50 0.0 n/a n/a n/a 1.156 1.156 0.771 Z-Z, +060D+060W+060H 1.50 0.0 n/a n/a n/a 0.3558 0.3558 0.237 Z-Z, +0.60D+0,70E+0,60H 1.50 0.0 n/a n/a n/a 0.3558 0.3558 0.237 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Project Title: F-i 9 Engineer: Project ID: Project Descr: General Footing lit Description : F3.0 Footing Flexure Flexure Axis & Load Combination Printed: 9 JAN 2018, 5:39PM File = J:52JUN7-6\2017\17LQND--84J3R7R-21VAQXl-J.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Mu Side Tension As Reqd Gym. As Actual As PhiMn Status k-ft Surface 1nA2 inn2 ine2 k-ft X-X,+1.40D+1.60H 0.6006 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK Project Title: F-20 Engineer: Project ID: Project Descr: Printed 9 JAN 2018. 5 39P General Footing enera. 00 ung File ENERCALC, INC. 1983-2017, Build:6.17.3.17, Lic. Licensee Description : F3.0 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As PhiMn Status k-ft Surface ine2 inA2 inA2 k-ft X-X,+1.40D+1.60H 0.6006 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 1.867 +Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +1.20D+0.5OLr+1.60L+1.60H 1.867 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60L+0.50S+1.60H 1.867 +Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +1.20D+1.60L+0.50S+1.60H 1.867 -z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X. +1.20D+1.60Lr+0.50L+1.60H 0.9373 +Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 0.9373 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.5148 +Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.5148 -Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +1.20D+0.50L+1.60S+1.60H 0.9373 +Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X. +1.20D+0.50L+1.60S+1.60H 0.9373 -Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.5148 +Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.5148 -Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X. +1.20D+0.50Lr+0.50L+W+1.60H 0.9373 +Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 0.9373 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 0.9373 +Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 0.9373 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 0.9373 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 0.9373 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+W+090H 0.3861 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+W+0.90H 0.3861 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+E+0.90H 0.3861 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+E+0.90H 0.3861 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.40D+1.60H 0.6006 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.40D+1.60H 0.6006 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lri-1.60L+1.60H 1.867 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.867 +X Bottom 0.3456 Min Temp% 0.440 25.099 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.867 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.867 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 0.9373 -X Bottom 0.3456 Min Temp% 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 0.9373 +X Bottom 0.3456 Min Temp% 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.5148 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.5148 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.9373 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.9373 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60S+0.50VV+1.60H 0.5148 -X Bottom 0.3456 Min Temp% 0.440 25.099 OK Z-Z, +1.20D+1.60S"-0.50W+1.60H 0.5148 +X Bottom 0.3456 Min Temp% 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1 .60H 0.9373 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1 .60H 0.9373 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.9373 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.9373 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.9373 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.9373 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+W+0.90H 0.3861 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+W+0.90H 0.3861 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+E+0.90H 0.3861 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z. +0.90D+E+0.90H 0.3861 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -z Vu @ +Z Vu:Max Phi Vn Vu/ Phi*Vn Status +1.40D+1.60H 1.37p51 1.37 psi 1.37 psi 1.37 psi 1.37 psi 94.87 psi 0.01 0.00 +120D+050Lr+160L+160H 4.26 psi 4.26 psi 4.26 psi 4.26 psi 4.26 psi 94.87 psi 0.04 0.00 +1.20D+1.60L+0.50S+160H 4.26 psi 4.26 psi 4.26 psi 4.26 psi 4.26 psi 94.87 psi 0.04 0.00 +120D+160Lr+050L+160H 2.14 psi 2.14 psi 2.14 psi 2.14 psi 2.14 psi 94.87 psi 0.02 0.00 +1.20D+1.60Lr+0.50W+1.60H 1.17 psi 1.17 psi 1.17 psi 1.17 psi 1.17 psi 94.87 psi 0.01 0.00 +1.20D+0.50L+1.60S+1.60H 2.14 psi 2.14 psi 2.14 psi 2.14 psi 2.14 psi 94.87 psi 0.02 0.00 +1.20D+1.60S+0.50W+1.60H 1.17 psi 1.17 psi 1.17 psi 1.17 psi 1.17 psi 94.87 psi 0.01 0.00 +1.20D+050Lr+0.50L+W+160H 2.14 psi 2.14 psi 2.14 psi 2.14 psi 2.14 psi 94.87 psi 0.02 0.00 +1.20D+0.50L+0.50S+W+1.60H 2.14 psi 2.14 psi 2.14 psi 2.14 psi 2.14 psi 94.87 psi 0.02 0.00 +1.20D+0.50L+0.20S+E+1.60H 2.14 psi 2.14 psi 2.14 psi 2.14 psi 2.14 psi 94.87 psi 0.02 0,00 +0,90D+W+0,90H 0.88 psi 0.88 psi 0.88 psi 0.88 psi 0.88 psi 94.87 psi 0.01 0.00 +0,90D+E+0.90H 0.88 psi 0.88 psi 0.88 psi 0.88 psi 0.88 psi 94.87 psi 0.01 0.00 Project Title: F-21 Engineer: Project ID: Project Descr: Printed: 9 JAN 2018, 5:39PM General Footing File 201 d3ENERCALC, INC. 1983-2017, Buil , r6 II? Description : F3.0 Two-Way Punching Shear All units k Load Combination... Vu PhiVn Vu! PhiVn Status +1.40D+1,60H 6.15 psi 189.74psi 0.03242 OK +1.20D+0.50Lr+1,60L+1,60H 19.12 psi 189.74ps1 0.1008 OK +1.20D+1.60L+0.50S+1,60H 19.12 psi 189.74ps1 0.1008 OK +1.20D+1.60Lr+0.50L+1.60H 9.60 psi 189.74psi 0.0506 OK +1.20D+1,60Lr+0.50W+1,60H 5.27 psi 189.74psi 0.02779 OK +1.20D+0.50L+1.60S+1,60H 9.60 psi 189.74ps1 0.0506 OK +1.20D+1.60S+0,50W+1,60H 5.27 psi 189.74psi 0.02779 OK +1.20D+0.50Lr+0.50L+W+1,60H 9.60 psi 189.74psi 0.0506 OK +1.20D+0.50L+0,50S+W+1,60H 9.60 psi 189.74psi 0.0506 OK +1.20D+0,50L+0.20S+E+1,60H 9.60 psi 189.74psi 0.0506 OK +0.90D+W+0.90H 3.96 psi 189.74psi 0.02084 OK +0.90D+E+0,90H 3.96 psi 189.74psi 0.02084 OK DCI Engineers Project Title: F-22 101 W. Broadway Enaineer: Project ID: Suite1f1 I San DiF1EAR WALL FOOTING DESIGNS 619-2- Wood Shear Wall iie = UUS fl9DIl8fl\USKtOP\CU*(hN I \Loker\LA I IA'i.bC U ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 III 1iY'E'I$Is1[N; Licensee: DCl ENGINEERS Description : 101 General Information Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 1-10 Total Wall Length 11.0 ft Framing & Chord Material Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 12.50 ft Wood Grade: No.2 Fc - Prll = 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp = 625.0 psi E 1,600.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : C Sheathing Main Sheathin SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Struct I, 5/16' Thk, 1-1/4° Min Pen, 6d Fstnrs Nominal Seismic Shear Capacities (plf): 6" Spac. 400 3" Spac. 780 4" Spac. 600 2" Spac. 1020 Nominal Wind Shear Capacities (plf): 6" Spac. 560 30 Spac. 1090 4" Spac. 840 2" Spac. 1430 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 5.250 inA2 All chords treated as fully braced about both axes Dist to Opening Dist to Opening Opening ID Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft DCI Engineers Project Title: F-23 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 Wood Shear Wall File C.\USthgabilafl\DeSktop\WRRENTlLOkeItATERk1.EC6 1111 I ENERCALC, INC. 1983-2017, Build:1O.17.12.10, Ver:10.17.12.10 Description : 101 Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (if) Dead Roof Live Live Snow Wind Seismic 12.50 0.0 0.0 0.0 0.0 0.0 5.775 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plo) Allow Status Attachment Heightl\Nidth Ratio Actual Allow Notes P1 1 0.006 +1.20D+E 1 526.9 624.0 OK Use 3" at panel edges, 12" in field 1.14 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req'd Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status Ci 1 0.00 6.6 +1.20D+E 2 2x4 0.51 Tension OK Comp Values: Max. Down: 6.6k Load Comb: +1.20D+E Max fc = 627 psi Allow F'c = 2,916 psi Tens Values: Max. Uplift: 6.6k Load Comb: +1.20D+E Max ft 627 psi Allow Ft = 1,242 psi User-specified anchorage device: C2 1 11.00 6.6 +1.20D+E 2 2x4 0.51 Tension OK Comp Values: Max. Down: 6.6k Load Comb :+1.20D+E Max fc = 627 psi Allow F'c 2,916 psi Tens Values: Max. Uplift: 6.6k Load Comb.- +1.20D+E Max ft 627 psi Allow Ft 1,242 psi User-specified anchorage device: Chord Naming Information : C : Item is a Chord L: Followed by level number #: Followed by chord number from left to right WL: Indicates Chord is on left edge of wall WR: Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 4.50 ft fc 3.0 ksi Rebar Cover 3.0 in Wall Length 11.0 ft Fy 60.0 ksi Footing Thickness 12.0 in Dist. Right 4.50 ft Width 3.oft Total FIg Length 20.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 1,190.60 psf @ Left Side of Footing 752.89 psf governing load comb +0.900-E .... governing load comb +0.60D-0.70E @ Right Side of Footing 1,190.60 psf @ Right Side of Footing 752.89 psf governing load comb +0.90D+E .... governing load comb i-0.60D+0.70E Footing One-Way Shear Check... . Overturning Stability... @Left End of Ftg @ Right End of Ftg vu @ Left End of Footing 31.932 P51 Overturning Moment 55.830 k-ft 55.830 k-ft vu @ Right End of Footing 31.932 psi Resisting Moment 63.90 k-ft 63.90 k-ft vn"phi: Allowable 93.113 PSI Stability Ratio 1.145 :1 1.145: 1 governing load comb +060D+070E +060D+070E Footing Bending Design... @ Left End @ Right End Mu 26.228 k-ft 26.228k-fl Ru 119.928 psi 119.928 psi As % Reqd 0.002731 in A2 0.002731 inA2 As Reqd in Footing Width 0.8848 inA2 0.8848 in"2 DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 hgabilan dci-engineers Wood Shear Wall lit iiYA'f'N'IuMN Description : 102 General Information Total Wall Length Number of Storys Story #1 Height Project Title: F-24 Engineer: Project ID: Project Descr: J:152JUN7-6\2017\17LQND--8\4J3R7R-2\Laterai\LUCOF1-T.EC6 ENERCALC, INC. 19832017, Buiid:10.17.12.10, Ver:10.17.12.10 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 12.0 ft Framing & Chord Material 1 Wood Species: Douglas Fir - Larch 12.50 ft Wood Grade: No.2 Fc - Pril = 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp = 625.0 psi E 1,600.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : C Sheathing Main Sheathin SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Struct I, 5/16° Thk, 1-1/4° Min Pen, 6d Fstnrs Nominal Seismic Shear Capacities (pit): 6" Spac. 400 3" Spac. 780 4" Spac. 600 2° Spac. 1020 Nominal Wind Shear Capacities (plf): 6" Spac. 560 3" Spac. 1090 4" Spac. 840 2' Spac. 1430 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Ct: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 5.250 in A2 All chords treated as fully braced about both axes Dist to Opening Dist to Opening Story I Opening ID Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 hgabilan ldd-engineers Wood Shear Wall Project Title: F-25 Engineer: Project ID: Project Descr: File = J:52JUN7-6\2017\17lQND--8\4J3R7R-2\LateralLUCOF1--T.EC6 ENERCALC, INC. 1902017, Build:10.17.12.10, Ver:10.17.12.10 Description 102 Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 12.50 0.0 0.0 0.0 0.0 0.0 6.30 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (pit) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.006 +1.20D+E 1 526.9 624.0 OK Use 3" at panel edges, 12" in field 1.04 3.50 Ratio OK Chord Sum Dist from Chord Level Left Force ID # (ft) (kips) Load Comb Cl 1 0.00 6.6 +1.20D+E Comp Values: Max. Down: 6.6k Load Comb: +1.20D+E Tens Values: Max. Uplift: 6.6k Load Comb: +1.20D+E User-specified anchorage device: C2 1 12.00 6.6 +1.20D+E Comp Values: Max. Down: 6.6k Load Comb: +1.20D+E Tens Values: Max. Uplift: 6.6k Load Comb: +1.20D+E User-specified anchorage device: Chord Naming Information : C : Item is a Chord L: Followed by level number WL : Indicates Chord is on left edge of wall Footing Information Footing Dimensions Dist. Left 8.0 ft ft 3.0 ksi Wall Length 12.0 ft Fy 60.0 ksi Dist. Right 1.0 ft Total Ftg Length 21.0 ft Max Factored Soil Pressures @ Left Side of Footing 858.28 psf governing load comb +0.90D-E @ Right Side of Footing 1,584.32 psf governing load comb +0.90D+E CHORD DESIGN SUMMARY # Req'd Member Stress @ Location Size Ratio Governs Status 2 2x4 0.51 Tension OK Maxfc= 627 psi AIIowFc 2,916 psi Max ft = 627 psi Allow Ft = 1,242 psi 2 2x4 0.51 Tension OK Max fc = 627 psi Allow F'c = 2,916 psi Max ft = 627 psi Allow Ft = 1,242 psi #: Followed by chord number from left to right WR: Indicates Chord is on right edge of wall Rebar Cover 3.0 in Footing Thickness 12.0 in Width 3.0 ft Max UNfactored Soil Pressures @ Left Side of Footing 520.37 psf governing load comb +0.60D-0.70E @ Right Side of Footing 1,104.23 psf governing load comb +0.600+0.70E Footing One-Way Shear Check... Overturning Stability... @ Left End of Ftg @ Right End of Ftg vu @ Left End of Footing 38.245 PSI Overturning Moment 60.905 k-ft 60.905 k-ft vu @ Right End of Footing 4.190 psi Resisting Moment 70.875 k-ft 70.875 k-ft vn * phi: Allowable 93.113 psi Stability Ratio 1.164 :1 1.164: 1 governing load comb +060D+070E +0.60D+0.70E Footing Bending Design... @ Left End @ Right End Mu 54.945 k-ft 2.194 k-ft Ru 251.235 psi 10.031 psi As % Req'd 0.004417 in A2 0.00180 inA2 As Req'd in Footing Width 1.431 inA2 0.5832 in"2 F-26 DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 hgabilan Odd-engineers General Footing lIT iiYA'E'I.i'IuE.i.i. Description: F4.0W/102 UPLIFT FORCES Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties f : Concrete 28 day strength = 4.0 ksi fy: Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf p Values Flexure = 0.90 Shear Analysis Settings U.! UU Increases based on footing Depth Footing base depth below soil surface Min Steel % Bending Reinf. Allow press. increase per foot of depth Min Allow % Temp Reinf. 0.00180 when footing base is below Min. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : I 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 when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability, mom & shear : No Project Title: Engineer: Project Descr: File = Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Project ID: = 2.667 ksf = No = 250.0 pcf = 0.30 = 1.50 It = ksf = ft = ksf = ft INC. 1983-2017, Buiid:10.17.12.10, Ver:10.17.12.10 Dimensions Width parallel to X-X Axis = 4.0 It Length parallel to Z-Z Axis = 4.0 ft Footing Thickness = 16.0 in Pedestal dimensions... px: parallel to X-X Axis in pz: parallel to Z-Z Axis : in Height - in Reber Centedine to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis - Number of Bars - 4.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load = 5.703 14.742 6.848 k OB : Overburden = - - -- ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k DCI Engineers Project Title: F-27 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 hgabilan dci-engineers General F V 00 ing File C\USgabilafl\DesktOp\WRREN1LOkeñLATERA1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 lit ..i'ff'I.is1sMN. Licensee: DCI ENGINEERS Description: F4.0 W/ 102 UPLIFT FORCES DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.5583 Soil Bearing 1.489 ksf 2.667 ksf +D+L+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 0.1516 Z Flexure (+X) 3.804 k-ft/ft 25.099 k-ft/ft +120D+050Lr+160L+160H PASS 0.1516 Z Flexure (-X) 3.804 k-ft/ft 25.099 k-ft/ft +120D+050Lr+160L+160H PASS 0.1516 X Flexure (+Z) 3.804 k-ft/ft 25.099 k-ft/ft +120D+050Lr+160L+160H PASS 0.1516 X Flexure (-Z) 3.804 k-ft/ft 25.099 k-ft/ft +120D+050Lr+160L+160H PASS 0.1182 1-way Shear (+X) 11.216 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1182 1-way Shear (-X) 11.216 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1182 1-way Shear (+Z) 11.216 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1182 1-way Shear (-Z) 11.216 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2187 2-way Punching 41.487 psi 189.737 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (In) Bottom, -z Top, +Z Left, -x Right, +X Ratio X-X, +D+H 2.667 n/a 0.0 0.5681 0.5681 n/a n/a 0.213 X-X, +D+L+H 2.667 n/a 0.0 1.489 1.489 n/a n/a 0.558 X-X, +D+Lr+H 2.667 n/a 0.0 0.5681 0.5681 n/a n/a 0.213 X-X, +D+S+H 2.667 n/a 0.0 0.5681 0.5681 n/a n/a 0.213 X-X, +D+0.750Lr+0.750L+H 2.667 n/a 0.0 1.259 1.259 n/a n/a 0.472 X-X, +D+0.750L+0.750S+H 2.667 n/a 0.0 1.259 1.259 n/a n/a 0.472 X-X, +D+060l+H 2.667 n/a 0.0 0.5681 0.5681 n/a n/a 0.213 X-X, +D+070E+H 2.667 n/a 0.0 0.8677 0.8677 n/a n/a 0.325 X-X, +D+0750Lr+0750L+0450W+H 2.667 n/a 0.0 1.259 1.259 n/a n/a 0.472 X-X, +D+0.750L+0.7505+0.450W+H 2.667 n/a 0.0 1.259 1.259 n/a n/a 0.472 X-X, +D+0.750L+0.750S+0.5250E+H 2.667 n/a 0.0 1.484 1.484 n/a n/a 0.556 X-X, +0.60D+0.60W+0.60H 2.667 n/a 0.0 0.3409 0.3409 n/a n/a 0.128 X-X, +0.60D+0.70E+0.60H 2.667 n/a 0.0 0.6405 0.6405 n/a n/a 0.240 Z-Z, +D+H 2.667 0.0 n/a n/a n/a 0.5681 0.5681 0.213 Z-Z, +D+L+H 2.667 0.0 n/a n/a n/a 1.489 1.489 0.558 Z-Z, +D+Lr+H 2.667 0.0 n/a n/a n/a 0.5681 0.5681 0.213 Z-Z, +D+S+H 2.667 0.0 n/a n/a n/a 0.5681 0.5681 0.213 Z-Z, +D+0.750Lr+0.750L+H 2.667 0.0 n/a n/a n/a 1.259 1.259 0.472 Z-Z, +D+0.750L+0.750S+H 2.667 0.0 n/a n/a n/a 1.259 1.259 0.472 Z-Z, +D+0.60W+H 2.667 0.0 We n/a n/a 0.5681 0.5681 0.213 Z-Z, +D+0.70E+H 2.667 0.0 n/a n/a n/a 0.8677 0.8677 0.325 Z-Z, +D+0.750Lr+0.750L+0.450W+H 2.667 0.0 n/a n/a n/a 1.259 1.259 0.472 Z-Z, +D+0.750L+0.7505+0.450W+H 2.667 0.0 n/a n/a n/a 1.259 1.259 0.472 Z-Z, +D+0.750L+0.7505+0.5250E+H 2.667 0.0 n/a n/a n/a 1.484 1.484 0.556 Z-Z, +060D+060W+060H 2.667 0.0 n/a n/a n/a 0.3409 0.3409 0.128 Z-Z, +0.60D+0.70E+0.60H 2.667 0.0 n/a n/a n/a 0.6405 0.6405 0.240 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 Project Title: F-28 Engineer: Project ID: Project Descr: enera. 00 i ng G I F 1 File = C:\Usersthgabilan\Desktop\cURRENT\LokenLATERA-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, lit i[1,}U.ISiI[C1II1. Description : F4.0 W/ 102 UPLIFT FORCES Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As PhiMn Status k-ft Surface lnA2 lflA2 inA2 k-ft X-X, +1.40D+1.60H 0.9980 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X+1.40D+1.60H 0.9980 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 3.804 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 3.804 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60L+0.50S+1.60H 3.804 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60L+0.50S+1.60H 3.804 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.6OLr+0.50L+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.777 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +120D+1 .60Lr+0.50W+1.60H 0.8555 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.8555 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+1.605+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+1.60S+1.60H 1.777 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1 .60S+0.50W+1.60H 0.8555 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.8555 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 1.777 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.777 +Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.777 -Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +1.20D+0.50L+0.205+E+1.60H 2.633 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 2.633 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+W+0.90H 0.6416 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+W+0.90H 0.6416 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+E+0.90H 1.498 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+E+0.90H 1.498 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z,+1.40D+1.60H 0.9980 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.40D+1.60H 0.9980 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 3.804 -X Bottom 0.3456 Min Temp% 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 3.804 +X Bottom 0.3456 Min Temp% 0.440 25.099 OK Z-Z, +1.20D+1.60L+0.505+1.60H 3.804 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 3.804 +X Bottom 0.3456 Min Temp% 0.440 25.099 OK Z-Z, +1.200+1.60Lr+0.50L+1.60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.8555 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.8555 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.605+0.50W+1.60H 0.8555 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, '-1.20D+1.60S+0.50W+1.60H 0.8555 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1 .60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1 .60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.50S+W+1 .60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 2.633 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.205+E+1.60H 2.633 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +090D+W+090H 0.6416 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+W+090H 0.6416 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+E+0.90H 1.498 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z. +0.90D+E+0.90H 1.498 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -z Vu @ +Z Vu:Max Phi Vn Vu! PhiVn Status +1.40D+1.60H 2.94 psi 2.94 psi 2.94 psi 2.94 psi 2.94 psi 94.87 psi 0.03 0.00 +1.200+0.50Lr+1.60L+1.60H 11.22 psi 11.22 psi 11.22 psi 11.22 psi 11.22 psi 94.87 psi 0.12 0.00 +1.200+1.60L+0.50S+1.60H 11.22 psi 11.22 psi 11.22 psi 11.22 psi 11.22 psi 94.87 psi 0.12 0.00 +1.20D+1.60Lr+0.50L+1.60H 5.24 psi 5.24 psi 5.24 psi 5.24 psi 5.24 psi 94.87 psi 0.06 0.00 +1.200+1.60Lr+0.50W+1.60H 2.52 psi 2.52 psi 2.52 psi 2.52 psi 2.52 psi 94.87 psi 0.03 0.00 +1.20D+0.50L+1.605+1.60H 5.24 psi 5.24 psi 5.24 psi 5.24 psi 5.24 psi 94.87 psi 0.06 0.00 +1.200+1.60S+0.50W+1.60H 2.52 psi 2.52 psi 2.52 psi 2.52 psi 2.52 psi 94.87 psi 0.03 0.00 +1200+050Lr+050L+W+160H 5.24 psi 5.24 psi 5.24 psi 5.24 psi 5.24 psi 94.87 psi 0.06 0.00 +1.20D+0.50L+0.505+W+1.60H 5.24 psi 5.24 psi 5.24 psi 5.24 psi 5.24 psi 94.87 psi 0.06 0.00 +1.20D+0.50L+0.20S+E+1.60H 7.76 psi 7.76 psi 7.76 psi 7.76 psi 7.76 psi 94.87 psi 0.08 0.00 +0.90D+W+0.90H 1.89 psi 1.89 psi 1.89 psi 1.89 psi 1.89 psi 94.87 psi 0.02 0.00 DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 hgabilan @dci-engineers General Footing Description: F4.0W/102 UPLIFT FORCES One Way Shear Load Combination... Vu @ -x Project Title: F29 Engineer: Project ID: Project Descr: File = C:\Usersthgabilan\Desktop\cURRENT\Loker'iLATERA-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Vu @ +X Vu @ -z Vu @ +Z Vu:Max Phi Vn Vu I Phi"Vn Status +0.90D+E+0.90H 4.42 psi 4.42 psi 4.42 psi 4.42 psi 4.42 psi 94.87 psi 0.05 0.00 Two-Way "Punching" Shear All units k Load Combination... Vu Phi"Vn Vu I Phi"Vn Status +1.40D+1.60H 10.89 psi 189.74ps1 0.05737 OK +1.20D+0.50Lr+1.60L+1.60H 41.49 psi 189.74ps1 0.2187 OK +1.20D+1.60L+0.505+1.60H 41.49 psi 189.74psi 0.2187 OK +1.20D+1.60Lr+0.50L+1.60H 19.38 psi 189.74ps1 0.1021 OK +1.20D+1.60Lr+0.50W+1.60H 9.33 psi 189.74psi 0.04917 OK +1.20D+0.50L+1.60S+1.60H 19.38 psi 189.74psi 0.1021 OK +1.20D+1.60S+0.50W+1.60H 9.33 psi 189.74psi 0.04917 OK +1.20D+0.50Lr+0.50L+W+1.60H 19.38 psi 189.74psi 0.1021 OK +1.20D+0.50L+0.50S+W+1.60H 19.38 psi 189.74psi 0.1021 OK +1.20D+0.50L+0.20S+E+1.60H 28.72 psi 189.74psi 0.1513 OK +0.900+W+0.90H 7.00 psi 189.74psi 0.03688 OK +0.90D+E+0.90H 16.33 psi 189.74psi 0.08609 OK DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 hgabilan cdci-engineers Wood Shear Wall lit i4JE•ItsIsMit Description : 201 GenI Information Total Wall Length Number of Storys Story #1 Height Project Title: F30 Engineer: Project ID: Project Descr: File = C:\USerS\Iigabilan\Desktop\cURREN11Loker\LATERA-1EC6 ENERCALC, INC. 1983-2017, 6u11d:10.17.12.10, Ver:10.1712.10 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 24.0 ft Framing & Chord Material 1 Wood Species: Douglas Fir - Larch 12.50 ft Wood Grade: No.2 Fc - PrIl = 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp 625.0 psi E 1,600.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : C Sheathing Main Sheathin SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Struct I, 5/16" Thk, 1-1/4" Min Pen, 6d Fstnrs Nominal Seismic Shear Capacities (pIt) 6" Spac. 400 3" Spac. 780 4" Spac. 600 2" Spac. 1020 Nominal Wind Shear Capacities (plf): 6" Spac. 560 3" Spac. 1090 4" Spac. 840 2" Spac. 1430 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size : 2x4 Chord Cf. Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 5.250 inA2 All chords treated as fully braced about both axes Dist to Opening Dist to Opening Opening ID Left Edge Width Bottom Height ft ft Story 1--> - ______ -------- --- - ----- - ft ft ft ft ft ft ft ft ft Fl DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 Project Title: F31 Engineer: Project ID: Project Descr: Wood Shear Wall File = C:\USe gabilan\Desktop\CIJRRENT\Loker\LATER.A-1.EC6 I ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description : 201 Applied Concentrated Lateral Lods Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 12.50 0.0 0.0 0.0 0.0 0.0 9.660 Shear Panel Surnmaiy Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.010 +1.20D+E 1 404.4 480.0 OK Use 4 at panel edges, 12 in field 0.52 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status Cl 1 0.00 5.1 +1.20D+E 1 2x4 0.33 Comp OK Comp Values: Max. Down: 5.1 k Load Comb: +1.200+E Max fc = 963 psi Allow F'c = 2,916 psi Tens Values: Max. Uplift: 5.1k Load Comb: +1.200+E Max ft = 963 psi Allow Ft = 1,242 psi User-specified anchorage device: C2 1 24.00 5.1 +1.20D+E 1 2x4 0.33 Comp OK Comp Values: Max. Down: 5.1k Load Comb: +1.20D+E Max fc = 963 psi Allow F'c = 2,916 psi Tens Values: Max. Uplift: 5.1k Load Comb: +1.20D+E i Max ft = 963 psi Allow Ft = 1,242 psi User-specified anchorage device: Chord Naming Information : C : Item is a Chord L: Followed by level number #: Followed by chord number from left to right WL: Indicates Chord is on left edge of wall WR: Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left ft ft 3.0 ksi Wall Length 24.0 ft Fy 60.0 ksi Dist. Right ft Total Ftg Length 24.0 ft Rebar Cover 3.0 in Footing Thickness 12.0 in Width 3.oft Max Factored Soil Pressures Max UNlactored Soil Pressures Left Side of Footing 1,545.26 psf @ Left Side of Footing 838.36 psf governing load comb +0.90D-E .... governing load comb +0.60D-0.70E @ Right Side of Footing 1,545.26 psf @ Right Side of Footing 838.36 psf governing load comb +0.90D+E .... governing load comb +0.60D+0.70E Footing One-Way Shear Check... . Overturning Stability... @ Left End of Ftg @ Right End of Ftg vu @ Left End of Footing 0.0 P51 Overturning Moment 94.028 k-ft 94.028 k-ft vu @ Right End of Footing 0.0 psi Resisting Moment 103.680 k-ft 103.680 k-ft vn * phi: Allowable 93.113 P51 Stability Ratio 1.103 :1 1.103:1 governing load comb +060D+070E +0.60D+0.70E Footing Bending Design... @ Left End @ Right End Mu 0.0 k-ft 0.0k-ft Ru 0.0 psi 0.0 psi As % Req'd 0.00180 inA2 0.00180 inA2 As Req'd in Footing Width 0.5832 in A2 0.5832 in A2 DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 hgabilan cdci-engineers Project Title: Engineer: Project Descr: F-32 Project ID: Ge e I F t ii ra 00 i ng File = C:\Users\.hgabilafl\Desktop\cURREN1\LokeclLATERA1.ECO ENERCALC, INC- 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 IT..t'ATfsI.tsIuMi. Description: F4.5 W/201 UPLIFT FORCES Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values ft : Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.667 ksf fy: Reba Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) 250.0 pcf Concrete Density = 145.0 pcf SoiWConcrete Friction Coeff. = 0.30 i.p Values Flexure 0.90 Shear = 0.750 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 = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Mm. