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Home My WebLink About2262 AVENIDA MAGNIFICA; ; CBC2017-0173; Permit. ityof C r,( arlsbad CommeraaI Permit 1 Print Date: 06/19/2019 Permit No: CBC2017-0173 Job Address: 2262 Avenida Magnifica Permit Type: BLDG-Commercial Work Class:• Tenant Improvement Status: Closed - Finaled Parcel No: 1672503800 Lot #: • Applied: 04/11/2017 Valuation: $169,037.36 Reference U: DEV2017-0072 Issued: 01/16/2018 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: • Inspector: AKrog Bedrooms: Orig. Plan Check U: Final Plan check U: Inspection: 6/19/2019 12:21:03PM Project Title: RESERVE AT CARLSBAD Description: THE RESERVE: REMODEL & REBUILD AT 13 SITES - REMODEL 3 POOL RESTROOMS, DEMO 1 RESTROOM & REBUILD, REMODELS LAUNDRY BLDGS; REMODEL 4 LAUNDRY ROOMS (2,472 SF TOTAL REMODEL//364 SF NEW) Applicant: Owner: Contractor: MARK CARNIGHAN D P CARLSBAD MAGNIFICA INVESTORS LP D P INTEGRATED SERVICES 3190 Airport Loop Dr AIRPORT HOSPITAL WAY INVESTORS LP C/O Costa Mesa, CA 92626-3421 DECRON PROPERTIES CORP 1125 Lindero Canyon Rd, A8-143 714-241-8944 Westlake Village, CA 91362-5474 6222 Wilshire Blvd, Unit 400 951-453-4433 LOS ANGELES, CA 90048 BUILDING PERMIT FEE ($2000+) - $874.50 BUILDING PLAN CHECK FEE (BLDG) $500.00 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 MANUAL BUILDING PERMIT FEE $112.15 MANUAL BUILDING PERMIT FEE • $68.46 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $7.00 STRONG MOTION-COMMERCIAL - . $47.33 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $232.00 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM $55.00 Total Fees: • $2,040.44 Total Payments To Date: $2,040.44 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 1760-602-2700.1760-602-8560 f I www.carlsbadca.gov '-'S ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING 0 ENGINEERING 0 BUILDING 0 FIRE 0 HEALTH 0 HAZMATIAPCD cCity f Building Permit Application Plan Check No. C32O% 1 0113 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value ttj0t 03 -7 - Ccedrisbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: buildingcarlsbadca.gov Date/4 -U— L.77 Iswppp I www.carlsbadca.gov JOB ADDRESS 22t A't f4At'4lFLCA 'IC I SUITE#/SPACE#/UNIT# I7 APN - - - CT/PROJECT U LOT # PHASE U U OF UNITS U BEDROOMS U BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE I 0CC. GROUP I qttrtf kib I DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) gc i.-r-i k4r P,O &— SO0b1 ,(I—P,S, pE,LJt/O A' eF:i. xgi-, 7eoc"r10N of iE4'J Pôe- E77 Oi24 ç 3 $, RE'w#9F-4 4' '°c". iE''0,9Fi- o - p,ac- P.-k 1&IZA'5. ro f - vAEs.. of! Rt..w'- (JGu3 2. 4 12. to EXISTING USE 'PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) I FIREPLACE 'AIR CONDITIONING I I 9- L4400 I - k21i NOEIJ YESDNO IFIRESPRINKLERS YESDNO, APPLICANT NAME o-ti- k') Primary Contact M— ,42L(E PROPERTY OWNER fc.tQ&-L fo.T7S ADDRESS 3I1 t-r J-cot t#F ADDRESS 6222- CITY STATE ZIP CITY STATE ZIP Cor1c._ i e'o S PHONE 'FAX PHONE 'FAX TI 4 2I 9ç'qq 7 't 'ti 8777 . 3 . - ' o o I322 -55'6 — EMAIL EMAIL Ikg.i i -IAJ.I_c- iioaRc4'-1 i-rc--r_. coti DESIGN PROFESSIONA 'fu5EP- Qc'u7Ec-7S — a4,uo ,'w5'P- CONTRACTOR BUS. NAM ASCA QCJtCeS ADDRESS '10 A-L R&Pp,L-r 1'oof # F ADDRES S - CITY STATE ZIP JiLke STATE cit ZIP \i; C (fct PHONE 7('f ppqq IFAX I 7'' q, 8777 FAX EMAIL EM\ 'b ')tc I STATE tIC. U STA,JIC-a au I1 CITY BUS. LIc.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for sucfl permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he 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' Compensation Declaration: I hereby affim, under penalty of perjury one of the following declarations: U 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. U] I have and will maintain work 'compensation, as reguired by Section 3700 of the Labor Code, for the performance of te work for wlf lbj pe i is ued. My workers' cornpensa ins roe, carrier policy number are: Insurance CO\lJ5C.o Policy No.\d'C ' ?, L.kL'1 Expiration°Date_"-7 — This section need not be completed if the permil is fo undred dollars ($100) or less. []Certificate of Exemption: I certify that in perform ice 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 s o 'corn ensation covers e is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (5100,000), in addition to the cost of compens on, d s p n ection 3706 of the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE 0 AGENT DATE O®L) I hereby affim, that lam exempt from Contracto?s license Law for the following reason: [] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not Intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or Improve for the purpose of sale). [] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 1044, Business and Professions Cede: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] I am exempt under Section -Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement DYes [::]No I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provi e posed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, but I have hi he f wing person to coordinate, supervise and provide the major work (include name! address! phone Icontractors' license number): I will provide some of the work, but I e (h d) the following persons to provide the work indicated (include name! address! phone! type of work): ..'PROPERTY OWNER SIGNATURE . []AGENT DATE It I G—t Au LCOMPLETE THIS SECT I ONFOR N ON-RESIDENTIAL S 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? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. rCONST R UCTI ON LENDI NG.WCI 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 wA P PLICANT CER TI FICATIONti IcertifythatI ham mad the application and state thatthe above information isconectandthatthe Information on the plans isacejrath. I agree thcomplywith all Cftyordinanoes and SetawreIatingtobulIdlngconstsuction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property brinspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, CQSTS'D EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA M OSHA permit is required for exvonsov 5'O' deep and demolition or construction of structures over 3stories in height. EXPIRATION: Every permit issued by ing lunder the provisions of this Code shall expire by imitation and become null and void if the building orork authorized by such permit is not commenced within 180 days from the date of smith pen1 if ui work authorized by such permit is suspended or abandoned at any time alter the york is commenced for aperiod of 180 days (Section 106.4.4 Uniform Building Code). ,.'APPLICANT'S SIGNATURE - DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. ICERTIFICATE Proje c ts O nl y j Fax (760) 602-8560, Email buiIdina.carIsbadca.aov 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 OCCUPANTS BUS. LIC. No. DELIVERY OPTIONS 0 PICK UP: o CONTACT (Listed above) cm OCCUPANT (Listed above) cm CONTRACTOR (On P. 1) ASSOCIATED CB# Ci MAIL TO: it CONTACT(LIsted above) a OCCUPANT (Listed above) a CONTRACTOR (On Pg. 1) 0 NO CHANGE IN USE / NO CONSTRUCTION 0 MAIL! FAX TO OTHER: CHANGE OF USE / NO CONSTRUCTION ..APPLICANT'S SIGNATURE DATE Permit Type: BLDG-Commercial Application Date: 04/11/2017 Owner: D P CARLSBAD MAGNIFICA INVESTORS LP D P AIRPORT HOSPITAL WAY INVESTORS LP C/O DECRON PROPERTIES CORP Work Class: Tenant Improvement Issue Date: 01/16/2018 Subdivision: CARLSBAD TCT#79-27 Status: Closed - Finaled Expiration Date: 12/09/2019 Address: 2262 Avenida Magnifica Carlsbad, CA 92008-6846 IVR Number: 3053 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO sky spa, corrections left with Yes contractor BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final ' Yes • BLDG-Electrical Final Yes 06/18/2019 06/1812019 BLDG-Final 094938-2019 Cancelled Chris Renfro Reinspection Complete Inspection , Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO Sky spa, corrections left with Yes contractor BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-ElectricalFinal Yes 06119/2019 06/19/2019 BLDG-Final 095001-2019 Passed Andy Krogh Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO sky spa, corrections left,with Yes contractor BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes June 19,2019 - Page 4of4 Permit Type: BLDG-Commercial Application Date: 04/11/2017 Owner: D P CARLSBAD MAGNIFICA INVESTORS LP D P AIRPORT HOSPITAL WAY INVESTORS LP C/O DECRON PROPERTIES CORP Work Class: Tenant Improvement Issue Date: 01/16/2018 Subdivision: CARLSBAD TCT#79-27 Status: Closed - Finaled . Expiration Date: 12/09/2019 Address: 2262 Avenida Magnifica Carlsbad, CA 92008-6846 IVR Number: 3053 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Sky spa pool room 11/14/18 Yes BLDG-14 Dog park, exterior shower at sky spa Yes • Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 1112012018 11120/2018 BLDG-23 076497-2018 Partial Pass Andy Krogh Reinspection Incomplete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Sky spa Yes 11/29/2018 11/29/2018 BLDG-17 Interior 077405.2018 Failed Andy Krogh Reinspection Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deflciehcy No 12/03/2018 12/0312018 BLDG-17 Interior 077693-2018 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall • Checklist Item COMMENTS Passed BLDG-Building Deficiency Sky spa, shower and roof underside lathe Yes 03104/2019 03/04/2019 BLDG-Electric Meter 085134-2019 Partial Pass Andy Krogh Reinspection • Incomplete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Sky spa building, pending address numbers No on building and panel. 05/2312019 05/2312019 BLDG-Final 092159-2019 • Partial Pass Andy Krogh Reinspection Incomplete Inspection • Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO sky spa, corrections left with Yes contractor BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes 06112/2019 06/12/2019 BLDG-Final • 094511-2019 Cancelled Andy Krogh Reinspection Complete Inspection Page 3 of 4 June 19, 2019 Permit Type: BLDG-Commercial Application Date: 04/11/2017 Owner: D P CARLSBAD MAGNIFICA INVESTORS LP D P AIRPORT HOSPITAL WAY INVESTORS LP C/O DECRON PROPERTIES CORP Work Class: Tenant Improvement Issue Date: 01/16/2018 Subdivision:) CARLSBAD TCT#79-27 Status: Closed - Finaled Expiration Date: 12/09/2019 Address: 2262 Avenida Magnifica Carlsbad, CA 92008-6846 IVR Number: 3053 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 1012312018 1012312018 BLDG-11 073905.2018 Partial Pass Andy Krogh Reinspection Incomplete FoundatlonlFtglPier 5 (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency Questions at sky spa Yes 1012912018 1012912018 BLDG-84 Rough 074457-2018 Partial Pass Andy Krogh Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 . Dog park, exterior shower at sky spa Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical . No BLDG-44 No Rough-Ducts-Dampers 11/0512018 1110512018 BLDG-Il 676141-2018 Passed Andy Krogh Complete Foundation/Ftg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Sky spa retaining wall footings and column Yes footings 1111412018 1111412018 BLDG-12 Steel/Bond 076040.2018 Failed Andy Krogh Reinspection Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Wong code • • No BLDG-Building Deficiency Reber incorrectly sized • No BLDG-13 Shear 076039.2018 Passed Andy Krogh Complete Panels/HD (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Sky spa pool Yes BLDG-14 • 076041-2018 Passed Andy Krogh Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed Complete BLDG-Building Deficiency Sky spa pool room Yes BLDG-84 Rough 076128-2018 • Passed Andy Krogh Complete Combo(14,24,34,44) June 19,2019 • •. Page 2of4 Permit Type: BLDG-Commercial Application Date: 04/11/2017 Owner: D P CARLSBAD MAGNIFICA INVESTORS LP D P AIRPORT HOSPITAL WAY INVESTORS LP C/O DECRON PROPERTIES CORP Work Class: Tenant Improvement Issue Date: 01/16/2018 Subdivision: CARLSBAD TCT#79-27 Status: Closed - Finaled Expiration Date: 12/09/2019 Address: 2262 Avenida Magnifica Carlsbad, CA 92008-6846 IVR Number: 3053 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 0212212018 02122/2018 BLDG-11 049540.2018 Partial Pass Andy Krogh Reinspection Incomplete FoundationlFtglPier S (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency. As noted on card Yes 0310212018 03/0212018 BLDG-66 Grout 050460.2018 Passed Andy Krogh . Complete Checklist Item COMMENTS . . Passed BLDG-Building Deficiency Cmu walls two locations - Yes 0310712018 03/0712018 BLDG-11 050942-2018 Cancelled Andy Krogh Reinspection Complete FoundationlFtglPier s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card Yes 03108/2018 03108/2018 BLDG-11 051084.2018 Partial Pass Andy Krogh Reinspection Incomplete FoundatlonlFtglPier . . S (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card Yes BLDG-12 Steel/Bond 051072.2018 Partial Pass Andy Krogh . Reinspection Incomplete Beam Checklist Item COMMENTS . Passed BLDG-Building Deficiency . No 0912612018 09126/2018 BLDG-21 071198.2018 Passed Andy Krogh Complete Underground/Under? loot Plumbing . .. - Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card Yes 09/2712018 0912712018 BLDG.12 Steel/Bond 071282.2018 Failed Andy Krogh Reinspection Complete Beam Checklist Item COMMENTS . Passed BLDG-Building Deficiency Rebar incorrectly sized No 1601/2018 10101/2018 BLDG-111 071565-2018 Passed Andy Krogh Complete FoundatlonlFtglPier a (Reber) Checklist Item COMMENTS• Passed BLDG-Building Deficiency As noted on card . Yes . . Page lof4 June 19, 2019 . - INSPECTION REPORT PROJECT NAME The Reserve Apartment Rehab INSPECTION MATERIAL IDENTIFICATION ADDRESS 2275 Hasp Way & 2262 Avd. Magnifica El CONCRETE CONC. MIX NO. & Win Carlsbad, Ca. El REINF. STEEL GROUT MIX NO. & Win ARCHITECT Musser Architects I MASONRY MORTAR TYPE & lb/in2 Type S ENGINEER Englekirk Structural Engineers El P.T. CONCRETE REINF. STEEL GR./SIZE A615 grade 60 CONTRACTOR Integrated Services El FIELD WELDING STRUCTURAL STEEL OTHER El SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 02-24-2018 El BATCH PLANT MASONRY BLOCK C-go Md. Wt. PLAN FILE/OTHER El EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC2017-0173 El OTHER MATERIAL SAMPLING El CONCRETE D MORTAR El GROUT [1 FIREPROOFING 0 MASONRY BLOCK El REINFORCING STEEL . El STRUCTURAL STEEL El BOLTS El OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I observed/visually inspected the laying up of reinforced masonry as noted below. Crew size: (2) masons and (1) tender. Locations: At 2262 Avd. Magnifica; 8'6" high retaining wall adjacent to the jacuzzi laid up full ht. with 8" CMU per wall section 2/S4.01. 4'8" high retaining wall adjacent to the (E) stairs leading to the pool and jacuzzi deck laid up full ht. with 8" CMU per det. 5/S1.02. At 2275 Hosp Way; 9,0" high wall at the shade structure area laid up full ht. with 10" CMU per dets.1&2/S4.03. Note: High lift techniques have been implemented with clean outs at all cells containing (V) rebar. The subsequent courses are laid in running bond pattern in full head and bed joints. (H) rebar was placed .in bond beam units at 16" o.c. (V) rebar is in place per plan spacing and code clearances. The cells are clean and mortar projections are minimal. The masonry lay up is complete. O.K. to place grout pending City of Carlsbad approval. No discrepancies were observed or noted. