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2285 RUTHERFORD RD; ; CBC2018-0084; Permit
Permit No: CBC2018-0084 Tenant Improvement Status: Closed - Finaled Applied: 02/14/2018 Issued: 04/19/2018 Permit Finaled: Inspector: TFraz Final Inspection: 10/4/2018 9:13:52AM Print Date: 10/04/2018 Job Address: 2285 Rutherford Rd Permit Type: BLDG-Commercial Parcel No: 2120620800 Valuation: $2,323,593.09 Occupancy Group: # Dwelling Units: Bedrooms: Work Class: Lot #: Reference #: Construction Type: Bathrooms: Orig. Plan Check U: Plan Check U: k,~rl_city of Carlsbad Commercial Permit Project Title: Description: SPEC SUITE: 49,959 SF T.I. OFFICE TO OFFICE Applicant: Owner: TIM SEAMAN B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC 619-993-8846 BUILDING PERMIT FEE ($2000+) $6,168.76 BUILDING PLAN CHECK FEE (BLDG) $4,318.13 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $1,510.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $170.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $178.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $304.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $93.00 STRONG MOTION-COMMERCIAL $650.61 Total Fees: $13,392.50 Total Payments To Date: $13,392.50 Balance Due: $0.00 Pleasetake 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. 4 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 760-602-8560 f I www.carlsbadca.gov ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING DENGINEERING DBUILDING [--]FIRE [--]HEALTH DHAZMATIAPCD Building Permit Application Plan Check NoØIg. -oôg Est. Value '313 S15, o9 crp,021- City of 1635 Faraday Ave., Carlsbad, CA 92008 Ca..r1sIad. Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: buildingcarlsbadca.gov Date L/ jLJ ii R' Iswppp I www.carlsbadca.gov JOB ADDRESS 2285 Rutherford Rd I I SUfl'E#/SPACE#/UNIT# APN - 0(Q 9,- - 00 I I CT/PROJECT # LOT # PHASE # # OF UNITS 1 # BEDROOMS # BATHROOMS I TENANT BUSINESS NAME I CONSTR. TYPE rOCC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) 49,959 sq ft TI, consisting of New Skylight, New Mechanical Unit, Mechanical duct work, new Electrical, new lighting, new plumbing, new lavatories, Dom -EMistin-la adumig paVm', exterior up light, Site Drainage for now-hnkpe Estimate Valuation is $350,000 EXISTING USE PROPOSED USE 1GARAGE (SF) PATIOS(SF) DECKS(SF) IFIREPLACE lAIRCoNDITIONING IFIRESPRINKLERS Office I Office i I ks. NOD YES [—]NO E] YESD NOD APPLICANT NAME Tim Seaman PROPERTY OWNER NAME LBA Realty Primary contact ADDRESS P0 Box 5955 ADDRESS 221 15th Street CITY STATE ZIP CITY STATE ZIP Chula Vista CA 91912 San Diego CA PHONE FAX PHONE 619.993-8846 858-824-2104 1 FAx EMAIL EMAIL Tim(ChampionPermits.com DESIGN PROFESSIONAL CONTRACTOR BUS. NAME Burger Construction ADDRESS ADDRESS •71', 0 Sot f€', 'o 1/a )1e Rb * A CITY STATE ZIP CITY " D; ZIP e , STATE A PHONE FAX PHONE p goo_ I FAX [ 5 0-755 vo o EMAIL EMAIL S o c 7 [CITY BUS. LIC.# STATELIC.# TATELIC.# I ( L OS)?090zc' (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law jChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). gi.j Workers' Compensation Declaration: I hereby affirm under penally of perjury one of the following declarations: El 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. RI have and will maintain workers compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. _11A e S , (oipe/')ctt3-e L.4 If M Policy No. g 1 I Z(' 3 Expiration Date oi1 /7011? s section need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, da a as rovided for in Section 3706 of the Labor code, Interest and attorney's tees. CONTRACTOR SIGNATURE ,AGENT DATE I4/I 9/?'o ) thereby affirm that lam exempt from Contractor'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 sate (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). [J I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [J tam 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 provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone! contractors' license number): twill provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): PROPERTY OWNER SIGNATURE []AGENT DATE 2' 3®OlCQ7Q W00 ,80W000, 1700 000-00001DOMOZZa 000)OC)0 901DOM ®G9 Is the applicant or future building occupant required to submit a businessptan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I130000 C300()GS7 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). Lenders Name - Lenders Address DC3?Ii' I cettifythati have mad theappllcatlonand statethatthe above information iscorrect thatthe Information onthe plans isaccurate. I agree tocumplywithall Clfy ordinances and State Lim reiatingtobuildlngconsIniction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned properly for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY I ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required for excavations over5 djep and demolition strection of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official ugØr the provisions o Code shall expire by tmifation and become nut and void if the building or work authored bysude permit is not commenced within l8o days fmmthe date ofsuth permit orif the buUdingor9rcauthorized by nnftis suspended or abandoned at any time after thework is commenced for a period of 80 days (edton 106.4.4 Unifomi Building Code). ..APPLICANT'S SIGNATURE DATE ( , V STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE sI O C CUPAN CY tI(Comm ercial Projects óI1N'j Fax (760) 602-8560, Email buiIdinaCarIsbadCa.gOv or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP dIV STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DEUVERYOP11ONS PICK UP CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On P. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL! FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION APPLICANT'S SIGNATURE . DATE Permit Type: BLDG-Commercial Application Date: 02/14/2018 Owner: B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Work Class: Tenant Improvement Issue Date: 04/19/2018 Subdivision: CARLSBAD TCT#81-10 UNIT#01 Status: Closed - Finaled Expiration Date: 03/18/2019 Address: 2285 Rutherford Rd Carlsbad, CA 92008-8815 IVR Number: 9525 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Restroom sink over 34" AFF No BLDG-Plumbing Final Floor drain covers, faucet sprinkler No escutcheons BLDG-Mechanical Final Covers No BLDG-Structural Final No BLDG-Electrical Final Need exit light at west exit, counter in 1St No floor Women's too high - 10104/2018 10/04/2018 BLDG-Final 072066-2018 Passed Tim Frazee Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Restroom sink over 34" AFF Yes Height corrections 10/4/18 - BLDG-Plumbing Final Floor drain covers, faucet sprinkler Yes - escutcheons All above items done 10/4/18 BLDG-Mechanical Final Covers Yes Covers on 10/4/18 ' BLDG-Structural Final ' Yes BLDG-Electrical Final Need exit light at west exit, counter in 1st Yes floor Women's too high Corrections made 10/4/18 rj October 04, 2018 - - . Page 6 of 6 Permit Type: BLDG-Commercial Application Date: 02/14/2018 Owner: B PP PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Work Class: Tenant Improvement Issue Date: 04/19/2018 ' Subdivision: CARLSBAD TCT#81-10 UNIT#01 Status: Closed - Finaled Expiration Date: 03/18/2019 Address: 2285 Rutherford Rd Carlsbad, CA 92008-8815 IVR Number: 9525 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date - Checklist Item COMMENTS Passed BLDG-Building Deficiency See plans Yes BLDG-14 ' See Plans Yes Frame-Steel-Bolting-Welding (Decks) r BLDG-24 Rough-Topout See Plans Yes BLDG-34 Rough Electrical See Plans Yes BLDG-44 , Yes Rough-Ducts-Dampers 08l08!2018 08I08l7018 BLDG-85 T-Bar 066277.2018 Partial Pass Tim Frazee Reinspection Incomplete Ceiling Grids, - Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency See plans Yes BLDG-14 See Plans Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout See Plans Yes BLDG-34 Rough Electrical See Plans Yes BLDG44 Yes Rough-Ducts-Dampers 08114/2018 08/14/2018 BLDG-85 1-Bar, 066706-2018 Passed Paul Burnette Complete Ceiling Grids, Overhead " BLDG-Building Deficiency See plans Yes BLDG-14 See Plans Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout See Plans Yes BLDG-34 Rough Electrical See Plans Yes BLDG-44 Yes Rough-Ducts-Dampers 08/24/2018 08/22/2018 BLDG-Final 067788.2018 Failed Tim Frazee Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final Floor drain covers, faucet sprinkler No escutcheons BLDG-Mechanical Final Covers No BLDG-Structural Final No BLDG-Electrical Final Need exit light at west exit, counter in 1st No floor Women's too high 09/19/2018 09/19/2018 BLDG-Final 070467-2018 Failed Tim Frazee Reinspection Complete Inspection - October 04, 2018 - Page 5 of 6 Permit Type: BLDG-Commercial Application Date: 02/14/2018 Owner: B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Work Class: Tenant improvement Issue Date: 04/19/2018 Subdivision: CARLSBAD TCT#81-10 UNIT#01 / Status: Closed - Finaled Expiration Date: 03/18/2019 Address: 2285 Rutherford Rd Carlsbad, CA 92008-8815 IVR Number: 9525 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date BLDG-85 T-Bar, 063720.2018 Passed Tim Frazee Complete Ceiling Grids, Overhead • Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 • Yes Frame-Steel-Bolting-Welding (Decks) - BLDG-24 Rough-Topout -Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 07/12/2018 07/12/2018 BLDG-85 T-Bar, 063847.2018 Partial Pass Tim Frazee Reinspection Incomplete Ceiling Grids, - Overhead - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 See Plans Yes Frame-Steel-Bolting-Welding (Decks) - BLDG-24 Rough-Topout See Plans Yes BLDG-34 Rough Electrical See Plans Yes BLDG-44 - - Yes Rough-Ducts-Dampers - - - 07/16/2018 07/16/2018 BLDG-17 Interior 064216-2018 Passed Michael Collins - Complete. Lath/Drywall - Checklist Item COMMENTS Passed BLDG-Building Deficiency Hard lid at 2nd floor, see Sheet A3.1 Yes BLDG-Building Deficiency Hard lid 2nd floor Yes 07/18/2018 07/18/2018 BLDG-85 T-Bar, 064319.2018 partial Pass Tim Frazee Reinspection Incomplete Ceiling Grids, Overhead - - Checklist Item COMMENTS - Passed BLDG-Building Deficiency Yes BLDG-14 See Plans - Yes Frame-Steel-Bolting-Welding - (Decks) • - BLDG-24 Rough-Topout See Plans Yes BLDG-34 Rough Electrical See Plans Yes BLDG-44 - Yes / Rough-Ducts-Dampers 08/02/2018 08/02/2018 BLDG-85 T-Bar, 065808.2018 Partial Pass Tim Frazee Reinspéction - Incomplete Ceiling Grids, Overhead October 04, 2018 --.---- Page 40f6 Permit Type: BLDG-Commercial Application Date: 02/14/2018 Owner: B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 * LLC Work Class: Tenant Improvement Issue Date: 04/19/2018 Subdivision: CARLSBAD TCT#81-10 UNIT#01 -' Status: Closed - Finaled Expiration Date: 03/18/2019 Address: 2285 Rutherford Rd Carlsbad, CA 92008-8815 IVR Number: 9525 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Cancelled Tim Frazee • Reinspection Complete COMMENTS Passed 06/2812018 06/2812018 BLDG-84 Rough 062544.2018 Combo(14,24,34,44) Checklist Item - BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 07/03/2018 07/03/2018 BLDG-82 Drywall, 063130-20`18 Exterior Lath, Gas Test, Hot Mop Checklist Item 'BLDG-Building Deficiency BLDG-17 Interior Lath-Drywall BLDG-18 Exterior Lath and Drywall BLDG-23 Gas-Test-Repairs 07/05/2018 07/05/2018 BLDG-85 T-Bar, 063128.2018 Ceiling Grids, Overhead Checklist Item No No No No No Passed Tim Frazee COMMENTS Passed Yes Yes Yes Yes COMMENTS Passed Complete Passed Tim Frazee Complete BLDG-Building Deficiency . Yes BLDG-14 - Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 07/06/2018 07/06/2018 BLDG-44 063126-2018 Partial Pass Tim Frazee Reinspection Incomplete Rough/Ducts/Dampe rs - Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial Hard lid at stairway Yes 07/11/2018 07/11/2018 BLDG-17 Interior 063721.2018 Partial Pass Tim Frazee Reinspection Incomplete * Lath/Drywall Checklist Item COMMENTS - Passed BLDG-Building Deficiency - Hard lid 2nd floor Yes October 04, 2018 - , - Page 3 of 6 Permit Type: BLDG-Commercial Application Date: 02/14/2018 Owner: B P P PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Work Class: Tenant Improvement Issue Date: 04/19/2018 Subdivision: CARLSBAD TCT#81-10 UNIT#01 Status: Closed - Finaled Expiration Date: 03/18/2019 Address: 2285 Rutherford Rd Carlsbad, CA 92008-8815 IVR Number: 9525 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 06/04/2018 06/04/2018 BLDG-17 Interior 059881-2018 Passed Tim Frazee . Complete Lath/Drywall BLDG-Building Deficiency Drywall OK except for restrooms Yes 06(06/2018 06/06/2018 BLDG-16 Insulation 060148-2018 Failed Tim Frazee Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Not Ready No 06/07/2018 06/07/2018 BLDG-84 Rough 060352.2018 Passed, Tim Frazee Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed - BLDG-44 Yes Rough-Ducts-Dampers 06/12/2018 06/12/2018 BLDG-14 060663.2018 Passed Tim Frazee Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Skylight framing OK 6/12/2018 Yes BLDG-85 1-Bar, 060664-2018 Passed Tim Frazee Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 06/20/2018 06/20/2018 BLDG-18 Exterior 061528.2018 ' Passed Tim Frazee Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency See plans, screws on entry lid and soffit Yes walls Complete 06/25/2018 06/25/2018 BLDG-17 Interior 061987.2018 - Passed Tim Frazee Complete Lath/Drywall Checklist Item COMMENTS Passed - BLDG-Building Deficiency Yes October 04, 2018 - - , Page 2 of 6 Permit Type: BLDG-Commercial Application Date: 02/14/2018 Owner: B PP PACIFIC INDUSTRIAL CALIFORNIA NON-REIT OWNER 2 LLC Work Class: Tenant Improvement Issue Date: 04/19/2016 Subdivision: QARLS6AD TCT#81-10 UNIT#01 Status: Closed - Finaled Expiration Date: 03/18/2019 Address: 2285 Rutherford Rd Carlsbad, CA 92008-8815 IVR Number: 9525 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 07/13/2018 BLDG-84 Rough 064027.2018 Partial Pass Tim Frazee Reinspection Incomplete Combo(1424,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical - Yes BLDG-44 Yes Rough-Ducts-Dampers 05/18/2018 05/18/2018 BLDG-24 058468.2018 Passed Tim Frazee Complete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/23/2018 05/23/2018 BLDG-44 058888.2018 Passed Tim Frazee Complete Rough/Ducts/Dampe rs Checklist Item COMMENTS - Passed BLDG-Building Deficiency Partial on the duct poke where there will be - Yes Hard Lids 05/24/2018 05/24/2018 BLDG-84 Rough 059057-2018 Passed Tim Frazee - Complete Combo(14,24,34,44) - Checklist Item COMMENTS Passed BLDG-34 Rough Electrical Rough electrical in free standing walls Yes BLDG44 Pookie on ductwork OK to insulate Yes Rough-Ducts-Dampers . 