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 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 = ksf Add Pedestal Wt for Soil Pressure : No when max. length or width s greater than i = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 4.50 ft Length parallel to Z-Z Axis = 4.50 ft Footing Thickness = 16.0 in Pedestal dimensions X px: parallel to X-X Axis in pz: parallel to Z-Z Axis : in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis - Number of Bars 4.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 40 [ 1 F Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a ADolied Loads D Lr L S W E H P: Column Load = 7.722 15.210 5.138 k OB : Overburden - - ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k DCI Engineers Project Title: F-33 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 General Footing 00 ung Lic. #: KW-06001666 Licensee: DCI ENGINEERS File C:\UsersThgabilan\DesktopcURRENT\LokerLATERA-1.EC6 ENERCALC, INC. 1983-2017, Bui?d:10.17.12.10, Ver:10.17.12.10 Description: F4.5W/201 UPLIFT FORCES DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.5039 Soil Bearing 1.344 ksf 2.667 ksf +D+L 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 2.003 Uplift 3.597 k 7.205 k +0.60D+0.70E PASS 0.1877 Z Flexure (+X) 4.20 k-ft/ft 22.374 k-ft/ft +120D+160L PASS 0.1877 Z Flexure (-X) 4.20 k-ft/ft 22.374 k-ft/ft +1.20D+1.60L PASS 0.1877 X Flexure (+Z) 4.20 k-ft/ft 22.374 k-ft/ft +1.20D+1.60L PASS 0.1877 X Flexure (-Z) 4.20 k-ft/ft 22.374 k-ft/ft +1.20D+1.60L PASS 0.1312 1-way Shear (+X) 12.445 psi 94.868 psi +1.20D+1.60L PASS 0.1312 1-way Shear (-X) 12.445 psi 94.868 psi +1.20D+1.60L PASS 0.1312 1-way Shear (+Z) 12.445 psi 94.868 psi +1.20D+1.60L PASS 0.1312 1-way Shear (-Z) 12.445 psi 94.868 psi +1.20D+1.60L PASS 0.2469 2-way Punching 46.845 psi 189.737 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (In) Bottom, -Z Top, +Z Left, -x Right, +X Ratio X-X, D Only 2.667 n/a 0.0 0.5930 0.5930 n/a n/a 0.222 X-X, +D+L 2.667 n/a 0.0 1.344 1.344 n/a n/a 0.504 X-X, +D+0750 2.667 n/a 0.0 1.156 1.156 n/a n/a 0.433 X-X, +D+070E 2.667 n/a 0.0 0.7706 0.7706 n/a n/a 0.289 X-X. +D-070E 2.667 n/a 0.0 0.4154 0.4154 n/a n/a 0.156 X-X, +D+0750L+05250E 2.667 n/a 0.0 1.290 1.290 n/a n/a 0.484 X-X, +D+0750l-0550 2.667 We 0.0 1.023 1.023 n/a n/a 0.384 X-X. +060D 2.667 n/a 0.0 0.3558 0.3558 n/a n/a 0.133 X-X, +00+070 2.667 n/a 0.0 0.5334 0.5334 n/a n/a 0.200 X-X, +00-070 2.667 n/a 0.0 0.1782 0.1782 n/a n/a 0.067 Z-Z, D Only 2.667 0.0 n/a n/a n/a 0.5930 0.5930 0.222 Z-Z, +D+L 2.667 0.0 n/a n/a n/a 1.344 1.344 0.504 Z-Z, +D+0.750L 2.667 0.0 n/a n/a n/a 1.156 1.156 0.433 Z-Z, +D+0.70E 2.667 0.0 n/a n/a n/a 0.7706 0.7706 0.289 Z-Z, +D-0.70E 2.667 0.0 n/a n/a n/a 0.4154 0.4154 0.156 Z-Z, +D+0750+0550 2.667 0.0 n/a n/a n/a 1.290 1.290 0.484 Z-Z, +D+0.750L-0.5250E 2.667 0.0 n/a n/a n/a 1.023 1.023 0.384 Z-Z, +0.60D 2.667 0.0 n/a n/a n/a 0.3558 0.3558 0.133 Z-Z, +0.60D+0.70E 2.667 0.0 n/a n/a n/a 0.5334 0.5334 0.200 Z-Z, +0.60D-0.70E 2.667 0.0 n/a n/a n/a 0.1782 0.1782 0.067 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As PhiMn Status k-ft Surface InA2 in2 InA2 k-ft X-X, +1.40D 1.351 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.40D 1.351 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.20D+1.60L 4.20 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X,+1.20D+1.60L 4.20 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 Project Title: F-34 Engineer: Project ID: Project Descr: General Footing Ale = C:\Usersthgabilan\Desktap\cURRENT\Loker\LATERA-1.Ec6 I ENERCALC, INC. 1983-2017. Build:10.17.12.1O. Ver:1O.17.12.1O Description : F4.5 W/ 201 UPLIFT FORCES Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As PhiMn Status k-ft Surface inA2 inA2 inA2 k-ft X-X.+1.200+0.50L 2.109 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X,+1.20D+0.50L 2.109 -z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X,+1.20D 1.158 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X,+1.20D 1.158 -z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X,+1.350D+0.50L+E 2.896 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +1.350D+0.50L+E 2.896 -z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X,+1.350D+0.50L-E 1.611 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X,+1.350D+0.50L-E 1.611 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +0.90D 0.8687 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X, +0.90D 0.8687 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X,+0.7502D+E 1.366 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X,+0.7502D+E 1.366 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X,+0.7502D-E 0.08188 +Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK X-X,+0.7502D-E 0.08188 -Z Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.40D 1.351 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.40D 1.351 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D+1.60L 4.20 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D+1.60L 4.20 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D+0.50L 2.109 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D+0.50L 2.109 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D 1.158 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.20D 1.158 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.350D+0.50L+E 2.896 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.350D+0.50L+E 2.896 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z,+1.350D+0.50L-E 1.611 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +1.350D+0.50L-E 1.611 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +0.90D 0.8687 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +0.90D 0.8687 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +0.7502D+E 1.366 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +0.7502D+E 1.366 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z, +0.7502D-E 0.08188 -X Bottom 0.3456 Min Temp % 0.3911 22.374 OK Z-Z. +0.7502D-E 0.08188 +X Bottom 0.3456 Min Temp % 0.3911 22.374 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / PhiVn Status +1.40D 4.00 psi 4.00 psi 4.00 psi 4.00 psi 4.00 psi 94.87 psi 0.04 0.00 +1.20D+1.60L 12.45 psi 12.45 psi 12.45 psi 12.45 psi 12.45 psi 94.87 psi 0.13 0.00 +1.20D+0.50L 6.25 psi 6.25 psi 6.25 psi 6.25 psi 6.25 psi 94.87 psi 0.07 0.00 +1.20D 3.43 psi 3.43 psi 3.43 psi 3.43 psi 3.43 psi 94.87 psi 0.04 0.00 +1.350D+0.50L+E 8.58 psi 8.58 psi 8.58 psi 8.58 psi 8.58 psi 94.87 psi 0.09 0.00 +1.350D+050L-E 477 psi 4.77 psi 4.77 psi 4.77 psi 4.77 psi 94.87 psi 0.05 0.00 +0.90D 2.57 psi 2.57 psi 2.57 psi 2.57 psi 2.57 psi 94.87 psi 0.03 0.00 +0.7502D+E 4.05 psi 4.05 psi 4.05 psi 4.05 psi 4.05 psi 94.87 psi 0.04 0.00 +0.7502D-E 0.24 psi 0.24 psi 0.24 psi 0.24 psi 0.24 psi 94.87 psi 0.00 0.00 Two-Way Punching' Shear All units k Load Combination... Vu PhiVn Vu / Phi*Vn Status +1.40D 15.07 psi 189.74psi 0.07943 OK +1.20D+1.60L 46.85 psi 189.74psi 0.2469 OK +1.20D+0.50L 23.52 psi 189.74psi 0.124 OK +1.20D 12.92 psi 189.74psi 0.06809 OK +1.350D+0.50L+E 32.30 psi 189.74psi 0.1702 OK +1.350D+0.50L-E 17.97 psi 189.74psi 0.09471 OK +0.90D 9.69 psi 189.74psi 0.05106 OK +0.7502D+E 15.24 psi 189.74psi 0.08032 OK +0.7502D-E 0.91 psi 189.74psi 0.004813 OK DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 hgabilan @dci-engineers Wood Shear Wall III Description : 301 General Information Total Wall Length Number of Storys Story #1 Height Project Title: F-35 Engineer: Project ID: Project Descr: flie INC. 1983-2017, Buiid:10.17.12.10. Ver:10.17.12.10 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 21.0 ft Framing & Chord Material 1 Wood Species: Douglas Fir - Larch 12.50 ft Wood Grade: No.2 Fc - PrIl = 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp = 625.0 psi E 1,600.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : C Sheathing Main Sheathin SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Strict I, 5/16' Thk, 1-1/4" Min Pen, 6d Fstnrs Nominal Seismic Shear Capacities (plf) 6" Spac. 400 3" Spac. 780 4" Spac. 600 2" Spac. 1020 Nominal Wind Shear Capacities (plf): 6" Spac. 560 3" Spac. 1090 4" Spac. 840 2" Spac. 1430 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 : 1 Chord Area = 5.250 inA2 All chords treated as fully braced about both axes Dist to Opening Dist to Opening Opening ID Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft 9 DCI Engineers Project Title: F-36 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 hgabilan idci-engineers Wood Shear Wall File Jse7hjabdan\DesMop\cURREN11LokenLATERA-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17-12.10,Ver10.17.12.10 Lic. #: KW-06001666 Licensee : DCI ENGINEERS Description: 301 Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 12.50 0.0 0.0 0.0 0.0 0.0 4.830 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (pIt) Allow Status Attachment HeightlWidth Ratio Actual Allow Notes P1 1 0.005 +1.20D+E 1 231.9 320.0 OK Use 6" at panel edges, 12" in field 0.60 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status Cl 1 0.00 2.9 +1.20D+E 1 2x4 0.19 Comp OK Comp Values: Max. Down: 2.9k Load Comb : +1.20D+E Max fc = 552 psi Allow F'c 2,916 psi Tens Values: Max. Uplift: 2.9k Load Comb: +1.20D+E Max ft = 552 psi Allow Ft = 1,242 psi User-specified anchorage device: C2 1 21.00 2.9 +1.20D+E 1 2x4 0.19 Comp OK Comp Values: Max. Down: 2.9k Load Comb: +1.20D+E Max fc = 552 psi Allow F'c = 2,916 psi Tens Values: Max. Uplift: 2.9k Load Comb: +1.20D+E Max ft = 552 psi Allow Ft = 1,242 psi User-specified anchorage device: Chord Naming Information : C : Item is a Chord L: Followed by level number #: Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR: Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left ft ft 3.0 ksi Rebar Cover 3.0 in Wall Length 21.0 ft Fy 60.0 ksi Footing Thickness 12.0 in Dist. Right ft Width 3.0 ft Total Ftg Length 21.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 561.64 psf @ Left Side of Footing 418.711 psf governing load comb +0.90D-E .... governing load comb +D-0.70E @ Right Side of Footing 561.64 psf @ Right Side of Footing 418.711 psf governing load comb +0.900+E .... governing load comb +D+0.70E Footing One-Way Shear Check... . Overturning Stability... @ Left End of Ftg @ Right End of Ftg vu @ Left End of Footing 0.0 P5I Overturning Moment 48.041 k-ft 48.041 k-ft vu @ Right End of Footing 0.0 PSI Resisting Moment 79.380 k-ft 79.380 k-ft vn * phi: Allowable 93.113 psi Stability Ratio 1.652 :1 1.652: 1 governing load comb +0.60D+0.70E +0.60D+0.70E Footing Bending Design... @ Left End @ Right End Mu 0.0 k-ft 0.0 k-ft Ru 0.0 psi 0.0 psi As % Req'd 0.00180 in12 0.00180 inA2 As Reqd in Footing Width 0.5832 inA2 0.5832 inA2 DCI Engineers Project Title: F-37 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 hgabilan cdci-engineers General I Foot n Footing File C:\Usersthgabilan\Desktop\cURRENT\Loker\LATERA-1.ECB ENERCALC, INC. 1983-2017, Build:10.17.12.10, II:.t'A'fSItSI1Iii. Licensee: DCI ENGINEERS Description: F4.0 W/ 301 UPLIFT FORCES Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.667 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 Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 p Values Flexure = 0.90 Shear = 0.750 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 = ksf Min Allow % Temp Reinf. 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 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 = ksf Add Pedestal Wt for Soil Pressure : No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Footing Thickness = 16.0 in Pedestal dimensions... x - px: parallel to X-X Axis in pz: parallel to Z-Z Axis : in ----4 Height - in Rebar Centetline to Edge of Concrete... at Bottom of footing 3.0 in Reinforcing 44 Bars parallel to X-X Axis - Number of Bars - 4.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = # 6 4.0 / Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 5.703 14.742 2.945 k OB : Overburden = - - ksf M-xx = k-ft M-zz = k-ft V-x = k V-z k DCI Engineers Project Title: F-38 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 hgabilan (Nci-engineers General Footing File = C\USSthgabiIafl\Desktop\WRRENflLoker\LATERA1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Lic. Licensee : DCI ENGINEERS Description: F4.0 W/ 301 UPLIFT FORCES DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.5583 Soil Bearing 1.489 ksf 2.667 ksf +D+L+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 2.646 Uplift 2.062 k 5.454 k +0.60D+0.70E+0.60H PASS 0.1516 Z Flexure (+X) 3.804 k-ft/ft 25.099 k-ft/ft +120D+050Lr+160L+160H PASS 0.1516 Z Flexure (-X) 3.804 k-ft/ft 25.099 k-ft/ft +120D+050Lr+160L+160H PASS 0.1516 X Flexure (+Z) 3.804 k-ft/ft 25.099 k-ft/ft +120D+050Lr+160L+160H PASS 0.1516 X Flexure (-Z) 3.804 k-ft/ft 25.099 k-ft/ft +1.20D+050Lr+160L+160H PASS 0.1182 1-way Shear (+X) 11.216 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1182 1-way Shear (-X) 11.216 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1182 1-way Shear (+Z) 11.216 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1182 1-way Shear (-Z) 11.216 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2187 2-way Punching 41.487 psi 189.737 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -z Top, +Z Left, -x Right, +X Ratio X-X, +D+H 2.667 n/a 0.0 0.5681 0.5681 n/a n/a 0.213 X-X, +D+L+H 2.667 n/a 0.0 1.489 1.489 n/a n/a 0.558 X-X, +D+Lr+H 2.667 n/a 0.0 0.5681 0.5681 n/a n/a 0.213 X-X, s-D+S+H 2.667 n/a 0.0 0.5681 0.5681 n/a n/a 0.213 X-X, +D+0.750Lr+0.750L+H 2.667 n/a 0.0 1.259 1.259 n/a n/a 0.472 X-X, +D+0.750L+0.7505+H 2.667 n/a 0.0 1.259 1.259 n/a n/a 0.472 X-X, +D+0.60W+H 2.667 n/a 0.0 0.5681 0.5681 n/a n/a 0.213 X-X, +D+0.70E+H 2.667 n/a 0.0 0.6969 0.6969 n/a n/a 0.261 X-X, +D+0.750Lr+0.750L+0.450W+H 2.667 n/a 0.0 1.259 1.259 n/a n/a 0.472 X-X, +D+0.750L+0.7505+0.450W+H 2.667 n/a 0.0 1.259 1.259 n/a n/a 0.472 X-X, +D+0.750L+0.7505+0.5250E+H 2.667 n/a 0.0 1.356 1.356 n/a n/a 0.508 X-X, +0.60D+0.60W+0.60H 2.667 n/a 0.0 0.3409 0.3409 n/a n/a 0.128 X-X, +0.60D+0.70E+0.60H 2.667 n/a 0.0 0.4697 0.4697 n/a n/a 0.176 Z-Z, +D+H 2.667 0.0 n/a n/a n/a 0.5681 0.5681 0.213 Z-Z, +D+L+H 2.667 0.0 n/a n/a n/a 1.489 1.489 0.558 Z-Z, +D+Lr+H 2.667 0.0 n/a n/a n/a 0.5681 0.5681 0.213 Z-Z, +D.i-5+H 2.667 0.0 n/a n/a n/a 0.5681 0.5681 0.213 Z-Z, '-D'-0.750Lr+0.750L+H 2.667 0.0 n/a n/a n/a 1.259 1.259 0.472 Z-Z, +D+0.750L+0.750S+H 2.667 0.0 n/a n/a n/a 1.259 1.259 0.472 Z-Z, +D+0.60W+H 2.667 0.0 n/a n/a n/a 0.5681 0.5681 0.213 Z-Z, +D+0.70E+H 2.667 0.0 n/a n/a n/a 0.6969 0.6969 0.261 Z-Z, +D+0.750Lr+0.750L+0.450W+H 2.667 0.0 n/a n/a n/a 1.259 1.259 0.472 Z-Z, +D+0.750L+0.7505+0.450W+H 2.667 0.0 n/a n/a n/a 1.259 1.259 0.472 Z-Z, +D+0.750L+0.7505+0.5250E+H 2.667 0.0 n/a n/a n/a 1.356 1.356 0.508 Z-Z, +0.60D+0.60W+0.60H 2.667 0.0 n/a n/a n/a 0.3409 0.3409 0.128 Z-Z, +060D+070E+060H 2.667 0.0 n/a n/a n/a 0.4697 0.4697 0.176 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability . All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding DCI Engineers Project Title: F-39 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 haabilan ädci-enaineers General Footing 00 ing File C:Usersthgabilan\Desktop\cURRENTiLoker\LATERA-1.EC6 ENERCALC, INC 1983-2017, Build:10.17.12.10,Ver:10.17.12.10 Lic. Licensee : DCl ENGINEERS Description : F4.0 W/301 UPLIFT FORCES Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As PhiMn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 0.9980 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X,+1.40D+1.60H 0.9980 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 3.804 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 3.804 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60L+0.505+1.60H 3.804 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60L+0.50S+1.60H 3.804 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1 .60Lr+0.50L+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.777 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.8555 +Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.8555 -Z Bottom 0.3456 Min Temp% 0.440 25.099 OK X-X, +1.20D+0.50L+1.605+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+1.605+1.60H 1.777 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.605+0.50W+1.60H 0.8555 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.200+1.605+0.50W+1.60H 0.8555 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.200+0.50Lr+0.50L+W+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 1.777 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.777 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 2.145 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.205+E+1.60H 2.145 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+W+0.90H 0.6416 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+W+090H 0.6416 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+E+090H 1.010 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+E+090H 1.010 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.40D+1.60H 0.9980 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z,+1.40D+1.60H 0.9980 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 3.804 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 3.804 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 3.804 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60L+0.505+1.60H 3.804 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50L+1.601-1 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr-i-0.50L+1.60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.200+1.60Lri-0.50W+1.60H 0.8555 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.8555 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+1.605+1.60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.8555 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.8555 +X Bottom 0.3456 Min Temp % 0.4.40 25.099 OK Z-Z, +1 .20D+0.50Lr+0.50L+W+1 .60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1 .60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.505+W+1.60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.505+W+1.60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.205+E+1.60H 2.145 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK z-Z, +1.20D+0.50L+0.20S+E+1.60H 2.145 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+W+0.90H 0.6416 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+W+0.90H 0.6416 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK z-Z, +0.90D+E+090H 1.010 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+E+0.90H 1.010 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I PhiVn Status +1.40D+1.60H 2.94 psi 2.94 psi 2.94 psi 2.94 psi 2.94 psi 94.87 psi 0.03 0.00 +1.20D+050Lr+160L+160H 11.22 psi 11.22 psi 11.22 psi 11.22 psi 11.22 psi 94.87 psi 0.12 0.00 +1.20D+1.60L+0.50S+1.60H 11.22 psi 11.22 psi 11.22 psi 11.22 psi 11.22 psi 94.87 psi 0.12 0.00 +120D+160Lr+050L+160H 5.24 psi 5.24 psi 5.24 psi 5.24 psi 5.24 psi 94.87 psi 0.06 0.00 +1.20D+160Lr+050W+160H 2.52 psi 2.52 psi 2.52 psi 2.52 psi 2.52 psi 94.87 psi 0.03 0.00 +1.20D+0.50L+1.60S+1.60H 5.24 psi 5.24 psi 5.24 psi 5.24 psi 5.24 psi 94.87 psi 0.06 0.00 +1.20D+1.60S+0.50W+160H 2.52 psi 2.52 psi 2.52 psi 2.52 psi 2.52 psi 94.87 psi 0.03 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 5.24 psi 5.24 psi 5.24 psi 5.24 psi 5.24 psi 94.87 psi 0.06 0.00 +1.20D+0.50L+0.50S+W+1.60H 5.24 psi 5.24 psi 5.24 psi 5.24 psi 5.24 psi 94.87 psi 0.06 0.00 +1.20D+0.50L+0.20S+E+1.60H 6.33 psi 6.33 psi 6.33 psi 6.33 psi 6.33 psi 94.87 psi 0.07 0.00 +0.90D+W+0.90H 1.89 psi 1.89 psi 1.89 psi 1.89 psi 1.89 psi 94.87 psi 0.02 0.00 DCI Engineers Project Title: F40 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 hgabilan dci-engineers General Footing FIIeC:\UsthgabiIan\sktop\CURREN11LokeñLATERA1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 I Lic. Licensee DCI ENGINEERS Description: F4.0W/301 UPLIFT FORCES One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / PhiVn Status +0.90D+E+0.90H 2.98 psi 2.98 psi 2.98 psi 2.98 psi 2.98 psi 94.87 psi 0.03 0.00 Two-Way "Punching" Shear All units k Load Combination... Vu PhiVn Vu! PhiVn Status +1.40D+1.60H 10.89 psi 189.74ps1 0.05737 OK +120D+05OLr+160L+160H 41.49 psi 189.74psi 0.2187 OK +1.20D+1.60L+0.505+1.60H 41.49 psi 189.74psi 0.2187 OK +1.20D+1.60Lr+0.50L+1.60H 19.38 psi 189.74psi 0.1021 OK +1.20D+1.60Lr+0.50W+1.60H 9.33 psi 189.74psi 0.04917 OK +1.20D+0.50L+1.60S+1.60H 19.38 psi 189.74psi 0.1021 OK +1.20D+1.605+0.50W+1.60H 9.33 psi 189.74psi 0.04917 OK +1.20D+0.50Lr+0.50Li-W+1.60H 19.38 psi 189.74psi 0.1021 OK +1.20D+0.50L+0.505+W+1.60H 19.38 psi 189.74psi 0.1021 OK +1.20D+0.50L+0.20S+E+1.60H 23.39 psi 189.74ps1 0.1233 OK +0.900+W+0.90H 7.00 psi 189.74ps1 0.03688 OK +0.90D+E+0.90H 11.01 psi 189.74ps1 0.05804 01< DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 hgabilan Odd-engineers Wood Shear Wall lit Descnption: 1A General Information Total Wall Length Number of Storys Story #1 Height Project Title: F-41 Engineer: Project ID: Project Descr: File = C:\Usersthgabilan\Desktop\cURREN11Loker\I.ATERA-1.EC6 ENERCALC, INC. 1983-2017, Build:1017.12.10, Ver:1017.12.10 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 16.0 ft Framing & Chord Material Wood Species: Douglas Fir - Larch 12.50 ft Wood Grade: No.2 Fc - PrIl = 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp = 625.0 psi E 1,600.0 ksi Specific Gravity = 0.50 SOC : Seismic Design Category : C Sheathing Main Sheathin SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Struct I, 5/16Thk, 1-1/4' Min Pen, 6d Fstnrs Nominal Seismic Shear Capacities (plf) 6" Spac. 400 3" Spac. 780 4" Spac. 600 2" Spac. 1020 Nominal Wind Shear Capacities (plfl: 6 Spac. 560 3" Spac. 1090 4" Spac. 840 2" Spac. 1430 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 .-1 Chord Area = 5.250 in A2 All chords treated as fully braced about both axes Dist to Opening Dist to Opening Opening ID Left Edge Width Bottom Height Story 1 ft ft ft ft ft ft ft ft ft ft ft P1 DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 hgabilan ldci-engineers Wood Shear Wall Project Title: F-42 Engineer: Project ID: Project Descr: e = (.USerS\flgaDIIafl\UeSKtOp\CtJXKNI\LOKenLAI KA-1lb ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.11.12.10 Description: IA Applied Concentrated Lateral Loads Load Magnitude (kips) Load Y Location (ft) Dead Roof Live Live Snow Wind Seismic 12.50 0.0 0.0 0.0 0.0 0.0 10.868 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used - Actual (plo Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.011 +1.20D+E 1 681.1 816.0 OK Use 2 at panel edges, 12 in field 0.78 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb © Location Size Ratio Governs Status Ci 1 0.00 8.5 +1.20D+E 2 2x4 0.65 Tension OK Comp Values: Max. Down: 8.5k Load Comb: +1.20D+E Max fc 811 psi Allow Pc 2,916 psi Tens Values: Max. Uplift: 8.5k Load Comb: +1.20D+E Max ft 811 psi Allow Ft 1,242 psi User-specified anchorage device: C2 1 16.00 8.5 +1.20D+E 2 2x4 0.65 Tension OK Comp Values: Max. Down: 8.5k Load Comb: +1.20D+E Max fc 811 psi Allow F'c = 2,916 psi Tens Values: Max. Uplift: 8.5k Load Comb: +1.20D+E Max ft = 811 psi Allow Ft = 1,242 psi User-specified anchorage device: Chord Naming Information : C : Item is a Chord L: Followed by level number #: Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR: Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 12.0 ft fc 3.0 ksi Rebar Cover 3.0 in Wall Length 16.0 ft Fy 60.0 ksi Footing Thickness 12.0 in Dist. Right ft Width 3.0 ft Total Ftg Length 28.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 730.48 psf @ Left Side of Footing 447.062 psf governing load comb +0.90D-E .... governing load comb +0.60D-0.70E @ Right Side of Footing 1,465.24 psf @ Right Side of Footing 1,074.81 psf governing load comb +0.90D+E .... governing load comb +0.60D+0.70E Footing One-Way Shear Check... Overturning Stability... @ Left End of Ftg @ Right End of Ftg vu @ Left End of Footing 53.201 P51 Overturning Moment 104.530 k-ft 104.530 k-ft vu @ Right End of Footing 0.0 psi Resisting Moment 126.0 k-ft 126.0 k-ft vn * phi: Allowable 93.113 psi Stability Ratio 1.205 :1 1.205:1 governing load comb +0.60D+0.70E +0,60D+0.70E Footing Bending Design... @ Left End @ Right End Mu 107.453 k-ft 0.0 k-ft Ru 491.324 psi 0.0 psi As % Req'd 0.009180 in A2 0.00180 in A2 As Req'd in Footing Width 2.974 inA2 0.5832 inA2 DCI Engineers Project Title: F-43 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 hgabilan idci-engineers Wood Shear Wall FeCUSersthgab/aflDeSkto\WRRENflLokenLATERA—l.EC6 KW-06001666 Licensee : DCI ENGINEERS Description: 1B W/ SW LENGTH 11' AND HDS AT 8' General Information Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Total Wall Length 8.0 ft Framing & Chord Material Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 12.50 ft Wood Grade: No.2 Fc - PrIl = 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp 625.0 psi E 1,600.