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Craig Bechtel CERTIFICATION NO. ICC 5265295 SIGNATURE No discrepancies were observed or noted. All work is subject to City of Carlsbad approval. ±J> I i I /\. Craig Bechtel icftws) CWI 16092121 QC1 EXP. 9/1/2019 INSPECTION REPORT PROJECT NAME The Reserve Apartment Rehab INSPECTION MATERIAL IDENTIFICATION ADDRESS 2275 Hosp Way El CONCRETE CONC. MIX NO. & lb/in2 Carlsbad, Ca. U REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT Musser Architects U MASONRY MORTAR TYPE & lb/in ENGINEER Englekirk Structural Engineers U P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR Integrated Services II FIELD WELDING STRUCTURAL STEEL ASTM A500 OTHER U SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 02-23-2018 U BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC2017-0173 0 OTHER MATERIAL SAMPLING El CONCRETE LI MORTAR El GROUT El FIREPROOFING El MASONRY BLOCK El REINFORCING STEEL El STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I observed the field welding as noted below. Certified welders: Clinton Whitaker using the SMAW process. Filler metal: Lincoln Electric, E7018, 1/8" electrodes. Base metals: ASTM A500 HSS and Nelson studs. Location: at the (N) Bar b que area. Completed welds: 1/4" fillet welds all around connecting each of (2)1/2" Nelson Studs at each of (4) sides at each of (4) HSS 6x6x114" columns per det. 3/S4.04. Upon visual inspection the welds are of sufficient size per plan details and quality per AWS D1.1 standards. STRIJ(TLJRAI STFFI WFLDING IS IN PROGRESS Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Craig Bechtel 4 CERTIFICATION NO. AWS CWI 16092121 SIGNATURE EsGil. Corporation In (Partners flip wit/i government for (Building Safety DATE: 6/19/2017 UPPLICANT LJURIS. JURISDICTION: City ofCárlsbad PLAN REVIEWER Q FILE PLAN CHECK NO.: CBC2017-0173 SET: II PROJECT ADDRESS: 2262 Avenida Magnifica PROJECT NAME: The Reserve at Carlsbad Common Area Renovation The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted Date contacted: Mail Telephone LII REMARKS: Telephone#: A~(byffa) Email: Fax In Person By: David Yao Enclosures: EsGil Corporation EGA ZEJD.MB El PC 6/12 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partners/lip with government for Building Safety DATE: 4/24/2017 JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0173 PROJECT ADDRESS: 2262 Avenida Magnifica SET:I O APPLICANT ,J2JURIS. O PLAN REVIEWER O FILE PROJECT NAME: The Reserve at Carlsbad Common Area Renovation El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Musser Architects liii EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mark Date contacted 411,4 41 11 Tephon) Fax LI REM Telephone #: 714-241-8944 (by: -I$ Email: mcarnighan@musserarchitects.com In Person By: David Yao. EsGil Corporation F-1 GA 0 EJMB Enclosures: 11 PC 4/13 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2017-0 173 4/24/2017 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: CBC2017-0173 OCCUPANCY: R2/B TYPE OF CONSTRUCTION: VA/yB ALLOWABLE FLOOR AREA: JURISDICTION: City of Carlsbad USE: apartment/restroom, laundry ACTUAL AREA: STORIES: 1 HEIGHT: SPRINKLERS?: N? OCCUPANT LOAD: REMARKS: remodel, new bath#4? DATE PLANS RECEIVED BY JURISDICTION: 4/11 DATE INITIAL PLAN REVIEW COMPLETED: 4/24/2017 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/13 PLAN REVIEWER: David Yao This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section etc. Be sure to enclose the marked up list when you submit the revised plans. Jurisdiction Code Icb IBY Ordinance Bldg. Permit Fee by Ordinance v V Plan Check Fee by Ordinance Type of Review: I Complete Review E Other E Repetitive Fee V Repeats Hourly EsGil Fee I $874.561 I $568.461 Ej Structural Only Hr. © * I $489.75 City of Carlsbad CBC2017-0173 4/24/2017 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0173 PREPARED BY: David Yao DATE: 4/24/2017 BUILDING ADDRESS: 2262 Avenida Magnifica BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier. Reg. Mod. VALUE ($) T. I. & add per city 169,037 Air Conditioning Fire Sprinklers TOTAL VALUE 169,037 Comments: In onto the abovéfee, an additional is due(1_hour•@ r.) for the CalGre Sheet 1 of I macvalue.doc + City of Carlsbad CBC2017-0173 4/24/2017 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. The scope of work under this permit shall be identified on the plan. (remodel laundry rooms, restrooms, bath #4 should be new (?). Sheet A-DO.00 shows add to bath #4? It appears to entire bath #4 is new? Please clarify. Sec. 107.2. 2. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the following: a) Clearly dimension building setbacks from property lines, street centerlines, and from all adiacent buildings and structures on the site plan. Provide soil report to show the allowable bearing pressure is 2000 psf (SO.01) or using 1500 psf without the soil report. The plans shall indicate that special inspection will be provided for the following work. (Section 107.2) a) Masonry construction. Special inspection should be provided for all masonry construction in accordance with Section 1705.4. The max. wall height on 1/S4.01 shall be identified on the detail. Fabric on shade structure should be State Fire Marshall approved material. Please noted on the plan. Detail 2/S4.02 shows CMU pilaster support the HSS column. Concrete footing per plan. Typo? Please clarify. Please clarify on detail 2/S4.03 the height for the 10" CMU wall.(5 feet mm.) Please refer to the following corrections for mechanical, plumbing, electrical and energy items. City of Carlsbad CBC2017-0173 4/24/2017 To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: U Yes U No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ARCHITECTURAL PME ITEMS Many of the existing laundry rooms appear to be being converted to "storage" (11-16, for examples)? Is this correct? If so, provide laundry facility compliance justification per CPC Table 422-1. Review pool bath #1 and the barbeque installation for distances to combustibles. Explain the concept of having a shade cloth installed overhead of barbeques (Combustible material?) ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Include the source of power: Local panel location (if existing) or local branch circuit branch description (fed from panelboard located at . If anew panel or branch circuit is to be installed, provide complete installation descriptions. I need to check for grounding, equipment clearances, building shut- off. Exterior lighting shown. At detached and new buildings described the circuiting. Is it part of the site circuiting or localized to the building itself? If remote from the building, be sure to show disconnect and grounding design. City of Carlsbad CBC2017-0173 4/24/2017 Note on sheet E1.5 that all underground installed branch circuit wiring shall be kept a minimum of 5' away from the pool and spas themselves. PLUMBING (2016 CALIFORNIA PLUMBING CODE) Provide calculations to show compliance with CPC Table 422.1 "Minimum Plumbing Facilities" and occupant load CPC Chapter 4 Table "A". Please include the occupancy classification and the number of occupants. (Number of laundry facilities.) Provide the site plumbing plans showing the locations of the gas and water meters, the pipe sizing, cleanouts, routes, and slopes for both the sewer and storm drainage systems, and the site gas and water supply piping. For the new plumbing facilities) Include the gas design for the new barbeques and new water heaters. Describe the method of compliance for temperature limitations for the following fixture types: public use lavatories (limited to 110 degrees) CPC 408.3, 409.4, 410.3, and Energy Standards 110(C) 3. All water supply systems that have quick closing valves installed therein (washing machines, flush valve fixtures, etc.) shall have devices installed as close to the fixtures as possible to control the effects of water hammer. Please detail. CPC 609.10 Provide the following information concerning the water heater: Complete the water heater description: gas or electric, existing or new. Show water heater type, size, and location on plans. CPC 501.0 Provide combustion air design: Show opening sizes and routing of ducts. CPC 506.0 (If gas) Detail the water heater vent installation: Size, routing, slope, and termination location (Minimum 8' from vertical surfaces). CPC 509.0 (If gas) Gravity vent water heaters may not be installed in the same area with air moving equipment (clothes dryers). Please address. 13. Hot water recirculating loop systems requirements (Not single family homes): Detail the following: The installation of an air release valve on the inlet side of the MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) 14. Provide a dryer exhaust duct design that complies with the general requirements of CIVIC 504.4.2 (14 feet maximum length w/ (2) 900's) or provide the manufacturers installation instructions detailing the allowable duct design. If using the manufacturers installation instructions, the dryer manufacturers model number to be on the plans. City of Carlsbad CBC2017-0173 4/24/2017 15. Include the make-up air design for all laundry rooms, both existing and new. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact. Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. END OF DOCUMENT A/11F11 I MUSSER:ARCHITECTS, INC. PLAN CHECK CORRECTION RESPONSES DATE: 05/30/2017 PROJECT NAME: THE RESERVES AT CARLSBAD - COMMON AREA RENOVATION PROJECT NUMBER: 15042 oeor,, PLAN CHECK NUMBER: 2017-0173 PLAN CHECKER: VERONICA MORONES - PLANNING CORRECTION ITEM AND RESPONSE Sheet A-D1.00 has overall property dimensions for the site as well as lot info. Sheets A-D1.01 thru A- Dl .04 have the existing and remodeled site plans. Sheets A-D 1.11, A-D 1.15, A-D 1.25 have the dimensions added for clearances of buildings in scope of work. Sheet A-D 1.45 was added with partial site plans of laundry buildings with dimensions added. - JUN 0 8 2017 CITY OF CARLSBAD BUILDING DIVISION 3190 Airport Loop Drive, Suite F, Costa Mesa, CA 92626 Phone: (714) 241-8944 Fax: (714) 241-8797 PlanCheckResponse.doc CITY OF CAR LSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadcagov DATE: 4/21/2017 PROJECT NAME: EXTERIOR RENOVATIONS PROJECT ID: PLAN CHECK NO: CBC20I7-0173 SET#: I ADDRESS: 2265 AVENIDA MAGNIFICA APN: This plan check review is complete and has been APPROVED by the PLANNING Division. By: VERONICA MORONES A Final Inspection by the PLANNING Division is required fl Yes Z No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: MCARNIGHAN@MUSSERARCHITECTS.COM For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chris Sexton 760-602-4624 Chris.Sexton@carIsbadca.gov Chris Glassen 760-602-2784 Christopher.GIassen@carIsbadca.ov Greg Ryan 760-602-4663 Grego rv.Rvan@carlsbadca.gov Gina Ruiz 760-602-4675 Gina Ruiz@carlsbadca ov ValRay Marshall 760-602-2741 ValRay.Marshaliftarlsbadca.go-v Cindy Wong 760-602-4662 Cynthia.Wonp@carlsbadca.gov Veronica Morones 760-602-4619 veronicamorones@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Dominic Fier! 760-602-4664 Dominic.Fieri@carIsbacicagpy Remarks: Plan Check No. CBC20I7-0173 Address 2265 AVENIDA MAGNIFICA Date 4/21/2017 Review #1 Planner VERONICA MORONES Phone (760) 602- 4619 APN: Type of Project & Use: Net Project Density: DU/AC Zoning: Q General Plan: R-23 Facilities Management Zone: CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: 1 2 3 Legend: Item Complete fl Item Incomplete - Needs your action El 0 Environmental Review Required: YES El NO Z TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: 0 0 Discretionary Action Required: YES El NO II TYPE APPROVAL/RESO. NO. DATE___ PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: NE-10 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO CA Coastal Commission Authority? YES 11 NO fK If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): !JL Xl 0 0 Habitat Management Plan Data Entry Completed? YES 0 NO 0 If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Energov Z 0 0 Inclusionary Housing Fee required: YES El NO 0 (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES 0 NO El For construction of inclusionary units, email notification provided to HNS?: YES LI NO 0 (Email Susan Steinkemp in HNS with project number and contact info) P-28 Page 2 of 3 07/11 '..--- 0 0 Housing Tracking Form (form P-20) completed: YES 0 NO 0 N/A Site Plan: 0 0 Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44— Neighborhood Architectural Design Guidelines 0 0 Applicability: YES 0 NO Z El 0 Project complies: YES El NOD Zoning: 0 0 Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Top of slope: Required Shown 0 El 0 Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown 0 0 El Lot Coverage: Required Shown 0 El 0 Height: Required Shown - 0 El El Parking: Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required _____ Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE P-28 Page 3 of 3 07/11 'I '1 FEnglekirk STRUCTURAL ENGINEERS 3621 Horhn, Boulevard, Suite 125 Santa Ann, CA 92704 714.557.8551 1 714.557.5530 F www.englokirk.com Structural Calculations Plan Check Resubmittal Reserves at Carlsbad Submitted to: - Mark Cornighon MUSSER ARCHITECIS, INC. May, l7th 2017 'Job No. 17-SOO1 CBC20I7-0173 2262 AVENIDA MAGNIFICA THE RESERVE: REMODEL & REBUILD AT 13 SITES - REMODEL 3 POOL RESTROOMS, DEMO 1 RESTROOM & REBUILD. REMODEL 5 LAUNDRY BUILDINGS, REMODEL 4 LAUNDRY ROOMS (2.472 SF TOTAL REMODEL//364 SF 1672503800 6/8/2017 CBC20I 7-0173 These calculations are reproduced here only for submittal to the governing building authority In assist in obtaining o building permit. Any reproduction or distribution is expressly forbidden. Any calculations without n cover sheet, wet stomp, and siqnnlu,e are unauthorized and cnnnnt be used for nov purpose. City of Carlsbad C8C2017-0173 4/24/2017 Please make all corrections, as requested in the correction list Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department. 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. The scope of work under this permit shall be identified on the plan. (remodel laundry rooms, restrooms, bath #4 should be new (?). Sheet A-D0.00 shows add to bath #4? It appears to entire bath #4 is new? Please clarify. Sec. 107.2. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the following: a) Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Provide soil report to show the allowable bearing pressure is 2000 psf (SO.01) or using 1500 psf without the soil report. SO.01 and caics were updated for bearing pressure of 1500 psf. The plans shall indicate that special inspection will be provided for the following work. (Section 107.2) a) Masonry construction. Special inspection should be provided for all masonry construction in accordance with Section 1705.4. The max. wall height on 1/S4.01 shall be identified on the detail. Max. height was added. Fabric on shade structure should be State Fire Marshall approved material. Please noted on the plan. Detail 2/S4.02 shows CMU pilaster support the HSS column. Concrete footing per plan. Typo? Please clarify. Concrete footing with reinforcement was shown for clarification. Please clarify on detail 21S4.03 the height for the 10" CMU wall.(5 feet mm.) 5'-0" Mm. height was added. Please refer to the following corrections for mechanical, plumbing, electrical and energy items. Page 1 of 12 DL 8.in Masw/#5 Ea Min o/c k 19 Page 2 of 12 #O@18.in @Toe Design #0@18.in all hor @ Heel Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the Settings menu item Project Descr: and then using the "Printing & Title Block selection. Title Block Line Printed: 15 MAY 2017, 11:16AM Cantilevered Retaining Wall ENERCAIC. INC. 1983-2015. Build:6.15.1.19. Ver:6.15.1.19 File= I:%Seyed\CRZE1Q-S1R66B1L-u.ECG I Description: 8-in CMU Retaining wall- 5.5ft freestanding height and no retaining height-1500 psf Soil Pressure @ Toe = 801 psf OK Soil Pressure @ Heel = 185 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 961 psf ACI Factored @ Heel = 221 psf Footing Shear @ Toe = 2.5 psi OK Footing Shear @ Heel = 2.5 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 88.0 lbs less 100% Passive Force = - 393.8 lbs less 100% Friction Force = - 369.0 lbs Added Force Reqd = 0.0 lbs OK for 1.5: 1 Stability = 0.0 lbs OK Criteria Retained Height = 1.00 It Wall height above soil = 5.