05/30/2018 05/30/2018 BLDG-16 Insulation 059393.2018 Passed Tim Frazee Complete BLDG-Building Deficiency No BLDG-31 059395-2018 Passed . Tim Frazee Complete Underground/Condu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-34 Rough 059396.2018 -S. Passed Tim Frazee Complete Electrical . Checklist Item COMMENTS Passed * BLDG-Building Deficiency Yes October 04, 2018 Page 1 of 6 EsGilV/S A SAFEbuiLtCompany DATE: 4/13/2018 JURISDICTION.: City of Carlsbad PLAN CHECK #.: CBC2018-0084 SET: III PROJECT ADDRESS: 2285 Rutherford Rd. PROJECT NAME: 2285 Rutherford Spec Suite T. I. DAPPLICANT i1 JURIS. jji The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified 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. Lii The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed; EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Telephone #: 619 993 8846 Date contacted: ,- (by: ) Email: timohampionpermits.00m Mii Telenhone Fax In Person REMARKS: Set Ill is-three slip-sheets only (P1, A3.0,& P3) to be slip-shëèt$nto the et91J; plans at the City of Carlsbad Building counter Esgil has only one set of Set - By: Glen Adamek Enclosures: EsGil 4/9/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 56071468 • Fax (858) 560-1576 EsGil A SAFEbuittCompany DATE: 3/28/2018 D APPLICANT JURISDICTION: City of Carlsbad elo JURIS. PLAN CHECK #.: CBC2018-0084 SET: II PROJECT ADDRESS: 2285 Rutherford Rd. PROJECT NAME: 2285 Rutherford Spec Suite T. I. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdictions codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Tim Seaman EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Telephone #: 619-993-8846 Date c cted: 31[2.-' i(' (by—i Email: tim@championpermits.com Telephone Fax In Person REMARKS: By: David Yao Enclosures: EsGil 3/19/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad CBC2018-0084 3/28/2018 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEW NUMBER: CBC2018-0084 SET: II PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The response provided states: "This project is spec suite tenant improvement and there is no tenant. Refer to Hazardous Material section for note No hazardous materials will be stored or used within this floor or building which exceeds the quantities listed in 2016 CBC, Table 3.7. 1(1) and 3.7.1(2)." Where on the Plans is the "Hazardous Material section" and the hazardous material notes? Provide data on the proposed hazardous materials to be stored and used. Present the description of the hazardous materials in a format that coincides with the material classifications found in CBC Tables 307.1(1) and 307.1(2). , City of Carlsbad CBC2018-0084 3/28/2018 . Clearly show the types of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. . Clearly show the amounts for each type of hazardous material to be stored and in use. Clearly show the locations in the building where each type of hazardous material is being stored or used. Note: If hazardous materials are present in any amount, forward this information to the mechanical designer for design compliance with CMC Chapter 5. PLUMBING (2016 CALIFORNIA PLUMBING CODE) The Sheet TI Show no drinking fountains are required for the Office area. But for the 250 total occupant load in the Office space minimum 2 drinking fountains are required. But the "Minimum Plumbing Facilities" calculations states "Not required. Please correct the calculations on sheet TI. Because the number of Dlumbina fixtures is beina areativ reduced for the buildina Dlease Drovide calculations for the reauired "Minimum Plumbina Fixtures" for the total building. 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. On sheet P3 in the "1st Floor - Waste and Vent Piping Plan," Please add the Plumbing Plan Note #17 at the Urinal. Plans show cleanouts on the water lines for urinals? Correct the DWV drawings to show compliance with CPC, Section 707.4: "A cleanout shall be installed above the fixture connection fitting, serving each urinal, regardless of the location of the urinal in the building." MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Mechanical plans substantially comply with the jurisdiction's mechanical codes. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek 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 EsGilV/S A SAFEbuiItCornpany DATE: 2/28/2018 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0084 PROJECT ADDRESS: 2285 Rutherford Rd. SET: I D APPLICANT JURIS. PROJECT NAME: 2285 Rutherford Spec Suite T. I. LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdictions codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The checklist transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Tim Seaman LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Telephone #: 619-993-8846 Date Email: timchampionpermits.com "ail Telephone Fax In Person By: David Yao Enclosures: EsGil 2/15/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Pity of Carlsbad CBC2018-0084 2/28/2018 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS 1 PLAN CHECK #.: CBC2018-0084 JURISDICTION: City of Carlsbad 1 OCCUPANCY: A2/B USE: break room/office 1 TYPE OF CONSTRUCTION: 111-A ACTUAL AREA: T. I. 49959 IALLOWABLE FLOOR AREA:. STORIES: 2 HEIGHT: SPRINKLERS?: Y OCCUPANT LOAD: II REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 2/15/18 DATE INITIAL PLAN REVIEW PLAN REVIEWER: David Yao COMPLETED: 2/28/2018 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of. the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. * The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. - To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Pity of Carlsbad CBC2018-0084 2/28/2018 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0084 PREPARED BY: David Yao DATE: 2/28/2018 BUILDING ADDRESS: 2285 Rutherford Rd. BUILDING OCCUPANCY: A2/B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TI. 49959 per city 2,323,593 Air Conditioning Fire Sprinklers TOTAL VALUE __________ 2,323,593 Jurisdiction Code 1cb IBY Ordinance 1997 UBC Building Permit Fee . I $6,168.27 I 1997 UBC Plan Check Fee $4,009.381 - Type of Review: El Complete Review LJ Structural Only - Repetitive Fee Repeats fl Other Hourly . Hr. @ * EsGil Fee I $3,515.911 Comments: Sheet of City of Carlsbad CBC2018-0084 2/28/2018 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. What is the allowable floor area for this building? Unlimited? Please note on the plan. Table 506.2. 3. Regardless of occupant load, a floor or landing not more than 1/2 inch below the threshold is required on each side of an egress door. Section 1010.1.7. 4. Revolving, sliding and overhead doors are not permitted as exit doors, unless meeting the special provisions in Section 1010.1.4. Sheet Al. 1 of the plan shows - one of the exit from A2 is overhead door. Section 1010. 1.2 exception I shows the occupant load over 10 the door should be pivoted or side-hinged swing door. Please revise the exit analysis to show the exit through another door and do not show exit sign above the overhead door. 5. Handrails (Sections 1014 and 1011.11): - Handrails shall extend 12" beyond the top riser and continue to slope for the depth of one tread beyond the bottom riser. The bottom of the stairway and bottom of the bench the handrail should be 23" in Section 1014.6. Ends of handrails shall be returned to a wall, guard or the walking surface. ACCESSIBILITY 6. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. S City of Carlsbad CBC2018-0084 2/28/2018 . NON-RESIDENTIAL GREEN BUILDING STANDARDS (Additions and Alterations) Bicycle parking. Note on the plans that bicycle parking for projects shall comply with CGC Section 5.106.4. The specific details must be submitted and approved by the Planning Department. Light pollution reduction. Note on the plans that exterior light pollution must comply with CGC section 5.106.8. Moisture control. Note on the plans that landscape irrigation systems shall be designed to prevent spray on structures. Exterior entries subject to foot traffic or wind-driven rain shall be designed to prevent water intrusion into the building. CGC Section 5.407.2.2.1. Waste management. Note on the plans that the contractor must submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Section 5.408.1.1. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled and/or salvaged. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. Recycling. Note on the plans that an identified, readily accessible area shall be provided that serves the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc. CGC Section 5.410.1. Documentation. Note on the plans that a building "Systems Manual" as listed in CGC Section 5.410.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on the plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.410.2.5.1. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 5.504.3. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. Pollutant control. Note on the plans that mechanically ventilated buildings shall provide regularly occupied areas with air filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of 8. MERV 8 filters shall be installed prior to occupancy. CGC Section 5.504.5.3. City of Carlsbad CBC2018-0084 .2/28/2018 17. Pollutant control. Note on the plans that where outdoor areas are provided for smoking, such areas are prohibited within 25' of building entries, windows and outdoor air intakes. Signage shall be posted to inform occupants of the prohibitions. CGC Section 5.504.7. 18. Environmental comfort. Note on the plans that wall and floor assemblies separating tenant spaces (and tenant spaces from public spaces) shall have an STC of at least 40. CGC Section 5.507.4.3. 19. Environmental comfort. Wall and roof assemblies exposed to noise sources shall have an STC rating of at least 50, with exterior windows having a minimum SIC of 40 in the following locations, per CGC Section 5.507.4.1: Within the 65 CNEL noise contour of a freeway,' railroad or industrial source, as determined by the jurisdiction's Noise Element of the General Plan. Within the 65 CNEL noise contour of an airport C) Note on the plans whether or not this addition or tenant improvement is located within the areas listed above. 20. Outdoor air quality. Note on the plans that installations of HVAC, refrigeration and fire suppression systems will not contain CFC's or Halons, per CGC 5.508.1. 21. Outdoor water use. Note on the plans that.a water budget shall be developed for landscape irrigation use that conforms to Section 5.304. 22. Water reduction. Show on the plans the following maximum fixture flow rates from the table below. Revise general notes, plumbing plans, etc. to match. CGC 5.303. MAXIMUM FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall mounted) 0.125 gallons/flush Urinals (floor mounted) 0.5 gallons/flush Lavatory faucets- nonresidential 0.5 gpm @60 psi Kitchen faucets 1.8 gpm @ 60 psi 23. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. City of Carlsbad CBC2018-0084 2/28/2018 ADDITIONAL 24. Guards (Section 1015): Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.8.1. Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". 25. The plans shall indicate that special inspection will be provided for the following work. (Section 107.2) Note on sheet S1.0 does not show which item need special inspection. Steel construction. Special inspections for steel elements should be provided in accordance with Section 1705.2. Welding. Welding inspection should be provided in accordance with Section 1705.2. 