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : C Sheathing Main Sheathin SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Sheathing, 15/32" Thk, 1-1/2" Min Pen, lOd Nominal Seismic Shear Capacities (pIt) 6" Spac. 620 3" Spac. 1200 4" Spac. 920 2" Spac. 1540 Nominal Wind Shear Capacities (pit): 6" Spac. 870 3" Spac. 1680 4" Spac. 1290 2" Spac. 2155 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Ct: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 : 1 Chord Area = 5.250 in12 All chords treated as fully braced about both axes Dist to Opening Dist to Opening Opening ID Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft DCI Engineers 101 W. Broadway Sue 1260 San Diego, CA 92106 619-234-0501 Project Title: F-44 Engineer: Project ID: Project Descr: Wood Shear Wall File= C:\IJse gabilan\Desktop\cIJRREN11LokeYiLATERA-1.EC6 I ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description: 1B W/ SW LENGTH 11' AND RD'S AT 8' Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 12.50 0.0 0.0 0.0 0.0 0.0 8.211 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.008 +1.20D+E 1 1,028.3 1,232.0 OK Use 2" at panel edges, 12" in field 1.56 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req'd Member Stress ID # (if) (kips) Load Comb @ Location Size Ratio Governs Status Ci 1 0.00 12.9 +1.20D+E 2 2x4 0.99 Tension OK Comp Values: Max. Down: 12.9k Load Comb: +1.20D+E Max fc = 1,224 psi Allow F'c = 2,916 psi Tens Values: Max. Uplift: 12.9k Load Comb: +1.20D+E Max ft = 1,224 psi Allow Ft = 1,242 psi User-specified anchorage device: C2 1 8.00 - 12.9 +1.20D+E 2 2x4 0.99 Tension OK Comp Values: Max. Down: 12.9k Load Comb: +1.20D+E Max fc = 1,224 psi Allow F'c = 2,916 psi Tens Values: Max. Uplift: 12.9k Load Comb: +1.20D+E Max ft = 1,224 psi Allow Ft = 1,242 psi User-specified anchorage device: Chord Naming Information : C : Item is a Chord L: Followed by level number #: Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR: Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 14.0 ft ft 3.0 ksi Rebar Cover 3.0 in Wall Length 8.0 ft Fy 60.0 ksi Footing Thickness 16.0 in Dist. Right ft Width 3.oft Total Ftg Length 22.0 ft Max Factored Soil Pressures Max UNJfactored Soil Pressures @ Left Side of Footing 1,018.48 psf @ Left Side of Footing 654.16 psf governing load comb +0.90D-E .... governing load comb +0.60D-0.70E @ Right Side of Footing 1,851.93 psf @ Right Side of Footing 1,613.60 psf governing load comb +0.90D+E .... governing load comb +0.60D+0.70E Footing One-Way Shear Check... Overturning Stability... @ Left End of Ftg @ Right End of Fig vu @ Left End of Footing 42.465 psi Overturning Moment 80.465 k-ft 80.465 k-ft vu @ Right End of Footing 0.0 psi Resisting Moment 95.040 k-ft 95.040 k-ft vn * phi : Allowable 93.113 P51 Stability Ratio 1.181 :1 1.181A 1 governing load comb +060D+070E +0.600+0.70E Footing Bending Design... @ Left End @ Right End Mu 199.621 k-ft 0.0 k-ft Ru 437.478 psi 0.0 psi As % Req'd 0.008055 inA2 0.00180 in A2 As Req'd in Footing Width 3.770 in"2 0.8424 inA2 Bars parallel to X-X Axis - Number of Bars - 3.0 Reinforcing Bar Size # 6 Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone ADDlied Loads 3.0 #6 n/a n/a n/a DCI Engineers Project Title: F-45 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 File J:\52JUN7-612017\17LQND--2U-2\Lateral\LUC0F1--T.EC6 • General Footing ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 I IIT/YA'EII.iIIIHt Description: F3.0 W/ lB COMPRESSION FORCE NEGLECT UPLIFT, GRADE BEAM PREVENTS UPLIFT Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties ft : Concrete 28 day strength 4.0 ksi fy: Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus 3,122.0 ksi Concrete Density = 145.0 pcf 'p Values Flexure = 0.90 OIId! Analysis Settings U. I Uu Increases based on footing Depth Footing base depth below soil surface Min Steel % Bending Reinf. = Allow press. increase per foot of depth Min Allow % Temp Reinf. = 0.00180 when footing base is below Min. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 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 Add Pedestal Wt for Soil Pressure : No when max. length or width is greater than Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft z Footing Thickness = 16.0 in Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. = 2.667 ksf = No = 250.0 pcf = 0.30 = 1.50 ft = ksf = ft = ksf = ft Pedestal dimensions... px: parallel to X-X Axis in pz: parallel to Z-Z Axis : in Height - in Rebar Centedine to Edge of Concrete... at Bottom of footing 3.0 in Reinforcing D Li L S W E H P: Column Load 3.432 6.760 12.829 k OB : Overburden = ksf M-xx k-ft M-zz = k-ft V-x = k V-z = k DCI Engineers Project Title: F-46 101 W. Broadway Engineer: Project ID: Sue 1260 Project Descr: San Diego, CA 92106 619-234-0501 hgabilan idci-enineers G General Footing ng File = J:52JUN7-6\201717LQND-8\4J3R7R-2\LatereI\LUCOF1-T.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.1O KW-06001666 Licensee : DC1 ENGINEERS Description: P3.0W/1B COMPRESSION FORCE NEGLECT UPLIFT, GRADE BEAM PREVENTS UPLIFT DESIGN SUMMARY iFIiIS] Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.7143 Soil Bearing 1.905 ksf 2.667 ksf +D+0.750L+0.5250E 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 0.1038 Z Flexure (+X) 2.605 k-ft/ft 25.099 k-ft/ft +1.350D+050L+E PASS 0.1038 Z Flexure (-X) 2.605 k-ft/ft 25.099 k-ft/ft +1350D+050L+E PASS 0.1038 X Flexure (+Z) 2.605 k-ft/ft 25.099 k-ft/ft +1350D+050L+E PASS 0.1038 X Flexure (-Z) 2.605 k-ft/ft 25.099 k-ft/ft +1350D+050L+E PASS 0.06572 1-way Shear (+X) 6.235 psi 94.868 psi +1.350D+0.50L+E PASS 0.06572 1-way Shear (-X) 6.235 psi 94.868 psi +1.350D+0.50L+E PASS 0.06572 1-way Shear (+Z) 6.235 psi 94.868 psi +1.350D+0.50L+E PASS 0.06572 1-way Shear (-Z) 6.235 psi 94.868 psi +1.350D+0.50L+E PASS 0.1414 2-way Punching 26.835 psi 189.737 psi +1.350D+0.50L+E Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (In) Bottom, -Z Top, +Z Left, -x Right, +X Ratio X-X, D Only 2.667 n/a 0.0 0.5930 0.5930 n/a n/a 0.222 X-X, +D+L 2.667 n/a 0.0 1.344 1.344 n/a n/a 0.504 X-X, +D+0.750L 2.667 n/a 0.0 1.156 1.156 n/a n/a 0.433 X-X, +D+0.70E 2.667 n/a 0.0 1.591 1.591 n/a n/a 0.597 X-X, +D-0.70E 2.667 n/a 0.0 -0.4048 -0.4048 n/a n/a 0.152 X-X, +D+0.750L+0.5250E 2.667 n/a 0.0 1.905 1.905 n/a n/a 0.714 X-X, +D+0.750L-0.5250E 2.667 n/a 0.0 0.4080 0.4080 n/a n/a 0.153 X-X, +0.60D 2.667 n/a 0.0 0.3558 0.3558 n/a n/a 0.133 X-X, +00+070 2.667 n/a 0.0 1.354 1.354 n/a n/a 0.508 X-X, +0.60D-0.70E 2.667 n/a 0.0 -0.6420 -0.6420 n/a n/a 0.241 Z-Z, D Only 2.667 0.0 n/a n/a n/a 0.5930 0.5930 0.222 Z-Z, +D+L 2.667 0.0 n/a n/a n/a 1.344 1.344 0.504 Z-Z, +D+0.750L 2.667 0.0 n/a n/a n/a 1.156 1.156 0.433 Z-Z, +D+0.70E 2.667 0.0 n/a n/a n/a 1.591 1.591 0.597 Z-Z, +D-0.70E 2.667 0.0 n/a n/a n/a -0.4048 -0.4048 0.152 Z-Z, +D+0.750L+0.5250E 2.667 0.0 n/a n/a n/a 1.905 1.905 0.714 Z-Z, +D+0.750L-0.5250E 2.667 0.0 n/a n/a n/a 0.4080 0.4080 0.153 Z-Z, +0.60D 2.667 0.0 n/a n/a n/a 0.3558 0.3558 0.133 Z-Z, +0.600+0.70E 2.667 0.0 n/a n/a n/a 1.354 1.354 0.508 Z-Z, +0.60D-0.70E 2.667 0.0 n/a n/a n/a -0.6420 -0.6420 0.241 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As PhiMn Status k-ft Surface inA2 InA2 InA2 k-ft X-X, +1.40D 0.6006 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.40D 0.6006 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, + 1.20D+ 1.60L 1.867 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X,+1.20D+1.60L 1.867 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK DCI Engineers Project Title: F-47 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 hgabilan cdci-engineers General 00 I ng G Footing File =J:\52JUN7-6l201717LQND--8\4J3R7R--2\LateraI\LUC0F1-T.EC6 ENERCALC,INC- 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Ir*iMmIs1I[e]II1*1. Description: F3.0 W/ lB COMPRESSION FORCE NEGLECT UPLIFT, GRADE BEAM PREVENTS UPLIFT Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As PhiMn Status k-ft Surface InA2 inA2 inA2 k-ft X-X, +10+0,50 0.9373 s-7 Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L 0.9373 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D 0.5148 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D 0.5148 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.350D+0.50L+E 2.605 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.350D+0.50L+E 2.605 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.350D+050L-E 0.6021 +Z Top 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.350D+0.50L-E 0.6021 -Z Top 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D 0.3861 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D 0.3861 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.7502D+E 1.925 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.7502D+E 1.925 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +07502D-E 1.282 +Z Top 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.7502D-E 1.282 -Z Top 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.400 0.6006 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.40D 0.6006 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60L 1.867 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60L 1.867 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L 0.9373 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L 0.9373 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D 0.5148 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.200 0.5148 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.350D+0.50L+E 2.605 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.350D+0.50L+E 2.605 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.350D+0.50L-E 0.6021 -X Top 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.350D+0.50L-E 0.6021 +X Top 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D 0.3861 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D 0.3861 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.7502D+E 1.925 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.7502D+E 1.925 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.7502D-E 1.282 -X Top 0.3456 Min Temp % 0.440 25.099 OK Z-Z. +0.7502D-E 1.282 +X Top 0.3456 Min Temp % 0.440 25.099 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +7 Vu:Max Phi Vn Vu I PhiVn Status +1.40D 1.44 psi 1.44 psi 1.44 psi 1.44 psi 1.44 psi 94.87 psi 0.02 0.00 +1.20D+1.60L 4.47 psi 4.47 psi 4.47 psi 4.47 psi 4.47 psi 94.87 psi 0.05 0.00 +1.20D+0.50L 2.24 psi 2.24 psi 2.24 psi 2.24 psi 2.24 psi 94.87 psi 0.02 0.00 +1.20D 1.23 psi 1.23 psi 1.23 psi 1.23 psi 1.23 psi 94.87 psi 0.01 0.00 +1.350D+0.50L+E 6.24 psi 6.24 psi 6.24 psi 6.24 psi 6.24 psi 94.87 psi 0.07 0.00 +1.350D+0.50L-E 1.44 psi 1.44 psi 1.44 psi 1.44 psi 1.44 psi 94.87 psi 0.02 0.00 +0.90D 0.92 psi 0.92 psi 0.92 psi 0.92 psi 0.92 psi 94.87 psi 0.01 0.00 +0.7502D+E 4.61 psi 4.61 psi 4.61 psi 4.61 psi 4.61 psi 94.87 psi 0.05 0.00 +0.7502D-E 3.07 psi 3.07 psi 3.07 psi 3.07 psi 3.07 psi 94.87 psi 0.03 0.00 Two-Way "Punching" Shear All units k Load Combination... Vu PhiVn Vu / Phi*Vn Status +1.40D 6.19 psi 189.74psi 0.03261 OK +1.20D+1.60L 19.23 psi 189.74psi 0.1013 OK +1.20D+0.50L 9.66 psi 189.74psi 0.05089 OK +1.20D 5.30 psi 189.74psi 0.02795 OK +1.350D+0.50L+E 26.84 psi 189.74psi 0.1414 OK +1.350D+0.50L-E 6.20 psi 189.74psi 0.03269 OK +0.90D 3.98 psi 189.74psi 0.02096 OK +0.7502D+E 19.83 psi 189.74ps1 0.1045 OK +0.7502D-E 13.20 psi 189.74psi 0.06959 OK DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 hgabilan tdci-engineers Wood Shear Wall Description: 1C General Information Total Wall Length Number of Storys Story #1 Height Project Title: F-48 Engineer: Project ID: Project Descr: e = C:\Usegabiian\Desktop\cURRENT\Loker\LATERA-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 12ft Framing & Chord Material 1 Wood Species: Douglas Fir - Larch 12.50 ft Wood Grade: No.2 Fc - PrIl = 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp = 625.0 psi E 1,600.0 ksi Specific Gravity = 0.50 SDC :Seismic Design Category : C Sheathing Main Sheathin SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Struct I, 5/16' Thk, 1-1/4" Min Pen, 6d Fstnrs Nominal Seismic Shear Capacities (pIt): 6" Spac. 400 3 Spac. 780 4" Spac. 600 2 Spac. 1020 Nominal Wind Shear Capacities (plf): 6" Spac. 560 3" Spac. 1090 4" Spac. 840 2" Spac. 1430 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 5.250 in12 All chords treated as fully braced about both axes Dist to Opening Dist to Opening sry Opening ID Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft DCI Engineers - 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 hgabilan dci-engineers Wood Shear Wall Project Title: F-49 Engineer: Project ID: Project Descr: File = C:\Usersthgabilan\Desktop\cURRENTLoker\LATERA-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description: 1C Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y Location (ft) Dead Roof Live Live Snow Wind Seismic 12.50 0.0 0.0 0.0 0.0 0.0 4.830 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (pit) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.005 +1.200+E 1 404.4 480.0 OK Use 40 at panel edges, 12° infield 1.04 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status Cl 1 0.00 5.1 +1.20D+E 1 2x4 0.33 Comn OK Comp Values: Max. Down: 5.1k Load Comb: +1.20D+E Max fc = 963 psi Allow F'c = Tens Values: Max. Uplift: 5.1k Load Comb: +1.20D+E Max ft = 963 psi Allow Ft User-specified anchorage device: C2 1 12.00 5.1 +1.20D+E 1 2x4 0.33 Comp Comp Values: Max. Down: 5.1k Load Comb: +1.20D+E Max fc = 963 psi Allow F'c = Tens Values: Max. Uplift: 5.1 k Load Comb: +1.20D+E Max ft = 963 psi Allow Ft User-specified anchorage device: Chord Naming Information : C : Item is a Chord L: Followed by level number #: Followed by chord number from left to right WL: Indicates Chord is on left edge of wall WR: Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 6.0 ft 1°c 3.0 ksi Rebar Cover 3.0 ir Wall Length 12 ft Fy 60.0 ksi Footing Thickness, 12.0 ir Dist. Right ft Width 3.0 ft Total Fig Length 18.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 915.91 psf @ Left Side of Footing 537.85 psf governing load comb +0.90D-E .... governing load comb +0.60D-0.70E @ Right Side of Footing 1,985.60 psf @ Right Side of Footing 1,309.66 psf governing load comb +0.90D+E .... governing load comb +0.60D+0.70E 2,916 psi 1,242 psi OK 2,916 psi 1,242 psi Footing One-Way Shear Check... vu @ Left End of Footing vu @ Right End of Footing vn * phi: Allowable Overturning Stability... @ Left End of Ftg 31 .599 psi Overturning Moment 47.014k-fl 0.0 psi Resisting Moment 53.460 k-ft 93.113 p Stability Ratio 1.137 :1 governing load comb +0.60D+0.70E @ Right End of Ftg 47.014 k-ft 53.460 k-ft 1.137:1 +0,60D+0,70E Footing Bending Design... @ Left End @ Right End Mu 34.509 k-ft 0.0 k-fl Ru 157.790 psi 0.0 psi As % Reqd 0.003333 in A2 0.00180 inA2 As Req'd in Footing Width 1.080 inA2 0.5832 inA2 DCI Engineers Project Title: F50 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 hgabilan dci-engineers enera1 00 I ng G I F t File = C:\Usersthgabilan\Desktop\WRREN11LokenLATERA-1.ECO ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 lit Description : F4.0 W/ 10 UPLIFT FORCES Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values t'c: Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.667 ksf fy: Reba Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 p Values Flexure = 0.90 Shear = 0.750 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 ksf Min Allow % Temp Reinf. 0.00180 when footing base is below ft Min. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 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 = ksf Add Pedestal Wt for Soil Pressure : No i when max. length or width s greater than ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Footing Thickness = 16.0 in Pedestal dimensions... px: parallel to X-X Axis in pz: parallel to Z-Z Axis : in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in - Reinforcing - Bars parallel to X-X Axis - Number of Bars - 4.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 4.0 I Reinforcing Bar Size = # 6 1 - Bandwidth Distribution Check (AOl 15.4.4.2) ..........., Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load = 5.703 14.742 5.250 k OB : Overburden = . . ksf - M-xx = k-ft M-zz = . . . -. k-ft . V-x = k V-z = k DCI Engineers Project Title: F-51 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 hgabilan dci-engineers File = C:\Usersthgaban\Desktop\WRRENTtLoker\LATERAL1.EC6 General Footing ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:1O.17.12.10 I Description : F4.0 WI 1C UPLIFT FORCES DESIGN SUMMARY Iffil. 10,5111111111111111111 Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.9927 Soil Bearing 1.489 ksf 1.50 ksf +D+L+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 1.484 Uplift 3.675 k 5.454 k +0.60D+0.70E+0.60H PASS 0.1516 Z Flexure (+X) 3.804 k-ft/ft 25.099 k-ft/ft +120D+050Lr+160L+160H PASS 0.1516 Z Flexure (-X) 3.804 k-ft/ft 25.099 k-ft/ft +120D+050Lr+160L+160H PASS 0.1516 X Flexure (+Z) 3.804 k-ft/ft 25.099 k-ft/ft +120D+050Lr+160L+160H PASS 0.1516 X Flexure (-Z) 3.804 k-ft/ft 25.099 k-ft/ft +120D+050Lr+160L+160H PASS 0.1182 1-way Shear (+X) 11.216 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1182 1-way Shear (-X) 11.216 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1182 1-way Shear (+Z) 11.216 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1182 1-way Shear (-Z) 11.216 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2187 2-way Punching 41.487 psi 189.737 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -z Top, +Z Left, -x Right, +X Ratio X-X, +D+H 1.50 n/a 0.0 0.5681 0.5681 n/a n/a 0.379 X-X, +D+L+H 1.50 n/a 0.0 1.489 1.489 n/a n/a 0.993 X-X, +D+Lr+H 1.50 n/a 0.0 0.5681 0.5681 n/a n/a 0.379 X-X, +D+5+H 1.50 n/a 0.0 0.5681 0.5681 n/a n/a 0.379 X-X. +D+0750Lr+0750L+H 1.50 n/a 0.0 1.259 1.259 n/a n/a 0.839 X-X, +D+0.750L+0.7505+H 1.50 n/a 0.0 1.259 1.259 n/a n/a 0.839 X-X, +D+0.60W+H 1.50 n/a 0.0 0.5681 0.5681 n/a n/a 0.379 X-X, +D+070E+H 1.50 n/a 0.0 0.7978 0.7978 n/a n/a 0.532 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.259 1.259 n/a n/a 0.839 X-X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.259 1.259 n/a n/a 0.839 X-X, +D+0750L+07505+05250E+H 1.50 n/a 0.0 1.431 1.431 n/a n/a 0.954 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3409 0.3409 n/a n/a 0.227 X-X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.5706 0.5706 n/a n/a 0.380 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.5681 0.5681 0.379 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 1.489 1.489 0.993 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.5681 0.5681 0.379 Z-Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.5681 0.5681 0.379 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.259 1.259 0.839 Z-Z, +D+0.750L+0.7505+H 1.50 0.0 n/a n/a n/a 1.259 1.259 0.839 Z-Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.5681 0.5681 0.379 Z-Z, i-D+0.70E+H 1.50 0.0 n/a n/a n/a 0.7978 0.7978 0.532 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.259 1.259 0.839 Z-Z, +D+0.750L+0.7505+0.450W+H 1.50 0.0 n/a n/a n/a 1.259 1.259 0.839 Z-Z, +D+0.750L+0.7505+0.5250E+H 1.50 0.0 n/a n/a n/a 1.431 1.431 0.954 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.3409 0.3409 0.227 Z-Z, +060+070+00 1.50 0.0 n/a n/a n/a 0.5706 0.5706 0.380 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding DCI Engineers 101 W. Broadway Suite 1260 San Diego, CA 92106 619-234-0501 Project Title: F-52 Engineer: Project ID: Project Descr: enera 00 I ng G I F I File = C:\Usersthgabilan\Desktop\cURRENflLoker\LATERA-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Lic.Licensee: INIENGINEERS Description: F4.0 W/ 1C UPLIFT FORCES Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As PhiMn Status k-ft Surface InA2 InA2 InA2 k-ft X-X.+1.40D+1.60H 0.9980 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X,+1.40D+1.60H 0.9980 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 3.804 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 3.804 -z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X.+1.20D+1.60L+0.50S+1.60H 3.804 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.804 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.6OLr+0.50L+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.777 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.8555 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.8555 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+1.60S+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+1.60S+1.60H 1.777 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.8555 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.8555 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 1.777 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.777 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.777 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 2.433 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +1.20D+0.50L+0.205+E+1.60H 2.433 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+W+0.90H 0.6416 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+W+0.90H 0.6416 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +090D+E+0.90H 1.298 +Z Bottom 0.3456 Min Temp % 0.440 25.099 OK X-X, +0.90D+E+0.90H 1.298 -Z Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z,+1.40D+1.60H 0.9980 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.40D+1.60H 0.9980 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 3.804 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 3.804 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60L+0.505+1.60H 3.804 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 3.804 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.8555 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.200+1.60Lr+0.50W+1.60H 0.8555 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.200+0.50L+1.60S+1.60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.200+1.605+0.50W+1.60H 0.8555 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.8555 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1 .60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1 .60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.505+W+1.60H 1.777 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 1.777 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-z, +1.20D+0.50L+0.20S+E+1.60H 2.433 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 2.433 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+W+0.90H 0.6416 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+W+0.90H 0.6416 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z, +0.90D+E+0.90H 1.298 -X Bottom 0.3456 Min Temp % 0.440 25.099 OK Z-Z. +0.90D+E+0.90H 1.298 +X Bottom 0.3456 Min Temp % 0.440 25.099 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / PhiVn Status +1.40D+1.60H 2.94 psi 2.94 psi 2.94 psi 2.94 psi 2.94 psi 94.87 psi 0.03 0.00 +120D+050Lr+160L+160H 11.22 psi 11.22 psi 11.22 psi 11.22 psi 11.22 psi 94.87 psi 0.12 0.00 +1.20D+1.60L+0.505+1.60H 11.22 psi 11.22 psi 11.22 psi 11.22 psi 11.22 psi 94.87 psi 0.12 0.00 +120D+160Lr+050L+160H 5.24 psi 5.24 psi 5.24 psi 5.24 psi 5.24 psi 94.87 psi 0.06 0.00 +120D+160Lr+050W+160H 2.52 psi 2.52 psi 2.52 psi 2.52 psi 2.52 psi 94.87 psi 0.03 0.00 +1.20D+0.50L+1.60S+1.60H 5.24 psi 5.24 psi 5.24 psi 5.24 psi 5.24 psi 94.87 osi 0.06 0.00 +1.20D+1.60S+0.50W+1.60H 2.52 psi 2.52 psi 2.52 psi 2.52 psi 2.52 psi 94.87 psi 0.03 0.00 +120D+050Lr+050L+W+160H 5.24 psi 5.24 psi 5.24 psi 5.24 psi 5.24 psi 94.87 psi 0.06 0.00 +1.20D+0.50L+0.50S+W+1.60H 5.24 psi 5.24 psi 5.24 psi 5.24 psi 5.24 psi 94.87 psi 0.06 0.00 +1.20D+0.50L+0.20S+E+1.60H 7.17 psi 7.17 psi 7.17 psi 7.17 psi 7.17 psi 94.87 psi 0.08 0.00 +0.90D+W+0.90H 1.89 psi 1.89 psi 1.89 psi 1.89 psi 1.89 psi 94.87 psi 0.02 0.00 DCI Engineers Project Title: F53 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 hgabilan tdci-engineers General Footing File = C:\UsersThgabilan\Desktop\cURRENT1Loker\LATERA-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 lIT Description: F4.0 W/ 1C UPLIFT FORCES One Way Shear Load Combination... Vu @ -x Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / PhiVn Status +0.900+E+0.90H 3.83 psi 3.83 psi 3.83 psi 3.83 psi 3.83 psi 94.87 psi 0.04 0.00 Two-Way "Punching" Shear All units k Load Combination... Vu PhiVn Vu! PhiVn Status +1.40D+1.60H 10.89 psi 189.74psi 0.05737 OK +1.20D+0.50Lr+1.60L+1.60H 41.49 psi 189.74psi 0.2187 OK +1.200+1.60L+0.50S+1.60H 41.49 psi 189.74psi 0.2187 OK +1.20D+1.60Lr+0.50L+160H 19.38 psi 189.74psi 0.1021 OK +1.20D+1.60Lr+0.50W+1.60H 9.33 psi 189.74psi 0.04917 OK +1.20D+0.50L+1.60S+1.60H 19.38 psi 189.74psi 0.1021 OK +1.200+1.60S+0.50W+1.60H 9.33 psi 189.74psi 0.04917 OK +1200+050Lr+050L+W+160H 19.38 psi 189.74psi 0.1021 OK +1.200+0.50L+0.50S+W+1.60H 19.38 psi 189.74psi 0.1021 OK +1.200+0.50L+0.20S+E+1.60H 26.54 psi 189.74ps1 0.1399 OK +0.90D+W+0.90H 7.00 psi 189.74psi 0.03688 OK +0.90D+E+0.90H 14.16 psi 189.74psi 0.0746 OK FRAMING KEY PLAN G1 'SF DSF PASSF492 i F 0 R TEO MEMBER REPORT Level, Floor: Joist 1 piece(s) 117/8" TM® 360 @ 16" OC [I l] All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1067 @ 2 1/2" 1141 (2.00") Passed (94%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1045 © 3 1/2" 1705 Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4269 © 8' 3 1/2" 6180 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defi. (in) 0.319 © 8'3 1/2" 0.404 Passed (L/608) -- 1.0 D + 1.0 L (All Spans) Total Load Deft. (in) 0.481 © 8'3 1/2" 0.808 Passed (L/403) -- 1.0 D + 1.0 L (All Spans) T]-Pro" Rating 46 40 Passed -- -- Deflection criteria: LL (L/480) and TL (1.1240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 5" 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 4" 0/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro" Rating include: None Supports Beading Lain_gtR__ Loads t Supports (lbs) Accessories Total Available Required Dead Floor Live Total 1 - Beam - DF 3.50" 2.00" 1.75" 365 719 1084 1 1/2" Rim Board 2 - Beam - OF 3.50" 2.00" 1.75" 365 719 1084 1 1/2" Rim Board Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. I Dead Floor Live I I Loads Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 16' 7" 16" 33.0 65.0 I Residential Living I Areas I [Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation in compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Joist Building Use: Residential Building Code : IBC 2015 Design Methodology : 4SD SUSTAINABLE FORESTRY INITIATIVE I Hisrone Gabilan I DC Engineers I (619(400.1715 hgabilan@dci-engineers.com Project Title: G-3 Engineer Project ID: Project Descr: Printed: 6 JAN 2018, 5:47PM St I B File = J:52JUN7-6\2017\17LQND--8\4J3R7R--2\woodlawn.e ee earn ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : B1 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 is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Snn16Ofl W12x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0330, L = 0.0650 ksf, Tributary Width = 13.0 ft, (Floor DL + LL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.439: 1 - Maximum Shear Stress Ratio = 0.182: 1 Section used for this span WI 2x26 Section used for this span WI 2x26 Ma: Applied 40.768k-ft Va: Applied 10.192 k Mn/omega : Allowable 92.814 k-ft Vn/omega : Allowable 56.120 k Load Combination +D+L+H Load Combination Location of maximum on span 8.000ft 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 0.211 in Ratio = 907 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.319 in Ratio = 602 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +D+H Dsgn. L= 16.00 ft 1 0.148 0.061 13.73 13.73 155.00 92.81 1.00 1.00 3.43 84.18 56.12 +D+L+H Dsgn. L= 16.00 ft 1 0.439 0.182 40.77 40.77 155.00 92.81 1.00 1.00 10.19 84.18 56.12 +D+Lr+H Dsgn. L= 16.00 ft 1 0.148 0.061 13.73 13.73 155.00 92.81 1.00 1.00 3.43 84.18 56.12 i-D+5+H Dsgn. L= 16.00 ft 1 0.148 0.061 13.73 13.73 155.00 92.81 1.00 1.00 3.43 84.18 56.12 +D+0.750Lr+0.750L+H Dsgn. L= 16.00 ft 1 0.366 0.151 34.01 34.01 155.00 92.81 1.00 1.00 8.50 84.18 56.12 +D+0750L+07505+H Dsgn. L= 16.00 ft 1 0.366 0.151 34.01 34.01 155.00 92.81 1.00 1.00 8.50 84.18 56.12 +D+060W+H Dsgn. L= 16.00ff 1 0.148 0.061 13.73 13.73 155.00 92.81 1.00 1.00 3.43 84.18 56.12 +D+070[+H Dsgn. L= 16.00 ft 1 0.148 0.061 13.73 13.73 155.00 92.81 1.00 1.00 3.43 84.18 56.12 +D+0750Lr+0750L+0450W+H Dsgn. L= 16.00 ft 1 0.366 0.151 34.01 34.01 155.00 92.81 1.00 1.00 8.50 84.18 56.12 +D+0 750L+0 750S+0 450 W+H Dsgn. L= 16.00 ft 1 0.366 0.151 34.01 34.01 155.00 92.81 1.00 1.00 8.50 84.18 56.12 +D+0.750L+0.7505+0.5250E+H Dsgn. L= 16.00 ft 1 0.366 0.151 ' 34.01 34.01 155.00 92.81 1.00 1.00 8.50 84.18 56.12 +0.60D+0.60W+0.60H Dsgn. L= 16.00 ft 1 0.089 0.037 8.24 8.24 155.00 92.81 1.00 1.00 2.06 84.18 56.12 +0.60D+0.70E+0.60H Project Title: G-4 Engineer: Project ID: Project Descr: Printed: 6 JAN 2018, 5:47PM File J:\52JUN7-6\2017\17LQND--84J3R7R--2\woodlawn.e Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.17, Vei6.17.3.17 Description: 131 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L= 16.00 ft 1 0.089 0.037 8.24 8.24 155.00 92.81 1.00 1.00 2.06 84.18 56.12 Oierall Maximum Deflections Load Combination Span Max. -" Deft Location in Span Load Combination Max. Defl Location in Span +D+L+H 1 0.3190 8.046 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.192 10.192 Overall MINimum 2.059 2.059 +D+H 3.432 3.432 +D+L+H 10.192 10.192 +D+Lr+H 3.432 3.432 +D+S+H 3.432 3.432 +D+0750Lr+0750L+H 8.502 8.502 +D+0750L+07505+H 8.502 8.502 +D+0.60W+H 3.432 3.432 +D+0.70E+H 3.432 3.432 +D+0750Lr+0750L+0450W+H 8.502 8.502 +D+0.750L+0.7505+0.450W+H 8.502 8.502 +D+0750L+0750S+05250E+H 8.502 8.502 +0.60D+0.60W+0.60H 2.059 2.059 +060D+070E+060H 2.059 2.059 D Only 3.432 3.432 Lr Only L Only 6.760 6.760 S Only W Only E Only H Only Project Title: G-5 Engineer: Project ID: Project Descr: Printed: 6 JAN 2018, 546PM - File = J:\52JUN7-6\201717LQND-8\4J3R7R-2\woodtawn.ec6 Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : B2 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 is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(0 429) UO 845) H ,, I, Span = 20.0 ft W12,,26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.0330, L = 0.0650 ksf, Tributary Width = 13.0 ft, (Floor DL + LL) DESIGN SUMMARY mum Shear Stress Ratio = 0.227 : 1 Section used for this span WI2x26 Va : Applied 12.740 k Vn/Omega : Allowable 56.120 k Load Combination +D+L+H Location of maximum on span 0.000 ft Span #where maximum occurs Span #1 464 >=360 0 <360 308 >=180 0 <180 Maximum Bending Stress Ratio = 0.686: 1 M Section used for this span WI 2x26 Ma: Applied 63.700 k-ft Mn / Omega: Allowable 92.814 k-ft Load Combination +D+L+H Location of maximum on span 10.