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary Wall Stability Ratios Overturning = 4.80 01< Sliding = 8.67 01< Total Bearing Load = 1,478 lbs ...resultant ecc. = 3.75 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.250 Soil height to ignore for passive pressure = 12.00 in I Lateral Load Applied to Stem 1 Lateral Load = 0.0 plf Height to Top = 0.00 It ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 16.0 psf Stem Construction Design Height Above Ftg Wall Material Above "Ht Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment. . . Actual Moment ..... Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data I'm Fs Solid Grouting Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 I Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 it Footing Type Line Load Base Above/Below Soil 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 p Stem Stem OK ft= 0.00 Masonry In = 8.00 #5 in 16.00 Center = 0.153 lbs= 140.8 ft-I = 528.0 ft-I = 3,446.5 psi= 3.1 PSI = 69.7 psf = 84.0 in= 3.75 in = 45.00 in= 7.00 in= 7.00 psi= 1,500 psi = 20,000 = Yes Load Factors Dead Load 1.200 Modular Ration' = 21.48 Live Load 1.600 Short Term Factor = 1.000 Earth, H 1.600 Equiv. Solid Thick. in = 7.60 Wind, W 1.600 Masonry Block Type = 3 Seismic, E 1.000 Masonry Design Method = LRFD Page 3 of 12 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the "Settings menu item Project Descr and then using the Printing & Title Block selection. Title Block Line 6 Punted: 15 MAY 2017. 11:16AM Cantilevered Retaining Wall ENERCAIC. INC. 1983-2015. Build:6.15.1.19. Ver6.15.1.19 File I:tSeyedCRZE1Q-StR66BIL-U.EC6 I Description: 8-in CMU Retaining wall- 5.5ft free standing height and no retaining height-1500 psi Footing Dimensions & Strength-s----7 Footing Design Results Toe Width = 1.17 ft Ig_ Heel Heel Width = 1.83 Factored Pressure = 961 221 psf Total Footing Width = 3.00 Mu': Upward = 757 0 ft-lb Footing Thickness = 18.00 in Mu': Downward = 357 357 ft-lb Mu: Design = 399 357 ft-lb Key Width Key Depth 0.00 in = 0.00 in Actual 1-Way Shear = 2.49 2.52 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear Toe Reinforcing = 75.00 75.00 psi = None Spec'd ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Specd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 109.4 0.83 91.1 Sail Over Heel = 128.3 2.42 310.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -109.4 0.83 -91.1 Surcharge Over Heel = Surcharge Over Toe = . Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = 88.0 5.25 462.0 Soil Over Toe = 128.3 0.58 74.9 Surcharge Over Toe = Stem Weight(s) = 546.0 1.50 819.0 Earth @ Stem Transitions = Total = 88.0 O.T.M. = 462.0 Footing Weight = 675.0 1.50 1,012.5 Resistinglcvertuming Ratio = 4.80 Key Weight = Vertical Loads used for Soil Pressure = 1,477.7 lbs Vert. Component = Total = 1,477.7 lbs R.M. 2,216.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Page 4 of 12 8.1n Masw/#5 0 16.1n o/c S #O@18.in @Toe Designer select #0@18.in all horiz. relnf. @ Heel Page 5 of 12 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the Settings menu item , Project Descr and then using the Printing & Title Block selection. Printed: 15 MAY 2017.11:14AM [Cantilevered Retaining Wall File = I:1Seyed1CRZE1Q-S1R6581L-lJ.EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.15.1.19 I Description: 8-in CMU Retaining walk 5.5ft free standing height-1500 psf Soil Pressure @ Toe = 1,087 psf OK Soil Pressure @ Heel = 128 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,304 psf ACI Factored @ Heel = 153 psf Footing Shear @Toe = 5.1 psi OK Footing Shear @ Heel = 5.1 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 408.0 lbs less 100% Passive Force = - 393.8 lbs less 100% Friction Force = 53.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Criteria Retained Height = 3.00 ft Wall height above soil = 5.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 0.0 psf Used TO Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary Wall Stability Ratios Overturning = 3.10 OK Sliding = 2.27 OK Total Bearing Load = 2,125 lbs ...resultant ecc. = 5.53 in ISoil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pd Soil Density, Toe = 110.00 pd Friction Coeff btwn Ftg & Soil = 0.250 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 25.0 plf Height to Top = 3.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 16.0 psf Stem Construction I Design Height Above Ftg Wall Material Above "Ht Thickness Reber Size Reber Spacing Reber Placed at Design Data fb/FB +falFa Total Force @ Section Moment... Actual Moment.....Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Reber Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data I'm Fs Solid Grouting Calculations per ACI 318.11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 I Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 00 ft - at Back of Wall Poisson's Ratio = 0.300 Top Stem Stem OK ft= 0.00 = Masonry in= 8.00 = #5 in= 16.00 = Center = 0.338 lbs = 439.8 ft-1 = 1,164.8 ft-I = 3,446.5 psi= 9.8 psi = 69.7 psf = 84.0 in= 3.75 in = 45.00 in= 7.00 in= 7.00 psi= 1,500 psi = 20,000 = Yes Load Factors Dead Load 1.200 Modular Ratio 'n' = 21.48 Live Load 1.600 Short Term Factor = 1.000 Earth, H 1.600 Equiv. Solid Thick, in = 7.60 Wind, W 1.600 Masonry Block Type = 3 Seismic, E 1.000 Masonry Design Method = LRFD Page 6 of 12 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the'Settings" menu item Project Descr: and then using the Printing & Title Block selection. Printed: 15 MAY 2017. 11:14AM Cantilevered Retaining Wall File = I:t5eyed1CRZE1U-5IR555IL-U.EC5 ENERCALC, INC. 1983-2015.Build:6.15.1.19,Ver:6.15.1.19 I Description: 8-in CMU Retaining wall- 5.511 free standing height-1500 psf I Footing Dimensions & Strengths J Footing Design Results I Toe Width = 1.42 ft [g._ Keel Heel Width = 2.08 Factored Pressure = 1,304 153 psf Total Footing Width = 3.50 Mu': Upward = 1,417 0 ft-lb Footing Thickness = 18.00 in Mu': Downward = 504 835 ft-lb Key Width = 0.00 in Mu: Design = 913 835 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 5.09 5.07 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = Toe Reinforcing - = 75.00 None Spec'd 75.00 psi rc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in .,. •, , .. - rieei: NOT reqa, Mu c b - rr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 467.4 2.79 1,304.7 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -109.4 0.83 -91.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 75.0 3.00 225.0 * Axial Live Load on Stem = Load @ Stem Above Soil = 88.0 7.25 638.0 Soil Over Toe = 1558 0.71 110.3 Surcharge Over Toe = Stem Weight(s) = 714.0 1.75 1,249.3 Earth @ Stem Transitions = Total = 408.0 O.T.M. = 1,303.4 Footing Weight = 7874 1.75 1,377.7 ResistinglOvertuming Ratio = 3.10 Key Weight = Vertical Loads used for Soil Pressure = 2,124.6 lbs Vert. Component = Total= 2,124.6 lbs R.M. 4,042.1 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Page 7 of 12 Title Block Line I Project Title: You can changes this area Engineer: Project ID: using the Settings" menu item Project Descr and then using the Printing & Title Block' selection. DETAIL 1/S4.03 Title Block Line 6 Printed: 15 MAY 2017. 11:25AM Cantilevered Retaining Wall ENERCALC, INC. 1983-2015, Build:6.15.1.19. Ver:6.15.1.19 File = I:tSeyedtCRZE1Q-S1R66B1L'-U.EC6 I Soil Pressure @ Toe = 1,381 psi OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,658 psf ACI Factored @ Heel = 0 psi Footing Shear @ Toe = 7.2 psi OK Footing Shear @ Heel = 3.7 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 331.0 lbs less 100% Passive Force = - 393.8 lbs less 100% Friction Force = 548. lbs Added Force Req'd = 0.0 lbs OK ....lor 1.5: 1 Stability = 0.0 lbs OK Description: 10 CMU wall. Criteria Retained Height = 1.00 ft Wall height above soil = 8.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf '10 Used Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary Wall Stability Ratios Overturning = 2.11 OK Sliding = 2.84 OK Total Bearing Load = 2,184 lbs ...resultant ecc. = 11.35 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psflft Toe Active Pressure = 35.0 psi/ft Passive Pressure = 150.0 psi/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.250 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 19.0 plf Height to Top = 9.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 20.0 psf Stem Construction Design Height Above Ftg Wall Material Above Ht Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + la/Fa Total Force @ Section lbs = Moment .... Actual ft-I = Moment ..... Allowable ft-I = Shear ..... Actual psi = Shear ..... Allowable psi = Wall Weight psi = Rebar Depth 'd' in = Lap splice if above in = Lap splice if below in = Hook embed into footing in = Masonry Data Fm psi= Fs psi= Solid Grouting Calculations perACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 00 ft - at Back of Wall Poisson's Ratio = 0.300 Top Stem Stem OK ft= 0.00 = Masonry in= 10.00 = #5 in 16.00 = Center 0.456 427.0 2,049.5 4,492.7 7.5 69.7 104.0 4.75 45.00 7.00 7.00 1,500 20,000 Yes Load Factors Dead Load 1.200 Modular Ratio 'n' = 21.48 Live Load 1.600 Short Term Factor = 1.000 Earth, H 1.600 Equiv. Solid Thick, in = 9.60 Wind, W 1.600 Masonry Block Type = 3 Seismic, E 1.000 Masonry Design Method = LRFD Page 8 of 12 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the Settings" menu item Project Descr and then using the Printing & Title Block selection. Title Block Line 6 Pnnled: 15 MAY 2017, 11:25AM Cantilevered Retaining Wall ENERCALC, INC. 1983-2015, Build:6.15.1.19. Ver:6.15.1.19 File I:Seyed\CRZE1Q-SlR66BlL-U.EC6 I Description: 10 CMU wall- 8'-0 tall-1500 psi Footing Dimensions & Strengths I I Footing Design Results Toe Width = 1.58 ft -Toe Heel Heel Width = 2.42 Factored Pressure = 1.658 0 psf Total Footing Width = 4.00 Mu': Upward = 2,158 0 ft-lb Footing Thickness = 18.00 in Mu': Downward = 645 645 ft-lb Mu: Design = 1,513 645 ft-lb Key Width Key Depth = 0.00 in = 0.00 in Actual 1-Way Shear = 7.25 3.66 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #7 @ 16.00 in ft = 2,500 psi Fy = 60 ' 000 psi Heel Reinforcing = #6 @16.00 in Footing Concrete Density = 150.00 pci Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S • Fr Heel: Not req'di Mu cS • Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments ..OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb ' lbs ft ft-lb Heel Active Pressure = 109.4 0.83 91.1 Soil Over Heel = 174.2 3.21 558.8 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -109.4 0.83 -91.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 171.0 6.00 1,026.0 * Axial Live Load on Stem = Load @ Stem Above Soil = 160.0 6.50 1,040.0 Soil Over Toe = I... T..... - 174.2 0.79 137.9 Surcharge IIdI J VW I U - Stem Weight(s) = 936.0 2.00 1,872.0 Earth @ Stem Transitions = Total = 331.0 O.T.M. = 2,066.0 Footing Weight = 900.0 2.00 1,800.0 ResistinglOvertuming Ratio = 2.11 Key Weight = 2.00 Vertical Loads used for Soil Pressure = 2,184.3 lbs Vert. Component = Total = 2,184.3 lbs R.M. 4,368.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Page 9 of 12 Top Stem 2nd Stem OK Stem OK ft= 5.00 0.00 = Masonry Masonry in = 8.00 10.00 = #5 #5 in = 16.00 16.00 = Center Center = 0.118 0.456 = 204.0 427.0 t-1 = 408.0 2,049.5 t-1 = 3,446.5 4,492.7 si= 4.5 7.5 Si = 69.7 69.7 sf= 84.0 104.0 in = 3.75 4.75 in = 45.00 45.00 in = 45.00 7.00 in = 45.00 7.00 Title Block Line 1 ' Project Title: You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr and then using the "Printing & Title Block" selection. DETAIL 2/S4.03 Title Block Line 6 Printed: 15 MAY 2017. 11:29AM Cantilevered Retaining Wall ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.15.1.19 File" I:tSeyed\CRZEIO-S1R6681L-U.EC6 I Description: 10" & 8" CMU wall- 8'-O" tall-1500 Criteria Retained Height = 1.00 ft Wall height above soil = 8.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary Wall Stability Ratios Overturning = 1.99 OK Sliding = 2.78 OK Total Bearing Load = 2,104 lbs resultant ecc. = 12.30 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pd Friction Coeff btwn Ftg & Soil = 0.250 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 19.0 plf ...I-Ieight to Top = 9.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 20.0 psf Stem Construction I Design Height Above Ftg Wall Material Above "Hr Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section It Moment .... Actual f Moment ..... Allowable Shear ..... Actual p Shear ..... Allowable p Wall Weight p Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data I'm p Fs p Solid Grouting Soil Pressure @ Toe = 1,439 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,727 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.2 psi OK Footing Shear @ Heel = 3.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 331.0 lbs less 100% Passive Force = - 393.8 lbs less 100% Friction Force = - 528. lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 00 ft - at Back of Wall Poisson's Ratio = 0.300 1,500 20,000 Yes Yes 21.48 1.000 9.60 si= 1,500 Si = 20,000 = Yes Load Factors Dead Load 1.200 Modular Ratio 'n = 21.48 Live Load 1.600 Short Term Factor = 1.000 Earth, H 1.600 Equiv. Solid Thick. in = 7.60 Wind, W 1.600 Masonry Block Type = 3 Seismic, E 1.000 Masonry Design Method = LRFD Page 10 of 12 Title Block Line 1 Project Tide: You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr and then using the "Printing & Title Block" selection. Title Block Line 6 Pnnted: 15 MAY 2017,11:29AM Cantilevered Retaining Wall ENERCALC. INC. 1983-2015, Build:6.15.1.19, Ver:6.15.1.19 File = I:Seyed\CRZE1Q-S\R668IL-U.EC6 I Description: 10" & 8" CMU wall- 8'-O" tall-1500 I Footing Dimensions & Strengths I Footing Design Results I Toe Width = 1.50 ft _jg_. Heel Heel Width = 2.50 Factored Pressure = 1,727 0 psf Total Footing Width = 4.00 Mu': Upward = 2,030 0 ft-lb Footing Thickness = 18.00 in Mu': Downward = 587 707 ft-lb Mu: Design = 1,443 707 ft-lb Key Width Key Depth = 0.00 in = 0.00 in Actual 1-Way Shear = 7.23 3.60 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear Toe Reinforcing = 75.00 75.00 psi = None Specd ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Specd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu C 5 * Fr Heel: Not reqd, Mu C S * Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 109.4 0.83 91.1 Soil Over Heel = 183.3 3.17 580.6 Surcharge over Heel = Sloped Soil Over Heel - = Toe Active Pressure = -109.4 0.83 -91.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 171.0 6.00 1026.0 * Axial Live Load on Stem = Load @ Stem Above Soil = 160.0 6.50 1,040.0 Soil Over Toe = 165.0 0.75 123.8 Surcharge Over Toe = Stem Weight(s) = 856.0 1.88 1612.7 Earth © Stem Transitions = Total = 331.0 O.T.M. = 2,066.0 Footing Weight = 900.0 2.00 1,8000 ResistinglOvertuming Ratio = 1.99 Key Weight = 2.00 Vertical Loads used for Soil Pressure = 2,104.3 lbs Vert. Component = Total 2,104.3 lbs R.M. 4117.