26. Provide details on the plans for the fire-resistive construction. Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc. Be sure to list with each detail the basis of approval (U.L. listing number, ICC research report, etc.). The structural plan shows revised roof beams and floor beams. Provide detail to show how to protect the new beams? The type of construction is Ill-A. Fire proofing all steel beams? 27. An elevator machinery room is required to be separated from the remainder of the building by fire barriers (707) and horizontal assemblies (711) that are not less than the required rating of the hoistway. Please detail how these ratings will be maintained for the mechanical openings shown. Note: This comment does not apply to buildings 4 stories or less above grade plane and the machinery room does not abut the elevator hoistway. Section 3005. 28. Please refer to the following corrections for mechanical, plumbing, electrical and energy items. 29. To speed up the review process, please noteon this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. - 30. 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: Li Yes U No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil. Thank you. City of Carlsbad CBC2018-0084 2/28/2018 PLUMBING AND MECHANICAL CORRECTIONS JURISDICTION: Carlsbad DATE: 2/28/2018 PLAN REVIEW NUMBER: CBC2018-0084 SET: I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Busihess and Professions Code. Provide data on the proposed hazardous materials to be stored and used. Present the description of the hazardous materials in a format that coincides with the material classifications found in CBC Tables 307.1(1) and 307.1(2). Clearly show the types of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. Clearly show the amounts for each type of hazardous material to be stored and in use. Clearly show the locations in the building where each type of hazardous material is being stored or used. Note: If hazardous materials are present in any amount, forward this information to the mechanical designer for design compliance with CMC Chapter 5. The Demolition Drawing shows an existing ceiling system to be removed in the S-I Occupancy Warehouse that is Labeled "Not A Part" of this permit package? Please address. Is this area changing use? PLUMBING (2016 CALIFORNIA PLUMBING CODE) Because the number of plumbing fixtures is being greatly reduced for the building please provide calculations for the required "Minimum Plumbing Fixtures" for thetotal building. 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. Correct the DWV drawings to show compliance with CPC, Section 707.4: "A cleanout shall be installed above the fixture connection fitting, serving each urinal, regardless of the location of the urinal in the building." City of Carlsbad CBC2018-0084 2/28/2018 Please correct the detail 1 on sheet P-I to show the required tempering valve. Describe the method of compliance for temperature limitations for the public use lavatories (limited to 110 degrees). Note: The water heater thermostat may not be used for compliance with this Code section. CPC 421.2. Energy Standards 110(C)3. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Is room #105 the elevator equipment room? If so: Provide the independent ventilation or the air conditioning system required for the elevator equipment room to prevent the overheating of the electrical equipment. (Not supply & return ducting from a unit serving other areas. CBC 3006.2. Note: Fire dampers may be required, please review CBC, Section 3006:4 for applicability. Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. CMC Section 608.1: An "air- moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. Specify compliance with CMC 603.4.1 for length limitations for factory made flexible air ducts (5) and use (not to be used for rigid elbows or fittings). (Residential is exempt from this item) Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek 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. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) . The Electrical and Energy are fine as submitted. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. City of Carlsbad CBC2018-0084 2/28/2018 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 ACCESSIBLE SINKS Per Section 11 B-804, non-commercial kitchen sinks (such as at employee break rooms, etc;) shall provide the following: A clear floor space at least 30"x 48" shall be' provided for forward approach and shall be on an accessible route. The clear space shall extend a maximum of 19" underneath the sink. Section 11 B-606.2. The accessible sink shall be mounted with the counter or rim no higher than 34" above finish floor. Knee clearance that is at least 27" high, 30" side and 19" underneath the sink shall be provided. Hot water and drain shall be insulated or otherwise configured so as to protect against contact. There shall be no sharp or abrasive surfaces under the sink. Section 1113- 606. Faucet controls and operating mechanisms shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist. Lever operated, push-type and electronically controlled mechanisms are acceptable. Self-closing valves are allowed if the faucet remains open for at least lOseconds. Section 11 B-606.4. END OF DOCUMENT ¼ • cDco qqt CO rr'J LL LL 00 LLI TOM LLI LL 0 LL 00 LI_ W Go — o cs1 U "'c" 00 CJcic by MHP, Inc. Structural Engineers Long Beach, California March 13, 2018 MHPJN: 18-0024-00 "; ~ H1, TRUCTU&AL ENGINEERS STRUCTURAL CALCULATIONS for Tenant Improvement 2285 Rutherford Road Carlsbad, CA 92008 for OCIO Design Group 1717 Fifth Ave San Diego, CA 92101 ESSi CALCULATION SHEET SUBJECT: Tenant Improvement DATE Mar-18 JOB NO: 18002400 STRUCTURAL ENGINEERS BY: ZH SHEET: Table of Contents Section GENERAL Scope of Work - Design Material Specifications Load Criteria ----------- Load Combinations Page No. MAIN STRUCTURE DESIGN Vertical Load Carrying Element Check / Design Floor Framing Check! Desigft --------- - ------------ ------- ------ ---- ---- ----------- 2.1.1 - 2.1.27 Retrofit for Existing Members -------------------------------------------------------2.2.1 - 2.2.12 Lateral Load Carrying Element Check/ Design Floor Diaphragm Design - --------- - ------------------ - ---- ---------- 2.3.1 - 2.3.3 MEMBERS SUPPORTING EQUIPMENT CHECK ------- -------------------------- 3.1 -3.7 HAND RAIL AND ITS ANCHORAGE DESIGN --------------------------- -------------------4.1 H:\2018\180024\4_Engineenng\Design calcs\180024 Project Criteria 3900 Cover Street. Long Beach, CA 90808 562.985.3200 P 562.98S. 10 11 F www.mhpse.com 01/09 CALCULATION SHEET rVH,: J STRUCTURAL" ENGiNEERS SUBJECT: Tenant Improvement DATE- BY: Feb-18 JOB NO: 18002400 ZH SHEET: 1.1 Scope of Work This is a tenant improvement project for the building located at 2285 Rutherford Road, Carlsbad, CA 92008. Scope of work includes: New opening at the Mezzanine Floor located at North Entrance. Re framing of the floor diaphragm around opening is required and presented in this calculation package. New skylight opening at the roof close to North Entrance. Reframing of the roof diaphragm around opening is required and presented in this calculation package. H:\2018\180024'4_Engineering\Design calcs\180024 Project Criteria 3900 Cover Street. Long Beach, CA 90808 562985.3200 P 562.985.1011 F www.mhpse.com 01/09 CALCULATION SHEET SUBJECT: Tenant Improvement DATE-- Feb-18 JOB NO: 18-0024-00 TRUCTURAL ENIII NEERS BY: ZH SHEET: 1.2 Design Specifications Design Code of Record: 2016 Edition, California Building Code (based on 2015 IBC) Material SDecifications: Structural Steel: New Wide Flange (W, WT) Sections: A.S.T.M. A-992 Fy = 50 ksi Existing Wide Flange (W, WT) Sections: A.S.T.M. A-36 Fy = 36 ksi Existing Tube Sections (Square) A.S.T.M. A-500, Grade B. Fy = 42 ksi Wood: Existing Truss I I- Joist Sufficient for floor DL=43 psf + LL80 psf Existing Plywood Sheathing at Floor Structural 1, 5/8' CDX Blocked, 1 O @ 6'-6'-12 Existing Plywood Sheathing at Roof To be verified. H:'2018\180024\4Engineenng\Design calcs\180024 Project Criteria 3900 Cover Street. Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com 01109 CALCULATION SHEET M UCTU -iJ StRRAL ENGINEERS SUBJECT: Tenant Improvement BY: Feb-18 JOB NO: 18002400 ZH SHEET: 1.3 Loading Criteria - Gravity - ALF Li Exisitng Roof Dead Load Gravity Seismic Total: 11.0 psf 11.0 psf Live Load 80.0 psf 0.0 psf ITotal Roof Loading (DL + LL) I 91.0 psf I 11.0 psf I Floor Dead Load Typ. Floor Seismic Total: 43.0 psf 43.0 psf Live Load Corridors, Exit Ways, Recreation Areas 80.0 psf 0.0 psf ITotal Typical Floor Loading (DL + LL) 1123.0 psf I 43.0 psf I H:\2018\180024\4_Engineering\Design calcs\180024 Project Criteria 3900 Cover Street, Long Beach, CA 90808 562.9853200 P 562.985.1011 F www.mhpse.com 01/09 1VH:J STRUCTURAL ENGINEERS SUBJECT: Tenant Improvement OATh. BY: CALCULATION SHEET Feb-18 JOB NO: 18002400 ZH SHEET: 1.4 Loading Criteria - Seismic - ALF Seismic Base Shear Determination Per 2016 CBC (Based on 2015 IBC and ASCE 7-10) DESIGN ASSUMPTIONS - The fundamental period, Ta, is an approximation per §12.8.2.1 as an alternate to performing an analysis to determing the period, T. - For masonry or concrete shear wall structures it is permitted to use the approximate period Ta per Eq. 12.8-9. - The long-period transition period, TL, is assumed to be 8 seconds, but may vary per ASCE 7-10 Fig 22-15. Building Information Site Address: Latitude: 33.132 ° N Longitude: -117.2742 ow Height of Structure = 15 ft Site Class = D Occupancy Category = H Response Modification Coefficient, R = 3.50 System Overstrength Factor, Q = 3.00 Deflection Amplification Factor, Cd = 3.00 Importance Factor, I = 1.00 Structure Type: Steel Moment-Resisting Frames Approximate Period Parameter, Ct 0.028 Approximate Period Parameter, x = 0.8 Design Response Spectrum Approximate Fundamental Period, Ta = 0.244 5 Coefficient for Upper Limit Period, Cu = 1.4 Upper Limit Period, Cu*Ta = 0.342 S To=O.2*SD1/SDs= 0.114s T5 = SD1/SDS = 0.572 S Transition Period (1.0-s period), TL = 8 s Spectral Response Accel., Sa = 0.762 g 0.8 ; 0.7 0.6 0.5 Ci of 0.2 0.1 CL 0.0 0.0 0.5 1.0 1.5 2.0 2.5 Period, T (sec) Spectral Acceleration Parameters Mapped MCE, 5 percent damped, spectral response acceleration parameter (from USGS Website): at short periods, Ss = 1.0630 g at a period of 1 sec, S = 0.4110 g Site Coefficient (0.2-s period), Fa = 1.07 Site Coefficient (1.0-s period), F = 1.59 Design, 5 percent damped, spectral response acceleration parameter: at short periods, SDS = 0.7617 g at a period of 1 sec, SD1 = 0.4354 g Seismic Design Category, SDC = . D Seismic Response Coefficient Cs _ S IL) 0.218 - DS R) Cs< _SD h(fl for T 5TL 0.509 TLR) C5 < 'SDI 1L) for T > TL 16.666 T2 R) C = 0.044SDSI ~! 0.01 0.034 (>=O.030 for DSAIOSHPD) C5>. 055 (L') for S ~ 0.6g 0.059 R) Equivalent Lateral Force Procedure Total Design Lateral Force, V = 0.218 W 0.7*V= 0.152W H:\2018\180024\4_Engineering\Design calcs\180024 Project Criteria 3900 Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com 01/09 1/30/2018 Design Maps Summary Report IJSGS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.132040N, 117. 27425°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill J: Ib'- 4kC'1 4cj4 1,L 43JJ '. .. ,. .• Mrco. . - r .. ... - • . '. 4r 1• • ij -. . ' -t '-4k • USGS—Provided Output Ss = 1.063 g SMS = 1.142 g S,,s = 0.762 g S1 = 0.411 g SMI = 0.653 g S01 = 0.435 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEqJspe pectrum am GM esiiRespcsseSpectr4Jm L' an o.th, 1 I I' iii I I a o.zi L L lAO 1403 1.03 ZO ''iodT (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 06 - •i_.:i •1 ao Q lw i' 1-40 1-03 .1.33 2O3 1.5 1/1 CALCULATION SHEET SUBJECT: Tenant Improvement DATE. Feb-18 JOB NO: 18002400 STRUCTURAL ENGINEERS BY: ZH SHEET: 1.6 Load Combinations Loading Combination Determination Per 2016 CBC (Based on 2015 IBC and ASCE 7-10) Assumptions: This calculation sheet is intended to be used as a reference only, and not to be included in the project calculation package. The load combinations listed below are a simplified list based on frequently-used loading conditions. (Scroll to the right to see an expanded list of more possible loading conditions.) Applicable Seismic Factors: SDS = 0.761675 g (From Seismic Design Criteria) TYPE STRENGTH Design ASCE 7-10 § 2.3.2 and 12.4.2.3 Gravity (CBC § 1605.2) (16-1) 1.4D (16-2) 1.2D + 1.6L + 0.5(LrOr S or R) (16-3) 1.21D + 1.6(Lr or S or R) + (L or 0.5L) Wind (16-3) 1.2D + 1.6(Lr or S or R) + 0.5W 4. (16-4) 1.20+ (L or 0.5L)+ 0.5(Lr or S or R) + 1.0W 6. (16-6) 0.90+1.0W Seismic 5. (16-5) 1.350 + (Lor0.5L) + (0.20r0.7)S + p(EorFp) 7. (16-7) 0.750 + p(E or Fp) NOTES: j. The load factor on L in Combinations 3, 5 and 7 above shall equal 1.0 in places of public assembly, for live loads greater than 100 psf, and for parking garage live load. The total load factor on D in Combination 8 above is permitted to be taken as 0.9 where determining demands on the soil-structure interface of foundations. For Combination 5, snow load factor of 0.7 for roof configurations that do not shed snow, 0.2 for other conditions. ALLOWABLE STRESS Design ASCE 7-10 § 2.4.1 and 12.4.2.3 (CBC § 1605.3) 1(16-8) 0 (16-9) D + L (16-10) 0 + (Lr or S or R) (16-11) 0 + 0.75L + 0.75(Lr or S or R) 5a. (16-12) 0 + 0.6W 6a. (16-13) D + 0.75L + 0.75(Lr or S or R) + 0.75(0.6)W 7. (16-15) 0.6D + 0.6W 5b. (16.12) 1.110 + 0.7p(E or Fp) 6b. (16-14) 1.08D + 0.75L + 0.75S + 0.525p(E or Fp) 10. (16-16) 0.490 + 0.7p(E or Fp) NOTES: i. Increases in allowable stress specified in the appropriate material chapter or the referenced standards shall not be used with the load combinations listed above, except that a duration of load increase shall be permitted in accordance with CBC Chapter 23. The total load factor on D in Combination 10 is permitted to be taken as 0.6 where determining demands on the soil-structure interface of foundations. The load factor on D in Combination 8 is permited to be increased to 0.9 for Special Reinforced Masonry Shear Walls per Chapter 21. H:'2018\180024\4_Engineering\Design calcs\180024 Project Criteria 3900 Cover Street. Long Beach, CA 90808 562.985.3200 p 562.985.1011 F www.mhpse.com 01/09 CALCULATION SHEET IVH SU8JECT: ri _________ JOB NQ STRUCTURAL ENGINEERS BY: SHEET: 12.1.1 I. j(e P14n /l4e'zzav,ie.. (rtv WA oa 'fpy /)ew 6&5i !'e0n15. J8'IO -To MAY -re 4TAY pic10.1O MT 31 •. I () 2 = W21t'1't lt EMoU6tL - BI TO V ! i ' WIb')4 : • AT PJ) 4L o. co c)WIbd26T 100 ORFJN/J "1 : : • ItI 401 .