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.516 in Ratio= Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.779 in Ratio= Max Upward Total Deflection 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Mmax + Summary of Moment Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega +D+H Dsgn. L= 20.00ft 1 0.231 0.076 21.45 21.45 155.00 92.81 1.00 1.00 4.29 84.18 56.12 +D+L+H Dsgn, L= 20.00ft 1 0.686 0.221 63.70 6370 155.00 92.81 1.00 1.00 12.74 84.18 56.12 +D+Lr+H Dsgn. L= 20.00ft 1 0.231 0.076 21.45 21.45 155.00 92.81 1.00 1.00 4.29 84.18 56.12 +D+5+H Dsgn. L= 20.00ft 1 0.231 0.076 21.45 21.45 155.00 92.81 1.00 1.00 4.29 84.18 56.12 +D+0750Lr+0750L+H Dsgn. L= 20.00ft 1 0.513 0.189 53.14 53.14 155.00 92.81 1.00 1.00 10.63 84.18 56.12 +D+0.750L+0.750S+H Dsgn. L= 20.00ft 1 0.573 0.189 53.14 53.14 155.00 92.81 1.00 1.00 10.63 84.18 56.12 +D+060W+H Dsgn. L= 20.00ft 1 0.231 0.076 21.45 21.45 155.00 92.81 1.00 1.00 4.29 84.18 56.12 +D+0.70E+H Dsgn. L= 20.00ft 1 0.231 0.076 21.45 21.45 155.00 92.81 1.00 1.00 4.29 84.18 56.12 +D+0.750Lr+0.750L+0.450W+H Dsgn. L= 20.00 ft 1 0.573 0.189 53.14 53.14 155.00 92.81 1.00 1.00 10.63 84.18 56.12 +D+0750L+0.7505+0450W+H Dsgn. L= 20.00 ft 1 0.573 0.189 53.14 53.14 155.00 92.81 1.00 1.00 10.63 84.18 56.12 +D+0750L+0750S+05250E+H Dsgn. L= 2000. ft 1 0.573 0.189 53.14 53.14 155.00 92.81 1.00 1.00 10.63 84.18 56.12 +060D+060W+060H Dsgn. L= 20.00ft 1 0.139 0.046 12.87 12.87 155.00 92.81 1.00 1.00 2.57 84.18 5612 +0.60D+0.70E+0.60H Project Title: G-6 - Engineer: Project ID: Project Descr: Printed: 6 JAN 2018, 5:46PM St I B File J:\52JUN7-6\2017\17LQND-8\4J3R7R-2\woodlawn.e ee earn ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic. #: KW-06001666 Licensee: DCl ENGINEERS Description: 62 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax • Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L= 20.00 ft 1 0.139 0.046 12.87 12.87 155.00 92.81 1.00 1.00 2.57 84.18 56.12 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. +" Defi Location in Span +D+L+H 1 0.7788 10.057 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.740 12.740 Overall MINimum 2.574 2.574 +D+H 4.290 4.290 +D+L+H 12.740 12.740 +D+Lr+H 4.290 4.290 +D+5+H 4.290 4.290 +D+0750Lr+0750L+H 10.628 10.628 +D+0.750L+0.7505+H 10.628 10.628 +D+060W+H 4.290 4.290 +D+070E+H 4.290 4.290 +D+0750Lr+0750L+0450W+H 10.628 10.628 +D+0.750L+0.7505+0.450W+F-I 10.628 10.628 +D+0750L+07505+05250E+H 10.628 10.628 +0.60D+0.60W+060H 2.574 2.574 +0.60D+070E+060H 2.574 2.574 D Only 4.290 4.290 LrOnly L Only 8.450 8.450 S Only WOnly F Only H Only Project Title: G-7 Engineer: Project ID: Project Descr: Printed: 6 JAN 2018, 5:50PM = Steel Beam File ENERCALC, INC. 1983-2017, Build:6.17.3.17. Ver:6.17.3.17 Description : B3 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 is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending WO 422 VQ.8451 D(0.4291 VO,8451 Span =77508 , . Span 308 W12x26 W12x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D = 0.0330, L = 0.0650 ksf, Tributary Width = 13.0 ft, (Floor DL + LL) Load for Span Number 2 Uniform Load: D = 0.0330, L = 0.0650 ksf, Tributary Width = 13.0 if, (Floor DL + LL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.074: 1 Maximum Shear Stress Ratio = -- 0.101 : 1 Section used for this span WI 2x26 Section used for this span WI 2x26 Ma: Applied 6.913k-ft Va: Applied 5.676 k Mn / Omega: Allowable 92.814 k-ft Vn/Omega : Allowable 56.120 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 3.286ft Location of maximum on span 7.750 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio = 12,358 >=360 Max Upward Transient Deflection -0.003 in Ratio = 22,078 >=360 Max Downward Total Deflection 0.011 in Ratio = 8197 >=180 Max Upward Total Deflection -0.005 in Ratio = 14644 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 7.75 ft 1 0.025 0.034 2.33 -1.93 2.33 155.00 92.81 1.00 1.00 1.91 84.18 56.12 Dsgn. L= 3.00 ft 2 0.021 0.023 -1.93 1.93 155.00 92.81 1.00 1.00 1.29 84.18 56.12 +D+L+H Dsgn. L = 7.75 ft 1 0.074 0.101 6.91 -5.73 6.91 155.00 92.81 1.00 1.00 5.68 84.18 56.12 Dsgn. L = 3.00 ft 2 0.062 0.068 -5.73 5.73 155.00 92.81 1.00 1.00 3.82 84.18 56.12 +D+Lr+H Dsgn. L = 7.75 ft 1 0.025 0.034 2.33 -1.93 2.33 155.00 92.81 1.00 1.00 1.91 84.18 56.12 Dsgn. L = 3.00 ft 2 0.021 0.023 -1.93 1.93 155.00 92.81 1.00 1.00 1.29 84.18 56.12 +D+5+H Dsgn. L = 7.75 ft 1 0.025 0.034 2.33 -1.93 2.33 155.00 92.81 1.00 1.00 1.91 84.18 56.12 Dsgn. L = 3.00 ft 2 0.021 0.023 -1.93 1.93 155.00 92.81 1.00 1.00 1.29 84.18 56.12 *D+0750Lr+0750L+H Dsgn. L = 1.15 ft 1 0.062 0.084 5.77 -4.78 5.77 155.00 92.81 1.00 1.00 4.74 84.18 56.12 Dsgn. L = 3.00 ft 2 0.052 0.057 -4.78 4.78 155.00 92.81 1.00 1.00 3.19 84.18 56.12 +D+0750L+0750S+H Dsgn. L = 7.75 ft 1 0.062 0.084 5.77 -4.78 5.77 155.00 92.81 1.00 1.00 4.74 84.18 56.12 Dsgn. L = 3.00 ft 2 0.052 0.057 -4.78 4.78 155.00 92.81 1.00 1.00 3.19 84.18 56.12 +D+060W+H Dsgn. L = 7.75 It 1 0.025 0.034 2.33 -1.93 2.33 155.00 92.81 1.00 1.00 1.91 84.18 56.12 Dsgn. L = 3.00 ft 2 0.021 0.023 -1.93 1.93 155.00 92.81 1.00 1.00 1.29 84.18 56.12 +D+070E+H Project Title: G-8 Engineer: Project ID: Project Descr: Printed: 6 JAN 2018, 5:50PM St I B File J:\52JUN7-6\2017\17LQND--8\4J3R7R--2\LVAQXI-J.EC6 ee earn ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic. Description : 133 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxiOmega Dsgn. L = 7.75 It 1 0.025 0.034 2.33 -1.93 2.33 155.00 92.81 1.00 1.00 1.91 84.18 56.12 Dsgn. L = 3.00 It 2 0.021 0.023 -1.93 1.93 155.00 92.81 1.00 1.00 1.29 84.18 56.12 +D+0750Lr+0750L+0450W+H Dsgn. L = 7.75 ft 1 0.062 0.084 5.17 4.78 5.77 155.00 92.81 1.00 1.00 4.74 84.18 56.12 Dsgn. L = 3.00 It 2 0.052 0.057 4.78 4.78 155.00 92.81 1.00 1.00 3.19 84.18 56.12 +D+0750L+07505+0450W+H Dsgn. L = 7.75 ft 1 0.062 0.084 5.77 -4.78 5.77 155.00 92.81 1.00 1.00 4.74 84.18 56.12 Dsgn. L = 3.00 ft 2 0.052 0.057 4.78 4.78 155.00 92.81 1.00 1.00 3.19 84.18 56.12 +D+0.750L+0.7505+0.5250E+H Dsgn. L = 7.75 ft 1 0.062 0.084 5.77 4.78 5.77 155.00 92.81 1.00 1.00 4.74 84.18 56.12 Dsgn-L= 3.00ft 2 0.052 0.057 -4.78 4.78 155.00 92.81 1.00 1.00 3.19 84.18 56.12 +0.60D+0.60W+0.60H Dsgn. L = 7.75 ft 1 0.015 0.020 1.40 -1.16 1.40 155.00 92.81 1.00 1.00 1.15 84.18 56.12 Dsgn. L = 3.00 ft 2 0.012 0.014 -1.16 1.16 155.00 92.81 1.00 1.00 0.77 84.18 56.12 +0.60D+0.70E+0.60H Dsgn-L= 7.75 ft 1 0.015 0.020 1.40 -1.16 1.40 155.00 92.81 1.00 1.00 1.15 84.18 56.12 Dsgn. L = 3.00 ft 2 0.012 0.014 -1.16 1.16 155.00 92.81 1.00 1.00 0.77 84.18 56.12 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. Deft Location in Span +D+L+H 1 0.0113 3.627 0.0000 0.000 2 0.0000 3.627 +D+L+H -0.0049 3.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MA)(imum 4.197 9.498 Overall MiNimum 0.848 1.919 +D+H 1.413 3.198 +D+L+H 4.197 9.498 +D+Lr+H 1.413 3.198 1.413 3.198 +D+0750Lr+0750L+H 3.501 7.923 +D+0750L+07505+H 3.501 7.923 +D+0.60W+H 1.413 3.198 +D+0.70E+H 1.413 3.198 i-Di-0750Lri-0750L+0450W+H 3.501 7.923 i-D+0750L+0750S+0450W+H 3.501 7.923 +D+0.750L+0.7505+0.5250E+H 3.501 7.923 +060Di-060W+060H 0.848 1.919 +0.60D-0.70E+0.60H 0.848 1.919 DOnly 1.413 3.198 Lr Only L Only 2.784 6.300 S Only W Only E Only H Only Project Title: G-9 Engineer: Project ID: Project Descr: Printed 6 JAN 2018, 5:53PM File a J:\52JUN7-6\2017\17LQND-8'4J3R7R-2\LVAQXl-J.EC6 Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 IT !4'E.If.Is1EN; Description : 54 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 is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 14.50 ft WI2x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 1.413, L = 2.784 k @ 12.0 ft, (Reaction B3) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.093 1 Maximum Shear Stress Ratio = 0.062 : 1 Section used for this span WI 2x26 Section used for this span WI 2x26 Ma : Applied 8.664 k-ft Va : Applied 3.473 k Mn I Omega: Allowable 92.814 k-ft VnlOmega : Allowable 56.120 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 11.973ft Location of maximum on span 12.014 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio = 6,614>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.040 in Ratio= 4388 >180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxiOmega +D+H Dsgn. L= 14.50f1 1 0.031 0.021 2.92 2.92 155.00 92.81 1.00 1.00 1.17 84.18 56.12 +D+L+H Dsgn. L= 14.50 ft 1 0.093 0.062 8.66 8.66 155.00 92.81 1.00 1.00 3.47 84.18 56.12 +D+Lr+H Dsgn. L= 14.50 ft 1 0.031 0.021 2.92 2.92 155.00 92.81 1.00 1.00 1.17 84.18 56.12 +D+5+H Dsgn. L= 14.50 ft 1 0.031 0.021 2.92 2.92 155.00 92.81 1.00 1.00 1.17 84.18 56.12 +D+0750Lr+0750[+H Dsgn. L= 14.50 ft 1 0.078 0.052 7.23 7.23 155.00 92.81 1.00 1.00 2.90 84.18 56.12 +D+0750[+0750S+H Dsgn. L= 14.50 ft 1 0.078 0.052 7.23 7.23 155.00 92.81 1.00 1.00 2.90 84.18 56.12 +D+060W+H Dsgn. L= 14.50 ft 1 0.031 0.021 2.92 2.92 155.00 92.81 1.00 1.00 1.17 84.18 56.12 +lj+070E+H Dsgn. L= 14.50 ft 1 0.031 0.021 2.92 2.92 155.00 92.81 1.00 1.00 1.17 84.18 56.12 +D+0750[r+0750L+0450W+R Dsgn. L= 14.50 ft 1 0.078 0.052 7.23 7.23 155.00 92.81 1.00 1.00 2.90 84.18 56.12 +D+0750[+07505+0450yt141 Dsgn. L= 14.50 ft 1 0.078 0.052 7.23 7.23 155.00 92.81 1.00 1.00 2.90 84.18 56.12 +D+0.750L+0.750S+0.5250E+H Dsgn. L= 14.50 ft 1 0.078 0.052 7.23 7.23 155.00 92.81 1.00 1.00 2.90 84.18 56.12 +0.60D+0.60W+0.60H Dsgn. L= 14.50 ft 1 0.019 0.013 1.75 1.75 155.00 92.81 1.00 1.00 0.70 84.18 56.12 Project Title: G-10 Engineer: Project ID: Project Descr: Printed 6 JAN 2018, 553PM File = J:\52JUN7-6\2017\17LQND-8\4J3R7R-2\LVAQXI-J.EC6 Steel Beam ENERCALC, INC. 1983-2017, Buitd:6.17.3.17, Ver:6.17.3.17 Lic. #: KW-06001666 illS U II•IENGINEERS]II Description : B4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxiOmega Cb Rm Va Max Vnx VnxlOmega +060D+070Ei-060H Dsgn. L= 14.50ft 1 0.019 0.013 1.75 1.75 155.00 92.81 100 1.00 0.70 84.18 56.12 Overall Maximum Deflections Load Combination Span Max. -' Defl Location in Span Load Combination Max. "+" + Defl Location in Span +D+L+H 1 0.0397 8.286 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.724 3.473 Overall MINimum 0.146 0.702 +D+H 0.244 1.169 +D+L+H 0.724 3.473 +D+Lr+H 0.244 1.169 +D+5+H 0.244 1.169 +D+0750Lr+0750L+H 0.604 2.897 +D+0750L+07505+H 0.604 2.897 +D+0.60W+H 0.244 1.169 +D+070E+H 0.244 1.169 +D+075QLr+0750L+0450W+H 0.604 2.897 +D+0 750L+0 750S+O 450 W+H 0.604 2.897 +Di-0750L+07505+05250E+H 0.604 2.897 +0.60D+060W+060H 0.146 0.702 +060D+070E+060H 0.146 0.702 D Only 0.244 1.169 LrOnly L Only 0.480 2.304 S Only WOnly E Only H Only Project Title: G-1 1 Engineer: Project ID: Project Descr: Printed: 6 JAN 2018. 5:55PM - File Steel Beam ENERCALC, INC. 1983-2017, Butd:6.17.3.17, Ver:6.17.3.17 Description: B5 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 is Fully Braced against lateral-torsional buckling F: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.31351 ,J0.6175t I, Span = 24.011 W12x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0330, L = 0.0650 ksf, Tributary Width = 9.50 It, (Floor DL + LL) DESIGN SUMMARY Maximum bending Stress Ratio = 0.722: 1 Maximum Shear Stress Ratio = 0.199 : 1 Section used for this span W12x26 Section used for this span W12x26 Ma Applied 67.032k-ft Va Applied 11.172 k Mn I Omega : Allowable 92.814 k-ft Vn/Omega : Allowable 56.120 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 12.0001t 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 0.783 in Ratio = 367 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.180 in Ratio = 244 >=180 L Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Mmax + Summary of Moment Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vrtxfomega +D+H Dsgn. L= 24.00 ft 1 0.243 0.067 22.57 22.57 155.00 92.81 1.00 1.00 3.76 84.18 56.12 +D+L+H Dsgn. L= 24.0011 1 0.722 0.199 67.03 67.03 155.00 92.81 1.00 1.00 11.17 84.18 56.12 +D+Lr+H Dsgn. L= 24.00 ft 1 0.243 0.067 22.57 22.57 155.00 92.81 1.00 1.00 3.76 84.18 56.12 +D+S+H Dsgn. L= 24.00 ft 1 0.243 0.067 22.57 22.57 155.00 92.81 1.00 1.00 3.76 84.18 56.12 +D+0750Lr+0750L+H Dsgn. L= 24.00 ft 1 0.602 0.166 55.92 55.92 155.00 92.81 1.00 1.00 9.32 84.18 56.12 +D+0750L+07505+H Dsgn. L= 24.00 ft 1 0.602 0.166 55.92 55.92 155.00 92.81 1.00 1.00 9.32 84.18 56.12 +D+060W+H Dsgn. L= 24.00 ft 1 0.243 0.067 22.57 22.57 155.00 92.81 1.00 1.00 3.76 84.18 56.12 +D+070E+H Dsgn. L= 24.00 ft 1 0.243 0.067 22.57 22.57 155.00 92.81 1.00 1.00 3.76 84.18 56.12 +D+0.750Lri-0.750L+0.450W+H Dsgn. L= 24.00 ft 1 0.602 0.166 55.92 55.92 155.00 92.81 1.00 1.00 9.32 84.18 56.12 +D+0.750L+0.750S+0450W+H Dsgn. L= 24.00 ft 1 0.602 0.166 55.92 55.92 155.00 92.81 1.00 1.00 9.32 84.18 56.12 +D+0750L+07505+05250E+H Dsgn. L= 24.00 ft 1 0.602 0.166 55.92 5592 155.00 92.81 1.00 1.00 9.32 84.18 56.12 +0 600+0 60 W+0 60H Dsgn. L= 24.00 ft 1 0146 0.040 13.54 13.54 155.00 92.81 1.00 1.00 2.26 84.18 56.12 +060D+070E+060H Project Title: G-1 2 Engineer: Project ID: Project Descr: Printed: 6 JAN 2018, 5:55PM Steel B File = J:\52JUN7-6\2017\17LQND-8\4J3R7R-2tLVAQXl-J.EC6 ee. earn ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 IIi'fIL1II'M.i.i. Licensee :lt INI [eiI1I Description : B5 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L= 24.00 It 1 0.146 0.040 13.54 13.54 155.00 92.81 1.00 1.00 2.26 84.18 56.12 Overall Maximum Deflections Load Combination Span Max. Defi Locaton in Span Load Combination Max. Defi Location in Span -- +D+L+H 1 1.1801 12.069 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.172 11.172 Overall MINimum 2.257 2.257 +D+H 3.762 3.762 +D+L+H 11.172 11.172 +D+Lr+H 3.762 3.762 +D+5+H 3.762 3.762 +D+0750Lr+0750L+H 9.320 9.320 +D+0750L+07505+H 9.320 9.320 +D+060W+H 3.762 3.762 +D+070E+H 3.762 3.762 +D+0750Lr+0750L+0450W+H 9.320 9.320 +D+0 750L+O 750S+O 450 W+H 9.320 9.320 +D+0750L+07505+05250E+H 9.320 9.320 +060D+060W+060H 2.257 2.257 +0.60D+070E+060H 2.257 2.257 D Only 3.762 3.762 Lr Only L Only 7.410 7.410 S Only W Only E Only H Only Project Title: G-1 3 Engineer: Project ID: Project Descr: Pnnte: 6 JAN 2018, 5:56PM File= J:\52JUN7-6\2017\17LQND-8\4J3R7R-2\LVAO.XI-J.EC6 Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : 86 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 is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 19.0 ft W12x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.0330, L = 0.0650 ksf, Tributary Width = 6.250 ft, (Floor DL + LL) Point Load: D = 3.762, L = 7.410 k @ 9.50 ft, (Reaction B5) DESIGN SUMMARY Maximum Bending Stress Ratio 0.870: 1 Maximum Shear Stress Ratio = 0.203 : I Section used for this span W12x26 Section used for this span W12x26 Ma: Applied 80.706 k-ft Va : Applied 11.405 k Mn / Omega: Allowable 92.814k-ft Vn/Omega : Allowable 56.120 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 9500ff 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 0.512 in Ratio = 444 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.773 in Ratio = 295 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L= 19.00 ft 1 0.293 0.068 27.18 27.18 155.00 92.81 1.00 1.00 3.84 84.18 56.12 +D+L+H Dsgn. L= 19.00 ft 1 0.870 0.203 80.71 80.71 155.00 92.81 1.00 1.00 11.40 84.18 56.12 +D+Lr+H Dsgn. L= 19.00 ft 1 0.293 0.068 27.18 27.18 155.00 92.81 1.00 1.00 3.84 84.18 56.12 +D+S+H Dsgn. L= 19.00 ft 1 0.293 0.068 27.18 27.18 155.00 92.81 1.00 1.00 3.84 84.18 56.12 +D+0750Lr+0750L+H Dsgn. L= 19.00ft 1 0.725 0.170 67.32 67.32 155.00 92.81 1,00 1.00 9.51 84.18 56.12 +D+0750L+0750S+H Dsgn. L= 19.00 ft 1 0.725 0.170 67.32 67.32 155.00 92.81 1.00 1.00 9.51 84.18 56.12 +D+0.60W+H Dsgn. L= 19.00 ft 1 0.293 0.068 27.18 27.18 155.00 92.81 1.00 1.00 3.84 84.18 56.12 +D+0.70E+F-1 Dsgn. L= 19.00 ft 1 0.293 0.068 27.18 27.18 155.00 92.81 1.00 1.00 3.84 84.18 56.12 +D+0750Lr+0750L+0450W+H Dsgn. L= 19-00 ft 1 0.725 0.170 67.32 67.32 155.00 92.81 1.00 1.00 9.51 84.18 56.12 +0+0 750L+0 7505+0 450 Wi-H Dsgn. L= 19.00 ft 1 0.725 0.170 67.32 67.32 155.00 92.81 1.00 1.00 9.51 84.18 56.12 +D+0750L+07505+05250E+H Dsgn. L= 19.00 ft 1 0.725 0.170 67.32 67.32 155.00 92.81 1.00 1.00 9.51 84.18 56.12 +0.60D+0 .60W+0-60H Dsgn. L= 19.00 ft 1 0.176 0.041 16.31 16.31 155.00 92.81 1.00 1.00 2.30 84.18 56.12 Project Title: G-14 Engineer: Project ID: Project Descr: Printed 6 JAN 2018, 5:56PM File = J:\52JUN7-6\2017\17LQND-8'4J3R7R--2\LVAQXl-J.EC6 Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 ic. Description : 13b Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm VaMax Vnx Vnx/Omega +0.60D+0.70E-'-0.60H Dsgn. L= 19.00ff 1 0.176 0.041 16.31 16.31 155.00 92.81 1.00 1.00 2.30 84.18 56.12 Overall Maximum Deflections Load Combination Span Max. Deft Location in Span Load Combination Max. +" Deft Location in Span +D+L+H 1 0.7733 9.554 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.405 11.405 Overall MiNimum 2.304 2.304 +D+H 3.840 3.840 +D+L+H 11.405 11.405 +04.r+H 3.840 3.840 +D+S+H 3.840 3.840 +D+0750Lr+0750L+H 9.514 9.514 +D+0.750L+07505+H 9.514 9.514 +D+0.60W+H 3.840 3.840 +D+0.70E+H 3.840 3.840 +D+0750Lr+0750L+0450W+H 9.514 9.514 +D+0 750L+O 750S'-O 450 W+H 9-514 9.514 +D+0.750L+0.7505+0.5250E+H 9.514 9.514 +0601)+060W+060H 2.304 2.304 +0.60D+070E+060H 2.304 2.304 D Only 3.840 3.840 LrOniy L Only 7.564 7.564 S Only WOnly E Only H Only Project Title: G15 Engineer: Project ID: Project Descr: Printed: 6 JAN 2018, 5:57PM File = J:\52JUN7-6\2017\17LQND--8\4J3R7R-2\LVAQXI-J.EC6 Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : B7 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 is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(3.34) L(7.564) Span 13.5Ott 12~S W12x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.0330, L = 0.0650 ksf, Tributary Width = 5.0 ft, (Floor DL + LL) Point Load : D = 3.840, L = 7.564 k @ 12.50 ft, (Reaction B6) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.6961 Maximum Shear Stress Ratio = -- 0.218:1 Section used for this span W12x26 Section used for this span W12x26 Ma : Applied 64.553k-ft Va: Applied 12.238 k Mn I Omega: Allowable 92.814 k-ft Vn/Omega : Allowable 56.120 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 12,474ff Location of maximum on span 18.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.392 in Ratio = 566 >360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.591 in Ratio = 376 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Viix VnxlOmega +D+H Dsgn. L= 118.50 ft 1 0.234 0.073 21.74 21.74 155.00 92.81 1.00 1.00 4.12 84.18 56.12 +D+L+H Dsgn. L= 18.50ff 1 0.696 0.218 64.55 64.55 155.00 92.81 1.00 1.00 12.24 84.18 56.12 +D+Lr+H Dsgn. L= 18.50 ft 1 0.234 0.073 21.74 21.74 15500 92.81 1.00 1.00 4.12 84.18 56.12 +D+5+H Dsgn. L= 18.50 ft 1 0.234 0.073 21.74 21.74 155.00 92.81 1.00 1.00 4.12 84.18 56.12 +D+0750Lr+0750L+H Dsgn. L= 18.50ff 1 0.580 0.182 53.85 53.85 155.00 92.81 1.00 1.00 10.21 84.18 56.12 +D+0.750L+0.7505+H Dsgn. L= 18.50ff 1 0.580 0.182 53.85 53.85 155.00 92.81 1.00 1.00 10.21 84.18 56.12 +D+0.60W+H Dsgn. L= 18.50ff 1 0.234 0.073 21.14 21.14 155.00 92.81 1.00 1.00 4.12 84.18 56.12 '-D+0.70E+H Dsgn. L= 18.50ff 1 0.234 0.073 21.74 21.74 155.00 92.81 1.00 1.00 4.12 84.18 56.12 +D+0.750Lri-0.750L+0.450W+H Dsgn. L= 18.50 ft 1 0.580 0.182 53.85 53.85 155.00 92.81 1.00 1.00 10.21 84.18 56.12 +D+0.750L+0.750S+0.450W+H Dsgn. L= 18.50 ft 1 0.580 0.182 53.85 53.85 155.00 92.81 1.00 1.00 10.21 84.18 56.12 +D+0.750L+0.150S+0.5250E+H Dsgn. L= 18.50 ft 1 0.580 0.182 53.85 53.85 155.00 92.81 1.00 1.00 10.21 84.18 56.12 +060D+0.60W+0.60H Dsgn. L= 18.50 ft 1 0.141 0.044 13.04 13.04 155.00 92.81 1.00 1.00 2.47 84.18 56.12 Project Title: G-16 Engineer: Project ID: Project Descr: Printed: 6 JAN 2018, 5:57PM File = J:\52JUN7-6\201717LQNO--8\4J3R7R-2LVAQXl-J.EC6 Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : B7 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxfOmega i-060D+070E+060H Dsgn. L= 18.50ff 1 0.141 0.044 13.04 13.04 155.00 92.81 1.00 1.00 2.47 84.18 56.12 Overall Maximum Deflections Load Combination Span Max. - Defi Location in Span Load Combination Max. Defl Location in Span +D+L+H 1 0.5907 9.831 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.231 12.238 Overall MINimum 1.663 2.473 +D+H 2.772 4.121 +D+L+H 8.231 12.238 +D+Lr+H 2.772 4.121 +D+S+H 2.772 4.121 +D+0750Lr+0750L+H 6.866 10.209 +D+0750L+07505+H 6.866 10.209 +D+060W+H 2.772 4.121 +D+070E+H 2.772 4.121 +D+0750Lr+0750L+0450W+H 6.866 10.209 +Di-0750L+07505+0450W+H 6.866 10.209 +D+0.750L+0.750S+05250E+H 6.866 10.209 +060D+060W+060H 1.663 2.473 +060D+070E+060H 1.663 2.473 D Only 2.772 4.121 Lr Only LOnly 5.459 8.117 S Only W Only E Only H Only Project Title: G-17 Engineer: Project ID: Project Descr: Printed: 8 JAN 2018, 12:34PM File = J:\52JUN7-6\2017\17LQND-8\4J3R7R--2\LVAQXI-J.EC6 Steel Beam ENERCALC, INC. 1983-2017, Bui!d:6.17.3.17, Ver:6.17.3.17 Description : 138 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 is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 24.50 ft W12x45 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: D = 4.290, L = 8.450 k @ 8.750 ft, (Reaction B2) Point Load: D = 3.432, L = 6.760 k @ 8.750 ft, (Reaction Bi) DESIGN SUMMARY 1rIiIs Maximum Bending Stress Ratio = 0.805:1 Maximum Shear Stress Raflo= 0.182: 1 i Section used for this span W12x45 Section used for this span W12x45 Ma: Applied 128.993 k-ft Va : Applied 14.742 k Mn / Omega: Allowable 160.180 k-ft Vn/Omega : Allowable 81.070 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 8.750ft 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 0.717 in Ratio = 409 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.083 in Ratio = 271 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L= 24.50 ft 1 0.271 0.061 43.44 43.44 267.50 160.18 1.00 1.00 4.96 121.61 81.07 +D+L+H Dsgn. L= 24.50 ft 1 0.805 0.182 128.99 128.99 267.50 160.18 1.00 1.00 14.74 121.61 81.07 +D+Lr+H Dsgn. L= 24.50 ft 1 0.271 0.061 43.44 43.44 267.50 160.18 1.00 1.00 4.96 121.61 81.07 +D+S+H Dsgn. L= 24.50 ft 1 0.271 0.061 43.44 43.44 267.50 160.18 1.00 1.00 4.96 121.61 81.07 +D+0750Lr+0750L+H Dsgn. L= 24.50 ft 1 0.672 0.152 107.60 107.60 267.50 160.18 1.00 1.00 12.30 121.61 81.07 +D+0.750L+07505+H Dsgn. L= 24.50 ft 1 0.672 0.152 107.60 107.60 267.50 160.18 1.00 1.00 12.30 121.61 81.07 +D+0.60W+H Dsgn. L= 24.50 ft 1 0.271 0.061 43.44 43.44 267.50 160.18 1.00 1.00 4.96 121.61 81.07 +D+070E+H Dsgn. L= 24.50 ft 1 0.271 0.061 43.44 43.44 267.50 160.18 1.00 1.00 4.96 121.61 81.07 +0+0 750Lr+O 750L+0 450 W+H Dsgn. L= 24.50 ft 1 0.672 0.152 107.60 107.60 267.50 160.18 1.00 1.00 12.30 121.61 81.07 +0+0 750L+0 750S+0 450 W+H Dsgn. L= 24.50 ft 1 0.672 0.152 107.60 107.60 267.50 160.18 1.00 1.00 12.30 121.61 81.07 +D+0.750L+0.7505+0.5250E+H Dsgn. L= 24.50 ft 1 0.672 0.152 107.60 107.60 267.50 160.18 1.00 1.00 12.30 121.61 81.07 +0.60D+0.60W+060H Project Title: G-1 8 Engineer: Project ID: Project Descr: Printed 8 JAN 2018, 12:34PM File =J:\52JUN7-6\2017\17LQND--8\4J3R7R--2\LVAQXI--JEC6 Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic. Licensee Description : 138 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L= 24.50ff 1 0.163 0.037 26.06 26.06 267.50 160.18 1.00 1.00 2.98 121.61 81.07 +060D+070E+060H Dsgn. L= 24.50ff 1 0.163 0.037 26.06 26.06 267.50 160.18 1.00 1.00 2.98 121.61 81.07 Overall Maximum Deflections Load Combination Span Max. Defl Location in Span Load Combination Max. Defi Location in Span +D+L+H 1 1.0833 11.340 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 14.742 8.190 Overall MINimum . 