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Page 11 of 12 Check Overturning Overturning Moment force distance O.T. Moment 10.13 kips 5.00 ft 50.67 k-ft Resisiting Moment Structure Weight distance Res. Moment Weight of footing Res. Moment 22:68 /_x3.25 73.71 kft 6.5x1.5x8x15O/1OOO I 11.7 kips 3.25xl 1.7 38.025 k-ft Safety Ratio= Res./O.T. 2.2050 OK 5io25+7fl1)I5o.6fl FIREPLACE Footing Width 6.5 ft Check Bearing Pressure Soil Pressure <1500 psf OK Page 12 of 12 Structural Calculations The Reserve at Carlsbad Submitted to: Mark Carnighon MUSSER ARCHITECIS, INC. April, 7" 2017 CBC20I7-0173 2262 AVENIDA MAGNIFICA THE RESERVE: REMODEL & REBUILD AT 13 SITES - REMODEL 3 POOL RESTROOMS, DEMO 1 RESTROOM & REBUILD, REMODEL 5 LAUNDRY BUILDINGS, REMODEL 4 LAUNDRY ROOMS (2,472 SF TOTAL REMODEUI364 SF 1672503800 4/11/2017 ringlekirk STRUCTURAL EN6INEERS These calculations are reproduced here only for submittal to the governing building authority to assist in obtaining a building permit. Any reproduction or distribution is expressly forbidden. Any calculations without a cover sheet, wet stamp, and signature are unauthorized and cannot be used for one Duroose. 3621 Harbor Boulevard, Suite 125 Santa Ana, (A 92704 714.557.8551 T 714.557.5530 F www.englekirk.com Reverse at Carlsbad TABLE OF CONTENTS JOB NUMBER: 17-SOO1 > Free Standing Walls ............................................ 1.1 > BBQ at Phase II and Sky Spa.................................2.1 > Shade Structure at Phase II ..................................... 3.1 > Fire Place ...................................... .............4.1 > Flagpole Footing Design........................................5.1 NEW POOL BATH BUILDING > Loading Criteria..................................................6.1 > Shear wail Design................................................7.1 ENGLEKIRI( COMPANIES 16 Consulting Structural Engineers, Inc. 3621 Harbor Blvd Suite 125 Santa Ana, CA 92704-6924 Job,# 17-SO0I 714.557.8551 Date 714.557.5530 fax Initials Sheet# -I. Free. Standing Walls I 8.in Mas WI #5 tä Min 0/c #O@18.in @Toe Designer select #0@18.in all horiz. reinf. © Heel DIL Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 I Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 00 ft Poisson's Ratio = 4,1- ç4 kom 0.300 tern Design Height Above Ftg Wall Material Above 'Hr Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data IbIFB + fa/Fa Total Force © Section MomenL.Actual Moment .... Allowable Shear .... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data fm Fs Solid Grouting Stem OK ft= 0.00 Masonry in= 8.00 = #5 in 16.00 = Center = 0.153 lbs= 140.8 ft-l= 528.0 ft-I = 3,446.5 psi= 3.1 psi = 69.7 psf= 84.0 in = 3.75 in = 45.00 jn= 7.00 in = 7.00 psi= 1,500 psi = 20,000 = Yes Title Block Line I Project Title: You can changes this area Engineer: Project ID: using the "Settings" menu item Project 0escr: and then using the "Printing & Title Block selection. Title Block Line 6 Pr!d 14 M$4 2317. 9=4 [Cantilevered Retaining Wall File =l;tSeyed1CRZE1Q-SiR66BIL-tJEc6 ENERcALC INC. 1983-2015, 6uild;6i5.t19, Ver6,15i.19 I .I1 Description: 8-in CMU Retaining wall- 5.5ft free standing height and no retaining height L*ii .1I[c1uLl :1: Criteria Retained Height = 1.00 ft Wall height above soil = 5.50 ft Slope Behind Wall = 0.00:1 - Height. of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in 1 Design Summary Wall Stability Ratios Overturning . = 4.80 OK Sliding = 8.67 OK Total Bearing Load = 1,478 lbs ...resultant ecc. = 3.75 in ISoil Data I Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure 35.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pcI Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.250 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 p11 ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft b.OZ(t%It0 spc Wind on Exposed Stem = 5' 16.0 psf 1-i, ('1i i Stem Construction I Top S Soil Pressure @ Toe = 801 psf OK Soil Pressure @ Heel = 185 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 961 psf ACI Factored © Heel = 221 psf Footing Shear © Toe 2.5 psi OK Footing Shear © Heel = 2.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 88.0 lbs less 100% Passive Force = - 393.8 lbs less 100% Friction Force = - 369.0 lbs Added Force Req'd 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.600 Seismic, E 1.000 Modular Ratio 'n' 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = 3 Masonry Design Method = LRFD Title Block Line I Project Title: You can changes this area Engineer: Project ID: using the Settings menu item - Project Descr and then using the"Printing & Title Block" selection. Title Block Line 6 ind: 14 ui [Cantilevered Retaining Wall File lSeyedCRZE1Q-SR61 - ENERCAIC INC. 1983-2015, Build6.15.1.19, Description: 8-in CMU Retaining wall- 5.5ft free standing height and no retaining height Footing Dimensions & Strengths Toe Width = 1.17ff Heel Width 1.83 Total Footing Width = 3.00 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft tc = 2.500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ lop 2.00 @ Btm.= 3.00 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment - Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 109.4 0.83 91.1 Soil Over Heel = 128.3 2.42 310.1 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = -109.4 0.83 -91.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = 88.0 5.25 462.0 Soil Over Toe = 128.3 0.58 74.9 Surcharge Over Toe Total = 88.0 O.T.M. = 462.0 Resisting/Overturning Ratio = 4.80 Vertical Loads used for Soil Pressure = 1,477.7 lbs Stem Weight(s) = 546.0 1.50 819.0 Earth @ Stem Transitions = Footing Weight = 675.0 1.50 1,012.5 Key Weight Vert. Component = Total = 1,477.7 lbs R.M. = 2,216.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Footing Design Results I Toe Heel Factored Pressure 961 221 psf Mu': Upward = 757 0 ft-lb Mu': Downward = 357 357 ft-lb Mu: Design = 399 357 ft-lb Actual 1-Way Shear = 2.49 2.52 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu <S * Fr Key: No key defined 8.in Mas w/ #5 © 16.in 0/c Solid Grout #O@18.in @Toe Designer select #0@18.1n all horiz. reinf. @ Heel F' Dct1IL /tO / , Wall to Ftg CL Dist = Lw 0O.1 2 Y. ''WFoodng 0.00 ft 2.5 FS Type Base Above/Below Soil Line Load Wind on Exposed Stem = - - 16.0 psf at Back of Wall Pojsson's 0.0 ft Z5/I.6 . f Ra lo = 4-lo ok4rk roy tJ casiLo 0.300 Stem Construction j Top Stem Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "H = Masonry Thickness in = 8.00 Reber Size # 5 Reber Spacing in 16.00 Reber Placed at Center uesign Data fbIFB + fa/Fa Total Force @ Section Moment... Actual Moment .... Allowable Shear ..... Actual Shear.... .Allowable Wall Weight Reber Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data I'm Fs Solid Grouting = 0.338 lbs = 439.8 ft-1 = 1,164.8 ft-I = 3,446.5 psi= 9.8 psi = 69.7 psf = 84.0 in= 3.75 in = 45.00 in= 7.00 in= 7.00 psi= 1,500 psi = 20,000 = Yes Modular Ratio'n ' 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = 3 Masonry Design Method = LRFD Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the Settings" menu item Project Descr and then using the Printing & Title Block" selection. Title Block Line 6 inIt 14 Ml 2017. 9:35I ICantilevered Retaining Wall File =lSeedCR2E1QSlR66BIL-tJ5 I ENERCAIC, INC 1953-2015. Budd:6.15.1.19Ver6,15.1j9 Description: 8-in CMU Retaining wall- 5.5ft free standing height Criteria Retained Height = 3.00 ft Wall height above soil = 5.50 ft Slope Behind Wall 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary Wall Stability Ratios Overturning = 3.10 01< Sliding = 2.27 OK Total Bearing Load = 2.125 lbs ...resultant ecc. = 5.53 in Soil Pressure @ Toe = 1.087 psf OK Soil Pressure @ Heel = 128 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,304 psf ACI Factored @ Heel = 153 psf Footing Shear @ Toe = 5.1 psi OK Footing Shear@ Heel = 5.1 psi 01< Allowable = 75.0 psi Sliding Cates (Vertical Component NOT Used) Lateral Sliding Force = 408.0 lbs less 100% Passive Force = - 393.8 lbs less 100% Friction Force = - 530.0 lbs Added Force Req'd 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data I Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psflft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pd Soil Density, Toe = 110.00 pd Friction Coeff btwn Ftg & Soil = 0.250 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 25.0 pit ...Height to Top = 3.00 ft ...Height to Bottom = 0.00 It Calculations per ACI 31841, ACI 53041, IBC 2012, CBC 2013, ASCE 7-10 I Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Title Block Line 1 Project Title: You can changes this area Engineer: using the Settings" menu item Project Descr: and then using the"Printing & Title Blocku selection. Project ID: P4rd: 14 PAR 2017. 9:3SAU - Cantilevered Retaining Wall lie: Ieyee%tLt1u-b1nbbeJL-u,o NERcALC,tNc1983-2Ol5.Bulld;6.15.1.19,Ver6i5.1.19 Description: 8-in CMU Retaining wall- 5.51t free standing height Footing Dimensions & Strengths Too Width = 1.42 ft Heel Width = 2.08 Total Footing Width 3.50 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It ft = 2.500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft-lb lbs ft ft-lb Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 467.4 •2.79 1,304.7 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -109.4 0.83 -91.1 Surcharge Over Heel = Surcharge Over Toe Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 75.0 3.00 225.0 * Axial Live Load on Stem = Load @ Stem Above Soil = 88.0 7.25 638.0 Soil Over Toe = 155.8 0.71 110.3 Surcharge Over Toe Total = 408.0 O.T.M. 1,303.4 ResistinglOvertuming Ratio = 3.10 Vertical Loads used for Soil Pressure = 2,124.6 lbs Stem Weight(s) = 714.0 1.75 1,249.3 Earth @ Stem Transitions = Footing Weight = 787.4 1.75 1,377.7 Key Weight . = Vert Component = Total = 2,124.6 lbs RM. = 4,042.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Footing Design Results I JL.. Factored Pressure = 1,304 Heel 153 psf Mu': Upward = 1,417 0 ft-lb Mu': Downward = 504 835 ft-lb Mu: Design 913 835 ft-lb Actual 1-Way Shear = 5.09 5.07 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing. = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu <S * Fr Key: No key defined ENGLEKIRIC COMPANIES Consulting Structural Engineers, Inc. 3621 Harbor Blvd Suite 125 Santa Ana, CA 92704-6924 Job# 17SO01 714.557.8551 . Date 714.557.5530 fax Initials Sheet# A. .1 BBQ at Phase II and Sky Spa -p"- AT f' 5 psf 1 kips 1.45 kips 0.428 g 0.782 g 0.448 g 1.25 1 0.6256 9 ft 0.10 seconds 8 seconds 3.45 Eq. 12.8-3 0.03 Eq. 12.8-5 0.63 0.91 kips DEAD LOAD: Canvas Shade Steel Framing W SEISMIC LOAD: Si SOS SDI R CS Ta = 0.02 h 314 T1 Cs Cs Cs V=CsW Per ASCE7-10, Table 12.2-1 for steel ordinary cantilever column system Eq. 12.8-2 WIND LOAD: Basic Wind Speed, V Risk Category Wind Exposure P=qGC K. Kd qh=0.00256KK2 KV G CNW (Fig.27.4-4) Load Case A Load Case B CNL (Fig.27.4-4) Load Case A Load Case B 110 mph II B Per ASCE7-10 Section 27.4.3 for open buildings 0.57 Table 27.3-1 for 0-15 ft 1 0.85 Table 26.6-1 15.01 psf at Ultimate Level 0.85 Section 26.9.1 Clear Wind Flow Obstructed Wind Flow 1.2 -0.5 -1.1 -1.1 0.3 -1.2 -0.1 -0.6 CN say 1.2/-1.2 P = 9.CC 1 15.31 psf at Ultimate Level OD LOO Z3 xial Force. Fx .11 Members: lax = 0.00 K (M8-4) Un = -0.72 K (Ml-0) hear Force, Vy II Members: lax = 0.56 1< (M2) ILn = -0.30 K (M5-3) nding Moment. Mz Members: ix = 0.88 K-ft (M9-3) = -1.13 K-ft (M5-3) at/ tq- CO LOAD iaI Disp.. dx DFT O, )c.toq OtfZ PRtci -- )o0 If RA I.. ax= 0.51 n=-0.21 iaI Force. Fx .11 Members: lax = 0.49 K (M2) in = -0.42 K (M3) "hear Force. Vy %11 Members: I1ax = 0.49 K (Ml-0) Ain = -0.03 K (M3) ending Moment, Mz II Members: lax = 0.51 K-ft (M2) Un = -3.90 K-ft (MI-0) EQ LOAD ------------- ocal Disp.. dz II Members: lax= 0.51 in ILn = -0.22 in Z) 0. - )t0OO - Axial Force, Fx All Members: Max = 0.10 K (M7-3) Mm = -0.42 K (M4) 'hear Force, Vz II Members: 1ax = 0.42 K (M3) Ain = -0.49 K (Ml-0) Z.'5 ending Moment, My II Members: -Max = 4.38 K-ft (MI-0) Iin = -0.52 K-ft (M4) z.I WIAID LOAD O.Ott5 kz xial Force, Fx II Members: lax = 0.70 K (MI-C) Lin = -0.00 K (M8-4) Z.(6 ear Force, Vy II Members: lax = 0.39 1< (M5-3) Un = -0.70K (M2) ending Moment. Mz .11 Members: lax = 1.40 K-ft (M5-3) un = -1.16 K-ft (M9-2) z-o Title Block Line 1 Project Title: You can changes this area Engineer: Protect ID: using the "Settings" menu item Project Descr and then using the 'Printing & Title Block" selection. Title Block Line 6 Pe 14 VAR 2017, 2:3FM I Steel Column -- flleSeyeGtCRE1QSIAJtST-eMMH0Z5-1.Ec6 EN I ERcALc. INC. 1983-2015. BUild615.1.19. Ver.6.15.1.19 I Description: Beam Code References Calculations per AlSC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: HSS6x2x1I4 Overall Column Height 6.0 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis E : Elastic Bending Modulus 29000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-10 V-V (depth) axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 6.0 if, E = 0.2275 k BENDING LOADS... Lat. Uniform Load creating Mx-; 0 = 0.0250 k/ft Lat. Uniform Load creating Mx-; W = 0.0750 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. AxiaI4Bending Stress Ratio = 0.02345 : 1 Maximum SERVICE Load Reactions.. Load Combination +1.20D+0.50Lr+0.50L+W+1 .60H Top along X-X 0.0 k Location of max.above base 2.980 ft Bottom along X-X 0.0 It At maximum location values am... Top along V-V 0.2250 k Pu 0.0 k Bottom along V-V 0.2250 It 139.518 k Mu-x 0.4725 k-ft Maximum SERVICE Load Deflections 0.9 • Mn-x: Mu-y 0.9 * Mn-y: 20.148 k-ft Along V-V 0.005819 in at 0.0 k-ft for load combination :W Only 9.005 k-ft Along X-X 0.0 in at for load combination: 3.020ft above base 0.0ft above base PASS Maximum Shear Stress Ratio = 0.006160 Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 0.3150 k VnPhi:Allowable 51.135 k Load CombinationResults Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D+1.60H 0.008 PASS 3.02 ft 0.002 PASS 0.00 ft +1.20D40.50Lr+1.60L+1.60H 0.007 PASS 3.02 ft 0.002 PASS 0.00 ft +1.20D+1.60L40.505+1.60H 0.007 PASS 3.02 ft 0.002 PASS 0.00 ft +1.20D+1.60Lr+0.50L+1.60H 0.007 PASS 3.02 ft 0.002 PASS 0.00 ft +1.20D+1.6QLr40.50W+1.60H 0.015 PASS 2.98 ft 0.004 PASS 0.00 ft +1.20D+1.6QLr-0.50W+1.60H 0.002 PASS 2.98 ft 0.000 PASS 0.00 ft +1.20D40.50L+1.60S+1.60H 0.007 PASS 3.02 ft 0.002 PASS 0.00 ft +1.20D+1.60540.50W+1.60H 0.015 PASS 2.98 ft 0.004 PASS 0.00 ft +1.20D+1.60S-0.50W+1.60H 0.002 PASS 2.98 ft 0.000 PASS 0.00 ft +1.20D.0.50Lr40.50L+W+1.60H 0.023 PASS 2.98 ft 0.006 PASS 0.00 ft +1.20D40.50Lr'0.50L-1.0W+1.60H 0.010 PASS 3.02 ft 0.003 PASS 0.00 ft '-1.20D'0.50LsO.50S+W+1.60H 0.023 PASS 2.98 ft 0.006 PASS 0.00 ft +1.20040.50L-.0.50S-1.OW+1.60H 0.010 PASS 3.02 ft 0.003 PASS 0.00 ft +1.356D40.50L40.205+E+1.60H 0.008 PASS 2.98 ft 0.002 PASS 0.00 ft +1.356D40.50L40.20S-1.OE+1.60H 0.008 PASS 2.98 ft 0.002 PASS 0.00 ft Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the Settings menu item Project Descc and then using the 'Printing & Title Block' selection. .-z_. Zt. PriLed: I4AR 247. 2:30PM Steel Column 1.19 Description: Beam Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location 40.90D+W40.90H 0.022 PASS 2.98 ft 0.006 PASS 0.00 ft '0.90D-1.OW40.90H 0.012 PASS 2.98 ft 0.003 PASS 0.00 ft 40.7436D4€40.90H 0.005 PASS 2.98 ft 0.001 PASS 0.00 It -+0.7436D-1.0E-.0.90H 0.005 PASS 2.98 ft 0.001 PASS 0.00 ft Maximum Reations Note: Only non-zero reactions are listed. X-X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base 4041 k -0.075 0.075 k k .