(P6 •• Zict.TA'f! : 1 I 'pie 1TT TOO 5mr . 1-4. • • .1 (01 gv'i ?JQT L () 8t3 1' 5rfT / ØM IJ APF& Ot law D I if 3 STA : - I•. : '- • ••-- • - -. • f L. • I • •_. : • .. .L 1 • 1 - I 1 ___ • i.:.j .1 I. : •:. : . Per p1ii..o.vvi ,bov&. : 4; Ttir for p_-& 4Pect vttt d,I sJ o.• 0 L04. I : I ~M 10A0 te-i 63 (I ..q! &it jiovt avid ii 'place.. j(.io cak', vtee&k4. -. ( 5 1 .9 !j. • ..................... , . gpj.JI_10oI *11, iiW4i .7-b".frov'i o: -to 5 - •1 -iAt*o .c.'tcn fovviicN)l... .4J .. • II I () &; RE9Ld. : . • () 9)10 pern I1?-2", jtvib widti j . b-6" yow c?7 ./v2' pcln • -I... Io.rkesi a 1FJ &2..nuindiCi4iif/1o.(bin. (1 II1f42B13:ftJQf #ecfe/ ,410 4(ha tc4. ( 6paii 3.2-L wb iitcAth O'—O". ThJBe,s "aafvvna t's'1& 3900 Cover Street Long Beach, CA 90808-1773 562.9853200 P 561985. 011 F ww.nhpse.core wO3sd4ur? d I 01 c86t9S d 0oWc96z99 ELL -80806 VD W9 SUOI Va4S J—:) 006E t (77 t---f' - I '(7+ia) i)x ! 1x'9h ,9-n - 1 p t I NO .-. I W-111 I II 14K rwh 1I Orr I — jv9 ?J) T - - I4464 fe oz- I I I I jdLe (?(ot) L ('Jj ) I 7- 4 0 xa4' 5046'zoo'0 t ---t . 17O 'oj—j, 924 k1 JO? Iot.4)IY$ cD 1sa4 p)s y —17MANG ',O CA V& : O 1M UIOJS •t'9 ((II) FO JI'JI pQ c41— O -o, j9 (IV) Sw 4UA)Q (IV) 14iO4 4ôaL 4'z '-Q-' ioi 4iiiq. ,,q--t) ZLZ - :J33$ 0N sO 133HS NOLLVflD1VD p P.AJ,tn1 S133NIN3 1YIfliDflLLS FHAI CALCULATION SHEET mi :2 Ti RthV(V •d. DATE: :J0 SH 2.1.3 111 EET. t4MMR1:. H CIV) 8L j(bx , ( * (rn2. W(6*J6 (lajde') i1g3: (N) /*4t CesjcLei) (fl.1) 5 (tiff c I 1FOR' X4TW6 I Fn1 / M4a c41)183 Jtmr1h. 11k :4f L 0/0 1k rh' LL: +: L -- -1 Hffi 1: f j 4 L fl L J L TT t+TL T I1fT:Tt :t 1 14 :rr -H- - --± -- - -+ •- ± -- +-H- - -'--+ --- .r 1 ' , L-4, t-t t444J4' 4LL4 44iJH4:. 1 - J - 4- --t 4.r* ! I4JI +4I4 t: 3900 Cover Street. Long Beach, CA 90808.773 5629853200 P 562.985.1011 F www.mhpse.com Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings menu item Project Descr: and then using the Printing & 2.1.4 Title Block" selection. Title Block Line 6 Printed: 31 JAN 2018, 11:32AM ir eam Filer H:\2018\180024\4EngineedngtDesign caIcs\Beams.e iL ' - ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description : (N) B3 (option 1 WF) TCODE REFERENCES . Calculations pérAlSC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 . Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.0645) Q0. 12) -- W18x35 Span = 40.011 L4ipIiéd Lo-ads Service loads entered. Load Factors will be applied for calculations. Beam sell weight NOT internally calculated and added Uniform Load: D = 0.0430, L = 0.080 ksf, Tributary Width = 1.50 ft, (Floor gravity load) Maximum Bending Stress Ratio = 0.216: 1 Maximum Shear Stress Ratio = 0.034 : 1 Section used for this span W18x35 Section used for this span W1 8x35 Mu: Applied 53.880 k-ft Vu : Applied 5.388 k Mn * Phi: Allowable 249.375 k-ft Vn * Phi : Allowable 159.30 k Load Combination l-1.20D+0.5OLr+1,60L+160H Load Combination +1.20D+050Lr+160L+160H - Location of maximum on span 20.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.469 in Ratio = 1,022 >=360 Max Upward Transient Deflection 0.469 in Ratio = 1,022 >=360 Max Downward Total Deflection 0.722 in Ratio = 665 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 - rMimurn Forces &Stresses fIdCibiñitions j Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L r 40.00 ft 1 0.072 0.011 18.06 18.06 277.08 249.38 1.00 1.00 1.81 159.30 159.30 +1.200+050Lr+160L+160H Dsgn. L = 40.00 ft 1 0.216 0.034 53.88 53.88 277.08 249.38 1.00 1.00 5.39 159.30 159.30 +1.20D+1 .60L+0.505+1.60H Dsgn. L = 40.00 It 1 0.216 0.034 53.88 53.88 277.08 249.38 1.00 1.00 5.39 159.30 159.30 +1.200+1.6OLr+050L+160H Dsgn. L = 40.00 ft 1 0.110 0.017 27.48 27.48 277.08 249.38 1.00 1.00 2.75 159.30 159.30 +1.20D+160Lr+050W+160H Dsgn. L = 40.00 ft 1 0.062 0.010 15.48 15.48 277.08 249.38 1.00 1.00 1.55 159.30 159.30 +1.20D+0.50L+1605+160H Dsgn. L= 40.00 ft 1 0.110 0.017 27.48 27.48 277.08 249.38 1.00 1.00 2.75 159.30 159.30 +1.20D+1.605+0.50W+160H Dsgn. L r 40.00 ft - 1 0.062 0.010 15.48 15.48 277.08 249.38 1.00 1.00 1.55 159.30 159.30 +1.20D+050Lr+050L+W+160H Dsgn. L r 40.00 ft 1 0.110 0.017 27.48 27.48 277.08 249.38 1.00 1.00 2.75 159.30 159.30 +1.200+0.50L+0.505+W+160H Dsgn. L= 40.00 ft 1 0.110 0.017 27.48 27.48 277.08 249.38 1.00 1.00 2.75 159.30 159.30 +1.200'0.50L+0.205+E+160H Dsgn. L = 40.00 It 1 0.110 0.017 27.48 27.48 277.08 249.38 1.00 1.00 2.75 159.30 159.30 +0.90D+W+0.90H Dsgn. L = 40.00 ft 1 0.047 0.007 11.61 11.61 277.08 249.38 1.00 1.00 1.16 159.30 159.30 +0.90D+E+0.90H Dsgn. L = 40.00 ft 1 0.047 0.007 11.61 .11.61 277.08 249.38 1.00 1.00 1.16 159.30 159.30 Title Block Line 1 Project Title: You can change this area . Engineer: Project ID: using the"Settings" menu item Project Descr: and then using the Printing & 2.1.5 Title Block" selection. Title Block Line 6 Printed: 31 JAN 2018, 11:32AM Steel Beam - .. - Filer H:\20181180024\4_Engineeringl.Design cal.Beams.e • . T ENERcALc, INC. 1983-2017, Build:10.17.12.10,Ver:1O.17,12,1O III KW-06002754 Licensee: MYERS, HOUGHTON PARTNERS Description: (N) B3 (opton 1 WF) rovmII'MaiDMItions 7 1 Load Combination Span Max. Defi Location in Span Load Combination Max. Dell Locaton in Span 1 0.7218 20.114 0.0000 0.000 [VéitiiRtioñs - Ti±TiII Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.690 3.690 Overall MINimum 0.774 0.774 +D+H 1.290 1.290 +D+L+H 3.690 3.690 +D+Lr+H , 1.290 1.290 +D+Si+l 1.290 1.290 +D+0,750Lr+0750L+H 3.090 3.090 +D+0.750L+0.7505+H 3.090 3.090 +D+0.60W+H 1.290 1.290 +D+0,70E+H 1.290 1.290 +D+0.750Lr+0750L+0450W+H 3.090 3.090 +D+0.750L+0.7505+0.450W+H 3.090 3.090 +D+0.750L+0.7505+0.5250E+H 3.090 3.090 +0.60D+0,60W+0,60H 0.774 0.774 +0.60D+0,70E+0,60H 0.774 0.774 D Only 1.290 1.290 LrOnly L Only 2.400 2.400 . S Only WOnly EOnly -lOnly Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & 2.1.6 Title Block" selection. Title Block Line 6 Pnnied: 31 JAN 2018, 1:51PM 'Steel Beam - . File H:\20181180024\4_Enginee6g\Design calcs\Beams.e -. ENERCALC, INC. 19832017, Build:10.17.12.10, Ver:10.17.1210 Description : (N) B3 (HSS gravity only) - - [-CODE REFERENCES I Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 -1 Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending - D(0.0645) L(0.12) HSS18x6x3/8 Span = 40.0 ft ELA7pplii_d'Co-qds ., 771 -.--.- Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0430, L = 0.080 ksf, Tributary Width = 1.50 ft, (Floor gravity load) Maximum Bending Stress Ratio = - 0.209: 1 - Maximum Shear Stress Ratio = 0.021 Section used for this span HSS18x6x3/8 Section used for this span HSS18x6x3/8 Mu: Applied 67.824 k-ft Vu : Applied 6.782 k Mn * Phi: Allowable 324.000 k-ft Vn * Phi: Allowable 319.496 k Load Combination +1.20D+0.50Lr+160L+160H Load Combination +1.200+0.50Lr+160L+160H Location of maximum on span 20.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection . 0.398 in Ratio = 1,206 >=360 Max Upward Transient Deflection 0.398 in Ratio = 1,206 >=360 Max Downward Total Deflection 0.804 in Ratio = 597 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Max!rii1rn.. Forces & Stresses for Load Combinations 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx Phi"Vnx +1.40D+1.60H Dsgn. L = 40.00 ft 1 0.106 0.011 34.33 34.33 360.00 324.00 1.00 1.00 3.43 355.00 319.50 +1.20D+0.50Lr+160L+160H Dsgn. L = 40.00 It 1 0.209 0.021 67.82 67.82 360.00 324.00 1.00 1.00 6.78 355.00 319.50 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 40.00 It 1 0.209 0.021 67.82 67.82 360.00 324.00 1.00 1.00 6.78 355.00 319.50 +1.20D+1.60Lr+050L+160H Dsgn. L= 40.00 ft 1 0.128 0.013 41.42 41.42 360.00 324.00 1.00 1.00 4.14 355.00 319.50 +1.20D+1.60Lr-i.050W+160H Dsgn. L= 40.00 ft 1 0.091 0.009 29.42 29.42 360.00 324.00 1.00 1.00 2.94 355.00 319.50 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 40.00 ft 1 0.128 0.013 41.42 41.42 360.00 324.00 1.00 1.00 4.14 355.00 319.50 +1.20D+1.60S+0.50W+1.60H Dsgn. L= 40.00 ft 1 0.091 0.009 29.42 29.42 360.00 324.00 1.00 1.00 2.94 355.00 319.50 +1.20D+0.50Lr+050L+W+160H Dsgn. L = 40.00 It 1 0.128 0.013 41.42 41.42 360.00 324.00 1.00 1.00 4.14 355.00 319.50 +1.20D+0.50L+0.50S+W+160H Dsgn. L = 40.00 It 1 0.128 0.013 41.42 41.42 360.00 324.00 1.00 1.00 4.14 355.00 319.50 +1.20D+0.50L+0.20S+E+1.60H Dsgn. L r 40.00 ft 1 0.128 0.013 41.42 41.42 360.00 324.00 1.00 1.00 4.14 355.00 319.50 +0.900+W+0.90H Dsgn. L= 40.00 ft 1 0.068 0.007 22.07 22.07 360.00 324.00 1.00 1.00 2.21 355.00 319.50 +0.90D+E+0.90H Dsgn. L = 40.00 It 1 0.068 0.007 22.07 22.07 360.00 324.00 1.00 1.00 2.21 355.00 319.50 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings" menu item Project Descr: and then using the Printing & 2.1.1 Title Blocks selection. Title Block Line 6 Printed: 31 JAN 2018, 1:51 PM Steel Beam - . * File H:\20181180024t4_Engineering\Design calcs\Beams.ecS ENERcALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 II;.te'fII.juIS)!.l! Licensee: MYERS, HOUGHTON PARTNERS Description: (N) 133 (HSS gravity only) 9IiMãiimum DfIions . 1 Load Combination Span Max. Defi Location in Span Load Combination Max. Defi Location in Span +D+L+H 1 0.8041 20.114 0.0000 0.000 FY RFa-Etions - - Support notation : Far left is #1 - Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.852 4.852 Overall MINimum 1.471 1.471 2.452 2.452 - 4.852 4.852 +D+Lr+H 2.452 2.452 . 2.452 2.452 +D+0750Lr+0750L+H 4.252 4.252 +D+0.750L+0.7505+H 4.252 4.252 - +D+0.60W+H 2.452 2.452 +D+0.70E+H 2.452 2.452 +D+0.750Lr+0750L+0450W+H 4.252 4.252 +D+0.750L+0.750S+0.450W+H 4.252 4.252 +D+0.750L+0.750S+0.5250E+H 4.252 4.252 +0.60D+0.60W+0.60H 1.471 1.471 +0.60D+0.70E+0.60H 1.471 1.471 D Only • 2.452 2.452 LrOnly L Only 2.400 2.400 SOnly W Only EOnly HOnly Title Block Line 1 You can change this area using the "Settings" menu item and then using the Printing & Title Block" selection. Title Block Line 6 Steel Beam.- Project Title: Engineer: Project Descr: Project ID: 2.1.8 Printed: 31 JAN 2018, 2:08PM File H:\201818O024\4_Engineering\Design calm',Beams.e ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description : (N) Bi & 132 (Recyde) 3ODEREFERENCES - I Calculations per AlSO 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 [MãtiiiálPräperties ' 1 Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I- Spãn=12.50'ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load: D = 2.452, L = 2.40 k @ 3.0 ft, ((N) B3 reaction) Maximum Bending Stress Ratio = 0.133: 1 Maximum Shear Stress Ratio = 0.063 :1 Section used for this span WI 6x26 Section used for this span WI 6x26 Mu Applied 15.908k-ft Vu Applied 5.350 k Mn * Phi: Allowable 119.340 k-ft Vn * Phi : Allowable 84.780 k Load Combination +1.200+0.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 3.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio = 11,414 >=360 Max Upward Transient Deflection 0.013 in Ratio= 11,414 >=360 Max Downward Total Deflection 0.028 in Ratio= 5322 >=240 - Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces &Stresses f6L biions Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi"Vnx +1.40D+1.60H Dsgn. L = 12.50 ft 1 0.070 0.033 8.35 8.35 132.60 119.34 1.00 1.00 2.84 84.78 84.78 +1.20D+05OLr+160L+160H Dsgn. Lr 12.50 It 1 0.133 0.063 15.91 15.91 132.60 119.34 1.00 1.00 5.35 84.78 84.78 +1.20D+1.60L+0.505+1.60H Dsgn. L = 12.50 It 1 0.133 0.063 15.91 15.91 132.60 119.34 1.00 1.00 5.35 84.78 84.78 +1.20D+1,60Lrl-0,50L+160H Dsgn. L = 12.50 ft 1 0.083 0.039 9.89 9.89 132.60 119.34 1.00 1.00 3.34 84.78 84.78 +1.20D+1.6OLr+0.50W+160H Dsgn. L = 12.50 ft 1 0.060 0.029 7.15 7.15 132.60 119.34 1.00 1.00 2.43 84.78 84.78 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 12.50 It 1 0.083 0.039 9.89 9.89 132.60 119.34 1.00 1.00 3.34 84.78 84.78 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 12.50 It 1 0.060 0.029 7.15 7.15 132.60 119.34 1.00 1.00 2.43 84.78 84.78 +1.20D+050Lr+050L+W+160H Dsgn. L = 12.50 ft 1 0.083 0.039 9.89 9.89 132.60 119.34 1.00 1.00 3.34 84.78 84.78 +1.20D+0.50L+0.50S+W+1.6011 Dsgn. L= 12.50 ft 1 0.083 0.039 9.89 9.89 132.60 119.34 1.00 1.00 3.34 84.78 84.78 +1.20D+0.50L+0.20S+E+1.60H Dsgn. L= 12.50 ft 1 0.083 0.039 9.89 9.89 132.60 119.34 1.00 1.00 3.34 84.78 84.78 +0.900+W+0.90H Dsgn. L = 12.50 ft 1 0.045 0.022 5.36 5.36 132.60 119.34 1.00 1.00 1.82 84.78 84.78 +0.90D+E+0,90H Title Block Line 1 Project Title: "You can change this area Engineer: Project ID: using the 'Settings' menu item Project Descr: and then using the 'Printing & . 