2.978 1.655 +D+H 4.964 2.758 +D+L+H 14.742 8.190 +D+Lr+R 4.964 2.758 +D+5+H 4.964 2.758 +D+0.150Lr+0.750L+H 12.298 6.832 +D+0750L+0750S+H 12.298 6.832 +D+0.60W+H 4.964 2.758 +D+0.70E+H 4.964 2.758 +D+0.750Lr+0.750L+0.450W+H 12.298 6.832 +D+0750L+07505+0450W+H 12.298 6.832 +D+0.750L+0.750S+0.5250E+H 12.298 6.832 +060D+060Wi-060H 2.978 1.655 i-060D+070E+060H 2.978 1.655 D Only 4.964 2.758 Lr Only L Only 9.778 5.432 S Only W Only E Only H Only Project Title: G-19 Engineer: Project ID: Project Descr: Printed: 8 JAN 2018, 12:36PM Steel Beam File J:\52JUN76\2017\17L0ND8\4J3R7R2\LVAQXlJ.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic. #: KW-06001666 Licensee uIISII[t]II Description : B9 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 is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending oto.41251 L(0.8125) 0(2.758) L(5.432) I, I Span 22.250ft W12x45 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 2.758, L = 5.432 k @ 16.250 ft, (Reaction B8) Uniform Load: D = 0.0330, L = 0.0650 ksf, Tributary Width = 12.50 ft, (Floor DL + LL) DESIGN SUMMARY fHIei Maximum Bending Stress Ratio = 0.639: 1 Maximum Shear Stress Ratio = 0.242 :1 Section used for this span W12x45 Section used for this span W12x45 Ma: Applied 102.367k-ft Va: Applied 19.610 k Mn / Omega: Allowable 160.180 k-ft Vn/Omega : Allowable 81.070 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 12905ff Location of maximum on span 22.250 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.603 in Ratio = 442 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.909 in Ratio = 294 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +l5-+H Dsgn. L= 22.25ft 1 0.215 0.081 34.47 34.47 267.50 160.18 1.00 1.00 6.60 121.61 81.07 +D+L+H Dsgn. L= 22.25ft 1 0.639 0.242 102.37 102.37 267.50 160.18 1.00 1.00 19.61 121.61 81.07 +D+Lr+H Dsgn. L= 22.25 ft 1 0.215 0.081 34.47 34.47 267.50 160.18 1.00 1.00 6.60 121.61 81.07 +D+S+H Dsgn. L= 22.25ft 1 0.215 0.081 34.47 34.47 267.50 160.18 1.00 1.00 6.60 121.61 81.07 +D+0750Lr+0750L+H Dsgn. L= 22.25ft 1 0.533 0.202 85.39 85.39 267.50 160.18 1.00 1.00 16.36 121.61 81.07 +D+0750L+0750S+H Dsgn. L= 22.25ft 1 0.533 0.202 85.39 85.39 267.50 160.18 1.00 1.00 16.36 121.61 81.07 i-D+0.60W+H Dsgn. L= 22.25ft 1 0.215 0.081 34.47 34.47 267.50 160.18 1.00 1.00 6.60 121.61 81.07 +D+070E+H Dsgn. L= 22.25ft 1 0.215 0.081 34.47 34.47 267,50 160.18 1.00 1.00 6.60 121.61 81.07 +0+0 750Lr+0 750L+O 450 W+H Dsgn. L= 22.25ft 1 0.533 0.202 85.39 85.39 267.50 160.18 1.00 1.00 16.36 121.61 81.07 +D+0 750L+O 750S+0 450 W+H Dsgn. L= 22.25ft 1 0.533 0.202 85.39 85.39 267.50 160.18 1.00 1.00 16.36 121.61 81.07 +D+0750L+07505+05250E+H Dsgn. L= 22.25ft 1 0.533 0.202 85.39 85.39 267.50 160.18 1.00 1.00 16.36 121.61 81.07 +0,600+0.60W+0,60H Project Title: G20 Engineer: Project ID: Project Desor: Printed: 8 JAN 2018, 12:36PM J:52JUN7-6\2017\17LQND-8\4J3R7R--2\LVAQxI-J,EC6 Steel Beam File ENERCALC, INC. 1983-2017, Build:6.17.3.17. Ver:6.17.3.17 I Description : B9 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L= 22.25ff 1 0.129 0.049 20.68 20.68 267.50 160.18 1.00 1.00 3.96 121.61 81.07 +060D+070E+060H Dsgn. L= 22-25 ft 1 0.129 0.049 20.68 20.68 267.50 160.18 1.00 1.00 3.96 121.61 81.07 Overall Maximum Deflections Load Combination Span Max. "- Defi Location in Span Load Combination Max. '+ Defl Location in Span +D+L+H 1 0.9093 11.506 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 15.837 19.610 Overall MINimum 3.200 3.962 +D+H 5.333 6.603 +D+L+H 15.837 19.610 +D+Lr+H 5.333 6.603 +D+5+H 5.333 6.603 +D+0750Lr+0750L+l-f 13.211 16.358 i-Di-0750L+07505+R 13.211 16.358 +D+0.60W+H 5.333 6.603 +D+070E+H 5.333 6.603 +D+0750Lr+0750L+0450W+H 13.211 16.358 +D+0750L+0750S+0450W+H 13.211 16.358 +D+0.750L+0.7505+0.5250E+H 13.211 16.358 +0.60D+060W+060H 3.200 3.962 +0.60D+0.70E+0.60H 3.200 3.962 D Only 5.333 6.603 Lr Only L Only 10.504 13.006 S Only WOnly E Only H Only Project Title: G-21 Engineer: Project ID: Project Descr: Pñnted: 8 JAN 2018, 12:38PM File Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : B10 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 is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(6.603) L(13.006) 0(0 18151 L(0.3575) 'V Span =12.75011 W12x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: D = 6.603, L = 13.006k @ 1.250 ft, (Reaction B9) Uniform Load: D = 0.0330, L = 0.0650 ksf, Tributary Width = 5.50 ft, (Floor DL + LL) DESIGN SUMMARY uIiMiIs] Maximum Bending Stress Ratio = 0.287: 1 Maximum Shear Stress Ratio = 0.376: 1 Section used for this span WI 2x26 Section used for this span WI 2x26 Ma: Applied 26.637k-ft Va: Applied 21.123 k Mn IOmega : Allowable 92.814k-ft Vn/Omega : Allowable 56.120 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 2.805ft 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 0.085 in Ratio = 1,806 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.128 in Ratio = 1198 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/omega Cb Rm Va Max Vnx VnxlOmega +D+H Dsgn. L= 12.75ff 1 0.097 0.127 8.97 8.97 155.00 92.81 1.00 1.00 7.11 84.18 56.12 +D+L+H Dsgn. L= 12.75ft 1 0.287 0.376 26.64 26.64 155.00 92.81 1.00 1.00 21.12 84.18 56.12 +D+Lr+H Dsgn. L= 12.75ft 1 0.097 0.127 8.91 8.97 155.00 92.81 1.00 1.00 7.11 84.18 56.12 +D+S+H Dsgn. L= 12.75 ft 1 0.097 0.127 8.97 8.97 155.00 92.81 1.00 1.00 7.11 84.18 56.12 +D+0750Lr+0750L+H Dsgn. L= 12.75ft 1 0.239 0.314 22.22 22.22 155.00 92.81 1.00 1.00 17.62 84.18 56.12 +D+0750L+07505+H Dsgn. L= 12.75f1 1 0.239 0.314 22.22 22.22 155.00 92.81 1.00 1.00 17.62 84.18 56.12 +D+0.60W+H Dsgn. L= 12.75ft 1 0,097 0.127 8.97 8.97 155.00 92.81 1.00 1.00 7.11 84.18 56.12 +D+070E+H Dsgn. L= 12.75ft 1 0.097 0.127 8.97 8.97 155.00 92.81 1.00 1.00 7.11 84.18 56.12 +D+0750Lr+0750L+0450W+H Dsgn. L= 12.75ft 1 0.239 0.314 22.22 22.22 155.00 92.81 1.00 1.00 17.62 84.18 56.12 +D+0.7501.+0.750S+0.450W+H Dsgn. L= 12.75ft 1 0.239 0.314 22.22 22.22 155.00 92.81 1.00 1.00 17.62 84.18 56.12 +D+0750L+0750S+05250E+H Dsgn. L= 12.75 ft 1 0.239 0.314 22.22 22.22 155.00 92.81 1.00 1.00 17.62 84.18 56.12 +0.600+0.60W+060H Project Title: G-22 Engineer: Project ID: Project Descr: Printed: 8 JAN 2018, 12:38PM File J:t52JUN7-,6X201 -84J3R7R-2\LVAQXi-J.EC6 Steel Beam File = INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic. #: KW-06001666 Licensee: DCI ENGINEERS Description: 1310 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L= 12.75 ft 1 0.058 0.076 5.38 5.38 155.00 92.81 1.00 1.00 4.27 84.18 56.12 +060D+070E+060H Dsgn. L= 12.75ft 1 0.058 0.076 5.38 5.38 155.00 92.81 1.00 1.00 4.27 84.18 56.12 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. Defi Location in Span +D+L+H 1 0.1277 5.865 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 21.123 5.359 Overall MINimum 4.268 1.083 +D+H 7.113 1.804 +D+L+H 21.123 5.359 +D+Lr+H 7,113 1.804 +D+S+H 7.113 1.804 +D+0750Lr+0750L+H 17.620 4.470 +D+0750L+07505+H 17.620 4.470 +D+060W+H 7.113 1.804 +D+OJOE+H 7.113 1.804 +D+0.750Lr+0.750L+0.450W+H 17.620 4.470 +D+0.750L+0.7505+0.450W+H 17.620 4.470 +D+0750L+0750S+05250E+H 17.620 4.470 +060D+060W+060H 4.268 1.083 +060D+070E+060H 4.268 1.083 DOnly 7.113 1.804 LrOnly L Only 14.010 3.554 S Only W Only E Only H Only Project Title: G-23 Engineer Project ID: Project Descr: Printed 8JAN 2018, 1:03PM Steel Beam File = J:\52JUN7-6\2017\17LQND-8\4J3R7R-2\LVAQXI-J.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : 1311 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 is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending L(6.76) Spee = 8.00 W12n26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: D = 3.432, L = 6.760 k @ 5.0 ft, (Reaction Bi) Uniform Load: D = 0.0330, L = 0.0650 ksf, Tributary Width = 5.50 ft, (Floor DL + LL) DESIGN SUMMARY •fiIiIs] Maximum Bending Stress Ratio = 0.249: 1 Maximum Shear Stress Ratio = 0.152 : 1 Section used for this span WI 2x26 Section used for this span WI 2x26 Ma: Applied 23.113 k-ft Va : Applied 8.526 k Mn/omega : Allowable 92.814 k-ft Vn/omega : Allowable 56.120 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.006ft Location of maximum on span 8.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio = 3,836 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.038 in Ratio = 2545 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 J Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +D+H Dsgn. L = 8.00 ft 1 0.084 0.051 7.78 7.78 155.00 92.81 1.00 1.00 2.87 84.18 56.12 +D+L+H Dsgn. L = 8.00 ft 1 0.249 0.152 23.11 23.11 155.00 92.81 1.00 1.00 8.53 84.18 56.12 +D+[r+H Dsgn. L = 8.00 ft 1 0.084 0.051 7.78 7.78 155.00 92.81 1.00 1.00 2.87 84.18 56.12 Dsgn. L = 8.00 ft 1 0.084 0.051 7.78 7.78 155.00 92.81 1.00 1.00 2.87 8418 56.12 +D+0750[r+0750L+H Dsgn. L = 8.00ft 1 0208. 0.127 19.28 19.28 155.00 92.81 1.00 1.00 7.11 84.18 56.12 +D+0.750L+0.7505+H Dsgn. L = 8.00 It 1 0.208 0.127 19.28 19.28 155.00 92.81 1.00 1.00 7.11 84.18 56.12 +D+060W+K Dsgn. L = 8.00 ft 1 0.084 0.051 7.78 7.78 155.00 92.81 1.00 1.00 2.87 84.18 56.12 +D+0.70E+H Dsgn. L = 8.00 ft 1 0.084 0.051 7.78 7.78 155.00 92.81 1.00 1.00 2.87 84.18 56.12 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 8.00 ft 1 0208. 0.127 19.28 19.28 155.00 92.81 1.00 1.00 7.11 84.18 56.12 +D+0750L+07505+0450W+H Dsgn-L = 8.00 ft 1 0208. 0.127 19.28 19.28 155.00 92.81 1.00 1.00 7.11 84.18 56.12 +D+0.750L+0.7505+0.5250E+H Dsgn. L = 8.00 ft 1 0.208 0.127 19.28 19.28 155.00 92.81 1.00 1.00 7.11 84.18 56.12 +0.60D+0.60W+0.60H Project Title: G-24 Engineer: Project ID: Project Descr: Printed: 8 JAN 2018, 1:03PM Steel Beam File J:\52JUN7201717LQND84J3R7R2\LVAQXIJ.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 I Lic. Licensee: IIII ENGINEERS lI Description : Bil Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxiOmega Dsgn. L = 8.00 ft 1 0.050 0.031 4.67 4.67 155.00 92.81 1.00 1.00 1.72 8418 56.12 +0600+070E+060H Dsgn. L = 8.00ft 1 0.050 0.031 4.67 4.67 155.00 92.81 1.00 1.00 1.72 84.18 56.12 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. Defi Location in Span +D+L+H 1 0.0377 4.229 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.978 8.526 Overall MiNimum 1.208 1.723 +D+H 2.013 2.871 +D+L+H 5.978 8.526 +D+Lr+H 2.013 2.871 +D+5+H 2.013 2.871 +D+0750Lr+0750L+H 4.987 7.112 +D+0.750L+0.7505+H 4.987 7.112 +D+0.60W+H 2.013 2.871 +D+0.70E+l-1 2013. 2.871 +D+0750Lr+0750L+0450W+H 4.987 7.112 +D+0750L+07505+0450W+H 4.987 7.112 +D+0.750L+0.7505+05250[+H 4.987 7.112 +060D+060W+060H 1.208 1.723 +0.60D+0.70E+060H 1.208 1.723 D Only 2013. 2.871 Lr Only L Only 3.965 5.655 S Only WOnly E Only H Only Project Title: G-25 Engineer: Project ID: Project Descr: Printed: 8JAN 2018. 1:31PM - - - Steel Bea File = J:\52JUN7-6\2017\17LQND-8\4J3R7R-2\LVAQXI-J.EC6 Beam ENERCALC. INC. 1983-2017. Build:6.17.3.17. Ver:6.17.3.17 Description: B12 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 is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(2.772) L(5.459) 0(0.3795) L(0.7475( Span =12.2500 W12x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: D = 2.772, L = 5.459 k @ 0.50 ft, (Reaction B7) Uniform Load: D = 0.0330, L = 0.0650 ksf, Tributary Width = 11.50 ft, (Floor DL + LL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.250: 1 Maximum Shear Stress Ratio = 0.264: 1 Section used for this span W12x26 Section used for this span W12x26 Ma: Applied 23.248k-ft Va: Applied 14.798 k Mn / Omega: Allowable 92.814 k-ft Vn/Omega : Allowable 56.120 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.810 ft 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 0.072 in Ratio = 2,046 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.108 in Ratio = 1357 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxiOmega +D+H Dsgn. L= 12.25 ft 1 0.084 0.089 1.83 7.83 +D+L+H Dsgn. L= 12.25 ft 1 0.250 0.264 23.25 23.25 +D+Lr+H Dsgn. L= 12.25 ft 1 0.084 0.089 7.83 7.83 +D+S+H Dsgn. L= 12.25 ft 1 0.084 0.089 7.83 7.83 +D+0750Lr+0750L+H Dsgn. L= 12.25 ft 1 0.209 0.220 1939. 19.39 +D+0750L+07505+H Dsgn. L= 12.25ft 1 0.209 0.220 19.39 19.39 +0+0 60 W+H Dsgn. L = 12.25 ft 1 0.084 0.089 1.83 7.83 +D+070E+H Dsgn. L = 12.25 ft 1 0.084 0.089 7.83 7.83 +D+07501.r+0750L+0450W+H Dsgn. L= 12.25 ft 1 0.209 0.220 19.39 1939. +D+0.750L+0.7505+0.450W+H Dsgn. L= 12.25 ft 1 0.209 0.220 19.39 1939. +D+0.750L+0.7505+0.5250E+H Dsgn. L= 12.25 ft 1 0.209 0,220 19.39 19.39 +060D+060W+060H 155.00 92.81 1.00 1.00 4.98 84.18 56.12 155.00 92.81 1.00 1.00 14.80 84.18 56.12 155.00 92.81 1.00 1.00 4.98 84.18 56.12 155.00 92.81 1.00 1.00 4.98 84.18 56.12 155.00 92.81 1.00 1.00 12.34 84.18 56.12 155.00 92.81 1.00 1.00 12.34 84.18 56.12 155.00 92.81 1.00 1.00 4.98 84.18 56.12 155.00 92.81 1.00 1.00 4.98 84.18 56.12 155.00 92.81 1.00 1.00 12.34 84.18 56.12 155.00 92.81 1.00 1.00 12.34 84.18 56.12 155.00 92.81 1.00 1.00 12.34 84.18 56.12 Project Title: G-26 Engineer: Project ID: Project Descr: Printed. 8JAN 2018 1:31PM St , B File = J:\52JUN7-6\2017\17LQND--8\4J3R7R-2\LVAQXI-J.EC6 ee1 earn ENERCALC, INC 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 lit It'A'f'It'1'II.i.i; Licensee : DCI ENGINEERS Description : B12 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxiOmega Dsgn. L= 12.25ff 1 0.051 0.053 4.70 4.70 155.00 92.81 1.00 1.00 2.99 84.18 56.12 +0600+070E+060H Dsgn. L= 12.25ff 1 0.051 0.053 4.70 4.70 155.00 92.81 1.00 1.00 2.99 84.18 56.12 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. "i- Defl Location in Span +D+L+H 1 0.1083 6.055 0.0000 0.000 Vertical Reactions . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 14.798 7.239 Overall MINimum 2.990 1.463 +D+H 4.983 2.438 +D+L+H 14.798 7.239 +D+Lr+H 4.983 2.438 +0+5+1-I 4.983 2.438 +D+0750Lr+0750L+H 12.344 6.039 +D+0750L+07505+H 12.344 6.039 +D+0.60W+H 4.983 2.438 +D+0.70E+H 4.983 2.438 +D+0750Lr+0750L+0450W+H 12.344 6.039 +D+0.750L+0 750S+0 450 W+H 12.344 6.039 +D+0750L+0750S+05250E+H 12.344 6.039 +0.600+060W+060H 2.990 1.463 +0.600+0.70E+0.60H 2.990 1.463 D Only 4.983 2.438 Lr Only L Only 9.815 4.801 S Only W Only E Only H Only Project Title: G-27 Engineer: Project ID: Project Descr: Printed. 6 JAN 2018, 5:59PM Steel Column File = J:\52JUN76\2017\17LQND84J3R7R2\LVAQ)(H ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 I lit /4'EII*IIM. Description : Typical Steel Post Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: HSS4x4x1I4 Overall Column Height 13.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity lop & 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 ksi Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 158.350 lbs • Dead Load Factor AXIAL LOADS... Reaction Bi: Axial Load at 13.0 ft, D = 3.432, L = 6.760k Reaction 82: Axial Load at 13.0 ft, D = 4.290, L = 8.450 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axiali-Bending Stress Ratio = 0.2487 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa: Axial 23.090 k Bottom along Y-Y 0.0 k Pn IOmega: Allowable 92.826 k Ma-x: Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x / Omega: Allowable 10.765 k-ft Along -'' 0.0 in at 0.oft above base for load combtnation: Ma-y: Applied 0.0 k-ft Mn-y / Omega: Allowable 10.765 k-ft Along X-X 0.0 in at 0.oft above base for load combination PASS Maximum Shear Stress Ratio = 0.0 : Load Combination Location of max.above base 0.0 ft At maximum location values are.. Va : Applied 0.0 k Vn IOmega: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.085 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.249 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.085 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.085 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0750Lr+0750L+H 0.208 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0750L+0750S+H 0.208 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.085 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0,70E+H 0.085 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0750Lr+0750L+0450W+H 0.208 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0,750L+0750S+0450W+H 0.208 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.208 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.051 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.051 PASS 0.00 ft 0.000 PASS 0.00 ft Project Title: G-28 Engineer: Project ID: Project Descr: Printed: 6 JAN 2018, 5:59PM File = J:\52JUN7-6\201717LQND-8\4J3R7R--2\LVAQXI--J.EC6 Steel Column ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 ic. Description : I ypical Steel Post Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 7.880 23.090 7.880 +D+S+H 7.880 +D+0750Lr+0750[i-H 19.288 +D+0.750L+0.750S+H 19.288 +D+060W+H 7.880 +D+070E+H 7.880 +D+0750[r+0750L+0450W+H 19.288 +D+0750L+0750S+0450W+H 19.288 +D+0750L+0750S+05250E+H 19.288 +060D+060W+060H 4.728 +060D+0.70E+060H 4.728 O Only 7.880 Lr Only [Only 15.210 S Only W Only E Only H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 23.090 Minimum Reaction, X-X Axis Maximum 7.880 Minimum 7.880 Reaction, Y-Y Axis Maximum 7.880 Minimum 7.880 Reaction, X-X Axis Maximum 7.880 1.Minimum 7.880 Reaction, Y-Y Axis Maximum 7.880 Minimum 7.880 Moment, X-X Axis Ba Maximum 7.880 Minimum 7.880 Moment, Y-Y Axis Ba Maximum 7.880 Minimum 7,880 Moment, X-X Axis To Maximum 7.880 Minimum 7.880 Moment, Y-Y Axis To Maximum 7.880 Minimum 7.880 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Detection Distance 0.0000 in 0.000 ft 0.000 in 0.000 +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 +Di-S+H 0.0000 in 0.000 ft 0.000 in 0.000 +D+0750Lr+0750L+H 0.0000 in 0.000 ft 0.000 in 0.000 +D+0750L+0750S+H 0.0000 in 0.000 ft 0.000 in 0.000 +D+060W+H 0.0000 in 0.000 ft 0.000 in 0.000 +D+070EH 0.0000 in 0.000 ft 0.000 in 0.000 +D+0.750Lri-0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 +D+0750L+07505+0450W+H 0.0000 in 0.000 ft 0.000 in 0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 It 0.000 in 0.000 +0.600+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 +060Di-070E+060H 0.0000 in 0.000 ft 0.000 in 0.000 0 Only 0.0000 in 0.000 ft 0.000 in 0.000 Project Title: G-29 Engineer: Project ID: Project Descr: Printed: 6 JAN 2018, 5:59PM - File = J:t52JUN7-62017\17LQND--8\4J3R7R-2\LVAO.XI-J.EC6 Steel Column ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description Typical Steel Post Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 It H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties HSS4x4x1/4 Depth = 4.000 in lxx = 7.80 inA4 J = 12.800 inA4 Design Thick = 0.233 in S xx = 3.90 inv3 Width = 4.000 in Rxx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 ine3 Area = 3.370 in52 I yy = 7.800 in C = 6.560 1n53 Weight = 12.181 plf S yi = 3.900 in53 Ryy = 1.520 in Ycg = 0.000 in X 0 en w I Loads are total entered value. Arrows do not reflect absolute direction. G-30 Project Name: Loker Lateral Page 1 of 1 Model: TYP BEARING STUD @ 16'OC Date: 02/09/2018 Code: 2012 NASPEC [AISI SI00-2012] Simpson Strong-Tie® CFS Designer 2.0.3.0 Reactions and Connections Number of Connectors Required at each Reaction: 1 No. of No. of Simpson Req'd Reqd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors RI 41.88 No Solutions - - R2 41.88 SCB45.5 2 2 Total Vertical Shear Carried by Connectors (lb) : 0 Bridging Connectors - Design Method = AISI 8211 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 6.70 Span LSUBH3.25 (Mm) 0.37 Shear and Web Crippling Checks Bending and Shear (Unstiffened): 6.6% Stressed @Rl Bending and Shear (Stiffened): NA Web Stiffeners Required?: No NJ 12.50 Section: 600S162-33 Single C Stud Maxo = 950.6 Ft-Lb Moment of Intertia, I = 1.79 in A4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 130.9 0.138 130.9 60.0 854.9 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 150.0 788.8 0.166 Combined Bending and Axial Load Details Fy33.0 ksi Va =638.1 lb Mpos/ Deflection Ma(Brc) (in) Ratio 0.153 0.070 L/2156 Axial Ld bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 1333.0(c) 60.0 60.0 103 0.0 150.0 2176.7(c) 0.61 0.80 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com J:\51-San Diego\2017\17051-0039.00 2819 Loker Mezzanine\4- Calculatons\Lateral\1613_BASE_SHEAR+VERTICAL DISTRIBUTION.xlsmSeismic-ELF Base Shear ASCE1-10 D C I IDUProjectNo: 17 051- 0039.00 roject: 2819 Loker Mezzanine fl 6 I fl E A S 1E]I LOA :Y [ite Address or lLatitudel & FLongitudel: >>>>>>>> ?> 2819 Loker Avenue, Carlsbad CA _[Lat:33.130695][Long:117.251071 Select 'Site Class' per Geotechnical Report>>>>>>>> >> U jselect uilding Occupancy (Importance) & Risk Category Select General Nature of Occupancy >>>>>>>>>>>>>> > Risk Category II Bldgs (NOT Risk Category I, III or IV) I RISK CATEGORY based on Occupancy >>>>>>>>>> >> II I Typical Building IE = Seismic Importance Factor = 1.00 I Sheet #. Lateral LI Date: 219118 By: LGR [IBC §1613.3. [IBC §16C [ASCE 7 Table 1. [per ASCE 7 §11.4.1 USER N Obtain MAPPED ACCELERATION PARAMETERS Ss = MCE Spectral Accel @ 0.2 Sec = 1.035g S1 = MCE Spectral Accel @ 1.0 Sec = 0.402 g SIDS = Design Spectral Accel @ 0.2 Sec = 2/3SMS = 0.749 g SDI = Design Spectral Accel @ 1.0 Sec = 2135M1 = 0.428 g I SOC = Seismic Design Catagory: = D [per IBC Tables 1613.3.5(1) & Select "BBS" Basic Building System" >>>>>>>>>>>>>> >>A. Select "SFRS" - Seismic Force Resisting System -- >> Select Applicable Analysis Direction(s) >>>>>>>>>>>>> >> Bearing Wall System [per Table 12.2-1 16. Light-framed (CFS) walls sheathed with shear-rated wood structural [per Table 12.2-1 panels or steel sheets X-Direction 6.50 auto table lookups for ft Omega & Cd [per Table 12.2-1 R = Response Modification Coefficient = = System Overstrength Factor = 3.00 << OMEGA can be reduced by 0.5 for flexible diaphragms per Tbl 12.2-1 footnote g** Cd = Deflection Amplification Factor = 4.00 Height Limitations (ft) = 65.00 esign Response Spectrum To = Period, 0•25oi'5ts = Ts = Period, SD1/SDS TL = Select, Long Period, Transition Period = Ct = Select System Factor for Approx. Period = x = Exponent Parameter for Approximate Period = h = Height of Building (Approx— Mean Roof Ht) = [per ASCE 7-10 calcct [511.4.5 calcd [511.4.5 select [Figures 22-12 thru 22-16 select <<"ALL OTHER SFRS Systems" [Table 12.8-2 auto table lookup >>>>>>>>>>>>>>>>>>>>> [Table 12.8-2 input [Eqn 12.8-7 auto table lookup [Table 12.8-1 calcd [512.8.2, Eqn 12.8-7 [ASCE §12.8.1.1 calcd <<-----GOVERNS [Eqn 12.8-2 calcd [Eqn 12.8-3 calcd [Eqn 12.8-4 calcd [Eqn 12.8-5 calcd [Eqn 12.8-6 0.114s 0.571 s 8.00s 0.020 0.75 30 ft Ta = Approximate Period: Ta = Cr(h)x = 0.256s Cu = Coeff for Upper Limit on Calc'd Period 1.400 T 5 = Max Fundamental Period: Tniax = TaCu = 0.359 s; eismic Response Coefficient Cs,calc = SIDS I(RJI) = 0.115 Csmaxi = if T :5 TL, then 5ai /T(R/l) = 0.257 Cs,max2 = if T > TL, then SDiTL /T2(R/I) = - n/a - Cs mini = 0.044 5c I 2t 0.01 = 0.033 Csmin2 = if S > 0.6g then 0.50S /(RIl) = - n/a - Seismic Base Shear Coefficient: V = Cs W = 0.115W Copyright 09/2016 p'Amato Convesano Inc. AL Rights Reserved. This document and the ideas and designs herein may not be used, in whole or in part, without pnoc wflften permission from DAmato Convemano Inc. DAmalo Conversano Inc. disclaims any responsibiLty for its unauthorized use. N L-3 D C I Project No. Sheet No. I-TOS71-00 3-7 Project Date 0 Subject --- BYçj E >J_WALLSI V- 0. 11 I cC53P5F4 I *(UNFACTORED) V= 4.83 PSF (UNFACTORED) V= 0.7x4.83PSF = 3.381 PSF (ASD) o- 0 1455 o SO H I t 3.381P —)=8453# 8453# ,(:,'r')-367.5PLF— Ox 367.5 PLFcj ,') - iP5P. I.11 ).11072# USE W4 SHEARWALL AND S/HDU6 W/ (2) 600S162-54 STUDS f 3.381 Pç (oi:t; -'6762 # I 6762#/C 2.w')=282PLF -vi 41 O Ox 282 PL 61 5')- ps-. 24'/')- 7912 # USE W6 SHEARWALL W/ HSS 4x4x1/4 WI PL 3/4x10x0'-10" W/ (4) HEX HEAD 3/4 0 F1554 GR36 AB'S 3.381FCobo4) 3381# 3.381#VCI') 161 PLF - Ox 161 PLFCJ)-.$') e (JPFsI Il.'' "/)=- 4244 # USE W6 SHEARWALL WI S/HDU4 W/ (2) 600S162-43 STUDS ON LEFT SIDE, AND HSS 4x4x1/4 W/ PL 3/4x10x0'-l0" W/ (4) HEX HEAD 3/4 0 3.381 Fj ( 04t') '7607 # F1554 GR36 AB'S ON THE OPPISITE SIDE 7607#/Q&')475PLF - Ox 475 PLFCJ.S.O - '1 (V/+(3 PSF. 31/ '13386 # USE W3 SHEARWALL AND S/HDU6 W/ (2) 600S162-54 STUDS I*i L-4 Sheet No. Date Subject I By C c-t-77c'yLs Ct,vtT b 3381 P&F (liooce.)-i5748# 5748# /(j') 522.5PLF (0x522.5 PLFx1 I 'x12.5')/8' - OC(.j 8'I2(./. 