+0+L4I It -0.075 0.075 k k ..D*Lr4l It -0.075 0.075 k k .0+541 k -0.075 0.075 k k .0-.0.75OLr40.750L41 k .0.075 0.075 It k 4040.750L40.750S*H It -0.075 0.075 k It 4040.60W4H k -0.210 0.210 It It +040.70E41 k -0.075 0.075 It 0.159 k -.040.750Lr-.0.750L-.0.450W+H K -0.176 0.176 k k 4040.750L40.750S40.450W41 k -0.176 0.176 k k -s040.750L40.750S*0.5250E-*1 k -0.075 0.075 k 0.119 k 40.60D40.60W40.601-1 k -0.180 0.180 k It -40.60D-.0.70E40.60H k -0.045 0.045 k 0.159 k D Only k -0.075 0.075 k k Lc only k K k LOnly K k k SOnly k k It W Only k -0.225 0.225 k k Eonly k k 0.228k HOnly k It k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance -'041 0.0000 in 0.000 ft 0.002 in 3.020 It -.0+L4H 0.0000 in 0.000 It 0.002 in 3.020 ft +0+lr+11 0.0000 in 0.000 it 0.002 in 3.020 ft 0.0000 in 0.000 ft 0.002 in 3.020 it 40-.0.750Lr-.0.750L#1 0.0000 in 0.000 ft 0.002 in 3.020 It '0+0.750L40.750S41 0.0000 in 0.000 it 0.002 in 3.020 it +040.60W41 0.0000 in 0.000 It 0.005 in 3.020 It -+00.70E+H 0.0000 in 0.000 ft 0.002 in 3.020 it -.0-'0.750Lr40.750L-'0.450W+H 0.0000 in 0.000 It 0.005 in 3.020 It 4040.750L40.750S40.450W4H 0.0000 in 0.000 It 0.005 in 3.020 It +D-.0.750L40.750S40.5250E'H 0.0000 in 0.000 it 0.002 in 3.020 ft -.0.60D-.0.60W-.0.60H 0.0000 in 0.000 ft 0.005 in 3.020 It -i060D-.0.70E-.0.60H 0.0000 in 0.000 ft 0.001 in 3.020 ft 0 Only 0.0000 in 0.000 ft 0.002 in 3.020 it Li Only 0.0000 in 0.000 ft 0.000 in 0.000 It L Only 0.0000 in 0.000 it 0.000 in 0.000 ft S Only 0.0000 in 0.000 it 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.006 in 3.020 ft E Only 0.0000 in 0.000 Ift 0.000 in 0.000 ft H Only 0.0000 in 0.000 it 0.000 in 0.000 ft Steel Section PrToperties : HSS6x2x1I4 Title Block Une 1 Project Title: You can changes this area Engineer: Proiect ID: using the "Settings" menu item Project Descr and then using the "Printing & Title Block" selection. Title Block Une 6 PrS 14 MR M17, 2:3?L4 Steel Column - File = I;tSeyedCRZElQ $13 AXST-6IMMHOZS-l.EC6 I ENERCAIC, INC. 1983-2015, 6uild6j5.1.19. Ver6,15.1,19 I I1fltTA'fIILIISI*LII— Description: Beam Sell Section Proertiis : HSS6x2x1I4 Depth = 6.000 in lxx = 13.10 mM J = 6.550 iflA4 S xx = 4.37 mn3. Cw = 4.70 1nA6 Width = 2.000 in R xx = 1.970 in Wall Thick = 0.250 in Zx = 5.840 mnA3 Area = 3.370 inA2 I yy = 2.210 mM C = 4.700 inA3 Weight = 12.181 p11 Syy = 2.210 in*3 Ryy = 0.810 in • Zy 2.610 in53 Ycg = 0.000 in om I M-x Loads Loads are total entered value. Arrows do not reflect absolute direction. Maximum SERVICE Load Reactions.. Top along X-X 0.0 k Bottom along X-X 0.0 k Top along V-V 0.3386 k Bottom along V-V .0.3386 k Maximum SERVICE Load Deflections... Along V-V 0.1759 in at 7.550ft above base for load combination :+D+0.60W+H Along X-X 0.0 in at 0.0ft above base for loadcombination: - Title Block Line I You can changes this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project Descr: Project ID: File = l:SeyedtCRZElQ-SSIAXST-G\MMH0Z5--tEC6 I I Steel Column ENERCALC. INC. 1983-2015. Build 6.15,1.19. Ver615,1.19 Description: Beami )36/M4-15 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: 1HSS6x2x1I4 Overall Column Height 15.0 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-10 V-Y (depth) axis: Fully braced against budding along V-V Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 15.0 if, E = 0.4550 k BENDING LOADS... Lat. Uniform Load creating Mx-x, D = 0.01221 k/ft Lat. Point Load at 5.167 ft creating Mx-x, W = 0.2250 k Lat. Point Load at 5.167 ft creating Mx-x, D = 0.1120k Lat. Point Load at 9.834 it creating Mx-x, 0 = 0.1120 k Lat. Point Load at 9.834 ft creating Mx-x, W = 0.2250 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1126 : 1 Load Combination +1.20D+0.50Lr-i-0.50L+W+1 .60H Location of max.above base 7.450 ft At maximum location values are... Pu 0.0k 0.9Pn 139.518 k Mu-x 2.269 k-ft 0.9'Mn-x: 20.148 k-ft Mu-y 0.0 k-ft 0.9 * Mn-y: 9.005 k-ft PASS Maximum Shear Stress Ratio = 0.009178 Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of max.above base 15.0 ft At maximum location values are Vu: Applied Vn • Phi: Allowable Load Combination Results 0.4693 k 51.135 k Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D+1.60H 0.064 PASS 7.45 ft 0.006 PASS 15.00 ft +1.20D40.50Lr+1.60L+1.60H 0.055 PASS 7.45 ft 0.005 PASS 15.00 ft -*-1.20D-i-1.60L40.50S+1.60H 0.055 PASS 7.45 ft 0.005 PASS 15.00 ft +1.20D+1.60Lr40.50L+1.60H 0.055 PASS 7.45 ft 0.005 PASS 15.00 it +1.20D+1.60Lr40.50W+1.60H 0.084 PASS 7.45 It 0.007 PASS 15.00 ft +1.200+1.60Lr-0.50W+I.60H 0.026 PASS 7.45 It 0.003 PASS 15.00 ft +1.20D.i0.50L+1.605+1.60H 0.055 PASS 7.45 ft 0.005 PASS 15.00 ft +1.200+1.60S-.0.50W+1.60H 0.084 PASS 7.45 ft 0.007 PASS 15.00 ft +1.200+1.60S-0.50W+1.60H 0.026 PASS 7.45 ft 0.003 PASS 15.00 ft +1.20D+0.50Lr-.0.50L+W+1.60H 0.113 PASS 7.45 ft 0.009 PASS 15.00 ft +1.20D-+0.5OLr-0.50L-1.0W+1.60H 0.005 PASS 9.87 it 0.001 PASS 9.87 ft -I-1.20D-0.50L40.50S+W+1.60H 0.113 PASS 7.45 ft 0.009 PASS 15.00 ft Title Block Line I Project Title: You can changes this area Engineer: Proiect ID: using the "Settings" menu item Project Descr and then using the "Printing & Title Block" selection. PefMI, ItUAR rii u;eyut4L I QIInUi.3IUO I Steel Column ENERcALC, INC. 1983-2015, Bdlth6.15.1.19.Ver.6.15,1.19 I Description: Beami Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.20D40.50L40.50S-1.OW+1.60H 0.005 PASS 9.87 ft 0.001 PASS 9.87 ft +1.356040.50L40.20S+E+1.60H 0.064 PASS 7.45 ft 0.005 PASS 15.00 ft +1.356D40.50L40.20S4.0E+1.60H 0.064 PASS 7.45 ft 0.005 PASS 15.00 ft 40.900+W40.90H 0.099 PASS 7.45 ft 0.008 PASS 15.00 ft 40.90D-I.0W40.90H 0.018 PASS 5.23 ft 0.002 PASS 9.87 ft 40.743604€40.90H 0.036 PASS 7.45 ft 0.003 PASS 15.00 ft 40.74360-1.0E40.90H 0.036 PASS 7.45 ft 0.003 PASS 15.00 ft Maximum Reactions - Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @Base @Top @Base @ToP @Base k -0.204 0.204 k k .D41411 k -0.204 0.204 It k 4041J4H k -0.204 0.204 k k 'O+S.H k -0.204 0.204 k k 4040.750Lr40.750L411 k -0.204 0.204 k K 4040.750L40.750S4H K -0.204 0.204 k k 4040.60W4H k -0.339 0.339 k It 4040.70E1H k .0.204 0.204 K 0.319 k .D-I0.750Lr40.75OL40.450W4H k -0.305 0.305 K k 4D40.750L40.750S40.450W4H k -0.305 0.305 k k .+090750L407506105250E1+I k -0.204 0.204 k 0.239 k 40.600-40.60W40.60H k -0.257 0.257 k k 40.60040.70E40.60H k -0.122 0.122 K 0.319k D Only k -0.204 0.204 k k Lr0nly k k k LOnly k k k S0nly k k k W Only k -0.225 0.225 k k E Only k k 0A55 k HOnly k k It Maximm Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance 0.0000 in 0.000 It 0.100 in 7.550 ft 40+141-I 0.0000 in 0.000 it 0.100 in 7.550 It -i0+lr+1-1 0.0000 in 0.000 ft 0.100 in 7.550 ft 40+S4H 0.0000 in 0.000 It 0.100 in 7.550 ft 4040.7501J40.750L#I 0.0000 in 0.000 It 0.100 in 7.550 It -'040.750L-+0.750S+H 0.0000 in 0.000 ft 0.100 in 7.550 ft l040.60W41 0.0000 in 0.000 ft 0.176 in 7.550 ft -I040.70E+H 0.0000 in 0.000 ft 0.100 in 7.550 It 4040.750Lr40.750L40.450W4H 0.0000 in 0.000 It 0.157 in . 7.550 ft 4040.750L40.750S40.450W4H 0.0000 in 0.000 ft 0.157 in 7.550 ft 40.0.750L40.750S.0.5250E+H 0.0000 in 0.000 ft 0.100 in 7.550 It .+060D4060W4060H 0.0000 in 0.000 ft 0.136 in 7.550 ft *0.600-.0.70E40.60H 0.0000 in 0.000 It 0.060 in 7.550 ft O Only 0.0000 in 0.000 ft 0.100 in 7.550 it Lr Only 0.0000 in 0.000 it 0.000 in 0.000 ft 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 WOnly 0.0000 in 0.000 ft 0.127 in 7.550 It E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS6x2x1I4 Title Block Line 1 Project Title: You can changes this area Engineer: Proiect ID: using the "Settings' menu item Project Descr and then using the "Printing & Title Block" selection. I Steel Col Ale L.Seyed\cRZE1Q-StSIAXST6lMMH0Z5-tEc6 UT1fl ENE I RcAL. INC. 1983.20l5 8ui1t6,15119. Ver6i5.1.19 Description: Beami Steel Sctiôñ Proprties : HSS6x2x1I4 Depth = 6.000 in I xx = 13.10 n'14 J 6.550 mM S xx = 4•37 j'13 Cw 4.70 inA6 Width = 2.000 in R xx = 1.970 in Wall Thick = 0.250 in Zx = 5.840 j'13 Area = 3.370 inA2 I yy = 2.210 jA4 C 4.700 inA3 Weight = 12.181 plf Syy = 2.210 inA3 Ryy = 0.810 in Zy = 2.610 103 Ycg 0.000 in r-- M-xloads OUk .9 R - 022 A-14 —I. — 001= - Loads are total entered value. Arrows do not reflect absolute direction. Maximum SERVICE Load Reactions.. Top along X-X 0.0 It Bottom along X-X. 0.0 k Top along Y-Y 0.490 k Bottom along Y-Y 0.0 k Maximum SERVICE Load Deflections Along V-V 0.0 in at 0.0ff above base for load combination: Along X-X 0.0 in at 0. Oft above base for load combination: Title Block Line 1 You can changes this area using the'Settings' menu item and then using the Printing & Tulle Block" selection. Project Title: Engineer: Project Descr Project ID: Steel Column Description: Column_ HSS6x6x1/4 Code References Calculations per AISC IiCT071i, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: HSS6x6x1!4 Overall Column Height 9.0 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-10 Y-Y (depth) axis: Fully braced against buckling along V-V Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 170.877 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft. 0=0.720, W = 0.70, E = 0.030 It BENDING LOADS... Lat. Point Load at 9.0 ft creating Mx-x, E = 0.490k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.008155 : 1 Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of max.above base 0.0 ft At maximum location values are... Pu 1.769 k 0.9Pn 216.936 k Mu-x 0.0 k-ft 0.9 * Mn-x: 38.640 k-ft Mu-y 0.0 k-ft 0.9 Mn-y: 38.640 k-ft PASS Maximum Shear Stress Ratio = 0.009583 :1 Load Combination +1 .3520+0.50L+O.20S+E+1.60H Location of max.above base 9.0 ft At maximum location values are... Vu : Applied 0.490 It Vn* Phi: Allowable 51.135 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D+1.60H 0.006 PASS 0.00 ft 0.000 PASS 0.00 ft -*-1.200.0.50Lr+1.60L+1.60H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+1.60L0.50S+1.60H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+1.60Lr0.50L+1.60H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +1.200+1.60Lr4O.50W+1.60H 0.007 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D0.50L+1.605+1.60H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+1.60S40.50W+1.60H 0.007 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D40.50Lr-'0.50L+W+1.60H 0.008 PASS 0.00 ft 0.000 PASS 0.00 ft +1,20D40.50L.0.505+W+1.60H 0.008 PASS 0.00 ft 0.000 PASS 0.00 ft +1.352D40.50L40.20S€+1.60H 0.006 PASS 0.00 ft 0.010 PASS 9.00 ft 40.90D+W40.90H 0.007 PASS 0.00 ft 0.000 PASS 9.00 ft 40.7476D4€40.90H 0.003 PASS 0.00 ft 0.010 PASS 9.00 ft Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the Settings' menu item Project Desci: and then using the Printing & Title Block7 selection. Title Block Line 6 R~jtai I4M 2517, 2-.46-7fil I Steel Column File = I,SeyedCRZElOS1SIAXST6WMH0Z&l.EG6 ENERCALC, INC. 1983-2015. Build:6j5.1j9. Ven6.151.19 Description: Column_ HSS6x6x1!4 Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base 40411 k k 0.891k 404.41 k k 0.891 k 4044J4H k k 0.891 k k k 0.891 It 4040.75OL4O.750141 k It 0.891 k 4040.750L40.750S4H K It 0.891 K 4040.60W411 k It 1.311 It 4040.70E911 k 0.343 k 0.912 k iD.0.750Lr40.750L40.450W411 k K 1.206 K 4040.750L40.750S40.450W411 k k 1.206 K 40'0.750L40.750S40.5250E41 K 0.257 k 0.907 k 40.60D40.60W40.60H K k 0.955 k 40.601340.70E40.601-1 k 0.343 It 0.556 k DOnly k k 0.891K LrOnly K k K LOnly - k K K SOnly K K k WOnly k K 0.700k E Only K 0.490 k 0.030 k HOnly K k K Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance .041 0.0000 in 0.000 it 0.000 in 0.000 it 0.0000 in 0.000 It 0.000 in 0.000 It 404141 0.0000 in 0.000 it 0.000 in 0.000 It 40+S4I 0.0000 in 0.000 ft 0.000 in 0.000 It 4040.75OLr40.750L41 0.0000 in 0.000 ft 0.000 in 0.000 It '040.750L40.750S.H 0.0000 in 0.000 it 0.000 in 0.000 It 4040.60W411 0.0000 in 0.000 it 0.000 in 0.000 ft 4040.70E4H 0.0000 in 0.000 It 0.000 in 0.000 It 4040.750L140.750L40.450W411 0.0000 in 0.000 It 0.000 in 0.000 ft 'O40750L40750S'O450W4l 0.0000 in 0.000 It 0.000 in 0.000 it +040.7501-40.750540.5250E'H 0.0000 in 0.000 It 0.000 in 0.000 It 40.60D40.60W40.60H 0.0000 in 0.000 It 0.000 in 0.000 It 40.60D40.70E40.60H 0.0000 in 0.000 it 0.000 in 0.000 It D Only 0.0000 in 0.000 it 0.000 in 0.000 It Lr Only 0.0000 in 0.000 It 0.000 in 0.000 It L Only 0.0000 in 0.000 It 0.000 in 0.000 It S Only 0.0000 in 0.000 It 0.000 in 0.000 It W Only 0.0000 in 0.000 it 0.000 in 0.000 it E Only 0.0000 in 0.000 ft 0.000 in 0.000 it H Only 0.0000 in 0.000 It 0.000 in 0.000 It Steel Section Properties : HSS6x6x1!4 M-x Loads Loads are total entered value. Arrows do not reflect absolute direction. x J Title Block Line 1 Project Title: You can changes this area Engineer: Prolect ID: using the 'Settings menu Rem Project Descr: and then using the 'Printing & Title Block selection. Title Block Line 6 MOM, 14 MAR 2017. 2:4P I Steel Column FNRcALc INC. 19-21115. RuiIt615.1.19. Ver6.15.1.1 Description: Column... HSS6x6x1I4 Steel Seti Properties : HSS6x6x1I4 Depth = 6.000 in I xx = 28.60 mM J = 45.600 in*4 Sxx = 9•54 1A3 Width = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 in53 Area = 5.240 in52 I yy = 28.600 mM C = 15.400 in3 Weight = 18.986 plf Syy = 9.540 1nA3 Ryy = 2.340 in Yc9 = 0.000 in - -- Title Block Line 1 Project Title: You can changes this area Engineer: Prolect ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Z1 5O Title Block tine 6 Pri1ed: 14 MR 2017, 2:53PM Steel Column File= 11SeyedtCRZE1QStSlAXST$WMHOZ51.EC6 h ENERCALC. INC. 1983.2015. Build6i5,1j9, Ver615j019 Description: Column_ HSS4x4x1I4 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 / Load Combinations Used: ASCE 7-10 ,,Uj,* Al- 53 General Information - Steel Section Name: HSS4x4x1I4 Overall Column Height 5.330 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy : Steel Yield 46.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-10 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: 64.924 lbs * Dead Load Factor AXIAL LOADS... - Axial Load at 5.330 ft, 0=0.720, W = 0.70, E = 0.040k BENDING LOADS... Let. Point Load at 5.330 ft creating Mx-x, E = 0.490 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.01177 : I Load Combination +1.200+0.50Lr+0.50L+W+1.60H Location of max.above base 0.0 ft At maximum location values are... Pu 1.642 k 0.9*Pn 139.518 k Mu-x 0.0 k-ft 0.9Mn-x: 16.181 k-ft Mu-y 0.0 k-ft 0.9Mn-y: 16.181 k-ft PASS Maximum Shear Stress Ratio = 0.01539 :1 Load Combination +1.3520+0.50L+0.20S+E+1.60H Location of max.above base 5.330 ft At maximum location values are... Vu: Applied 0.490 k Vn • Phi: Allowable 31.842 k Load Combination Results Maximum SERVICE Load Reactions.. Top along X-X 0.0 k Bottom along X-X 0.0 k Top along V-V 0.490 k Bottom along V-V 0.0 k Maximum SERVICE Load Deflections... Along V-V 0.0 in at 0.0ft above base for load combination: Along X-X 0.0 in at 0.0ft above base for load combination: Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D+1.60H 0.008 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D.50Lr+160L+1.60H 0.007 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+1.60L+0.505+1.60H 0.007 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+1.60Lr.0.50L+1.60H 0.007 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+1.60Lr4O.50W+1.60H 0.009 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+O.50L+1.60S+1.60H 0.007 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+1.60S40.50W+1.60H 0.009 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D-0.50Lr4O.50L+W+1.60H 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft .1.20D0.50L.0.50S+W+1.60H 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft +1.352040.50L40.2054E+1.60H 0.008 PASS 0.00 ft 0.015 PASS 5.33 ft 40.90D+W40.90H 0.010 PASS 0.00 ft 0.000 PASS 5.33 ft 40.7476D+E40.90H 0.004 PASS 0.00 ft 0.015 PASS 5.33 ft Title Block Line 1 Project Title: You can changes this area Engineer: Proiect ID: using the "Settings menu item Project Descc and then using the'Printing & Title Block" selection. Title Block Line 6 Pit'd: 14!iAR 2017. 