21.9 Title Block' selection. Title Block Line 6 Printed: 31 JAN 2018, 2:08PM Steel Beam' . . - . FIeH:\2018\18O024\4_Engineedng\Design I\BeiT. ENERCALC, INC. 1963-2017, Build:10.17.12.10, Ver:10.17.12.10 I Description: (N) Bi & B2 (Recycle) Load Combination ' Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn. L = 12.50 ft 1 0.045 0.022 5.36 5.36 132.60 119.34 1.00 1.00 1.82 84.78 84.78 [OFaII Mix- imum DfItiOns - . - IT] Load Combination Span Max. '-' Defi Location in Span Load Combination Max. '+' Deft Location in Span +D+L+H 1 0.0282 5.571 . 0.0000 0.000 [veiI:Rioiis ' '' Support notation : Far left is#1 ,j Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.850 1.327 Overall MiNimum 1.216 0.451 +D+H 2.026 0.751 +D+L+H 3.850 1.327 +D+Lr+H , 2.026 0.751 +D+5+H 2.026 0.751 +D+0.750Lr+0.750L+H 3.394 1.183 +D+0.750L+0.7505+H 3.394 1.183 +D+0.60W+H 2.026 0.751 +Di-0.70E+H. 2.026 0.751 +D+0.750Lr+0.750L+0 450 W+H 3.394 1.183 +D+0.750L+0.7505+0.450W+H 3.394 1.183 +D+0.750L+0.750S+0.5250E+H 3.394 1.183 +0.60D+0.60W+060H 1.216 0.451 +0.60D+0.70E+0.60H 1.216 0.451 D Only 2.026 0.751 LrOnly L Only 1.824 0.576 S Only W Only E Only H Only Project ID: Title Block Line 1 'You can change this area using the Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 1 Steel Beam Project Title: Engineer: Project Descr: 2.1.10 Printed: 31 JAN 2018, 2:09PM File = H:20181180024l4_EngineeringtDesign ?cs\8eams.e6 -. ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 urn Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 202 <360 202 <360 122 <240 0 <240 0.348: 1 W8x1O 10.093 k 28.972 k +1.20D+050Lr+160L+160H 0.000 ft Span #1 Description : (E) B10 EbkEFERENCES I Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 - [MãtiI'Properties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(2.026) L(1 .824) W8x10 Span = 16.0 ft IiedLds . 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D = 0.0430, L = 0.080 ksf, Extent = 0.0 ->> 12.0 ft, Tributary Width = 6.50 ft, (Floor gravity load) Point Load: D = 2.026, L = 1.824k @ 12.0 ft, ((N) B2 Reaction) -I Retrofit required. Maximum Bending Stress Ratio = 1.822: 1 M Section used for this span W xl Mu: Applied . - Mn * Phi: Allowable 23.949 k-ft , Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 8.640ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.946 in Ratio = Max Upward Transient Deflection 0.946 in Ratio = Max Downward Total Deflection 1.575 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Max Mu + Max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi"Vnx +1.40D+1.60H Dsgn. L = 16.00 ft 1 0.708 0.134 16.97 16.97 26.61 23.95 1.00 1.00 3.89 28.97 28.97 +1.20D+05OLr+160L+160H Dsgn. L = 16.00 ft 1 1.822 0.348 43.63 43.63 26.61 23.95 1.00 1.00 10.09 28.97 28.97 +1.20D+1.60L+0.50S+160H Dsgn. L = 16.00 ft 1 1.822 0.348 43.63 43.63 26.61 23.95 1.00 1.00 10.09 28.97 28.97 +1.20D+160Lr+050L+160H Dsgn. L = 16.00 ft 1 0.985 0.183 23.60 23.60 26.61 23.95 1.00 1.00 5.30 28.97 28.97 +1.20D+160Lr+050W+160H Dsgn. L= 16.00 ft 1 0.607 0.115 ' 14.54 14.54 26.61 23.95 1.00 1.00 3.33 28.97 28.97 +1.200+0.50L+1.60S+1.60H Dsgn. L = 16.00 ft 1 0.985 0.183 23.60 23.60 26.61 23.95 1.00 1.00 5.30 28.97 28.97 +1.20D+1.60S+0.50W+160H Dsgn. Lr 16.00 ft 1 0.607 0.115 14.54 14.54 26.61 23.95 1.00 1.00 3.33 28.97 28.97 +1.200+050Lr+050L+W+160H .Dsgn. L = 16.00 ft 1 0.985 0.183 23.60 23.60 26.61 23.95 1.00 1.00 5.30 28.97 28.97 +1.200+0.50L+0.50S+W+160H Dsgn. L = 16.00 ft 1 0.985 0.183 23.60 23.60 26.61 23.95 1.00 1.00 5.30 28.97 28.97 +1.20D+0.50L+0.205+E+160H Dsgn. L = 16.00 It 1 0.985 0.183 23.60 23.60 26.61 23.95 1.00 1.00 5.30 28.97 28.97 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the Printing & - 2.1.11 Title Block" selection. Title Block Line 6 PnIed: 31 JAN 2018, 2:09PM Steel Beam - . File H:'i2018\180024\4_Engineering\Désign cal\Beams.e' I ENERCALC INC 1983-2017 Build 10171210 Ver 10171210 'Lic. #: IKW 06002754 Licensee: MYERS, HOUGHTON PARTNERS Description : (E) B10 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu- Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi"Vnx +O.900+W+0.90H Dsgn. L = 16.00 It 1 0.455 0.086 10.91 10.91 26.61 23.95 1.00 1.00 2.50 28.97 28.97 +0.90D+E+0.90H Dsgn. L = 16.00 ft 1 0.455 0.086 10.91 10.91 26.61 23.95 1.00 1.00 2.50 28.97 28.97 EOVII MmumDfItions Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+ Den Locaton in Span +D+L+H 1 1.5746 8.137 0.0000 0.000 . - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.959 6.485 Overall MINimum 1.562 1.666 +D+H , - 2.603 2.777 +D+L+H 6.959 6.485 +D+Lr+H 2.603 2.777 +D+S+H 2.603 2.777 +D+0.750Lr+0750L+H 5.870 5.558 +D+0.750L+0.750S+H - 5.870 5.558 +D+0.60W+H 2.603 2.777 +D+0.70E+H 2.603 2.777 +D+0.750Lr+0.750L+0 450 W+H 5.870 5.558 +D+0.750L+0.7505+0.450W+H 5.870 5.558 +D+0.750L+0.7505+0.5250E+H 5.870 5.558 +0.60D+0.60W+0,60H 1.562 1.666 +0.600+0.70E+0.60H 1.562 1.666 D Only 2.603 2.777 LrOnly L Only 4.356 , 3.708 S Only WOnly EOnly H Only Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project Descr: Project ID: 2.1.12 iitie DIUCK Line o . Prinied: 31 JAN 2018, 2:09PM Steel Beam File = H:\2018\180024W_EngineedngIDesign calcs\Beams eth - .. ENERCALC, INC. 1982017, Build:10.17.12.10, V10.17.12.10 Description : (E) B7 ECODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 rMateiaIpjnies Ti] Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bendina Axis: Maior Axis Bendina Jl Vl¼ IlJcI,J dud OW. LWOU I 0¼.tVl 0 'VIIi Lid 0jJIIdU lvi l..CIUUIdLIUI lb. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D = 0.0430, L = 0.080 ksf, Extent = 0.0 ->> 8.0 ft, Tributary Width = 6.50 ft, (Floor gravity load) Point Load: 0 = 2.026, L = 1.824 k @ 8.0 ft, ((N) B2 Reaction) I I DESIGN SUMMARY T '% Maximum Bending Stress Ratio = 1.147:1 Maximum Shear Stress Ratio = 0.276:1 Section used for this span Section used for this span W8x10 Mu : Applied 27.475 k-ft Vu Applied 8.009 k Mn • Phi: Allowable 23.949 k-ft Vn * Phi: Allowable 28.972 k Load Combination +1.200+050Lr+160L+160H Load Combination +1.20D+0.50Lr+1 .60L+1.60H Location of maximum on span 6.857ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.314 in Ratio = 458 >=360 Max Upward Transient Deflection 0.314 in Ratio = 458 >=360 Max Downward Total Deflection 0.545 in Ratio = 264 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 rMimum Forces &Stresses fL CIili5ations I Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx PhiVnx +1.40D+1.60H Dsgn. L = 12.00 ft 1 0.491 0.105 11.75 11.75 26.61 23.95 1.00 1.00 3.03 28.97 28.97 +1.20D+0.50Lr+160L+160H Dsgn. L = 12.00 ft 1 1.147 0.276 27.48 27.48 26.61 23.95 1.00 1.00 8.01 28.97 28.97 +1.200+1.60L+0.50S+1.60H Dsgn. L = 12.00 It 1 1.147 0.276 27.48 27.48 26.61 23.95 1.00 1.00 8.01 28.97 28.97 +1.200+1.60Lr+050L+160H Dsgn. L = 12.00 ft 1 0.645 0.148 15.45 15.45 26.61 23.95 1.00 1.00 4.29 28.97 28.97 +1.20D+160Lr+050W+160H Dsgn. L r 12.00 ft 1 0.421 0.090 10.07 10.07 26.61 23.95 1.00 1.00 2.60 28.97 28.97 +1.20D+0.50L+1.605+160H Dsgn. L r 12.00 ft 1 0.645 0.148 15.45 15.45 26.61 23.95 1.00 1.00 4.29 28.97 28.97 +1.20D+1.60S+0.50W+1.60H Dsgn. L= 12.00 ft 1 0.421 0.090 10.07 10.07 26.61 23.95 1.00 1.00 2.60 28.97 28.97 +1.20D+05OLr+050L+W+160H Dsgn. L= 12.00 ft 1 0.645 0.148 15.45 15.45 26.61 23.95 1.00 1.00 4.29 28.97 28.97 +1.20D+0.50L+0.505+W+160H Dsgn. L = 12.00 ft 1 0.645 0.148 15.45 15.45 26.61 23.95 1.00 1.00 4.29 28.97 28.97 +1.20D+0.50L+0.205+E+1.60H Dsgn. L = 12.00 ft 1 0.645 0.148 15.45 15.45 26.61 23.95 1.00 1.00 4.29 28.97 28.97 Title Block Line 1 You can change this area Project Title: Engineer: Project ID: using the Settings menu item Project Descr: and then using the 'Printing & Title Block selection. 2.1.13 Title Block Line 6 Pnted: 31 JAN 2018, 2:09PM Steel Beam - ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Li c. 0I0274 Ui1 Descnption: (E) 137 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +0.90D+W+0.9011 Dsgn.L = 12.00 It 1 0.315 0.067 7.55 7.55 26.61 23.95 1.00 1.00 1.95 28.97 28.97 +0.90D+E+0.9011 Dsgn.Lr 12.00 ft 1 0.315 0.067 7.55 7.55 26.61 23.95 1.00 1.00 1.95 28.97 28.97 Load Combination Span Max. °- Defi Location in Span Load Combination Max. Defi Location in Span +D+L+H 1 0.5455 6.103 0.0000 0.000 rveitiI .... .J Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.547 4.699 Overall MINimum • 1.300 1.258 +0+11 2.166 2.096 +D+L+H 5.547 4.699 +D+Lr+H 2.166 2.096 +D+S+H - 2.166 2.096 +D+0750Lr+0750L+H 4.702 4.048 +D+0.750L+0.750S+H 4.702 4.048 +D+0.60Wi-l-I 2.166 ' 2.096 +D+0.70E+H 2.166 2.096 +D+0.750Lr+0750L+0450W+H 4.702 4.048 +D+0.750L+0.7505+0450W+H 4.702 4.048 +D+0.750L+0.7505+05250E+H 4.702 4.048 +0.600+0.60W+0.6011 1.300 1.258 +0.600+0.70E+0.6011 1.300 1.258 DOnly 2.166 2.096 LrOnly . L Only 3.381 2.603 S Only W Only EOnly H Only maximum near stress Katlo = Section used for this span Vu: Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.094: W1 8x35 10.742 k 114.696 k +1.20D+0.50Lr+160L+160H 0.000 ft Span #1 Title Block Line 1 'You can change this area using the"Settings" menu item and then using the Printing & Title Block selection. Title Block Line 6 Steel Beam Project Title: Engineer: Project Descr: Project ID: 2.1.14 Printed: 31 JAN 2018, 11:12AM File = H:\2018\1800244_Enginéening\Design calcs\Beams.e ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description : (E) Bi (Gravity) TCODE REFERENCES . Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 TMãtiI'Properties 7 Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.0645)L(O.12) 0 S-•.- W18x35 Span = 32.0 ft Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loading Uniform Load : D = 0.0430, L = 0.080 ksl, Tributary Width = 1.50 ft, (Floor gravity load) Uniform Load: D = 0.0150 ksf, Tributary Width = 20.0 ft, (Facade gravity load) DESIGN SUMMARY .1 Maximum Bending Stress Ratio = 0.479:1 Section used for this span W1 8x35 Mu: Applied 85.939 k-ft Mn * Phi: Allowable 179.550k-ft Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 16.000ft Span # where maximum occurs Span # 1 Maximum Deflection - Max Downward Transient Deflection 0.192 in Ratio = 1,996 >=360 Max Upward Transient Deflection 0.192 in Ratio = 1,996 >=360 Max Downward Total Deflection 0.832 in Ratio = 461 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 .1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm Summary 01 Shear Values VuMax Vnx PhiVnx +1.40D+1.60H Dsgn. L = 32.00 It 1 - 0.399 0.078 71.59 +1.200+0.50Lr+1.60L+160H Dsgn. L = 32.00 ft 1 0.479 0.094 85.94 +1.20D+1.60L+0.505+1.60H Dsgn. L = 32.00 ft 1 0.479 0.094 85.94 +1.20D+1.60Lr+0.50L+160H Dsgn. L = 32.00 ft 1 0.385 0.075 69.04 +1.20D+1.60Lr+0.50W+160H Dsgn. L = 32.00 It 1 0.342 0.067 61.36 +1.200+0.50L+1.60S+1.60H Dsgn. L = 32.00 It 1 0.385 0.075 69.04 +1.20D+1.60S+0.50W+1.601-1 Dsgn. L = 32.00 ft 1 0.342 0.067 61.36 +1.20D+0.50Lr+050L+W+160H Dsgn. L = 32.00 It 1 0.385 0.075 69.04 +1.20D+0.50L+0.50S+W+160H Dsgn. L = 32.00 ft 1 0.385 0.075 69.04 +1.20D+0.50L+0.205+E+160H Dsgn. L = 32.00 ft 1 0.385 0.075 69.04 +0.90D+W+0.90H 71.59 199.50 179.55 1.00 1.00 8.95 114.70 114.70 85.94 199.50 179.55 1.00 1.00 10.74 114.70 114.70 85.94 199.50 179.55 1.00 1.00 10.74 114.70 114.70 69.04 199.50 179.55 1.00 1.00 8.63 114.70 114.70 61.36 199.50 179.55 1.00 1.00 7.67 114.70 114.70 69.04 199.50 179.55 1.00 1.00 8.63 114.70 114.70 61.36 199.50 179.55 1.00 1.00 7.67 114.70 114.70 69.04 199.50 179.55 1.00 1.00 8.63 114.70 114.70 69.04 199.50 179.55 1.00 1.00 8.63 114.70 114.70 69.04 199.50 179.55 1.00 1.00 8.63 114.70 114.70 Title Block Line 1 Project Title: 'You can change this area Engineer: using the Settings menu item Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 [Steel Beam ENERCALC INC Project ID: 2.1.15 Printed: 31 JAN 2018, 1 1112A g\Design caIcs\Beams.e 17. 12.10, Ve'H 0.17.12.10 Description : (E) BI (Gravity) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 32.00 It 1 0.256 0.050 46.02 46.02 199.50 179.55 1.00 1.00 5.75 114.70 114.70 +0,90D+E+0.90H Dsgn. L r 32.00 ft 1 0.256 0.050 46.02 46.02 199.50 179.55 1.00 1.00 5.75 114.70 114.70 EOII'MxirnuiWDflitions Load Combination Span Max. Defi Location in Span Load Combination Max. Defi Location in Span +D+L+H 1 0.8325 16.091 0.0000 0.000 VtiiI'Rctiöii Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.312 8.312 Overall MiNimum 1.920 1.920 6.392 6.392 +D+L+H 8.312 8.312 +D+Lr+H . 