872))20700 # t USE W3 SHEARWALL W/ S/HDU9 W/ (2) 600S162-68 STUDS ON LEFT SIDE, AND HSS 4x4x1/4 WI PL 314x10x0'-10" WI (4) HEX HEAD 3/4 0 - R-,F1554 GR36AB'S ON THE OPPISITE SIDE 3.381VOoQc?)3381# 3381 #/(12.0') 1=-282PLF k' -J Ox 282 PLFCID.Sr}. o'jIPSF . - ----------------- - - - USE W6 SHEARWALL W/ S/HDU4 W/ (2) 600S162-43 STUDS ON LEFT SIDE, AND HSS 4x4x1/4 W/ PL I 314x10x0'-10" W/ (4) HEX HEAD 3/4 0 F1554 GR36 AB'S ON THE OPPISITE SIDE C Project No. F7cii -Do Project L-5 Project Name: Loker Lateral Page 1 of 1 Model: S/HDU1 1 Date: 02/09/2018 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® CFS Designer 2.0.3.0 Reactions and Connections Number of Connectors Required at each Reaction: 2 No. of No. of + Simpson Reqd Reqd # I Strong -Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors RI 125.00 No Solutions - - R2 125.00 5C1345.5 2 2 Total Vertical Shear Carried by Connectors (lb) : 0 Bridging Connectors - Design Method = AISI SIOO Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 20.00 Span N/A - Shear and Web Crippling Checks Bending and Shear (Unstiffened): 1.2% Stressed @R1 Bending and Shear (Stiffened): NA Web Stiffeners Required?: No 12.50 Section : (2) 600S162-68 Back-To-Back C Stud Maxo = 6577.7 Ft-Lb Moment of Intertia, I = 7.05 inM Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 390.6 0.059 390.6 60.0 5234.7 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 150.0 5949.4 0.066 Combined Bending and Axial Load Details Fy = 50.0 ksi Va = 10700.6 lb Mpos/ Deflection Ma(Brc) (in) Ratio 0.075 0.037 L/4056 Axial Ld bracing(m) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 12175.0(c) 60.0 60.0 89 0.0 150.0 14620.8(c) 0.83 0.93 Member Interconnection Spacing = 12 in See NASPEC D1.2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com L-6 Project Name: Loker Lateral Page 1 of 1 Model: S/HDU9 Date: 02/09/2018 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® US Designer TM 2.0.3.0 Reactions and Connections I Number of Connectors Required at each Reaction: 2 I No. of No. of 4 Simpson Req'd Reqd # I Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors Ri 125.00 No Solutions - R2 125.00 SCB45.5 2 2 Total Vertical Shear Carried by Connectors (lb) : 0 Bridging Connectors - Design Method = AISI SIOO Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 12.50 20.00 Span N/A Shear and Web Crippling Checks Bending and Shear (Unstiffened): 1.2% Stressed @R1 Bending and Shear (Stiffened): NA Web Stiffeners Required?: No Section : (2) 600S162-68 Back-To-Back C Stud Maxo = 6577.7 Ft-Lb Moment of Intertia, I = 7.05 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 390.6 0.059 390.6 60.0 5234.7 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 150.0 5949.4 0.066 Combined Bending and Axial Load Details Fy = 50.0 ksi Va = 10700.6 lb Mpos/ Deflection Ma(Brc) (in) Ratio 0.075 0.037 U4056 Axial UI racingin Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 9990.0(c) 60.0 60.0 89 0.0 150.0 14620.8(c) 0.68 0.78 Member Interconnection Spacing = 12 in See NASPEC 01.2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com L-7 Project Name: Loker Lateral Page 1 of 1 Model: S/HDU6 Date: 02/09/2018 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® CFS Designer 2.0.3.0 Reactions and Connections Number of Connectors Required at each Reaction: 2 No. of No. of + Simpson Reqd Reqd # 70 Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors Ri 125.00 No Solutions - - R2 125.00 SCB45.5 2 2 Total Vertical Shear Carried by Connectors (lb) : 0 Bridging Connectors - Design Method = AISI SIOO Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 12.50 20.00 Span N/A - Shear and Web Crippling Checks Bending and Shear (Unstiffened): 2.2% Stressed @RI Bending and Shear (Stiffened): NA Web Stiffeners Required?: No Section : (2) 600S162-54 Back-To-Back C Stud Maxo = 5054.2 Ft-Lb Moment of Intertia, I = 5.72 in&4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 390.6 0.077 390.6 60.0 4217.8 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 150.0 4316.7 0.090 Combined Bending and Axial Load Details Fy=50.0ks1 Va = 5645.8 lb Mpos/ Deflection Ma(Brc) (in) Ratio 0.093 0.046 L/3292 Axial Ld racing(In) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 6125.0(c) 60.0 60.0 88 0.0 150.0 11032.0(c) 0.56 0.66 Member Interconnection Spacing = 12 in See NASPEC D1.2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com L-8 Project Name: Loker Lateral Page 1 of 1 Model: S/HDU4 Date: 02/09/2018 Code: 2012 NASPEC [AISI SI00-2012] Simpson Strong-Tie® CFS Designer 2.0.3.0 Reactions and Connections Number of Connectors Required at each Reaction: 2 No. of No. of Simpson Reqd Reqd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors Ri 125.00 No Solutions - - R2 125.00 SCB45.5 2 2 Total Vertical Shear Carried by Connectors (lb) : 0 Bridging Connectors - Design Method = AISI SIOO Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 20.00 Span N/A - Shear and Web Crippling Checks Bending and Shear (Unstiffened): 4.4% Stressed @R1 Bending and Shear (Stiffened): NA Web Stiffeners Required?: No 12.50 Section: (2) 6005162-43 Back-To-Back C Stud Maxo = 2779.9 Ft-Lb Moment of lntertia, I = 4.63 in A4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 390.6 0.141 390.6 60.0 2465.5 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 150.0 2410.3 0.162 Combined Bending and Axial Load Details Fy = 33.0 ksi Va = 2831.3 lb Mpos/ Deflection Ma(Brc) (in) Ratio 0.158 0.056 L/2665 Axial Ld bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 3970.0(c) 60.0 60.0 87 0.0 150.0 6859.6(c) 0.58 0.76 Member Interconnection Spacing = 12 in See NASPEC D1.2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: DCI Engineers HG 101 W. Broadway, Suite 1260 619-29405011 hgabilanldci-engineers.c.om Page: Project: Sub-Project I Pos. No.: Date: L-9 Profis Anchor 2.7.5 LOKER 2/9/2018 Specifiers comments: HSS COLUMN WITH UPLIFT I Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 7/8 Effective embedment depth: het = 8.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-14 / CIP Stand-off installation: without clamping (anchor); restraint level (anchor plate): 2.00; e, = 1.000 in.;t= 1.000 in. Hilti Grout: CB-G EG, epoxy, fcut = 14939 psi Anchor plate: l x l x t = 10.000 in. x 10.000 in. x 1.000 in.; (Recommended plate thickness: not calculated Profile: Square HSS (AISC); (Lx W x T) = 4.000 in. x 4.000 in. x 0.250 in. Base material: cracked concrete, 3000, f = 3000 psi; h = 12.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [in.] & Loading [lb, in.Ib] 81 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: DO Engineers HG 101 W. Broadway, Suite 1260 619-29405011 hgabiIandci-engineers.c.om Page: Project: Sub-Project I Pos. No.: Date: L-10 Profis Anchor 2.7.5 2 LOKER 2/9/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 5175 0 0 0 2 5175 0 0 0 3 5175 0 0 0 4 5175 0 0 0 max. concrete compressive strain: max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 20700 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 (lb] 03 AY 04 U > Tension 01 02 3 Tension load Load Nua [lb] Capacity + N [lb] Utilization pN = NUJ4 N Status Steel Strength 5175 20097 26 OK Pullout Strength* 5175 11227 47 OK Concrete Breakout Strength** 20700 26054 80 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 N.= ASeN fut. ACI 318-14 Eq. (17.4.1.2) 4) N5 Nu. ACI 318-14 Table 17.3.1.1 Variables ASe.N [in. f (psi] 0.46 58000 Calculations N5 [lb] 26796 Results N [lb] 4) steel 4) N (lb] Nsa [lb] 26796 0.750 20097 5175 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: DCI Engineers Specifier: HIS Address: 101 W. Broadway, Suite 1260 Phone I Fax: 619-29405011 E-Mail: hgabiIandci-engineers .com Page: Project: Sub-Project I Pos. No.: Date: L-1 1 Profis Anchor 2.7.5 3 LOKER 2/9/2018 3.2 Pullout Strength NPN = N'c,p N ACI 318-14 Eq. (17.4.3.1) N = 8 Abrl, f. ACI 318-14 Eq. (17.4.3.4) 4) NPN a Nua ACI 318-14 Table 17.3.1.1 Variables N' C.p 'brg [in .2] A a f c [psi] 1.000 0.89 1.000 3000 Calculations N [lb] 21384 Results Npn [lb] 4) concrete 4) seismic 4) nonductile 4tNpn [lb] Nua [lb] 21384 0.700 0.750 1.000 11227 5175 3.3 Concrete Breakout Strength Nthg - ( ANC - N'C N'edN WcN N'CpN Nb ACI 318-14 Eq. (17.4.2.1b) ANCO jt NCbg a Nua ACI 318-14 Table 17.3.1.1 ANC see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANCO = 9 h 2 ef ACI 318-14 Eq. (17.4.2.1c) 1 = 2 eN) ~ 1.0 N'ecN (1 + ACI 318-14 Eq. (17.4.2.4) N' ed,N = 0.7 + 0.3 (f!i) 1.0 ACI 318-14 Eq. (17.4.2.5b) N'cpN = MAx(t0i0 it) <1.0 ACI 318-14 Eq. (17.4.2.7b) - ' can cac Nb = kc A h' .5 ACI 318-14 Eq. (17.4.2.2a) Variables het [in.] eC1N [in.] ec2N [in.] cam,. [in.] N' c,N 8.000 0.000 0.000 14.500 1.000 cac [in.] k A a f'c [psi] - 24 1.000 3000 Calculations AN. [in .2]AN.0 [in .2] N' ecl,N N' ec2,N 41 ed,N N' cp,N Nb [lb] 961.00 576.00 1.000 1.000 1.000 1.000 29745 Results NCbS [lb] 4) concrete 4) seismic 4) nondoctile 4) Ncg [Ib] Nua [lb) 49626 0.700 0.750 1.000 26054 20700 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROF IS Anchor ( C )2003-2009 Hiiti AG, FL-9494 Schaan t-iiiti is a registered Trademark of Hilti AG, Schaan L-12 www.hilti.us Profis Anchor 2.7.5 Company: DCI Engineers Page: 4 Specifier: HG Project: LOKER Address: 101 W. Broadway, Suite 1260 Sub-Project I Pos. No.: Phone I Fax: 619-29405011 Date: 2/9/2018 E-Mail: hgabilan©dci-engineers.c.om 4 Shear load Load V 8 [Ib] Capacity 4 V [Ib] Utilization PV = V5J4 Vn 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 N/A Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The Cl factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. 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, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (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 Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (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. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d)I Section 17.2.3.5.3 (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 include E, with E increased by o. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( C ) 2003-2009 Hilt! AG, FL-9494 Schaan Hi!ti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: DCI Engineers HG 101 W. Broadway, Suite 1260 619-2940501 hgabilandci-engineers.c.om Page: Project: Sub-Project I Pos. No.: Date: L-13 Profis Anchor 2.7.5 5 LOKER 2/9/2018 6 Installation data Anchor plate, steel: - Profile: Square HSS (AISC); 4.000 x 4.000 x 0.250 in. Hole diameter in the fixture: df = 0.938 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: Hex Head ASTM F 1554 GR. 367/8 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 8.000 in. Minimum thickness of the base material: 9.052 in. Coordinates Anchor in. Anchor x y c,, c., c, 1 -3.500 -3.500 14.500 21.500 14.500 21.500 2 3.500 -3.500 21.500 14.500 14.500 21.500 3 -3.500 3.500 14.500 21.500 21.500 14.500 4 3.500 3.500 21.500 14.500 21.500 14.500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c )2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of Hilti AG, Schaan L-14 www.hilti.us Profis Anchor 2.7.5 Company: DCI Engineers Page: 6 Specifier: HG Project: LOKER Address: 101 W. Broadway, Suite 1260 Sub-Project I Pos. No.: Phone I Fax: 619-29405011 Date: 2/9/2018 E-Mail: hgabilan©dci-engineers.c.om 7 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 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. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Sthaan www.hilti.us Company: DO Engineers Specifier: HG Address: 101 W. Broadway, Suite 1260 Phone I Fax: 619-2940501 E-Mail: hgabilan@dci-engineers.c.om Page: Project Sub-Project I Pos. No.: Date: L-15 Profis Anchor 2.7.5 LOKER 2/9/2018 Lq ;gs Specifiers comments: S/HDU4 I Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.Ib] Hex Head ASTM F 1554 GR. 36 5/8 het = 6.000 in. ASTM F 1554 Design method ACI 318-08 / CIP e, = 0.000 in. (no stand-off); t = 0.250 in. I,, x l x t = 4.000 in. x 4.000 in. x 0.250 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 3000, f '= 3000 psi; h = 12.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar no Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan www.hiitius Company: Specifier: Address: Phone I Fax: E-Mail: DO Engineers HG 101 W. Broadway, Suite 1260 619-2940501 hgabiianldci-engineers.c.om Page: Project: Sub-Project I Pos. No.: Date: L-16 Profis Anchor 2.7.5 2 LOKER 2/9/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions fib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force max. concrete compressive strain: - IN max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 3970 [lb] resulting compression force in (x/y)(0.000/0.000): 0 [lb] 3 Tension load Load Nua [Pb] Capacity N [lb] Utilization pN = N/$ N Status Steel Strength 3970 9831 41 OK Pullout Strength* 3970 7627 53 OK Concrete Breakout Strength** 3970 13524 30 OK Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A .anchor having the highest loading **anchor group (anchors intension) 3.1 Steel Strength N.= AeN f.ta ACl 318-08 Eq. (D-3) 4) N NJua ACi 318-08 Eq. (D-1) Variables AseN [in .2] f [psi] 0.23 58000 Calculations N [lb] 13108 Results N [Pb] 4) steei + N. [lb] N 0 [lb] 13108 0.750 9831 3970 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Huh is a registered Trademark of Hiiti AG, Schaan !71771111mm Company: DO Engineers Specifier: HG Address: 101 W. Broadway, Suite 1260 Phone I Fax: 619-29405011 E-Mail: hgabilandci-engineers.c.om Page: Project: Sub-Project I Pos. No.: Date: L-17 Profis Anchor 2.7.5 3 LOKER 2/9/2018 3.2 Pullout Strength NPN = Wc,p N ACI 318-08 Eq. (D-14) N = 8 Ab, f, ACI 318-08 Eq. (D-15) 4) Np 2! N 0 ACI 318-08 Eq. (D-1) Variables A [in .21 f [psi] 1.000 0.45 3000 Calculations N [lb] 10896 Results No,, [lb] 4) concrete 4tNpn [lb] Nua (lb] 10896 0.700 7627 3970 3.3 Concrete Breakout Strength Nct, = (;) '4 ed,N Y c,N '4 cp,N Nb ACI 318-08 Eq. (D-4) 4t Ncb~: N0 ACI 318-08 Eq. (D-1) ANn see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANna = 9 h 2 ef ACI 318-08 Eq. (D-6) Wec,N = ( + 2e1l ) 1.0 ACI 318-08 Eq. (D-9) Wed.N = 0.7 + 0.3 (?!L) 15 1.0 ACI 318-08 Eq. (D-11) V cp,N = !!et) 15 1.0 ACI 318-08 Eq. (D-13) Nb = kA Ff. hef ACI 318-08 Eq. (D-7) Variables het [in.] eciN [in.] eC2N [in.] camin [in.] '4/ c,N 6.000 0.000 0.000 12.000 1.000 Can [in.] kc A f. [psi] 0.000 24 1 3000 Calculations ANC [in .2 ] AN [in .2 ] ecl,N V ec2.N V ed.N Vcp,N Nb [lb] 324.00 324.00 1.000 1.000 1.000 1.000 19320 Results Nth [lb] 4 concrete 4) N [lb] Nua [lb] 19320 0.700 13524 3970 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hiiti AG, FL-9494 Schaan Hilti is registered Trademark of Hiiti AG, Schaan - www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: DO Engineers HG 101 W. Broadway, Suite 1260 619-29405011 hgabilandci-engineers.c.om Page: Project: Sub-Project I Pos. No.: Date: L-18 Profis Anchor 2.7.5 4 LOKER 4 Shear load Load V118 [Ib] Capacity 4V, [lb] Utilization PV = V11814 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 N/A Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC! 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: DO Engineers HG 101 W. Broadway, Suite 1260 619-2940501 1 hgabilan©dci-engineers.c.om Page: Project: Sub-Project I Pos. No.: Date: L-19 Profis Anchor 2.7.5 5 LOKER 2/9/2018 6 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.688 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Drilling method: - Cleaning: No cleaning of the drilled hole is required Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 5/8 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 6.000 in. Minimum thickness of the base material: 6.922 in. Coordinates Anchor in. Anchor x y c, c,5 c., 1 0.000 0.000 12.000 12.000 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of Hilti AG, Schaan L-20 www.hilti.us Profis Anchor 2.7.5 Company: DO Engineers Page: 6 Specifier: HG Project: LOKER Address: 101 W. Broadway, Suite 1260 Sub-Project I Pos. No.: Phone I Fax: 619-29405011 Date: 2/9/2018 E-Mail: hgabilan©dci-engineers.c.om 7 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 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. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hitti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan L-21 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: DCI Engineers HG 101 W. Broadway, Suite 1260 619-29405011 hgabiIandci-engineers.c.om Profis Anchor 2.7.5 Page: 1 Project: LOKER Sub-Project I Pos. No.: Date: 2/9/2018 Specifiers comments: S/HDU6 I Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.Ib] Hex Head ASTM F 1554 GR. 365/8 het = 6.000 in. ASTM F 1554 Design method ACI 318-08 / CIP e, = 0.000 in. (no stand-off); t = 0.250 in. Ix x l x t = 4.000 in. x 4.000 in. x 0.250 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 3000, f = 3000 psi; h = 12.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar no Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( C ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan -è www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: DCI Engineers HIS 101 W. Broadway, Suite 1260 619-29405011 hgabilandci-engineers.c.om Page: Project: Sub-Project I Pos. No.: Date: L-22 Profis Anchor 27.5 2 LOKER 2/9/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions fib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 6125 0 0 0 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 6125 [Ib] resulting compression force in (x/y)(0.000/0.000): 0 [lb] 3 Tension load Load Nua [lb] Capacity # N [lb] Utilization p, = NUJ+ N Status Steel Strength* 6125 9831 63 OK Pullout Strength* 6125 7627 81 OK Concrete Breakout Strength** 6125 13524 46 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 = Ase,N futa ACI 31808 Eq. (D-3) d/ N Nua ACI 318-08 Eq. (D-1) Variables '.,N [In.2] fata [psi] 0.23 58000 Calculations Nsa V b] 13108 Results N Pb] Ift steel 4t N5 [lb] N5 [lb] 13108 0.750 9831 6125 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROF IS Anchor( c 1 2003-2009 Hilti AG, FL-9494 Schaan Hitti is a registered Trademark of Hilti AG, Schaan www.hiltuus Company: DCI Engineers Specifier: HG Address: 101 W. Broadway, Suite 1260 Phone I Fax: 619-29405011 E-Mail: hgabiIandci-engineers .com Page: Project Sub-Project I Pos. No.: Date: L-23 Profis Anchor 2.7.5 3 LOKER 2/9/2018 3.2 Pullout Strength NPN = w p N ACI 318-08 Eq. (D-14) N = 8 Ab, f ACI 318-08 Eq. (D-15) 4 NPN ? N00 ACI 318-08 Eq. (D-1) Variables c,p Abrg [in .2] 1c [psi] 1.000 0.45 3000 Calculations N [lb] 10896 Results N 5 [Pb] itt concrete 4t Np,, [Pb] N00 [Pb] 10896 0.700 7627 6125 3.3 Concrete Breakout Strength Ncb = ( ANC )Wed.N N'c,N Wcp,N Nb ACI 318-08 Eq. (D-4) ANcO 4t NCb Nua ACI 318-08 Eq. (D-1) AN. see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h 2 ef ACI 318-08 Eq. (D-6) = 2 eN ) 1.0 VecN (+ ACI 318-08 Eq. (D-9) Wed,N = 0.7 + 03 (ttiia et ) l.5h ACI 318-08 Eq. (D-11) Wcp,N = MAX (_C0mis __,_ 1.5h_0f)5 1.0 ACI 318-08 Eq. (D-13) Nb = k? 'Ffc ACI 318-08 Eq. (D-7) Variables her [in.] eCIN [in.] eC2N [in.] c0,5,, [in.] '4 c,N 6.000 0.000 0.000 12.000 1.000 cac [in.] kc X fc [psi] 0.000 24 1 3000 Calculations AN. [in .2] AN [in .2 ] eci.ri j ec2,N W ed,N W cp,N Nb [lb] 324.00 324.00 1.000 1.000 1.000 1.000 19320 Results Ncb [lb] 4t concrete 4t NCb [Ib] N 0 [Ib] 19320 0.700 13524 6125 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hriti AG, FL-9494 Schaan Hut, is a registered Trademark of Hiiti AG, Schaan L-24 www.hilti.us Profis Anchor 2.7.5 Company: DCI Engineers Page: 4 Specifier: HG Project: LOKER Address: 101 W. Broadway, Suite 1260 Sub-Project I Pos. No.: Phone I Fax: 619-29405011 Date: 2/9/2018 E-Mail: hgabilan©dci-engineers.c.om 4 Shear load Load Vue [lb] Capacity $ V, [lb] Utilization PV = Vua/4 Vn 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 N/A Concrete edge failure in direction ** N/A N/A N/A N/A *anchor having the highest loading **anchor group (relevant anchors) 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: DO Engineers HG 101 W. Broadway, Suite 1260 619-2940501 hgabilan©dci-engineers.c.om Page: Project: Sub-Project I Pos. No.: Date: L-25 Profis Anchor 2.7.5 5 LOKER 2/9/2018 6 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.688 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Drilling method: - Cleaning: No cleaning of the drilled hole is required Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 5/8 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 6.000 in. Minimum thickness of the base material: 6.922 in. Coordinates Anchor in. Anchor x y C.5 c. c, 1 0.000 0.000 12.000 12.000 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( C ) 2003-2009 1-lilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.5 Company: DCI Engineers Page: 6 Specifier: HG Project: LOKER Address: 101 W. Broadway, Suite 1260 Sub-Project I Pos. No.: Phone I Fax: 619-2940501 1 Date: 2/9/2018 E-Mail: hgabilandci-engineers.c.om 7 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 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. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hiitius Company: DCI Engineers Specifier: HG Address: 101 W. Broadway, Suite 1260 Phone I Fax: 619-29405011 E-Mail: hgabilandci-engineers .com Page: Project: Sub-Project I Pos. No.: Date: L-27 Profis Anchor 2.7.5 LOKER 2/9/2018 Specifiers comments: S/HDU9 Hex Head ASTM F 1554 GR. 36718 hef = 8.000 in. ASTM F 1554 Design method ACI 318-08 I CIP e, = 0.000 in. (no stand-off); t = 0.250 in. Ix x l x t = 4.000 in. x 4.000 in. x 0.250 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 3000, f' = 3000 psi; h = 12.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar no I Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.ib] I 1.4 '—I, , . I S S Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hitti is a registered Trademark of Hilti AG, Schaan www.hiltius Company: Specifier: Address: Phone I Fax: E-Mail: DO Engineers HG 101 W. Broadway, Suite 1260 619-2940501 hgabilandci-engineers.c.om Page: Project: Sub-Project I Pos. No.: Date: L-28 Ell I Profis Anchor 2.7.5 2 LOKER 2/9/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force max. concrete compressive strain: -1%01 max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 9999 [lb] resulting compression force in (xfy)=(0.000/0.000): 0 [lb] 3 Tension load Load Nu. [lb] Capacity 4 N0 Fib] Utilization f6 = NJ4 N Status Steel Strength* 9999 20097 50 OK Pullout Strength* 9999 14969 67 OK Concrete Breakout Strength** 9999 20821 49 OK Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A .anchor having the highest loading **anchor group (anchors intension) 3.1 Steel Strength Nsa = AseN fut. ACI 318-08 Eq. (D-3) N Nue ACI 318-08 Eq. (D-1) Variables ASeN [in.2] f [psi] 0.46 58000 Calculations Nsa [lb] 26796 Results Nsa [lb] steei $ N5 [lb] Nua [lb] 26796 0.750 20097 9999 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan di www.hilti.us Company: DCI Engineers Specifier: HG Address: 101 W. Broadway, Suite 1260 Phone I Fax: 619-29405011 E-Mail: hgabiIandci-engineers.c.om Page: Project Sub-Project I Pos. No.: Date: L-29 Profis Anchor 2.7.5 3 LOKER 3.2 Pullout Strength NPN = W C,p NP ACI 318-08 Eq. (D-14) N =8Af ACI 318-08 Eq. (D-15) 4> Np 2 N,, ACI 318-08 Eq. (D-1) Variables W A,,,, [in .2] f [psi] 1.000 0.89 3000 Calculations N [lb] 21384 Results N 0 [Ib] 4, concrete 4> Np,, [lb] N00 [Ib] 21384 0.700 14969 9999 3.3 Concrete Breakout Strength Nc>, = () v ei V c,N '4> cp,N Nb ACI 31808 Eq. (D-4) ANcO 4> Ncb 2 Nua ACI 318-08 Eq. (D-1) AN. see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h > ACI 318-08 Eq. (D-6) 1 = 2eN)~ 1.0 VecN (1+ ACI 318-08 Eq. (D-9) Ved,N = 0.7+03 (to!a) 1.0 1.5he> ACl 31808 Eq. (D-11) - —s---) ~ 1.0 VcpN - MAX - --- , 1.5hef s ACI 318-08 Eq. (D-13) Nb = kc 2 Ij h >5 ACI 318-08 Eq. (D-7) Variables hef [in.] eCIN [in.] eC2N [in.] cami. [in.] V c,N 8.000 0.000 0.000 12.000 1.000 Ccc [in.] kc A f c [psi] 0.000 24 1 3000 Calculations AN. [in .2] ANCO [in .2] V ecl.N V ec2,N >1/ ed,N >V cp,N Nb [lt'] 576.00 576.00 1.000 1.000 1.000 1.000 29745 Results Nc>, [Ib] 4> concrete 4> Nc>, [lb] N00 [lb] 29745 0.700 20821 9999 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt, AG, FL-9494 Schaan Hilt> is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: DCI Engineers FIG 101 W. Broadway, Suite 1260 619-2940501 1 hgabilan@dci-engineers.c.om Page: Project: Sub-Project I Pos. No.: Date: L-30 NJ J Profis Anchor 2.7.5 4 LOKER 2/9/2018 4 Shear load Load Vu. [lb] Capacity 4 V, [ib] Utilization PV = VJ4t 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 N/A Concrete edge failure in direction ** N/A N/A N/A N/A *anchor having the highest loading **anchor group (relevant anchors) 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 4 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilt! AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: DO Engineers HIS 101 W. Broadway, Suite 1260 619-2940501 1 hgabilandci-engineers.c.om Page: Project: Sub-Project I Pos. No.: Date: L-31 Profis Anchor 2.7.5 5 LOKER 2/9/2018 6 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: d1 = 0.938 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Drilling method: - Cleaning: No cleaning of the drilled hole is required Anchor type and diameter: Hex Head ASTM F 1554 GR. 367/8 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 8.000 in. Minimum thickness of the base material: 9.052 in. Coordinates Anchor in. Anchor x y c.x ci,, c, 1 0.000 0.000 12.000 12.000 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan L-32 mi www.hilti.us Profis Anchor 2.7.5 Company: DCI Engineers Page: 6 Specifier: HG Project: LOKER Address: 101 W. Broadway, Suite 1260 Sub-Project I Pos. No.: Phone I Fax: 619-29405011 Date: 2/9/2018 E-Mail: hgabilandci-engineers.c.om 7 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 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. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor I C 12003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan di M-1 DC1 Subject Nonstructural Component - Seismic & Wind Forces on Equipment _______ Project No: 17051-0039 Sheet.- E=- In c3 i n Project Name: Loker Date: 2/8/18 Component/Unit ID: Unit 620 lbs + Curb 90 lbs By: HG Component Data: Data: I '"." Dry Weight (Ibs) = 710 Operating Weight (Ibs) = 710 Width (W), in = 40.813 Length (L), in = 71 Height (H), in = 55.375 Center of Gravity (in) = 37 Seismic Design Criteria: Governing Code: ASCE 7-10 Chapter 13: Seismic Requirements for Nonstructural Components Risk Category = II IBC Table 1604.5 = 1.0 Component Importance Factor z (ft)= 10.0 Height in structure at point of attachment for component wrt the base h (ft) = 20.0 Average roof height of structure wrt the base Soil Site Class D Per Geotechnical Report or project specifications = S 1.04 Mapped MCER, 5% Damped Spectral Response Acceleration (Short Period) Fa = 1.09 Short-period site coefficient ASCE 7-10 Table 11.4-1 S0s = 0.75 5% Damped Spectral Response Acceleration - Short period a = 1.00 Component amplification factor per ASCE 7-10 Table 13.5-1 or 13.6-1 R = 2-10 Component response modification factor per ASCE 7-10 Table 13.5-1 or 13.6-1 W (Ibs) = 710 Component Operating Weight + any tributary piping, duct, screening F(W) 0.240 Per ASCE 7-10 Equation 13.3-1 <<<CONTROLS Fpmax (W) 1.199 Per ASCE 7-10 Equation 13.3-2 Fp min(W) 0.225 Per ASCE 7-10 Equation 13.3-3 Seismic Demand on Nonstructural Component: (ASCE Section 13.3) Vbase = F 1i70 lbs MOTseismic = Vbase*CG = 1 6285 lb-in dL AM DCI Subject., INonstructural Component - Seismic & Wind Forces on Equipment == Project No: 17051-0039 Sheet: E n E3 i n E E R s Project Name: Loker Date: 2/8/18 Component/Unit ID: Unit 620 lbs + Curb 90 lbs By: HG Wind Design Criteria: Governing Code: ASCE 7-10 Chapter 29: Wind Loads on Other Structures and Building Apurtenances Exposure Category = Risk Category = V (mph)= K, = Kd= z9 = Kj = G= H/W = H/L = CIongitudInaI = Cf4ansverse = Af.mutt = q (psf) = 0.00256*Kz*Kzt*Kd*V2 = Plongitudinal (psf) = = Ptransverse (psf) = q G Cf4ansverse '-muIt = Plongitudinal (psf) = Ptransverse (psf) = ASCE 7-15 Section 26.7.3 IBC Table 1604.5 Basic Wind Speed per Figures 26.5-IA, 26.5-1 B, or 26.5-1C Topographic Factor Section 26.8 Directional Factor, Table 26.6-1 Terrain Exposure Constant, Table 26.9-1 Terrain Exposure Constant, Table 26.9-1 Terrain Exposure Factor, Table 29.3-1 Gust Factor, Section 26.9.1 Height to Width Ratio Logitudinal Direction Height to Width Ratio Transverse Direction Force Coeffiecient based on HIL, Figures 29.5-1 Force Coeffiecient based on H/W, Figures 29.5-1 Area Multiplier based on the percentage of solid area to total area subjected to wind loading Velocity pressure elavated at height z above ground Design pressure Design pressure Wind Demand on Nonstructural Component: (ASCE Section 29.5) Longitudinal Direction Viongitudinal base-wind = P*W*H = [ 262 lbs ] wind-longitudinal - base-wind - 66 lb-in Transverse Direction Vtransverse base-wind = p*L*H = I 457 lbs MOTwindtransverse = Vbase wind * H/2 = Li 2640 lb-in Wind Governs Mmax = 12640 lb-in => Mmax = 7584 lb-in (ASD) Tmax = Mmax / d = 7584 lb-in / 40.8 in = 186 lbs per side Assume (4) lags, (1) at each corner of unit Tmax = 93 lbs per lag Vmax = 0.6 x 456 lbs /4 lags = 68 lbs per lag For 318°0x3° lags (assume 11/211 embed mm) Tallow = 1.6 x 1.5 x 305 lbs = 733 lbs > Tmax = 93 lbs OK! Vallow= 1.6x 130 lbs =200 lbs > Vmax = 68 lbs OK! Use (6) 3/8"0X3" SS lags, (3) each side of long side of unit DCI Engineers Project Title: M-3 101 W. Broadway Engineer: Project ID: Suite 1260 Project Descr: San Diego, CA 92106 619-234-0501 hgabilan idci-engineers Wood Beam File = J:\52JUN7-6\2011\17LQND--8\4J3R7R-2\Misc\L288M2-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Lic. Iru .INIENGINEER Description : New beam below equpimeni CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 850.0 psi Ebend- xx 1,600.0 ksi Fc - PrIl 1,400.