253PM Steel Column File ENERCALC, INC, 1983.2015. Build:6.15.1.19. Ver.6.15.1.19 I Description: Column_ HSS4x4x1I4 Maximum Reactions Note: Only non-zero reactions are listed. XX Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base 4041 k k 0.785k #DsLiH k k 0.785 k 4O4Lr4fl k It 0.785 k +O+S#1 k k 0.785 k 4040.750Lr40.750L4H k k 0.785 k 4D90.750L40.750S4H k k 0.785 k *D*0.60W+H . It It 1.205 k 4040.70E4H It 0.343 It 0.813 k 4040.750Lt40.750L40.450W411 k k 1.100 k 4040.750L40.750S40.450W#I k k 1.100 k 4040.750L40.750S40.5250E4H k 0.257 k 0.806 k +0.60D.0.60W.0.60H It k 0.891 k +0.60D.0.70E.0.60H It 0.343 It 0.499 It DOnly k It 0.785k IrOnly k It k LOnly k k k SOnly k k It WOnly k k 0.700k E Only k 0.490 k 0.040 k HOnly k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance sO*H 0.0000 in 0.000 It 0.000 in 0.000 It 404L4H 0.0000 in 0.000 It 0.000 in 0.000 It 4041r41 0.0000 in 0.000 ft 0.000 in 0.000 It 0.0000 in 0.000 It 0.000 in 0.000 It 4040.7501-r40.7501.41 0.0000 in 0.000 It 0.000 in 0.000 ft 4040.750L40.750S4H 0.0000 in 0.000 It 0.000 in 0.000 ft 4040.60W41 0.0000 in 0.000 ft 0.000 in 0.000 It 4040.70E'H 0.0000 in 0.000 It 0.000 in 0.000 It 4040.750Lr40.750L40.450W4H 0.0000 in 0.000 It 0.000 in 0.000 ft '040.750L0.750S40.450W41 0.0000 in 0.000 ft 0.000 in 0.000 It 4040.750L40.750540.5250E4H 0.0000 in 0.000 It 0.000 in 0.000 ft 4060D40.60W+0.60H 0.0000 in 0.000 It 0.000 in 0.000 It 40.60D40.70E40.60H 0.0000 in 0.000 It 0.000 in 0.000 It D Only 0.0000 in 0.000 it 0.000 in 0.000 ft Ir Only 0.0000 In 0.000 It 0.000 in 0.000 It L Only 0.0000 in 0.000 It 0.000 in 0.000 It S Only 0.0000 in 0.000 It 0.000 in 0.000 It W Only 0.0000 in 0.000 It 0.000 in 0.000 It 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 It Steel Section FropertiesT: HSS4x4x1I4 Title Block Une I Project Tide: You can changes this area Engineer: Prolect ID: using the settings menu item Project Descc and then using the Printing & Title Block selection. 'j., t. Title Block Une6 Punted: c4U217. .531`141 Steel Column File= IeyedCRZE1Q-SSIAXST-6WMHOZ5-tEc6 I ENERcALC. INC 1983-2015. Bulld615ii9. Vei.615.1i9 Description: Column_ HSS4x4x1/4 Steel Section Properties : HSS4x4x1I4 Depth 4.000 in lxx = 7.80 in54 J 12.800 inA4 S xx = 3.90 in53 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 j'13 Area = 3.370 in52 I yy = 7.800 mM C = 6.560 inA3 Weight 12.181 plf S yy 3.900 in53 Ryy = 1.520 in yC9 = 0.000 in - - : i )(i ad + 4.001n E1k M-x Loads co Ci Loads are total entered value. Arrows do not reflect absolute direction. -' I ENGLEKIRK COMPANIES Job# 17-SOOI Consulting Structural Engineers, Inc. 3621 Harbor Blvd 714.557.8551 Date Suite 125 714.557.5530 fax Initials Santa Ana, CA Sheet # 92704-6924 Shade Structure at Phase II SPD6 5TRUC-ruKe AV PHA. 5 psf 1 kips 2.05 kips DEAD LOAD: Canvas Shade Steel Framing W SEISMIC LOAD: Si SOS 5D1 Cs Ta = 0.02 h 3141 TL Cs Cs Cs V=CsW 0.428 g 0.782 g 0.448 g 1.25 1 0.6256 9 f 0.10 seconds 8 seconds 3.45 0.03 0.63 1.28 kips Per ASCE7-10, Table 12.2-1 for steel ordinary cantilever column system Eq. 12.8-2 Eq. 12.8-3 Eq. 12.8-5 WIND LOAD: Basic Wind Speed, V 110 mph Risk Category 1 II Wind Exposure B P=qhGCN Per ASCE7-10 Section 27.4.3 for open buildings K 0.57 Table 27.3-1 for 0-15 ft 1 Kd 0.85 Table 26.6-1 qh=0.00256KKKV 15.01 psf at Ultimate Level _pjs Section 26.9.1 CNW (Fig.27.4-4) Clear Wind _Flow TObstructed Flow _Wind Load Case A 1.21 -0.5 Load Case B C1 (Fig.27.4-4) CN say 1.2/-1.2 15.31 psf at Ultimate Level 1a1 Force, Fx I Members: ax = -0.04 K (M2) in = -0.74 K (MI-0) ear Force, Vy I Members: ax = 0.44 K (M4) = -0.34 K (M3) ending Moment, Mz II Members: lax = 1.05 K-ft (M4) ln = -0.74 K-ft (M3) 3%' 3?- dal Disp.. dx I Members: ax 0.06 in (M2) = 0 in (MI-0) iQ LOAD jaI Force, Fx I Members: ax= 0.16 K(MI) rn=-0.32K(M2) near Force, Vy - I Members: ax = 0.32 K (Ml) in = -0.16 K (M2) 3IO ending Moment, Mz II Members: lax = 1.24 K-ft (M2) ui = -1.62 K-ft (Ml) 3I2- Q toiO xiaI Force, Fx JI Members: ax =O K(M1) lin = -0.64 K (M4) 313 ending Moment, My dl Members: flax = 0.01 K-ft (MI) Ain = -0.02 K-ft (Ml) 3,15 Ai(/VD Lo4D A11 Members: Max = 0.71 K (M3) Min = -0.92 K (M3) - All Members: Max = 1.53 K-ft (M3) Mm -2.17 K-ft (M3) I We iocK Line 1 Project Title: You can changes this area Engineer: Prolect ID: using the 'Settings menu item Project Descr. and then using the 'Printing & Title Block' selection. 3 Title Block Line 6 pred:14u&017. 4:27F.i Steel Column Re= ISeyedCRZElOS(SIAXSTOMMHOZ51Ec6 IP('M1 IIJ( ioatnic p,w1caiQ m,ic11Q Description: Beam at shade w TV Code References Calculations per AlSC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Hj 6&OA General Information Steel Section Name: HSS10x2x1/4 Overall Column Height 15.0 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-10 Y-Y (depth) axis: Fully braced against buckling along V-V Axis Applied Loads - Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 15.0 ft, W = 0.250, E = 0.640 It BENDING LOADS Lat. Uniform Load creating Mx-x, D = 0.390, W = 0.1150 klft bEsIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3306 :1 Maximum SERVICE Load Reactions.. Load Combination +1.20D+0.50Lr+0.50L+W+1 .60H Top along X-X 0.0 k Location of max.above base 7.450 ft Bottom along X-X. 0.0 k At maximum location values are... Top along V-V 3.443 k Pu 0.250 k Bottom along V-V 3.443 k 0.9Pn 218936 k Mu-x 16.396 k-ft 0.9 * Mn-x: 49.680 k-ft Mu-y 0.0 k-fl 0.9Mn-y: 14.697 k-ft Maximum SERVICE Load Deflections Along V-V 0.3471 in at 7.550ft above base for load combination :+D+0.60W+H Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio = 0.04874 :1 Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of max.above base 0.0 ft At maximum location values are... Vu: Applied 4.373 k Vn * Phi: Allowable 89.719 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D+1.60H 0.309 PASS 7.45 ft 0.046 PASS 0.00 It +1.20040.5QLr+1.60L+1.60H 0.265 PASS 7.45 ft 0.039 PASS 0.00 ft +1.20D+1.60L-'.0.50S+1.60H 0.265 PASS 7.45 ft 0.039 PASS 0.00 ft +1.20D+1.60L.50L+1.60H 0.265 PASS 7.45 ft 0.039 PASS 0.00 ft '-120D+1.60Lr40.50W+1.60H 0.298 PASS 7.55 ft 0.044 PASS 0.00 ft +1.20D+1.60Lr-0.50W+1.60H 0.233 PASS 7.45 ft 0.034 PASS 0.00 ft +1.20D40.50L+1.60S+1.60H 0.265 PASS 7.45 ft 0.039 PASS 0.00 ft +1.20D+1.605*0.50W+1.60H 0.298 PASS 7.55 ft 0.044 PASS 0.00 ft +1.200+1.605-0.50W+1.601-f 0.233 PASS 7.45 ft 0.034 PASS 0.00 ft +1.20D,.50Lr.50L+W+1.60H 0.331 PASS 7.45 ft 0.049 PASS 0.00 ft +1.20D40.50L(4.50L-1.0W+1.60H 0.200 PASS 7.45 ft 0.030 PASS 0.00 ft +1.20D40.50L40.50S#W+1.60H 0.331 PASS 7.45 ft 0.049 PASS 0.00 ft +1.20D40.50L.0.50S-1.OW+1.60H 0.200 PASS 7.45 ft 0.030 PASS 0.00 ft +1.356D.0.50L..20S+€+1.60H 0.301 PASS 7.45 ft 0.044 PASS 0.00 ft +1.356D-.1).50L.i).20S-1.OE+1.60H 0.301 PASS 7.45 ft 0.044 PASS 0.00 ft -0.90D+W40.90H 0.264 PASS 7.45 ft 0.039 PASS 0.00 ft nie blOCK Line 1 Project Title: You can changes this area Engineer: Proiect ID: using the Settings menu item Project Descr: and then using the °Printing & Title Block selection. 3 Title Block Line 6 FAed: 14 MAR 2017. 4:27PM Steel Column Flie=USeyed(CRZE1Q-SSIAXST-6\MMHDZS-IEC6 Description: Beam at shade w TV Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location s0.90D-1.0W40.90H 0.134 PASS 7.45 ft 0.020 PASS 0.00 ft 40.7436D4E40.90H 0.166 PASS 7.45 ft 0.024 PASS 0.00 ft 40.7436D-1.0E40.90H 0.166 PASS 7.45 ft 0.024 PASS 0.00 ft Maxiiuth Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base © Top @ Base 4041 It -2.925 2.925 It k 404.41 It -2.925 2.925 k k 404.14H k -2.925 2.925 k k D4S4l k -2.925 2.925 k k '040.750Lr.0.750L#t k -2.925 2.925 k It -.040.750L40.750SiH It -2.925 2.925 k k 4040.60W#$ k -3.443 3.442 k 0.150 k 4040.70E4H It -2.925 2.925 It 0.448 It *040.750Lr40.750L40.450W4H It -3.313 3.313 It 0.113 Ic +040.750L40.750S40.450W41 It -3.313 3.313 k 0.113k -.040.750L40.750S40.5250E41 k - -2.925 2.925 It 0.336k -1060040.60W40.60H Ic -2273 2.272 It 0.150 It 40.60D40.70E40.60H k -1.755 1.755 Ic 0.448 k D Only k -2.925 2.925 k It LrOnly It k It LOnly k k k SOnly It k It W Only k -0.863 0.862 k 0.250 k Eonly k k 0.640k HOnly k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance -'041 0.0000 in 0.000 ft 0.295 in 7.550 ft 40-4.41 0.0000 in 0.000 It 0.295 in 7.550 It -'O#Lr-.H 0.0000 in 0.000 It 0.295 in 7.550 ft 0.0000 in 0.000 ft 0.295 in 7.550 It eD-.0.750Lr40.750L41 0.0000 in 0.000 ft 0.295 in 7.550 It s040.750L40.750S-*I 0.0000 in 0.000 It 0.295 in 7.550 ft 4O-.O.60W*H 0.0000 in 0.000 ft 0.347 in 7.550 ft +040.70E-'H 0.0000 in 0.000 ft 0.295 in 7.550 It 40-'0.750Lr40.750L-'0.450W41 0.0000 in 0.000 ft 0.334 in 7.550 It .D40.750L-4750S40.450W+H 0.0000 in 0.000 It 0.334 in 7.550 ft - iD40.750L-'0.750S-'0.5250E41 0.0000 in 0.000 ft 0.295 in 7.550 ft .0.60D40.60Wi0.60H 0.0000 in 0.000 ft 0.229 in 7.550 It 40.60D-'0.70E40.60H 0.0000 in 0.000 ft 0.177 in 7.550 It D Only 0.0000 in 0.000 It 0.295 In 7.550 ft Lr Only 0.0000 In 0.000 ft 0.000 in 0.000 It L Only 0.0000 in 0.000 It 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 In 0.000 ft 0.087 in 7.550 It E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS10x2x1I4 Title Block Line 1 Project Title: You can changes this area Engineer: I Prolect ID: using the se1t1ng5' menu item Project Descr: and then using the Printing & Title Block selection. t_( - - File = 1SeyedCRZElO-StSlAXST-ffMMH0Z5-t.EC6 I Steel Column ENERCALC. INC. 1983-2015. Build;6.15,1.19.Ver.6.15.1.19 Description: Beam at shade w TV SteelSection Properties HSS1Ox2x1I4 Depth 10.000 In lxx = 52.50 mM J = 12.200 in"4 S xx = 10.50 in A3 Cw = 7.99 lnA6 Width = 2.000 in Rxx = 3.170 in Wall Thick = 0.250 in Zx = 14.400 in'3 Area = 5.240 1n52 I yy = 3.670 1nA4 C = 7.990 in3 Weight = 18.986 p11 Syy = 3.670 in"3 Ryy = 0.838 in Zy = 4.260 1nA3 Ycg = 0.000 in M-x Loads —I —4 4= 0 - In —I —I — os* _. L — 4LO21il Loads are total entered value Arrows do not reflect absolute direction _____ Title Block Line 1 Project Title: You can changes this area Engineer: using the Settings' menu item Project Descr and then using the 'Printing & Title Block selection. Project ID: Steel Column 19 Description: Column_ HSS6x6x1l4- Shade with TV Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 rI General Information Steel Section Name: HSS6x6x1I4 Overall Column Height 9.0 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ks, X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-10 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 sell weight included : 170.877 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft. D = 0.740, W = 0.920, E = 0.160k BENDING LOADS Lat. Point Load at 9.0 It creating Mx-x, E = 0.320, H = -0.250k DESIGN SUMMARY - Bending & Shear Check Results PASS Max. Axial-i-Bending Stress Ratio = 0.009279 : 1 Maximum SERVICE Load Reactions.. Load Combination +1.20D+0.50Lr+0.50L+W+1.60H 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 V-V 0.320 k Pu 2.013 k Bottom along V-V 0.0k 0.9Pn 216.936 k Mu-x 0.0 k-ft Maximum SERVICE Load Deflections... 0.9 • Mn-x: 38.640 k-ft Along V-V 0.0 in at 0.0ft above base Mu-y 0.0 k for load combination: 0.9*Mny: 38.640 k-ft AlongXX 0.0 in at 0.0111 above base for load combination: PASS Maximum Shear Stress Ratio = 0.007823 :1 Load Combination +1 .40D+1 .60H Location of max.above base 9.0 ft At maximum location values are... Vu: Applied 0.40 k Vn Phi: Allowable 51.135 k Load Combination Results Load Combination Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location +1.40D+1.60H 0.006 PASS 0.00 It 0.008 PASS 9.00 It +1.20040.5DLr+1.60L+1.60H 0.005 PASS 0.00 ft 0.008 PASS 9.00 It +1.20D+1.60L-+0.50S+1.60H 0.005 PASS 0.00 ft 0.008 PASS 9.00 ft +1.200-i-1.60Lr-'0.50L+1.60H 0.005 PASS 0.00 ft 0.008 PASS 9.00 It +1.20D+1.60Lr40.50W+1.60H 0.007 PASS 0.00 ft 0.008 PASS 9.00 ft +1.20D-.0.50L+1.60S+1.60H 0.005 PASS 0.00 ft 0.008 PASS 9.00 ft -i.1:20D+1.60540.50W+1.60H 0.007 PASS 0.00 It 0.008 PASS 9.00 ft +120D40.50Lr40.50L+W+1.60H 0.009 PASS 0.00 ft 0.008 PASS 9.00 ft +1.200-i0.50L-i0.505+W+1.60H 0.009 PASS 0.00 It 0.008 PASS 9.00 It +1.352D40.5OL40.20S-E+1.60H 0.006 PASS 0.00 ft 0.002 PASS 9.00 It -+0.900+W40.90H 0.008 PASS 0.00 It 0.004 PASS 9.00 It 40.7476D4€40.90H 0.004 PASS 0.00 It 0.002 PASS 9.00 ft Title Block Line 1 Project Title: You can changes this area Engineer: using the 'Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. Steel Column Project ID: 1983-2015. Build:6.15.1.19. Ver6.15.1.19 Description: Column_ HSS6x6x1I4- Shade with TV Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base 4044 k -0250k 0.911k -eD4.4H It -0.250 It 0.911 k -.D4Lr-*l k -0250 It 0.911 It -+D+S*H k -0.250 k 0.911 k 4040.750Lr40.750L+H k -0.250 k 0.911 It 4040.750L40.750S1+l . k -0250 It 0.911 It 4040.60W4H k -0.250 k 1.463 k 4D40.70E4H k . -0.026 k 1.023 k 4040.750Lr40.750L40.450W441 It -0.250 k 1.325 k 4040.750L40.750S40.450W4H k -0.250 k 1.325 It 4040.750140.750S90.5250E4H k -0.082 k 0.995 k 40.60D40.60W40.60H k -0.150 k 1.099k 40.60D90.70E40.60H It 0.074 k 0.659 k DOnly k k 0.911 k LrOnly It k It LOnly k It k SOnly It It It WOnly It k 0.920k E Only It 0.320 It 0.160k H Only k -0.250 k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance 9044 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 It 0.000 in 0.000 ft '04tr41 0.0000 in 0.000 ft 0.000 in 0.000 It 'D+S4H 0.0000 in 0.000 It 0.000 in 0.000 It 4D0.750Lr40.750L#t 0.0000 in 0.000 It 0.000 in 0.000 It '00.750L40.750S4H 0.0000 in 0.000 It 0.000 in 0.000 It 4040.60W441 0.0000 in 0.000 ft 0.000 in 0.000 ft 404070E4H 0.0000 in 0.000 It 0.000 in 0.000 ft 40.0.750Lr40.750L10.450W-+H 0.0000 in 0.000 It 0.000 in 0.000 It -e0'0.750L-.0.750S+0.450WH 0.0000 in 0.000 It 0.000 in 0.000 It 4040.750L40.750S'0.5250E41 0.0000 in 0.000 It 0.000 in 0.000 It 40.60Di0.60W-.0.60H 0.0000 in 0.000 It 0.000 in 0.000 It 90.60D40.70E40.60H 0.0000 in 0.000 It 0.000 in 0.000 ft D Only 0.0000 in 0.000 It 0.000 in 0.000 ft Li Only 0.0000 in 0.000 It 0.000 in 0.000 It I Only 0.0000 in 0.000 It 0.000 In 0.000 ft S Only 0.0000 in 0.000 It 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0.000 in 0.000 It E Only 0.0000 in 0.000 It 0.000 in 0.000 It II Only 0.0000 in 0.000 ft 0.000 in 0.000 It Steel Section Properties - HSS6x6x1!4 Title Block Une 1 Project Title: You can changes this area using the 'Settings' menu item Engineer: Froiect ID: Project Descr: and then using the Printing & Title Block selection. 3 Title Block Une 6 Pfd: 14 3 2017, 4:29PM I Steel Column .• Fd9=I:1tSTMH01 EN j ERCALC INC 1983-2015 Bufid 6 15j.19. Ves6,15j.19 Desciiption: Column_ HSS6x6x1/4- Shade with TV Steel Section Properties HSS6x6x114 Depth = 6.000 in lxx = 28.60 mM J = 45.600 mM Sxx = 9•54 jA3 Width = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 jA3 Area = 5.240 inA2 I yy = 28.600 mM C = 15.400 1nA3 Weight 18.986 plf S yy = 9.540 inA3 Ryy = 2.340 in Ycg = 0.000 in .1IA20k M-x Loads )(Loadl , _x Cd 6.00 in Loads are total entered value. Arrows do not reflect absolute direction. Title Block Line 1 You can changes this area using the "Sehings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: Proiect ID: Description: 10" CMU wall- 8-0" tall Criteria Retained Height = 1.00 ft Wall height above soil = 8.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft ISoil Data I Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft -. Passive Pressure = 150.0 psf/ft Calculations perACl 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7.10 Vertical component or active Soil Density, Heel = 110.00 pcf Lateral soil pressure options: Soil Density, Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg & Soil = 0.250 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in I Surcharge Loads ( Lateral Load Applied to Stem I Surcharge Over Heel = 0.0 psf Lateral Load = 19.0 Of Used To Resist Sliding & Overturning ...Height to Top = 9.