6.392 6.392 +D+5+H 6.392 6.392 +D+0.750Lr+0,750L+H 7.832 7.832 +D+0.750L+0.7505+H 7.832 7.832 +D+0.60W+I-1 6.392 6.392 +D+0.70E+H 6.392 6.392 +D+0,750Lr+0.750L+0450W+H 7.832 7.832 +D+0.750L+0.750S+0.450W+H 7.832 7.832 +D+0.750L+0.750S+0.5250E+H 7.832 7.832 +0,60D+0.60W+0.60H 3.835 3.835 +0,60D+0.70E+0.60H 3.835 3.835 D Only 6.392 6.392 LrOniy L Only 1.920 1.920 SOnly WOnly EOnly ' 1-lOnly Title Block Line 1 Project Title: 'You can change this area Engineer: Project ID: using the 'Settings" menu item Project Descr: and then using the "Printing & 2.1.16 Title Block" selection. Title Block Line 6 Prinied: 31 JAN 2018,1 1:13AM Steel I Bea m File" H:120181180024\4_Engineering\Design calcs\Beams.e ENERCALC, INC. 1983-2017, Build:10.17.12.1O, Ver:1O.17.12.10 Description : (E) Bi (Gravity load with wind load combination only) CODE REFERENCES Calculations per AlSO 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 [MtiiãI'Properties I Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending .I) Span = 32.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.0430, L = 0.080 ksf, Tributary Width = 1.50 ft, (Floor gravity load) Uniform Load: D = 0.0150 ksf, Tributary Width = 20.0 ft, (Facade gravity load) Maximum Bending Stress Ratio = 0.385: 1 Maximum Shear Stress Ratio = 0.075: Section used for this span WI 8x35 Section used for this span WI 8x35 Mu: Applied 69.043 k-ft Vu : Applied 8.630 k Mn * Phi: Allowable 179.550 k-ft Vn * Phi: Allowable 114.696 k Load Combination i-i .20D+0.50Lr+0.50L+W+1 .60H Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of maximum on span 16.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.192 in Ratio = Max Upward Transient Deflection 0.192 in Ratio = Max Downward Total Deflection 0.832 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Max Stress 1,996 >=360 1,996 >=360 461 >=240 0 <240 Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax - Vnx Phi"Vnx +1.20D+0.50Lr+0.50L+W+160H Dsgn. L= 32.00 ft 1 0.385 0.075 69.04 69.04 199.50 179.55 1.00 1.00 8.63 114.70 114.70 EPIlMiimuniDifltions Load Combination Span Max. '-" Deft Location in Span Load Combination Max. "+' Deft Locaton in Span 1 0.8325 16.091 0.0000 0.000 t_V.ilRItions 1 Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.312 8.312 Overall MINimum 1.920 1.920 +D+H 6.392 6.392 +D+L+H 8.312 8.312 +D+Lr+H 6.392 6.392 6.392 6.392 +D+0.750Lr+0.750L+H 7.832 7.832 +D+0.750L+0.750S+H 7.832 7.832 +D+0.60W+H 6.392 6.392 +D+0.70E+H 6.392 6.392 +D+0.750Lr+0.750L+0 450 W+H 7.832 7.832 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the Printing & 2.1.17 Title Block" selection. Title Block Line 6 - Prinled: 31 JAN 2018, 11:13AM I Steel Beam ' . . , Filer Hi2018\18OO24\4_Engineeng\Desjgn cal\Beams.eth L . . .. - ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 lit :'A'fII.j'I'}'21.! Licensee: MYERS, HOUGHTON PARTNERS Description : (E) 81 (Gravity load with wind load combination only) EVtiiFRtions - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+0.450W+H 7.832 7.832 +D+0.750L+0.750S+0.5250E+H 7.832 7.832 +0.60D+0.60W+0.60H 3.835 3.835 +0.60D+0.70E+0.60H 3.835 3.835 D Only 6.392 6.392 LrOnly L Only 1.920 1.920 * SOnly WOnly EOnly -tOnly . , . • Title Block Line 1 5You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Steel Beam Project Title: Engineer: Project Descr: Project ID: 2.1.18 Printed: 31 JAN 2018, 1:51PM File = H:\2018\1800244_Engineering\Oesign ImtBeams.e ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description : (E) Bi (Wind before retrofit) [CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 [MiiIProperties - Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending W(O.255) - Wift 35 Span = 32.0 ft fAIiiI'LIs . . '] Service loads entered. Load Factors will be applied for calculations. Beam sell weight NOT internally calculated and added Uniform Load: W = 0.2550 kift, Tributary Width = 1.0 ft, (Wind) _ _______________ Retrofit required. DESIGN'SUMMARY Maximum Bending Stress Ratio = 1.500: f Maximum Shear Stress Ratio = 0.037: 1 Section used for this span Section used for this span W18x35 Mu: Applied 32.640 k-ft . Vu : Applied 4.080 k Mn * Phi: Allowable 21.762k-ft Vn * Phi: Allowable 110.160 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of maximum on span 16.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 13.250 in Ratio =. 28<360 Max Upward Transient Deflection 13.250 in Ratio = 28 <360 Max Downward Total Deflection 8.173 in Ratio = 47 <240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 I .1L Forces &Strees oLWCbiiitiöris 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mny PhiMny Cb Rm VuMax Vny Phi"Vny +1.40D+1.60H Dsgn. L = 32.00 ft 1 0.000 24.18 21.76 1.00 1.00 -0.00 110.16 110.16 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 32.00 ft 1 0.000 24.18 21.76 1.00 1.00 -0.00 110.16 110.16 +1.20D+1.60L+0.505+1.60H Dsgn. L = 32.00 ft 1 0.000 24.18 21.76 1.00 1.00 -0.00 110.16 110.16 +1.20D+160Lr+050L+160H Dsgn. L= 32.00 ft 1 0.000 24.18 21.76 1.00 1.00 -0.00 110.16 110.16 +1.20D+1.60Lr+050W+160H Dsgn. L = 32.00 ft. 1 0.750 0.019 16.32 16.32 24.18 21.76 1.00 1.00 2.04 110.16 110.16 +1.200+0.50L+1.605+1.60H Dsgn. L = 32.00 ft 1 0.000 . 24.18 21.76 1.00 1.00 -0.00 110.16 110.16 +1.20D+1.60S+0.50W+160E-1 Dsgn. L= 32.00 ft 1 0.750 0.019 16.32 ' 16.32 24.18 21.76 1.00 1.00 2.04 110.16 110.16 +1.20D+05OLr+050L+W+160E-1 Dsgn. Lr 32.00 It 1 1.500 0.037 32.64 32.64 24.18 21.76 1.00 1.00 4.08 110.16 110.16 +1.20D+0.50L+0.505+W+1.60H Dsgn. Lr 32.00 It 1 1.500 0.037 32.64 32.64 24.18 21.76 1.00 1.00 4.08 110.16 110.16 +1.20D+0.50L+0.205+E+1.60H Dsgn. L = 32.00 ft 1 0.000 24.18 21.76 1.00 1.00 -0.00 110.16 110.16 +0.90D+W+0.90H Dsgn. L = 32.00 ft 1 1.500 0.037 32.64 32.64 24.18 21.76 1.00 1.00 4.08 110.16 110.16 +0.900+E+0.90H Dsgn. L = 32.00 ft - 1 0.000 24.18 21.76 1.00 1.00 -0.00 110.16 110.16 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings" menu item Project Descr: and then using the "Printing & 2.1.19 Title Block selection. Title Block Line 6 Printed: 31 JAN 2018, 1:51 PM Steel I B - earn - - - . ... . .. ENERCALC, INC. 1983-2017, Bud:10.17.12.10, Ver:10.17.12.10' Description : (E) Bi (Wind before retrofit) roIIMaiimum DfIétions Load Combination Span Max. -" Defi Location in Span Load Combination Max. Defi Location in Span WOnly 1 13.6212 16.091 • 0.0000 0.000 rvtiiRetions . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.080 4.080 Overall MiNimum 1.836 1.836 +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0750L+H +D+0.750L+0.7505+H +D+0.60W+H 2.448 2.448 +D+O.70E+H +D+0.750Lr+0750L+0450W+H 1.836 1.836 +D+0.750L+0.7505+0.450W+H 1.836 1.836 +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.66H 2.448 2.448 +0.60D+0.70E+0.60H - DOnly - LrOnly LOnly SOnly WOnly 4.080 4.080 E Only I-I Only II Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings" menu item Project Descr: and then using the Printing & 2.1.20 Title Block selection. Title Block Line 6 Printed: 31 JAN 2018, 8:32AM .Steel Beam , ENERCALC, INC. 1983-2017, Buitd:I0.17.12.10,Ver.10.17.12.10 Description : (N) 135 (Recycle) CODE 'REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 [Mté'iáI 'Piopirties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(0.215) _TiT_:•8 W24x94 Span = 40.0 ft 1 IièdLds 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.0430, L = 0.080 ksf, Tributary Width = 5.0 ft, (Floor gravity load) Maximum Bending Stress Ratio = 0.262: 1 Maximum Shear Stress Ratio = 0.066: 1 Section used for this span W24x94 Section used for this span W24x94 Mu: Applied 179.600k-ft Vu : Applied 17.960 k Mn * Phi: Allowable 685.800 k-ft - Vn * Phi: Allowable 270.313 k Load Combination +1.20D+0.50Lr+1.60L+1,60H Load Combination 'i-1.200+0.50Lr+1.60L+1.60H Location of maximum on span 20.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.296 in Ratio = 1,623 >=360 Max Upward Transient Deflection 0.296 in Ratio= 1,623 >=360 Max Downward Total Deflection 0.454 in Ratio = 1056 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx b Rm VuMax Vnx PhiVnx +1.40D+1.60H Dsgn. L r 40.00 ft 1 0.088 0.022 60.20 60.20 762.00 685.80 1.00 1.00 6.02 270.31 270.31 +1.200+050Lr+160L+160H Dsgn. L= 40.00 ft 1 0.262 0.066 179.60 179.60 762.00 685.80 1.00 1.00 17.96 270.31 270.31 +1.20D+1.60L+0.50S+160H Dsgn. Lr 40.00 ft 1 0.262 0.066 179.60 179.60 762.00 685.80 1.00 1.00 17.96 270.31 270.31 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 40.00 It 1 0.134 0.034 91.60 91.60 762.00 685.80 1.00 1.00 9.16 270.31 270.31 +1.20D+1.60Lr+050W+160H Dsgn. L = 40.00 ft 1 0.075 0.019 51.60 51.60 762.00 685.80 1.00 1.00 5.16 270.31 270.31 +1.200+0.50L+1.60S+1.60H Dsgn. Lr 40.00 ft 1 0.134 0.034 91.60 91.60 762.00 685.80 1.00 1.00 9.16 270.31 270.31 +1.20D+1.60S+0.50W+160H Dsgn. Lr 40.00 It 1 0.075 0.019 51.60. 51.60 762.00 685.80 1.00 1.00 5.16 270.31 270.31 +1.20D+050Lr+050L+W+160H Dsgn. L = 40.00 It 1 0.134 0.034 91.60 91.60 762.00 685.80 1.00 1.00 9.16 270.31 270.31 +1.20D+0.50L+0.505+W+1601-1 Dsgn. L= 40.00 It 1 0.134 0.034 91.60 91.60 762.00 685.80 1.00 1.00 9.16 270.31 270.31 +1.20D+0.50L+0.20S+E+160H Dsgn. L = 40.00 ft 1 0.134 0.034 91.60 91.60 762.00 685.80 1.00 1.00 9.16 270.31 270.31 +0.90D+W+0.90H Dsgn. L = 40.00 ft 1 0.056 0.014 38.70 38.70 762.00 685.80 1.00 1.00 3.87 270.31 270.31 +0.900+E+0.90H Dsgn. L = 40.00 ft 1 0.056 0.014 38.70 38.70 762.00 685.80 1.00 1.00 3.87 270.31 270.31 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item . Project Descr: and then using the "Printing & 2 1 21 Title Block" selection. Title Block Line 6 - - Piinied:31 JAN 2018, 8:32AM , Beam, _ee1 - - - 1 e H:12018118002414_Engineenng\Design calcs\Beams.e H ENERCALC INC 1983-2017 Build 10171210 VerlO 171210 Lic. #: KW-06002754 Licensee: MYERS, HOUGHTON PARTINIEIR~X Description : (N) B5 (Recyde) Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+ Defi Location in Span +D+L+H 1 0.4545 20.114 0.0000 0.000 r - .. - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.300 12.300 Overall MINimum 2.580 2.580 +D+H 4.300 4.300 +D+L+H 12.300 12.300 +D+Lr+H 4.300 4.300 +D+S+H 4.300 4.300 +D+0.750Lr+0.750L+H 10.300 10.300 +D+0.750L+0.750S+H 10.300 10.300 +D+0.60W+H 4.300 4.300 +D+0.70E+H 4.300 4.300 +D+0.750Lr+0.750L+0450W+H 10.300 10.300 +D+0.750L+0.7505+0.450W+H 10.300 10.300 +D+0.750L+0.7505+0.5250E+H 10.300 10.300 +0.60D+0.60W+0.60H 2.580 2.580 +0.60D+0.70E+0.60H 2.580 2.580 D Only 4.300 4.300 LrOnly L Only 8.000 8.000 S Only W Only E Only H Only urn Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 770 >=360 770 >=360 514 >=240 0 <240 W21 x44 15.928 k 156.492 k +1.20D+0.50Lr+1.60L+160H 0.000 ft Span #1 Segment Length Span # +1.40D+1.60H Dsgn. L = 32.00 ft 1 +1.20D+05OLr+160L+160H Dsgn. L = 32.00 ft 1 +1.200+1.60L+0.50S+1.60H Dsgn. L = 32.00 ft 1 +1.20D+1.60Lr+050L+160H Dsgn. L = 32.00 ft 1 i-1.200+1.60Lr+050W+160H Dsgn. L = 32.00 ft 1 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 32.00 ft 1 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 32.00 ft 1 +1.20D+0.50Lr+050L+W+160H Dsgn. L = 32.00 ft 1 +1.200+0.50L+0.50S+W+160H Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: Project ID: 2.1.22 I tie DIOU' LIIIC 0 Pnnied. 31 JAN 2018, 8:54AM --.----------- - - am ENERCALC, INC. 1983-2017, Build: 10.17.12.10, Ver.10.17.12.1O Description: (N) B4 (Recycle) TCODE REFERENCES I Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 I Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Malor Axis Bendino ViI.V iiWU luilVU. LUU FOLAUlb Will Ll d84)liU lUl LdILUldLiUFlS. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: D = 4.30, L = 8.0 k @ 10.0 ft, (B5 Reaction) Point Load: 0 = 0.8470, L = 1.969 k @ 16.0 ft, (Stair Stringer Load) Point Load: D = 0.8470, L = 1.969k @20.50 ft, (Stair Stringer Load 2) Maximum Bending Stress Ratio = 0.618: 1 M Section used for this span W21x44 Mu Applied 159.167k-ft Mn * Phi: Allowable 257.580 k-ft Load Combination +1.20D+0.50Lr+160L+160H Location of maximum on span 10.057ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.498 in Ratio = Max Upward Transient Deflection 0.498 in Ratio = Max Downward Total Deflection 0.747 in Ratio = Max Upward Total Deflection 0.000 in Ratio = laximum Forces & Stresses for Load Combinations ax Stress Ratios M V max Mu + Summary of Moment Values max Mu - Mu Max Mnx Phi*Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi"Vnx 0.200 0.033 51.53 51.53 286.20 257.58 1.00 1.00 5.16 156.49 156.49 0.618 0.102 159.17 159.17 286.20 257.58 1.00 1.00 15.93 156.49 156.49 0.618 0.102 159.17 159.17 286.20 257.58 1.00 1.00 15.93 156.49 156.49 0.311 0.051 80.10 80.10 286.20 257.58 1.00 1.00 8.02 156.49 156.49 0.171 0.028 44.17 44.17 286.20 257.58 1.00 1.00 4.42 156.49 156.49 0.311 0.051 80.10 80.10 286.20 257.58 1.00 1.00 8.02 156.49 156.49 0.171 0.028 44.17 44.17 286.20 257.58 1.00 1.00 4.42 156.49 156.49 0.311 0.051 80.10 80.10 286.20 257.58 1.00 1.00 8.02 156.49 156.49 Title Block Line I Project Title: You can change this area - Engineer: using the Settings" menu item Project Descr and then using the Printing & Title Block selection. Project ID: 2.1.23 Pnnted: 31 JAN 2018. 