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.580pcf Beam Bracing : Beam is Fully Braced against lateral-torLi_ Lr(0-04) S S Lr(O.04) S S S S 4x6 L......1(620 lbs + 90 lbs) I 2 bems Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0120 ksf, Tributary Width = 2.0 ft, (roof dead load) Uniform Load : Lr = 0.020 ksf, Extent = 0.0 -->> 0.9170 ft, Tributary Width = 2.0 ft, (roof live load) Uniform Load: Lr = 0.020 ksf, Extent = 7.083 -->> 8.0 ft, Tributary Width = 2.0 ft, (roof live load) Point Load: D = 0.3550 k @4.0 if, (mech unit) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.617.1 Maximum Shear Stress Ratio Section used for this span 4x6 Section used for this span fb : Actual = 613.40 psi fv : Actual FB : Allowable = 994.50 psi Fv : Allowable Load Combination +D+H Load Combination Location of maximum on span = 4.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 32122 >=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.116 in Ratio = 824>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C Cr °m C t CL - = 0.126:1 4x6 20.49 psi = 162.00 psi +D+H = 7.562 ft Span #1 Shear Values V N F'v Moment Values M tb lb +D+H 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.617 0.126 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.90 613.40 994.50 0.26 20.49 162.00 DCI Engineers 101 W. Broadway Sue 1260 San Diego, CA 92106 ' 619-234-0501 Project Title: M-4 Engineer: Project ID: Project Descr: Wood Beam Iiie I ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description : New beam below equpiment Load Combination Max Stress Ratios Segment Length Span # M V Moment Values Shear Values Cd C FN C i Cr Cm C I CL M lb Fb V N Fv +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.555 0.114 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.90 613.40 1105.00 0.26 20.49 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.452 0.098 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.92 624.84 1381.25 0.28 21.99 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.483 0.099 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.90 613.40 1270.75 0.26 20.49 207.00 +D+0750Lr+0750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.450 0.096 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.91 621.98 1381.25 0.28 21.61 225.00 +D+0750L+0.7505+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.483 0.099 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.90 613.40 1270.75 0.26 20.49 207.00 +D+060W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.347 0.071 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.90 613.40 1768.00 0.26 20.49 288.00 +1105D+070E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.383 0.079 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.00 677.72 1768.00 0.29 22.64 288.00 +D+0750Lr+0750L+0450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.352 0.075 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.91 621.98 1768.00 0.28 21.61 288.00 +D+0750L+07505+0450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.347 0.071 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.90 613.40 1768.00 0.26 20.49 288.00 +1079D+0750L+0750S+05250E4 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.374 0.077 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.97 661.64 1768.00 0.28 22.10 288.00 +060D+060W+060H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.208 0.043 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.54 368.04 1768.00 0.16 12.30 288.00 +0.4951D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.172 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.45 303.72 1768.00 0.13 10.15 288.00 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. +" Deft Location in Span +D+Lr+H 1 0.1164 4.029 00000 0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.310 0.310 Overall MtNimum 0.037 0.037 +D+H 0.274 0.274 +D+L+H 0.274 0.274 +D+Lr+H 0.310 0.310 +D+5+H 0.274 0.274 +D+0750Lr+0750L+H 0.301 0.301 +D+0750L+07505+H 0.274 0.274 +D+060W+H 0.274 0.274 +D+070E+H 0.274 0.274 +D+0750Lr+0750L+0450W+H 0.301 0.301 +D+0750L+07505+0450W+H 0.274 0.274 +D+0750L+0750S+05250E+H 0.274 0.274 +0600+060W+060H 0.164 0.164 +0.60D+0.70E+0,60H 0.164 0.164 D Only 0.274 0.274 Lr Only 0.037 0.037 LOnly S Only W Only E Only H Only I J:\51-San Diego\2017\17051-0039.00 2819 Loker Mezzanine\4- Calculations\Existing Concrete Panels\1613_BASE_SHEAR+VERTICAL DISTRIBUTION - CopySeismic-ELF Base Shear ASCE7-10 IDCI Project No: I 17 051- 0039.00 ISheet #: I M-5 D C I Froject-' 2819 Loker Mezzanine Date:12/12/18 E fl G I fl E E A S By: GR 1. Site Address or ILatitudel & [Longitudel: >>>>>>>> 2819 Loker Avenue, Carlsbad CA [Lat:33.130695J [Long:-1 17.251071] Select 'Site Class" per Geotechnical Report---->>J D select [IBC §161 [IBC §1604. Select General Nature of Occupancy >>>>>>>>>>>>> Risk Category It Bldgs (NOT Risk Category I, III I or IV) RISK CATEGORY based on Occupancy >>>>>>>>>> >> II 1 Typical Building IE = Seismic Importance Factor = 1.00 [ASCE 7 Table 1 eii1iit. I.FUUtIU lylullull viue per i I.) [per ASCE 7 §11.4.1 USER NOTE] Obtain MAPPED ACCELERATION PARAMETERS Ss = MCE Spectral Accel @ 0.2 Sec = 1.035 g input Iper USGS U.S. Seismic Design MapsWebsite] S1 = MCE Spectral Accel © 1.0 Sec = 0.402 g input SIDS = Design Spectral Accel @ 0.2 Sec = 2135M5 = 0.749 g input SDI = Design Spectral Accel @ 1.0 Sec = 2135M1 = 0.428g input SDC = Seismic Design Catagory: = 0 [per IBC Tables 1613.3.5.(1)& (2)] Select "BBS" Basic Building System" >>>>>>>>>>>>> >>A. Bearing Wall System [per Table 12.2-1] Select "SFRS' - Seismic Force Resisting System >>>>>> 1. Special reinforced concrete shear [per Table 12.2-1] walls (SRCSW) Select Applicable Analysis Direction(s)>>>>>>>>>>>>>: X-Direction R = Response Modification Coefficient = 5.00 auto table lookups for R, Omega & Cd [per Table 12.2-1 00 ] <<< OMEGA can be reduced by 0.5 for flexible = System Overstrength Factor = 2.50 diaphragms per Tbl 12.2-1 footnote g Cd = Deflection Amplification Factor = 5.00 2.5.4 for increased building height Ref ASCE 7-10 §12. Height Limitations (ft) = 160* allowance [per ASCE 7-10] To = Period, 0.2SD1/Sos = Ts = Period, 5D1/5D5 = TL = Select, Long Period, Transition Period = Ct = Select System Factor for Approx. Period = x = Exponent Parameter for Approximate Period = h = Height of Building (Approx- Mean Roof HI = Ta = Approximate Period: Ta = Ct*(h)X = C = Coeff for Upper Limit on Calc'd Period = Tmax = Max Fundamental Period: Tmes = TaCu = Cscaic = 5os" (Rh) Csmaxi = if T:5 TL, then S /T(R/l) Csmax2 = if T > TL, then SD1TL/T2(R/I) Cs mini = 0 044S .12: 0.01 Csmin2 = if S > 0.6g then 0.50S /(R/l) 0.114s calcd [11.4.5] 0.571 s calcd [§ 11.4.51 6.00 5 select [Figures 22-12 thru 22-16] 0.020 select << "ALL OTHER SFRS Systems" [Table 12.8-2] 0.75 auto table lookup >>>>>>>>>>>>>>>>>>>>> [Table 12.8-2] 30 ft linput 0.256s [Eqn 12.8-7] 1.400 auto table lookup [Table 12.8-1] 0.359 s calcd [12.8.2, Eqn 12.8-7] [ASCE §12.8.1.1] [Eqn 12.8-2] [Eqn 12.8-3] [Eqn 12.8-4] [Eqn 12.8-5] [Eqn 12.8-6] = 0.150 calcd <<-----GOVERNS = 0.334 calcd = - n/a - calcd = 0.033 calcd = - n/a - calcd Copyright 0912016 pAlnato Conversano Inc. All Rights Reserved. This document and the ideas and designs herein may not be used, in whole or in part, without prior written permission from DArnato Conversano Inc. D'Amato Conversano Inc. disclaims any responsibElity for its unauthorized use. J:\51-San Diego\2017\17051-0039.00 2819 Loker Mezzanine4- Calculations\Existing Concrete Panels\1613_BASE_SHEAR+VERTICAL DISTRIBUTION - CopySeismic-ELF Base Shear ASCE7-10 -V Seismic Base Shear Coefficient: V = Cs W = I 0.150W TABS Modeling Parameters X-Direction R = Response Modification Coefficient = 5.00 00 = System Overstrength Factor = 2.50 W = Building Weight from Model = 51579k Tcalc = Calculated Period from Model = 2.397 sec Tto use = 0.359 s = S0 / (R/1) = 0.150 Csmaxi = if T TL, then SD1 /T(R/l) = 0.238 Cs,r,,ax2 = if T > TL, then SQlTL /T2(R/l) = - n/a - Csmini = 0.044*SDs*1 > 0.01 = 0.033 Csmin2 = if Si > 0.6g then 0.50*S1 I(R/l) = - n/a - Cstouse = 0.150 Seismic Base Shear: V = Cs W = 7727 k 85% of Base Shear = 6568 kios V-Direction 5.00 2.50 51579 k 2.397 sec 0.359s 0.150 0.238 - n/a - 0.033 - n/a - 0.150 7727 k 6568 kips [Eqn 12.8-1 [ASCE §12.9.4 ETABS Base Shear - RSX WI R = 5 ETABS Base Shear - RSY WI R = 5 = 1535 kips g 386.4 386.4 in/s2 SF = Scale Factor for X-Direction = 227.903 SFY = Scale Factor for Y-Direction = 330.645 I Design Response Spectrum ASCE 7-10, Fig 11.4-1 [for values in ft/s divide SF values by 1 0) 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0. 0.43 0.34 0.04 0 000 7% % P% V% 00 10 U0 00 00 '000 00 00 11-11 1pllb 0-b Period, T (Seconds) Copyright 0912016 pAsnato Conversano Inc. All Rights Reserved. This document and the ideas and designs herein may not be used, in whute or in part, without prior written permission from D'Asnalo Conversano, Inc. D'Amato Conversano Inc. disclaims any responsibility for its unauthorized use. I CI . - - flGIflEPS Project LOKER MEZZANINE 0 Subject NEW OPENING IN (E) CONC PANEL Project No. 17051-0039 Sheet No. M-7 Date - 2/9/2018 By LGR Base shear = 0.150W (previous page) Easd = 0.7(1.0)(0.15)W = 0.105W = 0.105(5064 kips) = 532 kips LEVEL HT (ft) WI (psf) AREA (Sf) WT (kips) Roof 28.5 (roof) 20 2,463 (210)(586.5) = 123,165 (conc walls) = (conc walls) = 801 100(2/3) = 67 [(586.5)(2) + (210)(2)](7.5) = 11,948 Mezz 13.0 (floor) 43 (floor) 1,640 (65)(586.5) = 38,123 Q (conc walls) = (conc walls) = 160 100(2/3) = 67 [(586.5)(2) + (210)(2)](15) = 2,390 Wh (k-ft) %V V. (kips) 93,024 0.8 425.6 23,400 0.2 106.4 5,064 116,424 1.0 532 Roof = 425.6k / (2 x 14 panels) = 15.2k / panel Mezz = 106.4k / (2 x 14 panels) = 3.8k / panel r L a MDO EflGIflEERS Project LOKER MEZZANINE Subject NEW OPENING IN (E) CONC PANEL Project No. 17051-0039 Sheet No. M-8 Date 2/9/2018 By LGR (ACI 318-14, Section 18.10) 0.2f = 0.2(4000psi) = 800psi o = [38k / (11.25in x 241n)] ± [(46k-ft x 12in x 12in/ft) / (241n x (11.251n)3 / 12)] = 141 psi ± 2.3ps1 = 143.3ps1 < 800psi 400If=400I60ksi = 0.6% 0.441n2 / [181n x (11.251n / 2)] = 0.4% <0.6% OK -- Therefore, special boundary elements are not required -> Check shear in concrete pier Vmax = 16.5 kips (Eq. 11-4) V,, = 2 [1 + (Nu / 500Ag)] Xff'C b d = 2 [1 + (-38k / 500(11 .251n x 24in)] (1.0) f(4000psi) (24in) (lOin) = 28 kips> 16.5 kips OK -- Capacity is less than 2x, therefore, reinforcement is required CI Company 111RISA Job Number 245 PM M-9 Design Feb 9, 2018 eumErsuxcu coErrmv Model Name Checked Br IME Concrete Properties Label E lirsil 0 lksil Nu Therm l\1E..DensitvtkJtt... t'ctksil Lambda Flex Steetf. Shear Stee 1 1 Conc3000NW 3156 1372 15 6 145 3 1 60 60 2 Conc3500NW 3409 1482 15 - 6 .145 35 1 60 1 60 3 Conc4000NW 3644 1584 15 6 145 4 1 60 60 4 Ccriic3000LW 2085 907 .15 .6 .11 3 .75 60 60 5 Caic3500LW 2252 979 15 6 11 35 75 60 60 6 Ccoic4000LW 2408 1047 15 6 11 4 .75 60 60 Wall Panel Data Label A Joint B Joint C Joint D Joint Material Type Material Set Thicknes... Design Rule Panebspacirm F-1 -T WP1 I Ni --N-2T—NY--T N4 Concrete onc4000NWI 11.25 1 Typical I N/A Member Point Loads Member Label Direction Maritude[kk4t) Locatiec[8%1 No Data to Print ... Basic Load Cases BLC Description Cateov X Gravity V Gravity Z Gravity Joint Print Dtribut..Area(Me Surface( Load Combinations Description Solve PD...SR..BLCFar..BLCFac...BLCFac.,.BLCFac.,.BLCFac...BLCFac...BLCFac...BLCFac..5LCFac..BLCFac... I 1 I EQ IYeslYl 13111 Joint Deflections LC Jrxr,t Label X tnt V tint 7 tint S Rntatr-m haiti V Ftntxtiini trait 7 Releinn trait 1 1 Ni 0 0 0 0 0 2 1 N2 .126 .007 0 0 0 0 3 1 N3 .121 -.006 0 0 0 1 0 4 1 N4 0 0 0 0 0 1 0 RISA-3D Version 16.0.1 [J:\...............\...\Concrete Panel -with newopenings.r3d] Page 1 N3 Company Feb 9,2018 Designer : 2:45 PM Job Number : Checked By: M-1 0 Model Name : WP1 CRITERIA MATERIALS GEOMETRY Code : ACI 318-11 Material Set : Conc4000NW Total Height : 30 ft Design Rule : Typical Concrete f'c : 4 ksi Total Length :24 ft Seismic Rule : None Concrete E : 3644 ksi Thickness :11.25 in Loc of r/f : Each Face Concrete G :1584 ksi Outer Bars : Vertical Conc Density : .145 k!ftA3 Int Cover (-z) : I in Lambda : I Ext Cover (+z) : I in Vert Bar Size : #6 Conc Str Bik : Rectangular Cover Open/Edge 2 in Horz Bar Size : #4 K :1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer In? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Transfer Out? : No Steel E : 29000 ksi Out Icr Factor : .35 Group Wall? : No N4 24 ft REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Reaion In Plane LC In Plane LC In Plane(in LC Out Plane LC Out Plane [C Out Plane(in) [C Ri .545 1 .284 1 .121 1 .076 1 0 1 0 1 R2 .034 1 .053 1 .006 1 0 1 0 1 0 1 R3 .062 1 .059 1 .001 1 0 1 0 1 0 1 R4 .807 1 .289 1 .125 1 .398 1 0 1 0 1 R5 .052 1 .1 1 .008 1 0 1 0 1 0 1 RISA-3D Version 16.0.1 [J:\ ... \ ... \ ... \ ... \ ... \Concrete Panel - with new openings.r3d] Page 1 & Company Designer Job Number Model Name wP1 Feb 9, 2018 2:45 PM Checked By: M-11 REINFORCEMENT RESULTS Vertical Horizontal Diagonal Reqion Reinforcement Reinforcement Reinforcement Ri #6@18in oc e.f. #4@14in oc e.f. R2 #6@18in oc e.f. #4@18in oc e.f. R3 #6@18in oc e.f. #4@18in oc e.f. R4 #6@18in oc e.f. #4@14in oc e.f. R5 #6@18in oc e.f. #4@18in oc e.f. RISA-3D Version 16.0.1 [JA ... \ ... \ ... \ ... \ ... \Concrete Panel - with new openings.r3d] Page 2 Rqklm AIR CONDITIONING & HEATING SYSTEMS TEST AND BALANCE REPORT Project Name: Acush net Project Address: 2819 LokerAve.East, Carlsbad, CA TAB - Acushnet ZONE SUPPLY REGISTER & RETURN REGISTER OUTLET SIZE Design Actual ROOM HP Roof Top CFM CFM HP 1 1 SD 1 6 100 104 Office 101, 102, 2 10 340 331 3 8 230 218 4 10 340 320 5 10 295 300 6 10 295 305 - ___________ RG 1 6 100 87 103, 104 & 105 2 10 340 325 3 8 230 220 4 10 340 328 5 10 295 290 6 10 295 280 HP 1 - 2 SD 1 12 400 390 Office 106 2 12 400 385 RG 1 14 800 770 HP 1 - 3 SD 1 8 235 237 Huddle Room 107, Huddle Room 108 & Storage 109 _ 2 8 235 235 3 8 245 240 4 8 235 228 5 8 150 142 6 8 150 140 7 8 200 190 8 10 270 268 9 10 275 266 RG 1 8 150 150 2 8 200 184 3 14 750 721 4 8 150 140 5 14 750 728 HP1-4 SD 1 12 400 410 ConferencellO 2 12 400 391 RG 1 14 800 795 HP 1 - SD 1 10 300 297 Women's RR 111, Men's RR - 112&Coffee Area - 113 478 2 10 300 301 3 10 300 288 4 10 300 290 5 12 400 387 RG 1 12 600 583 2 12 500 500 3 12 500 HP 2-1 SD 1 8 200 195 Office 217 2 8 225 210 3 8 225 212 4 8 225 220 5 8 225 219 6 8 225 220 7 8 225 218 8 8 225 220 9 8 225 222 RG 1 12 500 478 2 12 500 480 3 12 500 500 HP 2 - 2 SD 1 14 500 510 Office 201, 202 2 10 350 348 3 10 350 350 ____________ RG 1 14 500 500 & 203 340 2 10 350 345 3 10 350 HP 2 - 3 SD 1 12 400 405 Office 204, 205 & 206 290 2 10 300 295 3 10 300 290 ___________ RG 1 12 400 390 2 10 300 295 3 10 300 HP2-4 SD 1 12 400 390 Office 207, 208,209,210& 211 2 10 300 288 3 10 300 285 RG 1 12 400 380 2 12 600 581 HP2-5 SD 1 12 400 391 2 8 150 139 3 8 150 145 4 8 150 145 5 8 150 150 _________ RG 1 8 150 151 Office 213 & 212 375 2 8 150 130 3 8 150 134 4 j 8 150 138 5 1 12 400 22 C 091 :E! : !::; : 12 nir;i no I , I-d C —9 0, j~g : F.., : T. On : :. 4 ; T'1 ACUSHNET WARE MALCOMB 2819 LOKER AVENUE %' CARLSBAD, CA nON PLAN CHANGE - 05.16.18 - U - > z 5 C-1 C C-) I > C_C > C C C C - C_C C = S C MECHANICAL EQIJIPMENT SCHEDULES ACUSHNETi 2Z WARE MALCOMB 2819 LOKER AVENUE ---_-- [flN CARLSBAD CA CONSTRUCTION PLAN CHANGE- 05.16.18 riIH! LEH::H .IJ S S S g g S sEE SE ES 52 S SE 55 M m- ilium in MIN DDDDBHDDHfl MINE --- - IIiIii IIIDDI MECHANICAL NEW WORK FIRST FLOOR ACUSHNET 4FNH 2819 LOKER AVENUE S , , CARLSBAD, CA CONSTRUCTION PLAN CHANGE - 05.16.18 Im elk = 2 44 I Rl X\ 22 92 o ' / I7/XX)KXXXXXXXXXXX)< 0 LJJ 22 0 CUSHNET E!H 2819 LOKER AVENUE 0 CONSTRUCTION PLAN CHANGE - 0516.18 _ H / 1/ / / I / L \ YN !I!1 H+W WARE MALCOMB ENGINEERING Bill t,UPdI RUt., I IUR LAN t.,ItAPlUt - Ub.10.16 CAUIION: IF IHIS SHALl IS NO 30 o42 II IS GENERAL NOTES: E) MEN'S RR OFFICE OFFICE OFFICE OFFICE OFFICE I OFFICE 102 103 104 100 106 / K/ 2.6 HP W2 - 1) H p j=3 _ HP 11 5 HUDDLE ROOM STORA GE IlliLili HUDDLE ROOM ____ - NFERENCE OFFEE ARA MENS RR -OMENS RR ROOM DII 110 MECHANICAL FIRS] FLOOR ZONE PLAN -:-S [1Ji{ul MECHANICAL ZO E PLAN SECOND FlOOR ACUSHNET I!7I WARE MALCOMB °" 2619 LOKER AVENUE CARLSBAD CA CONSTRUCTION PLAN CHANGE - 05.16.18 Building Permit Number:CBC2018-0083 APR 2 02018 City of Cd-risbad Community & Economic Development COMMUNITY FACILITIES DISTRICT NON-RESIDENTIAL CITY OF CARLSBAD BUILDING DIVISION NON-RESIDENTIAL CERTIFICATE: Non-residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The option you choose will affect your payment of the developed Special Tax assessed 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. cALLO A4tT vis cn-- U-L-' l2819-IOKER-1:1111 494*88-401 (lO) 34— 0 boo Name of Owner Telephone nw4eh-8r745— \T# 5w-:1• Address 6PTA MG tcA, C-4 14040 San-Dieger€A —924-24-5947— City, State Zip 2090831600 2819 Loker Ave E46T Project Address Carlsbad, CA 92010-6626 City, State Zip Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor 1 2017/18 5,162.00 Improvement Area Fiscal Year Square Feet 05/07/1991 $0.30 Annexation Date Factor As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below: OPTION (1): I elect to pay the SPECIAL TAX - ONE TIME now, as a one-time payment. Amount of One-Time Special Tax: $1,528.98 Owner's lnitti OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum annual Special Tax: $211.15 Owners Initials I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. 7AZ___ A\*a12_W Signatuçe of Property owner Title Print Name. Date The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. B-32 Page 1 of 1 C C,Eo J(Up CITY OF CARLSBAD COMMUNITY FACILITIES DISTRICT NO. I SPECIAL DEVELOPMENT TAX - ONE-TIME IMPROVEMENTAREA 1(4 PAGES) RESIDENTIAL DEVELOPED LAND USE: PERDU. PER DU. PER DU. PER DU. PER DU. PER DU. NET DENSITY (0- 1.5 DU/AC) $33893496 83,510.5946 $35487909 $3,548.7909 $35523362 $35735231 rNET DENSITY (1.51 TO 4.0 DU/AC) $33893496 $35105946 83.548.7909 $35487909 $35523362 $35735231 NET DENSITY (4.1 108.0 DU/AC) $2,139.2795 $22158065 $22399152 $22399152 82,242.1529 82,255.5256 NET DENSITY (8.1 TO 15.0 DU/AC) $2,139.2795 82,215.8065 $22399152 $22399152 82,242.1529 $22555256 NET DENSITY (15.1 TO 23.0 DU/AC) $21392795 $22158065 $22399152 $2,239.9152 82,242.1529 $22555256 -RESIDENTIAL LAND USE: PER SQ FT. PER SOFT. PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FI AUTO - GASOLINE 81.1226 $1.1627 $11754 81.1754 81.1766 81.1836 AUTO - REPAIR & SALES $0.4720 $04889 80.4942 $0.4942 80.4947 80.4977 AUTO CAR WASH $08734 $09047 $0.9145 80.9145 80.9154 $09209 $18724 BANK - WITH DRIVE THRU $24999 82.5893 82.6175 $26175 $26201 $26357 BOWLING ALLEY 80.9177 $09506 80.9609 80.9609 80.9619 $09676 CAMPGROUND $2.4237 82.5104 82.5377 82.5377 82.5403 82.5554 CHURCH 80.4139 80.4287 80.4333 $04333 80.4338 80.4364 COMMERCIAL SHOPS 80.4014 $04158 80.4203 $04203 $04207 $04232 COMMUNITY SHOPPING CENTER 80.5869 80.6079 $06145 80.6145 $06151 $06188 CONVENIENCE MARKET 83.7802 83.9155 $39581 83.9581 83.9620 83.9857 DISCOUNT STORE 80.4457 80.4617 80.4667 $0.4667 80.4671 80.4699 GOLF COURSE 80.4236 $04387 $04435 $04435 80.4439 80.4466 GROCERY STORE 81.0769 81.1154 81.1276 81.1276 $11287 81.1354 HEALTH CLUB 80.4000 80.4143 $04189 80.4189 $04193 80.4218 HELIPORTS 81.4714 81.5240 $1.5406 $1.5406 $15422 $1.5514 HOSPITAL - CONVALESCENT $03225 $0.3341 $03377 $03377 $03380 $03400 HOSPITAL - GENERAL $05371 80.5563 $05623 80.5623 $05629 $05663 TEL - CONy. FAC/COMM. 80.4803 $04975 80.5029 80.5029 80.6034 80.5064 OOR SPORTS ARENA ------ INDUSTRIAL - COMMbI'<LLAL BUSINESS PARK (NOTE 1) SO.322 80.2962 $03341 80.3377 80.3377 80.3380 $03400 ) 80.3068 1 $03102 80.3102 $03105 $03123 80.3140 $03174 80.3174 80.3177 $03196 LIBRARY 80.5897 80.6108 $06174 80.6174 80.6180 $06217 LUMBER/HARDWARE STORE $0.3419 80.3541 80.3580 $03580 $03583 80.3605 MARINA 82.0555 82.1291 82.1522 82.1522 82.1544 $21672 MOTEL $0.3723 80.3857 80.3899 80.3899 80.3903 $0.3926 NEIGHBORHOOD SHOPPING CENTER $08942 80.9262 80.9363 80.9363 80.9372 $09428 OFFICE - COMMERCIAL (< 100,000 SF) 80.3544 80.3670 80.3710 80.3710 80.3714 80.3736 OFFICE - GOVERNMENT 80.4056 $0.4201 80.4246 80.4246 80.4251 $04276 OFFICE - HIGH RISE $0.3696 $03826 $03870 80.3870 80.3874 80.3897 OFFICE - MEDICAL $03350 80.3470 80.3507 80.3507 $03511 80.3532 OUTDOOR TENNIS COURT $38951 84.0345 $40784 $40784 $40824 84.1068 RACE TRACK 80.7059 80.7312 80.7392 $07392 $07399 $0.7443 REGIONAL SHOPPING CENTER $04637 80.4803 $0.48551 $0.4855 $04860 $04889 RESORT HOTEL 80.3184 80.3298 $03333 80.3333 80.3337 $03357 RESTAURANT - EAST FOOD 83.9394 $40804 $41247 $41247 84.1289 $41535 RESTAURANT - QUALITY $0.9094 $09420 $09522 80.9522 $09532 $09588 RESTAURANT - SIT DOWN $2.0998 $21749 82.1986 82.1986 82.2008 82.2139 & L - WALK IN 80.7627 80.7900 80.7986 80.7986 80.7994 80.8041 S & L - WITH DRIVE THRU 81.0506 81.0882 $1.1000 81.1000 $1.1011 $11077 UNIVERSITY 80.3128 80.3240 $0.3275 1 $03275 1 80.3279 1 80.3298 ALL OTHER COMMERCIAL USES NOT IDENTIFIED ABOVE 80.2962 $0.3068 80.3102 $03102 80.3105 $03123 ALL OTHER INDUSTRIAL USES NOT IDENTIFIED ABOVE (NOTE 2) $02409 $02495 80.2522 80.2522 80.2524 80.2539 NOTE 1: THIS CATEGORY OF LAND USE CONTAINS PM AND CM ZONED PROPERTY. NOTE 2: THIS CATEGORY OF LAND USE CONTAINS M AND PU ZONED PROPERTY. Appendix E - Page 9 of 16 fl NOI cbty of Community & Economic Development Cll1sbad L CERTIFICATION O1CHOOLFEESPAID 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 No. & Name: R E CE 1 \E D Plan Check No.: CBC2018-0083 APR 2 0 2018 Project Address: 2819 LOKER AVE CITY OF CARLSRAD bUILDING DIVj 'c r Assessor's Parcel No.: 2090831600 Project Applicant: HGREIT 11 2819 LOKER LP (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: Commercial Square Feet: New/Additions: 5,162 City Certification: City of Carlsbad Building Division Date: 02/14/2018 Certification of Applicant/Owners. The person executing this declaration ('Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Fl Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 [I] 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: A Title: Date: Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone: 33 1 mSOO 6225 EL CAMNO REAL CARLSBAD, CA 92009 Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov 4,Cityof Carlsbad 'S NONRESIDENTIAL GREEN BUILDING CODE STANDARDS MANDATORY MEASURES CERTIFICATION CHECKLIST B-52 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form, signed and completed, and all receipts for the recycled materials shall be submitted to the Building Inspector prior to Final Inspection. Site Development Mandatory 5106.1 Storm water pollution prevention plan. For projects of one acre or less, develop a Storm Water Pollution Prevention Plan (SWPPP) that has been designed specific to its site, conforming to (x) the State Storm water NPDES Construction Permit or local ordinance, whichever is stricter, as is required for projects over one acre. The plan should cover prevention of soil loss by storm water run-off and/or wind erosion, of sedimentation and/or of dust/particulate matter air pollution. 5.106.4 Bicycle parking and changing rooms. Comply with Sections 5.106.4.1 and 5.106.4.2; or (x) meet local ordinance, whichever is stricter. 5.106.41 Short-Term bicycle parking. If the project is expected to generate visitor traffic, provide permanently anchored bicycle racks within 200 feet of the visitor's entrance, readily visible to (x) passers-by, for 5 percent of visitor motorized vehicle parking capacity, with a minimum of one two- bike capacity rack. 5.106.4.2 Long Term bicycle parking. For buildings with over 10 tenant-occupants, provide secure bicycle parking for 5 percent of tenant-occupied motorized vehicle parking capacity, with a minimum (X) of one space. 5.106.5.2 Designated parking. Provide designated parking for any combination of low emitting, fuel-efficient and carpool/van pool vehicles as shown in Table 5.106.5.3.1. (X) 5.106.8 Light pollution reduction. Comply with lighting power requirements in the California Energy Code and design interior lighting such that zero direct-beam illumination leaves the building (x) site. Meet or exceed exterior light levels and uniformity ratios for lighting zones 1-4 as defined in Chapter 10 of the California Administrative Code, using the following strategies: Shield all exterior luminaries or use cutoff luminaries (x) Contain interior lighting within each source (X) Allow no more than .01 horizontal foot candle 1 5ft. beyond the site (X) Contain all exterior lighting within property boundaries (x) Exception: See part 2, Chapter 12, Section 1205.6 for campus lighting requirements for parking facilities and walkways. 5.106.10 Grading and paving. The site shall be planned and developed to keep surface water away from buildings. Construction plans shall indicate how site grading or drainage system will (x) manage all surface water flows. Water Efficiency and Conservation Indoor Water Use 5.3031 Meters. Separate meters shall be installed for the uses described in Sections 503.1.1 (x) through 503.1.3. 5303.1.1 Buildings in excess of 50,000 square feet. Separate sub-meters shall be installed as follows: For each individual leased, rented, or other tenant space within the building projected to (X) consume more than 100 gal/day. For spaces used for laundry or cleaners, restaurant or food service, medical or dental office, laboratory or beauty salon or barber shop projected to consume more than 100 gal/day. B-52 Page 1 of 5 Rev. 5/17 5.303.1.2 Excess consumption. Any building within a project or space within a building that is projected to consume more than 1,000 gal/day. (X) 5.303 Percent savings. A schedule of plumbing fixtures and fixture fittings that will redu9e the overall use of potable water within the building by 20 percent shall be provided (Calculate (X) savings by Water Use Worksheets or Utilize Table 5.303.2.3). 