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding & Overturning I $l I Axial Load Applied to Stem to 0 FoM rvjcrLs .,lt4oC Axial Dead Load = 0.0 lbs 31.3 /4 2.0 Axial Live Load = 0.0 lbs Wind on Exposed Stem = 20.0 psf Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Adjacent Footing Load Adjacent Footing Load 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0 ft at Back of Wall Poisson's Ratio = 0.300 Toi, Stem Stem OK ft= 0.00 = Masonry in= 10.00 = #5 in= 16.00 = Center Wall Stability Ratios Overturning = 2.11 01< Sliding = 2.84 OK Total Bearing Load = 2,184 lbs ...resultant ecc. = 11.35 in Soil Pressure @ Toe = 1,381 psf OK Soil Pressure @ Heel = 0 psf 01< Allowable = 2,000 psf Soil Pressure Less Than Allowable ACl Factored @ Toe = 1,658 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.2 psi 01< Footing Shear@ Heel = 3.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 331.0 lbs less 100% Passive Force = - 393.8 lbs less 100% Friction Force = 546.0 lbs Added Force Req'd = 0.0 lbs 01< ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.600 Seismic, E 1.000 Design Height Above Ftg Wall Material Above 'Hr Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fbIFB +f&Fa Total Force @ Section Moment .... Actual Moment. ....Allowabte Shear. .. ..Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data I'm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = 0.455 lbs= 427.0 ft-I = 2,049.5 ft-I= 4,492.7 psi = 7.5 psi = 69.7 psf= 104.0 in= 4.75 in = 45.00 in= 7.00 in = 7.00 psi= 1,500 psi= 20,000 = Yes = 21.48 = 1.000 in = 9.60 =3 = LRFD Title Block Line 1 Project Title: You can changes this area Engineer: using the'Settings' menu item Project Descr: and then using the Printing & Title Block selection. Project ID: He = LSeyedlCRZE10-StR66BIL-U.EC8 I Cantilevered Retaining Wall ENERCALC.INC, 19812015. Build6i5.1.19.Ver.6.15i.19 Description: 10 CMU wall-8'-0' tall Footing Dimensions & Strengths Footing Design Results I Toe Width 1.58 ft Toe Heel Heel Width = 2.42 Factored Pressure = 1,658 0 psf Total Footing Width = 4.00 Mu': Upward = 2,158 0 ft-lb Footing Thickness = 18.00 in Mu': Downward = 645 645 ft-lb Mu: Design = 1,513 645 ft-lb Key Width Key Depth = 0.00 1(1 = 0.00 in Actual 1-Way Shear = 7.25 3.66 psi Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #7 (8116.00 in F = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu <S * Fr Key: No key defined Summary of Overturn ing_& Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft-lb lbs ft ft-lb Heel Active Pressure = 109.4 0.83 91.1 Soil Over Heel = 174.2 3.21 558.8 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -109.4 0.83 -91.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 171.0 6.00 1,026.0 * Axial Live Load on Stem = Load @ Stem Above Soil = 160.0 6.50 1,040.0 Soil Over Toe = 1742 0.79 137.9 Surcharge Over Toe = Stem Weight(s) = 936.0 2.00 1,872.0 Earth @ Stem Transitions = Total = 331.0 O.T.M. = 2,066.0 Footing Weight = 900.0 2.00 1,800.0 ResistinglOvertuming Ratio = 2.11 Key Weight = 2.00 Vertical Loads used for Soil Pressure = 2,184.3 lbs Veil. Component Total = 2,184.3 lbs R.M. = 4,368.7 * Axial live load IQT included in total displayed or used for overturning resistance, but is included tor soil pressure calculation. Soil Pressure © Toe = 1,439 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,727 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.2 psi ox Footing Shear @ Heel = 3.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 331.0 lbs less 100% Passive Force = - 393.8 lbs less 100% Friction Force = 526.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: I Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Top Stem 2nd Stem OK Stem OK ft= 5.00 0.00 = Masonry Masonry in = 8.00 10.00 = #5 #5 in 16.00 16.00 = Center Center = 0.118 0.456 lbs = 204.0 427.0 fl-I = 408.0 2,049.5 ft-I = 3,4465 4,492.7 psi = 4.5 7.5 PSI = 69.7 69.7 psf = 84.0 104.0 in = 375 4.75 in = 45.00 45.00 in = 45.00 7.00 in= 45.00 7.00 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the 'Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. 3. Title Block Block Line VlMt14L1IR2O17. 4:59? Cantilevered Retaining Wall RZE1-SR6681L-UEC6 itd:615,1.19. Ver6151.19 Description: 10" & 8" CMU wall- 8'-O' tall Criteria Retained Height = 1.00 It Wall height above soil = 8.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. [Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [pgn Summary Wall Stability Ratios Overturning = 1.99 ox Sliding = 2.78 OK Total Bearing Load = 2,104 lbs ...resultanl ecc. = 12.30 in [Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psflft Toe Active Pressure = 350 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pd Soil Density, Toe = 110.00 pcf Friction Coeff biwn Ftg & Soil = 0.250 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem I Lateral Load = 19.0 pIt ...Height to Top = 9.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 20.0 psf I Stem Construction Design Height Above Ftq Wall Material Above 'H Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fbIFB +falFa Total Force @ Section Moment.... Actual Moment.....Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data fm Fs Solid Grouting Calculations perACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 I Adjacent Footing Load Adjacent Fooling Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 1,500 20,000 Yes Yes 21.48 1.000 9.60 psi= 1,500 psi = 20,000 = Yes Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = 3 Masonry Design Method = LRFD I itie blOCK Line 1 Project Tide: You can changes this area Engineer: Proiect ID: using the Settings menu item Project Descr and then using the Printing & Title Block' selection. File = ISeyedtCRZE1Q-SR668iL-U.EC6 I Cantdevered Retaining Wall rNFRrALr Mr. 1991.fltS RuMAtcL1Q Var.9 19 1 10 Description: 10 & 8 CMU wall- 8'-0" tall I Footing Dimensions & Strengths = LFooting Design Results I Toe Width = 1.50 It Toe Heal Heel Heel Width = 2.5(L Factored Pressure = 1,727 0 psf Total Footing Width = 4.00 Mu': Upward = 2,030 0 ft-lb Footing Thickness = 18.00 in Mu': Downward = 587 707 ft-lb Mu: Design = 1,443 707 ft-lb Key Width Key Depth = 0.00 in = 0.00 in Actual 1-Way Shear = 7.23 3.60 psi Key Distance from Toe = 2.00 It Allow 1-Way Shear Toe Reinforcing = 75.00 75.00 psi = None Spec'd ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <S • Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs It ft-lb lbs ft ft-lb Heel Active Pressure = 109.4 0.83 91.1 Soil Over Heel = 183.3 3.17 580.6 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -109.4 0.83 -91.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 171.0 6.00 1,026.0 * Axial Live Load on Stem = Load @ Stem Above Soil = 160.0 6.50 1,040.0 Soil Over Toe = 165.0 0.75 123.8 Surcharge Over Toe = Stem Weight(s) = 856.0 1.88 1,612.7 Earth @ Stem Transitions = Total = 331.0 O.T.M. = 2,066.0 Footing Weight = 900.0 2.00 1,800.0 ResistingiOvertuming Ratio = 1.99 Key Weight = 2.00 Vertical Loads used for Soil Pressure = 2,104.3 lbs Vert. Component Total= 2,104.3 lbs R.M.= 4,117.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 3,21 (1.2+0.2S..,+ (omeoa)E LM611 ti ;n - www.hiltLus Profis Anchor 2.7.2 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 4/312017 30 I E-Mail: Specifiers comments: ç\wcRoR OEIV o F 14C>S rGAiv\ 16 C-Mu IA/ALL- 1. Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 553/4 Effective embedment depth: h1 = 4.724 in. Material: ASTM F 1554 Proof: Design method ACI 318-11/ CIP Stand-off installation: el, = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix I, x t = 12.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete. 2000. fc = 2000 psi; h = 420.000 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 (D.3.3.4.3 (c)) Shear load: yes (D.3.3.5.3 (b)) Geometry [in.] & Loading [lb, in.lb] 'S X 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 Mitt! Is a registered Trademark of Mliii AG. 5thsan www.hiltlus Company: Specifier Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchorreactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 230 400 0 400 2 230 400 0 400 max. concrete compressive strain: - [%oj max. concrete compressive stress: - [psi] resulting tension force in (x1y)(0.000I0.000): 460 [Ib] resulting compression force in (x/y)(0.000/0.000):0 [Ib] Page: Project: Sub-Project I Pos. No.: Date: Profis Anchor 2.7.2 2 4/3/2017 3 Tension load Load N 3 [Ib) Capacity 4) N. [lb] Utilization PN = NJ+ N Status Steel Strength* 230 18787 2 OK Pullout Strength* 230 5494 5 OK Concrete Breakout Strength** 460 4041 12 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 Nsa = A.N fut. ACI 318-11 Eq. (0-2) 4 N,8 a AC1318-11 Table 0.4.1.1 Variables Aso.N [in.2) f [psi] 0.33 75000 Calculations Nsa [ib) 25050 Results Nsa [Ib) +swei N [lb) N [lbJ 25050 0.750 18787 230 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009111111 AG. FL-9494 Schaan Willis a registered Trademark of Htti AG. 5chaan www.hilti.us 111 M7V j[] Prof is Anchor 2.7.2 Company: Page: 3 Specifier: Project Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: Date: 4/3/2017 3.2 Pullout Strength NpN =w cp N ACI 318-11 Eq. (D-13) N = 8 A 4 ACI 318-11 Eq. (D-14) NppN ACI 318-ll Table D.4.1.1 Variables (in.2] 4 (psi] 1.000 0.65 1.000 2000 Calculations N [lb] 10464 Results Npn (Jb] 4 concrete + seismic 4' non,tuctjte 4' Np (Ib] Nua Vb] 10464 0.700 0.750 1.000 5494 230 3.3 Concrete Breakout Strength Ncbg =() Am w NwNwC.NwNNb ACI 318-11 Eq. (D-4) 4, Nft a N ACI 318-11 Table 0.4.1.1 AN, see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) Awcq 9h, ACI 318-11 Eq. (D-5) 'VecN 2e 1.0 (+ ACI 318-11 Eq. (D-8) 'Ved.N = 0.7+03 (.E9!!!L)s 1.0 1.5h ACI 318-11 Eq. (D-10) i' IN ca.rein .5he1 = MAX(. l--) 1.0 ACI 318-11 Eq. (D-12) Nb Coo Cac = kX a C ITh'ci ACI 318-11 Eq. (D-6) Variables her [in.] eCI.N [in.] eN (in.] c8 , [in.] w c.N 4.724 0.000 0.000 4.000 1.000 Cse[in.] ICC - 24 f. [psi] 1.000 2000 Calculations [in.2] ANO [in.2] 'P ecl,N W ec2.N 'P ed.N 'P cp.N No FIb] 161.39 200.86 1.000 1.000 0.869 1.000 11022 Results N 9 [lb] 4' concrete 4, seismic $ non,suctile i(i N 9 [lb] Nua [lb] 7698 0.700 0.750 1.000 4041 460 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 HBO AG. FL-9494 Schoen 111111 is a registered Trademark of Hilti AG. Schaan www.hiltLus t Profis Anchor 2.7.2 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 4/3/2017 E-Mail: 3,33 4 Shear load Load Vus [lb] Capacity 0 V [lb] Utilization pv = Vj$ V,, Status Steel Strength* - 400 9769 5 OK Steel failure (with lever arm) N/A N/A NIA N/A Pryout Strength** 800 10777 8 OK Concrete edge failure in direction y+**800 3291 25 OK * anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V = 0.6 Ase.v f.t. ACI 318-11 Eq. (0-29) 4, V012~ V. ACI 318-11 Table 0.4.1.1 Variables Av [in.2] f, [psi] 0.33 75000 Calculations V (lb] 15030 Results V50 jib] 4 steet $ Vee [lb] Vua [lb] 15030 0.650 9769 400 4.2 Pryout Strength - f\ Vcpg L IANC 1"°"' ANco $ Vcpg aVua A, see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ... g raNc0 - h!, = ~2e1.O 'i'ec.N ( 1 3 h) i'ed.N =o.7+o.3(f)S1.o cp.N = MAX(E, !.$)S 1.0 C00 C55 Nb -,,rfc ACI 318-11 Eq. (0-41) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (0-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (0-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (0-6) Variables kcp her [in.] e1,, (in.) e,,pi [n.] Comm [in.] 2 4.724 0.000 0.000 4.000 V c.N C05 [in.] kc X a t [psi] 1.000 - 24 1.000 2000 Calculations A, [in.2] A [in.9 1' 1.N M!ec2Xd iI ed.N Nb (ib] 161.39 200.88 1.000 1.000 0.869 1.000 11022 Results V50 [Ib] 4,concrete seismic nnducIite $ Vcpg [Ib) V 5 [lb) 15395 0.700 1.000 1.000 10777 800 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hifti AG, P1-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan www.hiltuus Company: Specifier: Address: Phone I Fax: Profis Anchor 2.7.2 Page: 5 Project: Sub-Project I Pos. No.: Date: 4/3/2017 E-Mail: 3 34 4.3 Concrete edge failure in direction y+ Vcbg = (Avc )w e%V W ed.V W rV tjl h,v vpjflvVb ACI 318-11 Eq. (D-31) $ Vcbg ? V1, ACI 318-11 Table D.4.1.1 Avc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 C; ACI 318-11 Eq. (0-32) Wec.V = ( +!.' ACI 318-11 Eq. (D-36) 3Ca1/ ' dy = 0.7 + 0.3(--) 1.0 ACI 318-11 Eq. (0-38) 10 ACI 318-11 Eq. (D-39) 0,2 Vb = (7 (f-) i) c ACI 318-11 Eq. (D-33) Variables c11 [in.] c.2 (in.] e0v [in.] 'v c.v he [in.] 4.000 14.000 0.000 1.000 420.000 Ic [in.] a d8 [in.] 1 [psi] w 4.724 1.000 0.750 2000 1.000 Calculations 2i "ye Lun.2 J L J W cc.V 4I cd.V W h.V b 108.00 72.00 1.000 1.000 1.000 3134 Results Vol, [lb] 4)concrete seismic nondueiule 4) Vcg (lb] Vua [Ib] 4701 0.700 1.000 1.000 3291 800 5 Combined tension and shear loads IN (3v Utilization I3N.V [%] Status 0.114 0.243 5/3 13 OK Input data and results must be checked for agreement with the existing conditions and for plausibility) PROMS Anchor (c) 2003.2009 Hilt) AG, FL-9494 Schaan Hilt) is a registered Trademark of Hilti AG. Schaan www.hilti.us Profis Anchor 2.7.2 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 4/3/2017 E-Mail: 5 6 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 - ther 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! An anchor design approach for structures assigned to Seismic Design Category C, D. E or F is given in AC! 318-11 Appendix D. Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) I part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Part 0.3.3.4.3 (d) / part D.3.3.5.3 (C) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E. with E increased by w. 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 HIM is a registered Trademark of Hilt AG. Schaan www.hilti.us Profis Anchor 2.7.2 Company: Page: 7 Specifier: Address: Phone I Fax: E-Mail: .7 Installation data Anchor plate. steel - Profile: no profile Hole diameter in the fixture: d, = 0.813 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: - Cleaning: No cleaning of the drilled hole is required Project: Sub-Project I Pos. No.: Date: 4/3/2017 Anchor type and diameter: Hex Head ASTM F 1554 GR. 553/4 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 4.724 in. Minimum thickness of the base material: 5.724 in., Coordinates Anchor in. Anchor x y c. c c.,, 1 -3.000 0.000 - 20.000 4.000 4.000 2 3.000 0.000 - 14.000 4.000 4.000 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 Hild is a registered Trademark of Hilt! AG, Schsan www.hilti.us Profis Anchor 2.7.2 Company: Page: 8 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 4/3/2017 E-Mail: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, form u l a s a n d security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be s t r i c t l y complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted p r i o r t o u s i n g 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 y o u . Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly wi t h r e g a r d t o compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret n o r m s and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a sp e c i f i c application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must a r r a n g e f o r t h e 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 n o t u s e 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 e a c h c a s e by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged dat a o r 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 plausibilityl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan HIM Ise registered Trademark of Huh AG, Schaan A4D Uc -cuF fr ccx 5Pfl DEAD LOAD: Canyas Shade 5 psf Steel Framing 2 kips 1825.9 W 3.05 kips S SEISMIC LOAD: Si SDS SD1 R Cs h Ta = 0.02 h 314 T1 Cs Cs Cs V=CsW WIND LOAD: Basic Wind Speed, V Risk Category Wind Exposure P=qGC K2 K Kd qh=0.00256K2K2 KV G CNW (Fig.27.4-4) Load Case A Load Case B CNL (Fig.27.4-4) Load Case A Load Case B 0.428 g 0.782 g 0.448 g 1.25 1 0.6256 9 f 0.10 seconds 8 seconds 3.448705608 Eq. 12.8-3 0.034408 Eq. 12.8-5 0.6256 1.91 kips 110 mph II B Per ASCE7-10 Section 27.4.3 for open buildings 0.57 Table 27.3-1 for 0-15 ft 1 0.85 Table 26.6-1 15.01 psf at Ultimate Level 0.85 Section 26.9.1 Clear Wind Flow Obstructed Wind Flow 1.2 -0.5 -1.1 -1.1 0.3 -1.2 -0.1 -0.6 Per ASCE7-10, Table 12.2-1 for steel ordinary cantilever column system Eq. 12.8-2 CN say 1.2/-1.2 P 15.31 psf at Ultimate Level ENGLEKIRK COMPANIES Job # 17-SOOI Consulting Structural Engineers, Inc. 3621 Harbor Blvd 714.557.8551 Date Suite 125 714.557.5530 fax Initials Santa Ana, CA Sheet # & 92704-6924 Fire Place FR6 PLc DEAD LOAD: Stone Veneer 2.97 kips CMU Wall 14.96. kips Conc. Slab 3MXf' 3.75 kips Misc. 1 kips W 22.68 kips SEISMIC LOAD: S1 0.428 g SOS 0.782 g 5D1 0.448 g R 1.25 Per ASCE7-10, Table 12.2-1 Cs 0.6256 Eq. 12.8-2 Ta = 0.02 h1314 0.10 seconds T1 8 seconds Cs 3.448705608 Eq. 12.8-3 Cs 0.034408 Eq. 12.8-5 Cs . 0.6256 V=CsW 14.19 kips WIND LOAD: Basic Wind Speed, V 110 mph Risk Category II Wind Exposure B F=qGCfA5 Per ASCE7-10 Section 29.4.1 for solid freestanding walls K. 0.57 Table 29.3-1 for 0-15 ft K.t, 1 Kd 0.85 Table 26.6-1 qh=0.00256K5K5 KV 15.01 psf at Ultimate Level G 0.85 Section 26.9.1 A5 ckv 5 -72sf Cf (Fig.29.4-1) s/h 1 B/s 0.89 Case A&B 1.47 F=qGCfA5 1.35 kips Case C N/A because of B/s<2 Seismic governs Footing Width 5.5 ft .Iq4.45 )(5 t000 out, (so- o) >L -,-------.----------- 1- - Check Bearing Bearing Pressure 5.00 Soil Pressure 1772 <2000 psf OK Check Overturning Overturning Moment force i'/.110•13 kips distance 5.00 ft O.T. Moment io.r 50.67 k-ft Resisiting Moment Structure Weight 22.68 distance 2.75 Res. Moment y- 62.37 k-ft Weight of footing 50/00 94kips Res. Moment 2 .i°t . q 24.75 k-ft Safety Ratio= Res./O.T. 1.7192 1.3 ENGLEKIRI( COMPANIES Consulting Structural Engineers, Inc. 3621 Harbor Blvd Suite 125. Santa Ana, CA 92704-6924 Job# 714.557.8551 Date 714.557.5530 fax Initials Sheet# 17-SOOI 51 9KJ III] [i .r.ii S 1:1 Pw*r4j 7'1CAL F00TIA/G- Engiekirk PROJECT: PAGE: Los Anaeles DESIGN BY: INPUT DATA & DESIGN SUMMARY IS FOOTING RESTRAINED @ GRADE LEVEL? (1=YES.O=NO) 0 no P LATERAL FORCE © TOP OF POLE P = 0.5 k HEIGHT OF POLE ABOVE GRADE H = 9 ft DIAMETER OF POLE FOOTING B = 2 ft H LATERAL SOIL BEARING CAPACITY S = 0.15 ksf/ It ISOLATED POLE FACTOR (IBC 1804.3.1 or USC Rote 3 on Tab 184.A) F = 2 FIRST TRIAL DEPTH ===> D = 5 it _ Use 2 ft dia x 4.36 ft deep footing unrestrained @ ground level D ANALYSIS LATERAL BEARING © BOTTOM: PS MIn(D I2) LATERAL BEARING @ D/3: S. FS Min(* . 12' A = as, REQUIRD DEPTH: = L[ . + 43611] , FOR NONCONSTRAINED 1 I4.25pJj FOR CONSTRAINED I 'IBS, NONCONSTRAINED CONSTRAINED LATERAL FORCE @ TOP OF POLE P => 0.50 k 0.50 It HEIGHT OF POLE ABOVE GRADE H => 9.0 ft 9.0 ft DIAMETER OF POLE FOOTING B => 2.00 It 2.00 ft LATERAL SOIL BEARING CAPACITY FS 0.30 ksf/ft 0.30 ksf/ft 1ST TRIAL TRY D1 => 5.00 ft 5.00 It LAT SOIL BEARING © 1130 . S1 => 0.50 ksf 0.50 ksf (AT SOIL BEARING @ 1.0 D S3 => 1.50 ksf 1.50 ksf CONSTANT 2.34P1(6S1) A => 1.17 - - REQD FOOTING DEPTH RORD D => 4.02 It 2.52 ft 2ND TRIAL: TRY 02=> 4.51 It 3.76 it LAT SOIL BEARING @ 1/3D S1 > 0.45 ksf 0.38 ksf LAT SOIL BEARING © 1.0 D S3 => 1.35 ksf 1.13 ksf CONSTANT2.34PI(BS1) A => 1.30 - - REQD FOOTING DEPTH RORD D=> 4.27 It 2.91 ft 3RD TRIAL: TRY D3=> 4.39 ft 3.34 ft (AT SOIL BEARING @ 1130 S > 0.44 ksf 0.33 ksf LAT SOIL BEARING © 1.00 S3 => 1.32 ksf 1.00 ksf CONSTANT 2.34P1(BS1) A => 1.33 - - REQO FOOTING DEPTH RORD D => 4.34 ft 3.09 It 4TH TRIAL: TRY 04> 4.37 ft 3.21 It (AT SOIL BEARING @ 1/3 0 Si => 0.44 ksf 0.32 ksf LAT SOIL BEARING@ 1.00 S3 > 1.31 ksf 0.96 ksf CONSTANT 2.34P1(BS1) A > 1.34 - - REDO FOOTING DEPTH RORD D => 4.36 It 3.15 ft 5TH TRIAL: TRY 05=> 4.36 It 3.18 It (AT SOIL BEARING @ 1/3 0 St => 0.44 ksf 0.32 ksf LAT SOIL BEARING @ 1.00 S3 >. 1.31 ksf 0.95 ksf CONSTANT2.34P/(B51) A => 1.34 - - REQD FOOTING DEPTH RORD 0=> 4.36 ft 3.17 It 5,3 SK'( cept I Englekirk PROJECT: PAGE: I Los Anaeles CLIENT: DESIGN BY: IflO f.Jf . Iart - INPUT DATA & DESIGN SUMMARY IS FOOTING RESTRAINED @ GRADE LEVEL? (1=YES,O=NO) 1 yes P LATERAL FORCE @ TOP OF POLE P = 05 k HEIGHT OF POLE ABOVE GRADE H = 5.33 it DIAMETER OF POLE FOOTING B = 2 it H LATERAL SOIL BEARING CAPACITY S = 0.15 ksf/ft ISOLATED POLE FACTOR (IBC 1804.3.1 or USC nale 3 an Tab IS-1-A) F = 2 FIRST TRIAL DEPTH === D = 3 it - Use 2 ft dlax 2.66 ft deep footing restrained @ ground level 0 ANALYSIS LATERAL SEARING@BOTTOM: 53 =FS Min(O . I2) LATERAL BEARING @013: So= FS mill( -2 . 12.) 2.34P F4i i 4.36H1 I-I I+I+- I. FOR NONCONSTRAINED 121 4 J REQUIRD DEPTH: _____ I-25PH FOR CONSTRAINED NONCONSTRAINED CONSTRAINED LATERAL FORCE @ TOP OF POLE P a> 0.50 k 0.50 k HEIGHT OF POLE ABOVE GRADE H => 5.3 ft 5.3 ft DIAMETER OF POLE FOOTING B => 2.00 ft 2.00 It LATERAL SOIL BEARING CAPACITY FS > 0.30 ksf/ft 0.30 W ill 1ST TRIAL TRY D1 > 3.00 it 3.00 It LAT SOIL BEARING @ 1/3 D S, > 0.30 ksf 0.30 ksf LAT SOIL BEARING @ 1.00 S3 a> 0.90 ksf 0.90 ksf CONSTANT 2.34P/(BS1) A > 1.95 - - REOD FOOTING DEPTH RQRD D a> 4.48 It 2.51 ft 2ND TRIAL TRY D2=> 3.74 It 2.75 ft LAT SOIL BEARING @ 113 D 5 a> 0.37 ksf 0.28 ksf LAT SOIL BEARING © 1.00 S3 > 1.12 ksf 0.83 ksf CONSTANT 2.34P/(BSI) A => 1.56 - - REOD FOOTING DEPTH RQRD D => 3.90 it 2.62 it 3RD TRIAL: TRY D3=> 3.82 ft 2.69 it LAT SOIL BEARING @ 1/3D S1 => 0.38 ksf 0.27 ksf LAT SOIL BEARING @1.0 D S3 => 1.15 ksf 0.81 ksf CONSTANT 2.34P/(BS1) A a> 1.53 - - REOD FOOTING DEPTH RQRD 0=> 3.85 ft 2.65 it 4TH TRIAL: TRY 04=> 3.83 it 2.67 It LAT SOIL BEARING @ 1/3D S1 => 0.38 ksf 0.27 ksf LAT SOIL BEARING @1.OD S3 > 1.15 ksf 0.80 ksf CONSTANT 234P/(8S1) A => 1.53 - - REQO FOOTING DEPTH RQRD 0 a> 3.84 ft 2.66 It 5TH TRIAL: TRY 05> 3.83 it 2.66 it LAT SOIL BEARING @ 1/3D S > 0.38 ksf 0.27 ksf LAT SOIL BEARING @1.OD S3 a> 1.15 ksf 0.80 ksf CONSTANT 2.34P/(BSI) A => 1.53 - - REOD FOOTING DEPTH RQRD D a> 3.84 it 2.66 It 'I ENGLEKIRK COMPANIES Job# 17-SO0I Consulting Structural Engineers, Inc. 3621 Harbor Blvd 714.557.8551 Date Suite 125 714.557.5530 fax Initials Santa Ana, CA Sheet # 92704-6924 N-EW POOL BATH BUILDING ENGLEKIRK COMPANIES Consulting Structural Engineers, Inc. 3621 Harbor Blvd Suite 125 Santa Ana, CA 92704-6924 JOb# 17-SOGI 714.557.6551 Date 714.5575530 fax Initials Sheet# Loading Criteria LOAD CRITERIA —Roof Structure: 3100 W 8th Street Location: Flat Roof- Residential System: Roof Trusses and Wood Shear Wall Job Number: 17-SOO1 Roofing + Re-roofing (5-ply) (1) 5/8" Plywood Framing' Insulation Spnnkler/Mech./Misc. 5/8" Gyp Board Ceiling Dead Load for joist design Dead Load for Seismic Design3: 43 1.8 3.3. 1.0 2.0 2.8 15.2 4 psf+Mech.2 30.0 psP 20/16/12 Notes: 2x12@16 Sawn Lumber / Roof Trusses = 3.3 psf. Mechanical —See Mech. Plumb., Elect. & Arch. For specific weight and location Add 8 psf (Demising and Exterior Walls) for Seismic Design Dead Load for Seismic Design = 18 psf + 8 psf =26 psf Misc Elements = 4.0 psf Total Seismic Load = 30.0 psf Am ENGLEKIRK COMPANIES Consulting Structural Engineers, Inc. 3621 Harbor Blvd Suite 125 Santa Ma, CA 92704-6924 Job # 17-SOOI 714.557.8551 Date 714.557.5530 fax Initials Sheet# 7-! Shear Wall Design rld Reserve at Carlsbad Vertical Load distribution Seismic Calculation Site Class: D Ss= 1.111 S= 0.428 F0= 1.056 F= 1.572 h 10 ft 1 0.782 g SDI= 0.449 g Seismic Factors R= 6.5 00 3 Cd 4 Ta O.02h'4' 0.11 VSgsl/(RT) W 0.61 W VSDSl/R W 0.12 W Vmin = 0.044 Sos I W 0.03 W Vmin = 0.5 S hR NA W 0.120 W (Ultimate) V= 0.086 W (Service) Roof 30 psf (Seismic Weight) Vertical Load Distribution (Service Level) Story Force Story Shear Story Area hs W W h2 W2hJEWh Fx F V V ft2 It kip kip-ft kip psf kip psi Roof 503 10.00 15.1 151 1.00 1.297 2.6 I 1.3 I 2.6 Base Ground 15.1 Diaphragm Forces (Service Level) Diaphragm Force Story Area W ZW WJEW EF, F. ,,, F,,1 F. F, ft2 kip kip-ft kip kip kip kip psf Roof 503 15.1 15.1 1.00 1.3 1.7 3 1.7 3.4 Base Ground O.2 S05 I W/1.4 F,,,,=0.4 S s 1W! 1.4 - I I - I I L I Ii I II I I I 1W I LTTTTTT Job N.' Initials: Data: Sheet 4: User Input: .1.............................................. 1. DesIgnate levels (e.g. 2 through Roof) Notes: 2. Input Vertical Distribution of lateral forces Fes 1. Hold down rod design per Simpson/ Zone. 3. Enter Area Used In Equivalent Lateral Force Procedure 2. Fire treated post design Includes a 10% ses I4. EnterSes value Capacity Reduction. Sill plate capacity not ASCE.7 S. Designate Shear Wall ID (SW) Uses reduced by 30%. See Design Tab. I ilhl.4.4 6.11 Fire Treated Shear Walls, Enter ye? (Flreireated) 3. All Shear Walls shall use a minimum 0.782 I 7. Designate Wall IDS diameter continuous hold down rod e. Enter Shear Wall thicknesses (e.g. 4 or 6) 4. CompressIon stud design based on height Enter Shear Heights Wall and Lengths Enter Area Tributary to Line of Shear Walls of shear wall minus lit assuming lodeep Enter SW DL and LL and Tributary Width Copy and paste SW Use block (area within bold outline) to start a n e w L i n e o f S W joists and conventional framing. FEnglekirk. PROJECT: Shoarwali Designs LEVEL Fva FSI.4 Area w] I-I (ldpsj (hIps) (112) (psf) Roof 2 1.3 503 2.5 Required Provided Well ID Level hw L hIL TtesI w1 , LT Vi Mark w0j.Mark v DL IL T.W MOW" Lqs LLsr Otis T C (Hi (HI 199 leaf) 151 (#) (#15) (#15) 1z;1 [Lug (poll (pan (51 (#151 (WIIi (4) (#1 (#1 NS1.1 Roof 10.0 8.0 1.3 300 • 2.5 8.0 760 95 SW2 286 JaMillillilig2lifind 8.0 30.0 20.0 0.0 80 0 1169 1012 1347 t 6 EW11.1 Root 10.0 5.5 1.8 320 2.5 5.5 810 147 SW2 286 SIjV2 286 8.0 30.0 20.0 4.5 215 90 2026 1736 2503 6 EW2-1 Roof 10.0 9.0 1.1 183 2.5 9.0 464 52 SW2 286 SW2 286 8.0 30.0 20.0 4.9 221 98 618 117 1122 t 8 Provide HDU2-SDS2.5 Capacity =3075# OK Use 06 post Caoacitv.12032# OK I f j i ENGLEKIRK PARTNERS ijisrwø,. kx, la6AAW, MMOVA : t4t Project No. Date Prepared By Sheet No. 17-5001 4/612017 PROJECT: Drift Check Ga Values Yes No Wall Types I Ga Ga (4 or 5 ply) SW2 16 19.2 SW3 20 1 24 Shear Wall: EWI-1 Shear Line: Shear Wall Length: 5.511 E values OF-I.. #2 is used for 6 wide posts, E1,600,000 psi OF-I. #1 is used for 4 wide posts. E-1.700.000 psi 40r5 Ply Shtg? I Yes Wall ID Boundary Type A (in2) Effec. L (It) da (in) E (psi) LIASD (plf) 1.4w (ph) Shearwahl Type Ga (Mn) h(ft) no. of sides LOperi) (if) Howft (if) Co 1.4w1C0 (pIt) FLEX 'sHEaR.NNr. 4JL zlCMOR MLIMl1 M< MJ2MT Notes: d, is at service level. Spreadsheet multiplies by 1.4 to bring it to strength level. Average wall length along a line used for check. Deflection calculation is per NDS SDPWS 2008 equation 4.3-1 Ga value Increased by 1.2 because 4 ply or 5 ply sheathing is used Per SEAOC examples for 2012 IBC for light-frame buildings pg. 54, h is the sheathed height (sill plate to top plate distance). /14/I MUSSER:ARCHITECTS, INC a Elmo June 4, 2019 Building Department City of Carlsbad CA 1635 Faraday Avenue Carlsbad, CA 92008 RECEIVED JUN 052019 CITY OF CARLSBAD BUILDING DIVISION Atten. Allison Dietrich, Building Technician II Re: Scope of work change —2262 Avenida Magnifica (CBC-2007-0173) We would like to modify the scope of work for the Reserves at Carlsbad Apartments Common Area Renovation. As the addition of washers and dryers were deleted from the apartment unit renovations (PC-2017-0004), the existing Laundry rooms throughout the project cannot be deleted and must remain. As a result the work shown on sheets; A-D2.72, A-D2.73, A-D2.74, A-D2.75, A-D2.76, A-D3.71, E2.2, E2.3, M2.2, M2.3, P2.2 AND P2.3 are to be VOIDED and the sheets removed from the set. The scope of work on these sheets will not be performed and no permits issued for this work. If you have any questions feel free to contact us. MUSSER: ARCHITECTS, INC. NOT VALID UNLESS SIGNED IN RED David C. Musser, NCARB President cc Terry Wilcox Roy Lee File dcmmjc 1504270e (ity of Carlsbad Print Date: 06/24/2019 Permit No: PREV2018-0275 2262 Avenida Magnifica BLDG-Permit Revision 1672503800: $0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Work Class: Commercial Permit Revi5 Status: Closed - Finaled Lot #: Applied: 10/30/2018 Reference #: DEV2017-0072 Issued: 11/27/2018 Construction Type Permit 06/24/2019 Fiflaled: Bathrooms: Inspector: AKrog Orig. Plan Check #: CBC2017-0173 Final Plan Check #: Inspection: RESERVE AT CARLSBAD THE RESERVE: ADD FIREPIT TO SKY SPA SITE PLAN, VARIOUS ELECTRICAL CHANGES AND ADD GAS LINE FOR POOL EQUIF Applicant: Owner: Contractor: MARK CARNIGHAN D P CARLSBAD MAGNIFICA INVESTORS LP D P INTEGRATED SERVICES 3190 Airport Loop Dr AIRPORT HOSPITAL WAY INVESTORS LP C /0 Costa Mesa, CA 92626-3421 DECRON PROPERTIES CORP 1125 Lindero Canyon Rd, A8-143 714-241-8944 Westlake Village, CA 91362-5474 6222 Wilshire Blvd, Unit 400 951-453-4433 LOS ANGELES, CA 90048 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $196.88 Total Fees: $ 231.88 Total Payments To Date : $ 231.88 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services City of DEFERRED SUBMITTAL Building Division cr Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number 2.0170173 Plan Revision Number 6&tAQi/t 6,a75- Project Address V General Scope of Revision/Deferred Submittal: ,4pbii.i- F?&-- PIT Th L—U Pf,oL.. l 6?. "p L U 6 JJ-1- CONTAG INFORMATION: Name_,4/Pk Phone 7/Y glll 9?V9 Fax Address 0120 '484'd-7' #'°P City _Cs- F4 Zip_ Email Address tM i,. i-&.w (7cZ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: ,Plans IJ Calculations LI Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 7p F(9-0 I'll- TO 5tf '4 pe..cw A - 1/ R Eu15. ret(- ciPoL- fbtPool- / .2 . i-i.'i Th,- Prjot. ft"s'- A,E"i4.c LdP P ? - p,g.._ p::;,i_ /7 N 4. Does this revision, in any way, alter the exterior of the project? LI Yes Does this revision add ANY new floor area(s)? L1 Yes Does this revision affect any fire related issues? LJye Is this a complete set? LI Yes ; 1635 Faraday Avenue, rlsd,CA9 Rf 'uiIding@carIsbadca.gov 2008 Ph: 760-602-2719 Fax: 760-602-8558 E www.carlsbadca.gov EsG*il A SAFEbulif Company DATE: 11/9/2018 O APPLICANT Q JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017-0173.REV(PREV2018-0275) SET: I PROJECT ADDRESS: 2262 Avenida Magnifica PROJECT NAME: Apartments Rehabilitation the Reserve at Carlsbad Revisions The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. E 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 ag1icant that the plan check has been completed. Person contacted: Telephone #: Date contacted:/" (b4 Email: Mail Telephone Fax ln'F 'on LII REMARKS: By: David Yao Enclosures: approved plan EsGil 11/1/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad CBC2017-0173.REV(PREV2018-0275) 11/9/2018 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017- 0173.REV(PREV2018-0275) PREPARED BY: David Yao DATE: 11/9/2018 BUILDING ADDRESS: 2262 Avenida Magnifica BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier • Reg. Mod. VALUE ($) revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance I v 1997 UBC Plan Check Fee V Type of Review: I Complete Review 0 Structural Only E Repetitive Fee Repeats * Based on hourly rate O Other Hourly 1.5 Hrs.@ EsGil Fee $105.00 I $157.501 Comments: Sheet of