8:54AM [Steel Beam He= H:120181180024\4_Engineering\Design calcs\Beams.e ENERCALC, INC. 1983-2017, Build:10.17.12.10,Ver.10.17.12.1O Lic. #: KW-06002754 Licensee: MYERS, HOUGHTON PARTNER-12 Description: (N) B4 (Recycle) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx PhiVnx Dsgn. Lr 32.00 ft 1 0.311 0.051 80.10 80.10 286.20 257.58 1.00 1.00 8.02 156.49 156.49 +1.20D+0.50L+0.20S+E+1.60H Dsgn. L = 32.00 It 1 0.311 0.051 80.10 80.10 286.20 257.58 1.00 1.00 8.02 156.49 156.49 +0.90D+W+0.90H Dsgn. L r 32.00 ft 1 0.129 0.021 33.13 33.13 286.20 257.58 1.00 1.00 3.32 156.49 156.49 +0.90D+E+0.90H Dsgn. L = 32.00 ft 1 0.129 0.021 33.13 33.13 286.20 257.58 1.00 1.00 3.32 156.49 156.49 rOIIMaimum Dftions Load Combination Span Max. Defi Location in Span Load Combination Max. Defi Location in Span +D+L+H 1 0.7469 15.269 0.0000 0.000 .- -. Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.876 7.056 Overall MiNimum 2.210 1.386 +D+H 3.684 2.310 +D+L+H 10.876 7.056 +D+Lr+H 3.684 2.310 +D+5+H 3.684 2.310 +D+0.750Lr+0.750L+H 9.078 5.869 +D+0.750L+0.750S+H 9.078 5.869 +D+0.60W+H 3.684 2.310 +D+0.70E+H 3.684 2.310 +D+0.750Lr+0750L+0450W+H 9.078 5.869 1 +D+0.750L+0.7505+0.450W+H 9.078 5.869 +D+0.750L+0.7505+0.5250E+H 9.078 5.869 +0.60D+0.60W+0.60H 2.210 1.386 +0.60D+0.70E+0.60H 2.210 1.386 D Only 3.684 2.310 LrOnly L Only 7.192 4.746 SOnly . WOnly . . EOnly -I Only urn near stress I-(atlo = Section used for this span Vu: Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.256: 1 W24x84 62.60 k 244.663 k +1.20D+0.50Lr+1.60L+160H 0.000 ft Span #1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: Project ID: 2.1.24 I iue DIOCK Line o Pnnted: 31 JAN 2018, 9:16AM - ee. earn ENERCALC, INC. 1983-2017, Buitd:10.17.12.10, Ver.10.17.12.10 Description : (E) B12 (Not affected) TCODE REFERENCES - - Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 rMteiiipjitie , I Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling * E: Modulus: • 29,000.0 ksi Bending Axis: Major Axis Bending A D(O.16l25O)j ,,(12) - p W24x84 Span = 40.0 ft - . Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.0430, L = 0.080 ksf, Tributary Width = 15.0 ft, (Floor Gravity Load) Varying Uniform Load: D= 0.0430-4.0, L= 0.080->0.0 ksf, Extent = 0.0 -->> 34.0 ft, Trib Width = 3.750-4.0 ft, (Floor gravity load) Maximum Bending Stress Ratio = 0.673: 1 Section used for this span W24x84 Mu : Applied 406.789 k-ft Mn * Phi : Allowable 604.800 k-ft Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 0.000ft Span # where maximum occurs Span # 1 Maximum Deflection - Max Downward Transient Deflection 0.222 in Ratio = 2,162 >=360 Max Upward Transient Deflection 0.222 in Ratio= 2,162 >=360 Max Downward Total Deflection 0.341 in Ratio = 1407 >240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Load Combination Segment Length Span # Max Stress Ratios M V max Mu + max Mu - Summary of Moment Values Mu Max Mnx PhiMnx Cb Rm Summary of Shear Values VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 40.00 It 1 0.225 0.086 66.44 -136.35 136.35 672.00 604.80 1.00 1.00 20.98 244.66 244.66 +1.20D+0.50Lr+1.60L+1.601-1 Dsgn. L = 40.00 It 1 0.673 0.256 198.22 -406.79 406.79 672.00 604.80 1.00 1.00 62.60 244.66 244.66 +1.20D+1.60L+0.505+1.601-1 Dsgn. L = 40.00 It 1 0.673 0.256 198.22 -406.79 406.79 672.00 604.80 1.00 1.00 62.60 244.66 244.66 +1.20D+160Lr+050L+160H Dsgn. L= 40.00 ft 1 0.343 0.130 101.10 -207.47 207.47 672.00 604.80 1.00 1.00 31.93 244.66 244.66 +1.20D+1.60Lr+050W+160H Dsgn. L = 40.00 ft 1 0.193 0.074 56.95 -116.87 116.87 672.00 604.80 1.00 1.00 17.99 244.66 244.66 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 40.00 ft 1 0.343 0.130 101.10 -207.47 207.47 672.00 604.80 1.00 1.00 31.93 244.66 244.66 +1.20D+1.60S+0.50W+1.60H Dsgn. Lr 40.00 It 1 0.193 0.074 56.95 -116.87 116.87 672.00 604.80 1.00 1.00 17.99 244.66 244.66 +1.20D+0.50Lr+0.50L+W+160H Dsgn. L= 40.00 ft 1 0.343 0.130 101.10 -207.47 207.47 672.00 604.80 1.00 1.00 31.93 244.66 244.66 +1.20D+0.50L+0.505+W+1.60H Dsgn. L= 40.00 It 1 0.343 0.130 101.10 -207.47 207.47 672.00 604.80 1.00 1.00 31.93 244.66 244.66 +1.20D+0.50L+0.205+E+1.60H Dsgn. L = 40.00 ft 1 0.343 0.130 101.10 -207.47 207.47 672.00 604.80 1.00 1.00 31.93 244.66 244.66 +0.90D+W+0.90H Title Block Line 1 Project Title: You can change this area - Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the 'Printing & 2.1.25 Title Block' selection. Title Block Line 6 Pnnled: 31 JAN 2018, 916AM Steel Beam . . File H:'2018\180024\4_Engineering'Design calcs\Beams.e ______________ ENERCALC INC 1983-2017 Build 10171210 Ver10 171210 (E) B12 (Not affected) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # - M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn. L = 40.00 ft 1 0.145 0.055 42.71 -87.65 87.65 672.00 604.80 1.00 1.00 13.49 244.66 244.66. +0.90D+E+0.90H Dsgn.L= 40.00 ft 1 0.145 0.055 42.71 -87.65 87.65 672.00 604.80 1.00 1.00 13.49 244.66 244.66 [OII Mlmum DfItlons - -] Load Combination Span Max. '-' Defi Location in Span Load Combination Max. '+' Defi Location in Span +D+L+H 1 0.3412 19.886 0.0000 0.000 [YéiticI Riactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum - 42.872 38.770 Overall MiNimum 8.993 8.132 +D+H 14.988 13.554 +D+L+H - 42.872 38.770 +D+Lr+H 14.988 13.554 +D+5+H 14.988 13.554 +D+0.750Lr+0750L+H 35.901 32.466 +D+0.750L+0.7505+H 35.901 32.466 +D+0.60W+H 14.988 13.554 +D+0.70E+H 14.988 13.554 +D+0.750Lr+0.750L+0 450 W+H 35.901 32.466 +D+0.750L+0.7505+0.450W+H 35.901 32.466 +D+0.750L+0.7505+0.5250E+H 35.901 32.466 +0.60D+0.60W+0.60H 8.993 8.132 +0.600+0.70E+0.60H 8.993 8.132 O Only 14.988 13.554 LrOnly , L Only 27.884 25.216 - S Only W Only EOnly H Only Title Block Line 1 Project Title: You can change this area Engineer: Project ID: * using the "Settings" menu item Project Descr: and then using the Printing & 2.1.26 Title Block" selection. Title Block Line 6 Printed: 31 JAN 2018, 9:19AM St I B File" H:\2018\1800244_Engineeng\Design calcs\Beams.eth ee earn ENERCALC. INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Lic. # : KW-06002754 Licensee: MYERS, HOUGHTON PARTNERS Description: (E) B14 (Moment Frame Beam) ECoDEREFERENCES - Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 [MiIPioèrties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending vvy4xaz pan" 32 ft 1iIiéILIs Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: D = 14.988, L = 27.884k @2.50 ft, ((N) B5 Reaction) Point Load: D = 4.30, L = 8.0 k @ 10.0 ft, ((E) B12 Reaction) I 1111 - A4-li!II•.'I& Maximum Bending Stress Ratio = 0.527: 1 Maximum Shear Stress Ratio = 0.342 :1 Section used for this span W24x62 Section used for this span W24x62 Mu: Applied 217.890k-ft Vu: Applied 75.308 k Mn * Phi: Allowable 413.100k-ft Vn * Phi: Allowable 220.126 k Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 0000ff Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.051 in Ratio = 7,485 >=360 Max Upward Transient Deflection 0.051 in Ratio = 7,485 >=360 Max Downward Total Deflection 0.079 in Ratio= 4869 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 L Maximum Forces & Stresses for Load Combitions I Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 32.00 ft 1 0.177 0.115 21.92 -73.04 73.04 459.00 413.10 1.00 1.00 25.24 220.13 220.13 +1.20D+0.50Lr+160L+160H Dsgn. L= 32.00 ft 1 0.527 0.342 65.39 -217.89 217.89 459.00 413.10 1.00 1.00 75.31 220.13 220.13 +1.200+1.60L+0.50S+1.60H Dsgn. L= 32.00 ft 1 0.527 0.342 65.39 -217.89 217.89 459.00 413.10 1.00 1.00 75.31 220.13 220.13 +1.20D+1.6OLr+0.50L+1.60H Dsgn. L= 32.00 ft 1 0.269 0.174 33.35 -111.13 111.13 459.00 413.10 1.00 1.00 38.41 220.13 220.13 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L= 32.00 ft 1 0.152 0.098 18.79 -62.60 62.60 459.00 413.10 1.00 1.00 21.64 220.13 220.13 +1.20D+0.50L+1.605+1.60H Dsgn. L = 32.00 ft 1 0.269 0.174 33.35 -111.13 111.13 459.00 413.10 1.00 1.00 38.41 220.13 220.13 +1.20D+1.605+0.50W+1.60H Dsgn. L = 32.00 ft 1 0.152 0.098 18.79 -62.60 62.60 459.00 413.10 1.00 1.00 21.64 220.13 220.13 +1.20D+0.50Lr+0.50L+W+160H Dsgn. L = 32.00 ft 1 0.269 0.174 33.35 -111.13 111.13 459.00 413.10 1.00 1.00 38.41 220.13 220.13 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L= 32.00 ft 1 0.269 0.174 33.35 -111.13 111.13 459.00 413.10 1.00 1.00 38.41 220.13 220.13 i-1.20D+0.50L+0.205+E+1.60H Dsgn. L = 32.00 ft 1 0.269 0.174 33.35 -111.13 111.13 459.00 413.10 1.00 1.00 38.41 220.13 220.13 Title Block Line 1 Project Ti tle: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the Printing & 2.1.27 Title Block selection. Title Block Line 6 - Pnnled: 31 JAN 2018, 9:19AM isteTBeam . File; H:018\180024\4Ekiiriri\Design calcs\Beams.eth ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Lic. #: KW-06002754 Licensee: MYERS, HOUGHTON PARTNeki, Descrtption: (E) B14 (Moment Frame Beam) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax . Vnx PhiVnx +0.90D+W+0.901-I Dsgn.Lr 32.00 ft 1 0.114 0.074 14.09 -46.95 46.95 459.00 413.10 1.00 1.00 16.23 220.13 220.13 +0.90D+E+0.90H Dsgn. L = 32.00 ft 1 0.114 0.074 14.09 -46.95 46.95 459.00 413.10 1.00 1.00 16.23 220.13 220.13 rOFMrnufIion Load Combination Span Max. -" Defi Location in Span Load Combination . - Max. "+ Defi Location in Span +D+L+H 1 0.0789 13.074 0.0000 0.000 - Support notation : Far left is #1 - Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 51.575 3.597 Overall MiNimum 10.818 0.754 18.031 1.257 +D+L+H 51.575 3.597 +D+Lr+H 18.031 1.257 +D+5+H 18.031. 1.257 +D+0.750Lr+0.750L+H 43.189 3.012 +D+0.750L+0.750S+H 43.189 3.012 +D+0.60W+H 18.031 1.257 +D+0.70E+H 18.031 1.257 +D+0.750Lr+0.750L+0450W+H 43.189 3.012 +D+0.750L+0.750S+0.450W+H 43.189 3.012 - +D+0.750L+0.7505+0.5250E+H 43.189 3.012 +0.60D+0.60W+0.60H 10.818 0.754 +0.600+0.70E+0.60H 10.818 0.754 D Only 18.031 1.257 LrOnly L Only 33.545 2.339 S Only WOnly EOnly HOnly 10ç8679S d c€c869c £11110806 VD '49 WUOI 4S °D 006E t + I - + Ow,' L,/ 77 }a42.AL4i -2q .U9 c )'- 9/6-! k4 o2 uv %I. -1449r -°• .-. 14404 VW4 W9 W IVY 1 '1 WWr1 • OZWid ------- -'.--- -- - -. t --'--- --- ------ -'--- OL9yØf G; L__ o IL r-P 4—s. •—.•--s.- -+---t— i fj -t' L'c106p _ /xq,cicJ4 1/in -- - I -- - . - - --4 -. - -- - - - - - - -1 t 4- 1)1 I -- • I. I ZIfi 1 4. H. -L4u4i %4 :ip r4I 1A4 0 SM ptliffi, . F 4!WYI opw p3t4+.a)O aiv swvq vog d H O:. JcrOo 'm /t11 t AOw o,1 p3ukp r c (iv) !lpw9q 'x r' t' I My U Aq4)2 d° 200 'fY JWP1 9)I1QJb () : I. sd49q%4w (q) 4 Joqaj ) :j33).5 I33NIDN3 VVflJflLLS 'ON 90( alva )J AGt)1! :13ffl5 V F" .L33HS NOI.LV1flD'lV3 Title Block Line 1 Project Title: 'You can change this area - Engineer: Project ID: using the"Settings" menu item Project Descr: and then using the Printing & 2.2.2 Title Block selection. Title Block Line 6 Pnnted: 2 FEB 2018, 4:05PM - . [ . ENERCALC, INC. 1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Description: (E) B1 (Wind after retrofit) - TCODE REFERENCES 1 Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 [MiiI'Piirrties - - Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Span = 32.0 ft plied Loads . , 'l Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: W = 0.06644 k/ft, Tributary Width = 1.0 ft, (Wind) DESIGNSUMMARY Maximum Bending Stress Ratio = O.I: 1 _ Maximum Shear Stress Ratio = - Section used for this span WI 8x35 Section used for this span Ix35 Mu: Applied 8.504 k-ft Vu : Applied 1.063 k Mn * Phi: Allowable 21.762 k-ft Vn * Phi: Allowable 110.160 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination 'i-1.20D+0.50Lr+0.50L+W+1.60H Location of maximum on span 16000ff Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 3.524 in Ratio = 108 <240 Max Upward Transient Deflection 3.524 in Ratio = 108 <240 ___ Max Downward Total Deflection 0.000 in Ratio = Max Upward Total Deflection 0.000 in Ratio = tabIe1i LMaximum Forces 9-Stresses for Load CIiitions 1 on ratio UP 2 Load Combination Max Stress Ratios Summary of Moment Values Shear Segment Length Span # M V max Mu + max Mu - Mu Max Mny Phi'Mny Cb Rm VuMax Vny Phi*Vny +1.40D+1.60H Dsgn.L = 32.00 ft 1 0.000 24.18 21.76 1.00 1.00 .0.00 110.16 110.16 +1.20D+0.5OLr+1.60L+160H Dsgn. L = 32.00 ft 1 0.000 24.18 21.76 1.00 1.00 -0.00 110.16 110.16 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 32.00 ft 1 0.000 24.18 21.76 1.00 1.00 -0.00 110.16 110.16 +1.20D+160Lr+050L+160H Dsgn. L= 32.00ff 1 0.000 24.18 21.76 1.00 1.00 -0.00 110.16 110.16 +1 .20D+1 .6OLr+0 50 W+ 16011 Dsgn. L = 32.00 ft 1 0.195 0.005 4.25 4.25 24.18 21.76 1.00 1.00 0.53 110.16 110.16 +1.20D+0.50L+1.605+1.6011 Dsgn. L = 32.00 ft 1 0.000 24.18 21.76 1.00 1.00 -0.00 110.16 110.16 +1.20D+1.605+0.50W+1.60H Dsgn. L= 32.00 ft 1 0.195 0.005 4.25 4.25 24.18 21.76 1.00 1.00 0.53 110.16 110.16 +1.20D+050Lr+050L+W+16011 Dsgn. L = 32.00 ft 1 0.391 0.010 8.50 8.50 24.18 21.76 1.00' 1.00 1.06 110.16 110.16 +1.20D+0.50L+0.50S+W+1.6011 Dsgn. L = 32.00 ft 1 0.391 0.010 8.50 8.50 24.18 21.76 1.00 1.00 1.06 110.16 110.16 +1.20D+0.50L+0.20S+E+1.60H Dsgn. L = 32.00 ft 1 0.000 24.18 21.76 1.00 1.00 -0.00 110.16 110.16 +0.90D+W+0.90H Dsgn. L = 32.00 ft 1 0.391 0.010 8.50 8.50 24.18 21.76 1.00 1.00 1.06 110.16 110.16 +0.900+E+0.9011 Dsgn. L r 32.00 ft 1 0.000 24.18 21.76 1.00 1.00 -0.00 110.16 110.16 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings menu item Project Descr: and then using the Printing & 2.2.3 Title Block selection. Title Block Line 6 . Printed: 2FEB 2018, 4:05PM St ee. I B earn .. . .. File' H:\2018\180024\4_Engineering\Design calcs\Beams.e - .