5.303.2.1 Multiple showerheads serving one shower. When single shower fixtures are served by more than one showerhead, the combined flow rate of all the showerheads shall not (x) exceed the maximum flow rates specified in the 20 percent reduction column contained in Table 5.303.2.3 or the shower shall be designed to allow only one showerhead to be in operation at a time. 5.303.6 Plumbing fixtures and fittings. Plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the requirements listed As applicable for each type in items listed in Table 5.303.6. Water closets (toilets) - flushometer type (X) Water closets (toilets)— tank type (X) Urinals (X) Public lavatory faucets (X) Public metering self-closing faucets (X) Residential bathroom lavatory sink faucets (X) Residential bathroom lavatory sinks (X) Residential showerheads (X) Single shower fixtures served by more than one showerhead . (X) Outdoor Water Use 5.304.1 Water Budget. A water budget shall be developed for landscaping irrigation use. (X) 5.304.2 Outdoor potable water use. For new water service, separate meters or submeters shall be installed for indoor and outdoor potable water use for landscaped areas between 1,000 and 5,000 square feet. (X) 5304.3 Irrigation design. In new nonresidential projects with between 1,000 and 2,500 square feet of landscaped area (the level at which the MLO applies), install irrigation controllers and sensors which include the following criteria and meet manufacturer's recommendations. 5.304.1.1 Irrigation controllers. Automatic irrigation system controllers installed at the time of final inspection shall comply with the following: Controllers shall be weather- or soil moisture-based controllers that automatically adjust irrigation in response to changes in plant's needs as weather conditions change. (x) Weather based controllers without integral rain sensors or communication systems that. As applicable account for local rainfall shall have separate wired or wireless rain sensors which connects or (x) communicates with the controller(s). Soil moisture-based controllers are not required to have rain sensor input. Construction Waste Management Plan (x) 5.408.1 Construction waste diversion. Establish a construction waste management plan or meet local ordinance, whichever is more stringent. (x) 5.408.2 Construction waste management plan. Submit plan per this section to enforcement authority within the city. 5.408.1.4 Documentation. Provide documentation of the waste management plan (see form (x) B-59) that meets the requirements listed in Section 5.408.1.1 thru 5.408.1.3 and the plan is accessible to the enforcement authority. 5.408.3 Construction waste. Recycle and/or salvage for reuse a minimum of 50 percent of nonhazardous construction and demolition debris or meet local ordinance, whichever is more stringent. (X) Exceptions: Excavated soil and land-clearing debris Alternate waste reduction methods, developed by working with local agencies if diversion or recycle facilities capable of compliance with this item do not exist. 5.408.3 Excavated soil and land clearing debris. 100 percent of trees. Stumps, rocks and B-52 Page 2 of 5 Rev. 5/17 associated vegetation and soils resulting primarily from land clearing shall be reused or Building Maintenance and Operation 5.410.1 Recycling by occupants. Provide readily accessible areas that serve the entire building and are identified for the depositing, storage and collection of nonhazardous materials (x) for recycling. 5.410.2 Commissioning. For new buildings 10,000 square feet and over, building (X) commissioning for all building systems covered by T24, Part 6, process systems and renewable energy systems shall be included in the design and construction processes of the building project. Commissioning requirements shall include items listed in Section 5.410.2. - 5.410.2.6 (x) 5.410.2.1 Owner's Project Requirements (OPR). Documented before the design phase of the project begins the OPR shall include items listed in Section 5.410.4. (X) 5.41 0.2.2 Basis of Design (BOD). A written explanation of how the design of the building systems meets the OPR shall be completed at the design phase of the building project and updated periodically to cover the systems listed in Section 5.410.2.2. (X) 5.410.2.3 Commissioning plan. A commissioning plan describing how the project will be commissioned shall be started during the design phase of the building project and shalt include items listed in Section 5.410.2.3. (X) 5.410.2.4 Functional performance testing shall demonstrate the correct installation and operation of each component, system and system-to-system interface in accordance with the (x) approved plans and specifications. 5.410.2.5 Documentation and training. A Systems manual and systems operations training are required. (x) 5.410.2.5.1 Systems manual. The systems manual shall be delivered to the building owner or representative and facilities operator and shall include the items listed in Section 5.410.2.5.1. (X) 5.410.2.5.2 Systems operations training. The training of the appropriate maintenance staff for each equipment type and/or system shall include items listed in Section 5.410.2.5.2. (x) 5.410.2.6 Commissioning report. A complete report of commissioning process activities undertaken through the design, construction and reporting recommendations for post construction phases of the building project shall be completed and provided to the owner or representative. 5.410.4 Testing and adjusting. Testing and adjusting of systems shall be required for (X) buildings less than 10,000 square feet. 5.410.4.2 Systems. Develop a written plan of procedures for testing and adjusting systems. (X) Systems to be included for testing and adjusting shall include, as applicable to the project, the systems listed in Section 5.410.3.2. (x) 5.410.4.3 Procedures. Perform testing and adjusting procedures in accordance with industry best practices and applicable national standards on each system. (X) 5.410.4.3 HVAC balancing. Before a new space-conditioned system serving a building or space is operated for normal use, the system should be balanced in accordance with the procedures defined by national standards listed in Section 5.410.3.3.1. (X) 5.410.4.4 Reporting. After completion of testing, adjusting and balancing, provide a final report (x) of testing signed by the individual responsible for performing those services. maintenance instructions and copies of guaranties/warranties for each system prior to final inspection. 5.410.4.5 Operation and maintenance manual. Provide the building owner with detailed operating and maintenance manual 5.410.4.5.1 Inspection and reports. Include a copy of all inspection verifications and reports required by the enforcing agency. I r. B-52 Page 3 of 5 Rev. 5/17 Environmental Quality Fireplaces 5.503.1 Install only a direct-vent sealed-combustion gas or sealed wood-burning fireplace or a (X) sealed woodstove and refer to residential requirements in the California Energy Code, Title 24, Part 6, Subchapter 7, Section 150. As Applicable 5.503.1.1 Woodstoves. Woodstoves shall comply with US EPA Phase II emission limits. (X) Weather Resistance and Moisture Management 5.407.1 Weather protection. Provide a weather-resistant exterior wall and foundation envelope as required by California Building Code Section 1403.2 and California Energy Code Section 150, (x) manufacturer's installation instruction instructions or local ordinance, whichever is more stringent. 5.407.2 Moisture control. Employ moisture control measured by the following methods: 5.407.2.1 Sprinklers. Prevent irrigation spray on structures. .. (X) 5.407.2.2 Entries and openings. Design exterior entries and openings to prevent water intrusion (X) into buildings. Pollution Control . 5.504.3 Covering of duct openings and protection of mechanical equipment during construction. At the time of rough installation or during storage on the construction site and until final start up of the heating and cooling equipment, all duct and other related air distribution (X) component openings shall be covered with tape, plastic, sheet metal or other methods to reduce the debris duct which the _amount _of _or _may _collect _in_ _system. 5.504.5.3 Filters. In mechanically ventilated buildings, provide regularly occupied areas of the building with outside and return air prior to occupancy that provides at least a MERV of 8. 5.504.4 Finish material pollutant control. Finish materials shall comply with Sections 5.504.4.1 through 5.504.4.6 5.504.4.1 Adhesives, sealants, caulks. Adhesives and sealants used on the project shall meet the requirements of the following standards: (X) Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks shall comply with local or regional air pollution control or air quality management district rules where applicable or SCAQMD Rule 1168 VOC limits as shown in Tables 5.504.4.1 and 5.504.4.2. Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking compounds (in units of product, less packaging, which do not weigh more than one pound and do not consist of more than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17, commencing with Section 94507. 5.504.4.3 Paint and coatings. Architectural paints and coatings shall comply with Table 5.504.4.3 5.504.4.3.1 Aerosol paints and coatings. Aerosol paints and coatings shall meet the Product- Weighted MIR limits for ROC in Section 94522 (a)(3) and other requirements, including prohibition on use of certain toxic compounds and ozone depleting substances (CCR, Title 17, Section 94520 etseq.). 5.504.4 Carpet systems. All carpet installed in the building interior shall meet the testing and product requirements of one of the standards listed in Section 5.504.4.4. 50504.4.4.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the Carpet and Rug Institute Green Label Program. 5.504.4.4.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 804.4.1. 5.504.4.5 Composite wood products. Hardwood, plywood, particleboard and medium density fiberboard composite wood products used on the interior or exterior of the building shall meet the requirements for formaldehyde as specified in Table 5.504.4. 5.504.4.5.2 Documentation. Verification of compliance with this section shall be provided as requested by the enforcing agency. Documentation shall include at least one of the following: Product certification and specifications Chain of custody certifications Other methods acceptable to the enforcing agency 5.504.4.6 Resilient flooring systems. Comply with the VOC emission limits defined in the 2009 (X) CHPS criteria and listed on its Low-emitting Materials List (or product registry) or certified under the _FloorScore_ program _of the _Resilient _Floor _Covering _Institute. B-52 Page 4 of 5 Rev. 5/17 Indoor Moisture and Radon Control 5.505.1 Indoor moisture control. Buildings shall meet or exceed the provisions of the California Building Code, Title 24 Part 2, Sections 1203 (Ventilation) Chapter 14.1. (x) Air quality and Exhaust 5.506.1 Outside air delivery. For mechanically or naturally ventilated spaces in buildings, meet the (x) minimum requirements of Section 121 of the California Energy Code, CCR, Title 24, Part 6 and Chapter 4 of CCR, Title 8 or the applicable local code, whichever is more stringent. 5.506.2 Carbon DIOXIDE (CO2) monitoring. For buildings equipped with demand control ventilation, CO2 sensors and ventilation controls shall be specified and installed in accordance with the (x) requirements of the latest edition of the California Energy Code, Title 24, Part 6, Section 120.1.(C) (4). Outdoor Air Quality 5.508.1 Ozone depletion and global warming reductions. Installations of HVAC, refrigeration and fire suppression equipment shall comply with Sections 5.508.1.1 and 5.508.1.2. As 5.508.1 CFCs. Install HVAC and refrigeration equipment that does not contain CFCs. applicable 5.508.1.2 Halons. Install fire suppression equipment that does not contain Halons. (x) (X) I, as the professional responsible for this project, certify that, to the best of my knowledge, the mandatory items listed on this form have been incorporated into the project in order to comply with Title 24, Part 11 of the 2016 California Green Building Standards. All receipts for recycled materials have been attached to this form. Project Address: Ici Likr /VC_Plan Check Number: ________IV _______ Print Name: ti Signed: JE2 License Number: 4L111 2tII2' Date: B-52 Page 5 of 5 Rev. 5/17 (Jity of Carlsbad Print Date: 12/10/2018 Permit No: PREV2018-0145 Job Address: 2819 Loker Ave E Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2090831600 Lot U: Applied: 06/06/2018 Valuation: $ 0.00 Reference U: Issued: 07/13/2018 Occupancy Group: Construction Type Permit 12/10/2018 Finaled: U Dwelling Units: Bathrooms: Inspector: TFraz Bedrooms: prig. Plan Check U: CBC2018-0083 Final Plan Check U: Inspection: Project Title: Description: ACUSHNET: FIELD CONDITION CHANGES TO ELECTRICAL, PLUMBING AND ARCH - COMPLETE NEW SET Applicant: Owner: ALEK$EY SHAFIRO HGREIT 11 2819 LOKER LP 6363 Greenwich Dr, 175 San Diego, CA 92122-5947 4747 Executive Dr, 410 949-788-4017 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $1,050.00 Total Fees: $ 1,085.00 Total Payments To Date : $ 1,085.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services of DEFERRED SUBMITTAL Building Division Cr Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number _ CBC 2018-0083 Project Address 2819 Loker Avenue Plan Revision NumberE.V20tô-014t General Scope of Revision/Deferred Submittal: Miselanious revision to Arch, Mech, Elec, Struc, and Plum related to client uest and field conditions CONTACT INFORMATION: Name Aleksey Shafiro Phone 619.564.5126 F Address 6363 Greenwich Drive Suite 175, City San Diego Zip 92122 Email Address ashafiro@waremalcomb.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Q Plans Calculations LI Soils LI Energy LI Other 2. 3. Describe revisions in detail List page(s) where each revision is shown see attached narrative Does this revision, in anyway, alter the exterior of the project? LI Yes tj No Does this revision add ANY new floor area (s)? 11111 Yes IØ No Does this revision affect any fire related issues? LI Yes fl No Is this a complete set? Yes [II] No £Signature Date 06.05.18 1635 Faraday Avenue, Carlsbad, CA 92008 fti: 760-602- 2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbacica.gov EsGil' DATE: JUNE 29, 2018 L1 APPLICANT L3 JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0083 (REV. _1) - PREV 2018-0145 SET: II PROJECT ADDRESS: 2819 LOKER AVENUE PROJECT NAME: ACUSHNET - T.I. & 2ND STORY ADDITION 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 building 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: Aleks Shafiro Telephone #: 949-788-4017 Date contacted: Email: ashafirowaremalcomb.com Mail Telephone Fax In Person REMARKS: Applicant to slip sheet Rev. Set II Plans into Rev. Set I plans at the City. Miscellaneous owner plan revisions; all disciplines are impacted, replacement sets of plans are submitted for review & approval. By: ALl SADRE, S.E. Enclosures: EsGil 6/07 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 V EsGil A SAFEbutCrnpny DATE: JUNE 12, 2018 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0083 (REV. _1) - PREV 2018-0145 SET: I PROJECT ADDRESS: 2819 LOKER AVENUE PROJECT NAME: ACUSHNET - T.I. & 2ND STORY ADDITION 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. 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. Person contacted: Aleksey Shafiro Telephone #: 949-788-4017 Date contacted: J (by ) Email: ash afiro(waremalcomb.com Mail QEephone Fax In Person REMARKS: Miscellaneous owner plan revisions; all disciplines are impacted, replacement sets of plans are submitted for review & approval. By: ALl SADRE, S.E. Enclosures: EsGil 3/8 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD CBC2018-0083 (REV. _1) - PREV 2018-0145 JUNE 12, 2018 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0083 (REV. _1) - PREV 2018-0145 PROJECT ADDRESS: 2819 LOKER AVENUE DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 6/07 JUNE 12, 2018 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. . GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760)602-2700. The City will route the plans to EsGil 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. 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? D Yes LI No CARLSBAD CBC2018-0083 (REV. _1) - PREV 2018-0145 JUNE 12, 2018 PLANS Please provide a comprehensive narrative to itemize all the proposed changes under delta #3, dated 05/15/18. The narrative provided only covers through Sheet A7.1, the remaining sheets are missing from the submitted narrative. Please provide the back-up calculations, for all the proposed structural changes, as required. Please submit updated 1-24 energy calculations for the proposed changes to the building envelope, as per the submitted revisions. Additional corrections may be necessary, once updated plans and calculations are submitted for review & approval. . MISCELLANEOUS 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 AL! SADRE, S.E. at EsGil. Thank you. CARLSBAD CBC2018-0083 (REV. _i) - PREV 2018-0145 JUNE 12, 2018 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018- 0083 (REV. _l) - PREV 2018-0145 PREPARED BY: ALl SADRE, S.E. DATE: JUNE 12, 2018 BUILDING ADDRESS: 2819 LOKER AVENUE BUILDING OCCUPANCY: B/Fl/Si; V-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) OFFICE ADD 5162 OFFICE CONVEF 5338 Air Conditioning 10500 Fire Sprinklers 5162 TOTAL VALUE Jurisdiction Code ICB IBy Ordinance I 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee V Type of Review: 0 Complete Review Structural Only I I I $1,050.00I Repetitive Fee Repeats * Based on hourly rate O Other 21 Hourly 71 Hrs.@k EsGil Fee $120.00 I $840.001 Comments: Sheet 1 of 1 WARE MALCOMB Leading Design for Commercial Real Estate Architectural Narrative Date: 05/15/2018 Project Name: The City of Carlsbad Project No.: Development Services Plan check No.: From: Subject: Construction Plan Change #1 Acushnet - TI SDGI7-7086-00 CBC2018-0083 Ware Malcomb The below item represent the extant of architectural changes which represent changes or additions in the project scope. For Mechanical, Electrical, Plumbing, and Structural changes please refer to attached narratives. AD.1 - Demolition Floor Plan Sky light in work area removal Existing operable windows and louvers along exterior to be removed A2.1 - Partition Plan Overall wall dimensions Blocking for future wall mounted TVs added Second floor roof access ladder added to room 214 Partition at door 114 moved RR 112 and 116 revised to show 1 urinal and 2 wc Wall types revised A3.1 - Power Signal Plan Room 201 power relocated Room 202 power relocated Room 203 power relocated Room 204 power and data relocated Room 205 power and data relocated Room 206 power relocated Room 207 power and data added Room 208 power and data relocated Room 209 power added Room 213 power added Open office area 217 power data furniture feed added international reach waremalcomb.com architecture I planning I interiors 6363 greenwich drive, suite 175 P 858.638.7277 graphics I civil engineering san diego. ca. 92122 f 858.638.7506 WARE MALCOMB Leading Design for Commercial Real Estate A4.1 - Reflected Ceiling Plan ACT layout revised to show addition of 2x2 tile IT Room 215 ACT ceiling added Storage Room 214 ACT ceiling removed HVAC Zone control note added Roller Shade note revised Black out shade added to room 207 A5.1 - Finish Plan Finishes revised C-2 added P-2 updated RR 111 and 112 changed to SV-1 Existing door paint note added Paint (p-2) along copy area modified A6.1 - Enlarged Warehouse RR Plan and Elevation FRP along walls removed SV-1 added Men's room revised to show 1 urinal and 2 wc A6.2 - Enlarged Office RR Plan and Elevation T-3 along walls removed T-1 and T-2 added Men's room revised to show 1 urinal and 2 wc Full height mirror added A6.3 - Millwork Elevations and Details Elevation 2 width of millwork reduced Elevation 3 width of millwork reduced Elevation 3 counter top finish revised to show SS-1 A6.4 - Interior and Exterior Elevations Office front elevation revised to show privacy film A7.1 - Door Schedule and Details All doors revised to be 7'-0" tall Door 109 revised to be HM door and frame international reach waremalcomb.corn architecture I planning I interiors 6363 greenwich drive, suite 175 P 858.638.7277 graphics I civil engineering san diego. ca. 92122 f 858.638.7506 (ity of Carlsbad Print Date: 12/10/2018 Permit No: PREV2018-0194 Job Address: 2819 Loker Ave E Permit Type: BLDG-Permit RevisiQn W9rk Class: Commercial Permit Revi5 Status: Closed - Finaled Parcel No: 2090831600 Lot #: Applied: 07/13/2018 Valuation: $ 0.00 Reference #: Issued: 08/06/2018 Occupancy rqup: Construction Type Permit 12/10/2018 Finaled: # Dwelling Units: Bathrooms: Inspector: TFraz Bedrooms: Orig. Plan Check #: CBC2018-0083 Final Plan Check #: Inspection: Project Title: Description: ACUSH N ET: GLAZING SYSTEM Applicant: Owner: ALEKSEY SHAFIRO HGREIT 11 2819 LOKER LP 6363 Greenwich Dr, 175 San Diego, CA 92122-5947 4747 Executive Dr, 410 949-788-4017 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $150.00 Total Fees: $ 185.00 Total Payments To Date: $ 185.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services cCitY of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number Plan Revision Number ProjectAddress 2_Eck Lckecz General Scope of Revision/Deferred Submittal: XL217% StEV\ CONTACT INFORMATION: Name AL M,Vlfjr Phone A\ L1POO F Address_O2-O2 06L1 \\ OR City Zip OTh\c\ Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: LI Plans 0 Calculations LI Soils Energy Lii Other 2. 3. Describe revisions in detail List page(s) where each revision is shown Does this revision, in any way, alter the exterior of the project? LI Yes KNo Does this revision add ANY new floor area(s)? LII Yes '4 No Does this revision affect any fire related issues? LI Yes No Is this a complete set?a Yes No Signature Date 1635 Faraday Avenue, Carlsbad' &)7&Y&, ti: 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov / EsGil A SAFEbuittCompany DATE: JULY 23, 2018 JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0083 (REV. _2) - PREV 2018-0194 PROJECT ADDRESS: 2819 LOKER AVENUE PROJECT NAME: ACUSHNET - T.I. & 2ND STORY ADDITION J APPLICANT URIS. SET: I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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:4ek*9atiro Telephone #: 949-788-4017 Date contacted: (ty) Email: ashafiro(waremalcomb.com Mail Telephone Fax In Person REMARKS: Storefront plans and calculations, a deferred package, are under this permit. By: ALl SADRE, S.E. Enclosures: EsGil 7/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2018-0083 (REV. _2) - PREV 2018-0194 JULY 23, 2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018- 0083 (REV. 2) - PREV 2018-0194 PREPARED BY: ALl SADRE, S.E. DATE: JULY 23, 2018 BUILDING ADDRESS: 2819 LOKER AVENUE BUILDING OCCUPANCY: B/Fl/Si; V-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) OFFICE ADD 5162 OFFICE CONVEF 5338 Air Conditioning 10500 Fire Sprinklers 5162 TOTAL VALUE Jurisdiction Code ICB By Ordinance 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee I $150.001 Type of Review: D Complete Review D Structural Only El Repetitive Fee Repeats * Based on hourly rate o Other Hourly I Hr.@* EsGil Fee $120.00 I $I2O.00I Comments: Sheet 1 of 1 ity of Carlsbad Print Late: 12/10/2018 Permit No: PREV2018-0228 2819 Loker Ave E BLDG-Permit Revision 2090831600 $ 0.00 ACUSHNET: ELECTRICAL REVISIONS Job Address: Permit Type: Parcel N9: Valuation: Occupancy Group: U Dwelling Units: Bedrooms: Project Title Description: Work Class: Commercial Permit Revi5 Status: Closed - Finaled Lot U: Applied: 08/28/2018 Reference U: Issued: 09/12/2018 Construction Type Permit 12/10/2018 Finaled: Bathrooms: Inspector: TFraz Orig. Plan Check U: CBC2018-0083 Final Plan Check U: Inspection: Applicant: Owner: ALEKSEY SHAFIRO HGREIT 11 2819 LOKER LP 6363 Greenwich Dr, 175 San Diego, CA 92122-5947 4747 Executive Or, 410 949-788-4017 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $107.50 Total Fees: $ 142.50 Total Payments To Date : $ 142.50 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services kL City of DEFERRED SUBMITTAL Building Division APPLI CATI ON 1635 Faraday Avenue Cd1sbad 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number _ CBC 2018-0083 Plan Revision Number Project Address 2819 Loker Avenue General Scope of Revision/Deferred Submittal: Miscellaneous revisions/additions to Electrical dr, incis CONTACT INFORMATION: NameAleksey Shafiro Phone 619.564.5126 Address 6363 Greenwich Drive Suite 175, City San Diego Zip 92122 Email Address ashafiro@waremalcomb.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Q Plans LI Calculations Soils 0 Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Added new power locations and circuits. E3.1 Added new power locations and circuits. Added floor cores to IT room. E3.2 Updated panel schedule P1 with revised loads. E4.1 Does this revision, in any way, alter the exterior of the project? LII Yes Does this revision add ANY new floor area(s)? LII Yes [r Does this revision affect any fire related issues? Yes a No Is this a complete set? Yes a No Signature Date 08.21.18 1635 Faraday Avenue, Carlsbad, CA 92008 : 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuitt Company DATE: September 7, 2018 JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0083/PREV2018-0228 I APPLICANT iu RIS. SET: I PROJECT ADDRESS: 2819 Loker Avenue PROJECT NAME: Acushnet TI Electrical Alternations 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. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted.—_---- Telephone #: Date contacted: ( y Email: Mail Telephone Fax In Person LI REMARKS: By: Eric Jensen Enclosures: EsGil 08/30 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad CBC2018-0083/PREV2018-0228 September 7, 2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018- 0083/PREV2018-0228 PREPARED BY: Eric Jensen DATE: September 7, 2018 BUILDING ADDRESS: 2819 Loker Avenue BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1007 I IC RiIdin, Drt P.. 1997 UBC Plan Check Fee Type of Review LII Complete Review Repetitive Fee El Other - Repeats Hourly EsGil Fee * Based on hourly rate Comments: 1ET) Structural Only Sheet 1 of 1