• . ENERcALc, INC. 1983-2017, Build:10.17.12.10, Ver.1O.17,12.10 'Lic. #: KW-06002754 Licensee: MYERS, HOUGHTON PARTNER-J Description: (E) Bi (Wind after retrofit) 1OiIIMãiimum DëfItions Load Combination Span Max. Defi Location in Span Load Combination Max. +" Deft Location in Span WOnly 1 3.5490 16.091 0.0000 0.000 - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.063 1.063 Overall MINimum 0.478 0.478 +D+H - +D+Lr+H +D+5+H +D+0.750Lr+0.750L+H +D+0.750L+0.7505+H +D+0.60W+H 0.638 0.638 +D+0.70E+H +O+0.750Lr+0750L+0450W+H 0.478 0.478 +D+0.750L+0.750S+0.450W+H 0.478 0.478 +D+0.750Li-0,7505+0.5250E+H +0.60D+0,60W+0.60H 0.638 . 0.638 +0,60D+0.70E+0.60H DOnly LrOnly . . LOnly SOnly W Only 1.063 1.063 EOnly HOnly Title Block Line 1 Project Title: You can change this area Engineer: . Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & 2.2.4 Title Block" selection. Title Block Line 6 Printed: 2 FEB 2018, 4:05PM Steel Bea - Filer H:t2018180024\4_Engineering'.Design calcstBeams.ec6 Beam - ENERCALC, INC. 1983-2017, Build:10.17.12.10,Ver.10.17.12.10 Description: (N) B3 (HSS wind only) rcoDE REFERENCES. I Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 TM it iãIProtertie Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Span = 40.0 ft JliéiL1s 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: W = 0.1887 klft, Tributary Width = 1.0 ft, (Wind load) IDesign is OK. EDESIGNSUMMARY Maximum Bending Stress Ratio = 0.472: 1 Maximum Shear Stress Ratio Section used for this span HSS18x6x3/8 Section used for this span . HSS18x6x3/8 Mu Applied 51.684k-ft Vu Applied 5.168 k Mn * Phi: Allowable 109.449k-ft Vn * Phi Allowable 93.344 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of maximum on span 20.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 3.530 in Ratio= 135<240 Per CBC table 1604.3, wind . Max Upward Transient Deflection 3.530 in Ratio = 135 <240 Max Downward Total Deflection 0.000 in Ratio = 0 <24 load can be reduced by factor Max Upward Total Deflection 0.000 in Ratio = < 40 of Actual deflection = L/321. Acceptable. Miimum Fnrcs &"Strpsss fnr _I('_Iii 1 Load Combination Segment Length Span U +1.40D+1.60H Dsgn. L = 40.00 It 1 +1.20D+0.50Lr+160L+ 1.601-I Dsgn. L = 40.00 ft 1 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 40.00 ft 1 +1.20D+1.60Lr+050L+160H Dsgn. L = 40.00 ft 1 +1.200+16OLr+050W+160H Dsgn. L = 40.00 ft 1 +1.20D+0.50L+1.605+1.60H Dsgn. L = 40.00 It 1 +1.20D+1.605+0.50W+1.60H Dsgn. L = 40.00 It 1 +1.20D+050Lr+050L+W+160H Dsgn. L = 40.00 ft 1 +1.20D+0.50L+0.50S+W+160H Dsgn. L = 40.00 ft 1 +1.20D+0.50L+0.20S+E+1.60H Dsgn. L = 40.00 ft 1 +0.90D+W+0,90H Dsgn. L = 40.00 ft 1 +0.90D+E+0.90H Dsgn. L = 40.00 It 1 ox Stress Ratios M V max Mu + Summary of Moment Values max Mu - Mu Max Mny Phi"Mny Cb Rm Summary of Shear Values VuMax Vny PhiVny 0.149 0.017 16.27 16.27 121.61 109.45 1.00 1.00 1.63 103.72 93.34 0.127 0.015 13.94 13.94 121.61 109.45 1.00 1.00 1.39 103.72 93.34 0.127 0.015 13.94 13.94 121.61 109.45 1.00 1.00 1.39 103.72 93.34 0.127 0.015 13.94 13.94 121.61 109.45 1.00 1.00 1.39 103.72 - 93.34 0.300 0.035 32.81 32.81 121.61 109.45 1.00 1.00 3.28 103.72 93.34 0.127 0.015 13.94 - 13.94 121.61 109.45 1.00 1.00 1.39 103.72 93.34 0.300 0.035 32.81 32.81 121.61 109.45 1.00 1.00 3.28 103.72 93.34 0.472 0.055 51.68 51.68 121.61 109.45 1.00 1.00 5.17 103.72 93.34 0.472 0.055 51.68 51.68 121.61 109.45 1.00 1.00 5.17 103.72 93.34 0.127 0.015 13.94 13.94 121.61 109.45 1.00 1.00 1.39 103.72 93.34 0.440 0.052 48.20 48.20 121.61 109.45 1.00 1.00 4.82 103.72 93.34 0.096 0.011 10.46 10.46 121.61 109.45 1.00 1.00 1.05 103.72 93.34 Project ID: Title Block Line 1 You can change this area using the "Settings" menu item and then using the Printing &, Title Block" selection. Title Block Line 6 I Steel Beam Project Title: Engineer: Project Descr: 2.2.5 Printed: 2 FEB 2018, 4:05PM FiIiH:\2018\180024\4_Engineering\Design caIsBèai - ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description : (N) B3 (HSS wind only) TOThII'MiiDifIEtionsL Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Defi Location in Span WOnly 1 3.5520 20.114 0.0000 0.000 T . - Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)(imum 3.774 3.774 Overall MINimum 0.697 0.697 +D+H 1.162 1.162 +D+L+H 1.162 1.162 +D+Lr+H 1.162 1.162 +D+S+H 1.162 1.162 +D+0.750Lr+0,750L+H 1.162 1.162 +D+0.750L+0.750S+H 1.162 1.162 +D+0.60W+H 3.426 3.426 +D+0.70E+H 1.162 1.162 +D+0.750Lr+0.750L+0 450 W+H 2.860 2.860 +D+0.750L+0.7505+0.450W+H 2.860 2.860 +D+0.750L+0.7505+0.5250E+H 1.162 1.162 +0.60D+0.60W+0.60H 2.962 2.962 +0.60D+0.70E+0.60H 0.697 0.697 DOnly 1.162 1.162 LrOnly LOnly . S Only W Only . 3.774 3.774 E Only HOnly CALCULATION SHEET JOB NCI. STRUCTURAL ENGINEERS _______________________________________________________ BY: SiT: 7-.2.2.6 ;. 01Q. g&tvof Us'/ WI 5 6 at see, bVeAt..0 3 c'7 ge'treft WI '5 at Is,ltoøi fictive.. 4e& 1/5CAt& 3900 Cover Street. Long Beach, CA 90808-1773 561985.3200 P 561985,101 F wswmhpsecom Tide Block Line 1 You can change this area using the "Settings" menu item and then using the Printing & Title Block selection. Project Title: Engineer: Project Descr: Project ID: 2.2.7 Title Block Line 6 Pnnled: 31 JAN 2018, 2:17PM F11-HA20118\11800244 ~ej General Section Property Calculator - -- lit Uescnptlon: F(etrOtittea (L) 1310 With W I On bottom flange FiñfSitióProDerties 11 1 Total Area : 4.617 inA2 lxx : 94.906 inA4 Sxx: - Y : 15.621 inA3 lyy : 3.182 in Sxx: +Y : Calculated final C.G. distance from Datum: 14.051 inA3 Syy: X cg Dist. : 0.0 in Zxx : 17.451 inA3 - X : 1.607 inA3 Y cg Dist. : -2.809 in Zyy : 2.511 inA3 Syy: : 1.607 inA3 Edge Distances from CG.: r xx : 4.534 in 1.980 in +Y : 6.754 in ryy : 0.8302 in -x : -1.980 in -Y : -6.076 in Rotation of All Components : 0.00 deg CCW [iiShàpes 1 W8x10: 1 Area = 2.887 inA2 Rotation = 0 deg CCW Xcg = 0.000 in Yc9 = 0.000 in WT5x6: 2 Area = 1.730 inA2 Rotation = 180 deg CCW Xcg = 0.000 in Ycg = -7.525 in Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings menu item Project Descr: and then using the Printing & 2.2.8 Title Block" selection. Title Block Line 6 Printed: 31 JAN 2018, 2:22PM General Section Property Calculator - -'Lic. ERcc INC 10032017 Budd 101712 10 Ver 101712 101 #: KW-06002754 Licensee: MYERS, HOUGHTON Description : Retrofitted (E) B7 with WT on bottom flange TFthiI Section Properties Total Area : 4.331 inA2 lxx : 77.782 ine4 Sxx : - V : 13.956 inA3 Calculated final C.G. distance from Datum: lyy : 3.139 ine4 Sxx : +V . : 12.452 inA3 X cg Dist. : 0.0 in Zxx : 15.528 ine3 SYY -x 1.594 inA3 V cg Dist. : -2.302 in Zyy : 2.468 inA3 Syy: +X 1.594 inA3 Edge Distances from CG. : r xx : 4.238 in 1.970 in +Y : 6.247 in ryy : 0.8513 in -x : -1.970 in -Y : -5.573 in Rotation of All Components : 0.00 deg CCW [ii Shies .. . .- . W8x10: 1 Area = 2.887 ine2 Rotation = 0 deg CCW Xcg = 0.000 in Ycg = 0.000 in WT4x5 :2 Area = 1.444 ine2 Rotation = 180 deg CCW Xcg= 0.000 in Ycg= -6.922 in Title Block Line 1 Project Title: You can change this area ' Engineer: Project ID: using the 'Settings' menu item Project Descr: and then using the 'Printing & 2.2.9 Title Block' selection. Title Block Line 6 Printed: 31 JAN 2018, 2:20PM - - L Steel Beam - File H:l201811800244.Eflgifleenflg\Design calcs\Beams.e ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 I Description : (E) B 1 (After retrofit) [-CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 [MtiiiáIProperties _Ij1 Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bendina Axis: Major Axis Bendina .eVIr..e IUdUb eliLewu. LUdU rdULUrb Will LIC dI41IICU IUF CdILUIdLIUflS. Beam self weight calculated and added to loading Load for Span Number 1 - Uniform Load: D = 0.0430, L = 0.080 ksf, Extent = 0.0 ->> 12.0 ft, Tributary Width = 6.50 ft, (Floor gravity load) Point Load: D = 2.026, L = 1.824k @ 12.0 ft, ((N) B2 Reaction) Maximum Bending Stress Ratio = 0.939: 1 M Section used for this span W8x10 with WT5x6 Mu: Applied 44.240 k-ft MnPhi Allowable 47.118k-ft Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 8.640ft Span # where maximum occurs Span ft 1 Maximum Deflection Max Downward Transient Deflection 0.307 in Ratio = Max Upward Transient Deflection 0.307 in Ratio= Max Downward Total Deflection 0.520 in Ratio = Max Upward Total Deflection 0.000 in Ratio= - laximum Forces &'Stresses fiLIi Combinations Segment Length Span # mum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span ft where maximum occurs 625 >=360 625 >=360 370 >=240 0 <240 0.242 :1 W8x10 with WT5x6 10.247 k 42.401 k +1.20D+0.50Lr+1.60L+1.60H 0.000 ft Span # 1 Summary of Moment Values Summary of Shear Values max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx +1.40D+1.60H Dsgn. L = 16.00 ft 1 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 16.00 ft 1 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 16.00 ft 1 +1.200+160Lr+050L+160H Dsgn. L = 16.00 ft 1 +1.20D+1.60Lr+050W+160H Dsgn. L = 16.00 ft 1 +1.20D+0.50L+1.605+1.60H Dsgn. L = 16.00 ft 1 +1.20D+1.605+0.50W+1.60H Dsgn. L = 16.00 ft 1 +1.20D+0.50Lr+050L+W+160H Dsgn. L = 16.00 ft 1 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 16.00 ft 1 +1.20D+0.50L+0.20S+E+1.60H Dsgn. L = 16.00 ft 1 0.375 0.096 17.66 17.66 52.35 47.12 1.00 1.00 4.07 47.11 42.40 0.939 0.242 44.24 44.24 52.35 47.12 1.00 1.00 10.25 47.11 42.40 0.939 0.242 44.24 44.24 52.35 47.12 1.00 1.00 10.25 47.11 42.40 0.514 0.129 24.21 24.21 52.35 47.12 1.00 1.00 5.45 47.11 42.40 0.321 0.082 15.14 15.14 52.35 47.12 1.00 1.00 3.49 47.11 42.40 0.514 0.129 24.21 24.21 52.35 47.12 1.00 1.00 5.45 47.11 42.40 0.321 0.082 15.14 15.14 52.35 47.12 1.00 1.00 3.49 47.11 42.40 0.514 0.129 24.21 24.21 52.35 47.12 1.00 1.00 5.45 47.11 42.40 0.514 0.129 24.21 24.21 52.35 47.12 1.00 1.00 5.45 47.11 42.40 0.514 0.129 24.21 24.21 52.35 47.12 1.00 1.00 5.45 47.11 42.40 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & - Title Block" selection. Steel Beam , .. . File H:\2018\1 - . ENERCALC, INC. Lic. #: KW-06002754 Licensee Description : (E) B10 (After retrofit) Project ID: 2.2.10 Printed: 31 JAN 2018, 2:20PM gineering\Oesign calcs\Beams.ec6 Build:10.17.12.10, Ver:10.17.12.10 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi"Vnx +0.90D+W+0.90H - Dsgn.L= 16.00 ft 1 0.241 0.062 11.36 11.36 52.35 47.12 1.00 1.00 2.61 47.11 42.40 +0.90D+E+0.90H Dsgn.L = 16.00 ft 1 0.241 0.062 11.36 11.36 52.35 47.12 1.00 1.00 2.61 47.11 42.40 ~erad I'Mix- ROM' Deflections - Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Defi Location in Span +D+L+H 1 0.5196 8.137 • • 0.0000 0.000 Eltf7krti~7511W-actions ., Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.087 6.613 Overall MINimum 1.638 1.743 2.731 2.905 +D+L+H 7.087 6.613 +D+Lr+H 2.731 2.905 +D+S+H 2.731 2.905 +D+0.750Lr+0750L+H 5.998 5.686 +D+0750L+0.7505+H 5.998 5.686 +D+060W+H 2.731 2.905 +D+070E+H 2.731 2.905 +D+0750Lr+0750L+0450W+H 5.998 5.686 +D+0.750L+0.7505+0450W+H 5.998 5.686 +D+0.750L+0750S+0.5250E+H 5.998 5.686 +0.60D+060W+0.60}-4 1.638 1.743 +0.60D+0.70E+0.60H 1.638 1.743 D Only 2.731 2.905 LrOnly L Only 4.356 3.708 SOnly WOnly EOnly HOnly . . Title Block Line 1 'You can change this area using the "Settings" menu item and then using the "Printing & Tide Block" selection. Title Block Line 6 Steel Beam Project Title: Engineer: Project Descr: Project ID: 2.2.11 Printed: 31 JAN 2018, 2:25PM H:120181180024\4_Engineeiing\Design calcz\Beams.ec6 CALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description : (E) B7 (after retrofit) CODE 'REFERENCES I Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 [MriI'Pthpeities I Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending -.-----.. ..- .--- Span .12.6 ft 7pIiéLi1s . , Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D = 0.0430, L = 0.080 ksf, Extent = 0.0 ->> 8.0 ft, Tributary Width = 6.50 ft, (Floor gravity load) Point Load: D = 2.026, L = 1.824k @8.0 ft, ((N) B2 Reaction) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.655: 1 Maximum Shear Stress Ratio = 0.205: 1 Section used for this span W8x10 with WT4x5 Section used for this span W8x10 with WT4x5 Mu : Applied 27.475 k-ft Vu : Applied 8.009 k Mn * Phi: Allowable 41.926k-ft Vn * Phi: Allowable 39.063 k Load Combination +1.200+0.50Lr+1.60L+160H Load Combination +1.20D+050Lr+160L+160H Location of maximum on span 6.857ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection - Max Downward Transient Deflection 0.124 in Ratio= 1,157 >360 Max Upward Transient Deflection 0.124 in Ratio = 1,157 >=360 Max Downward Total Deflection 0.216 in Ratio = 667 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Mimum Forces'&Stressés fLiICbiñitions 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx Phi"Vnx +1.40D+1.60H Dsgn. L = 12.00 It '1 0.280 0.078 11.75 11.75 46.58 41.93 1.00 1.00 3.03 43.40 39.06 +1.20D+0.5OLr+1.60L+160H Dsgn. L = 12.00 It 1 0.655 0.205 27.48 27.48 46.58 41.93 1.00 1.00 8.01 43.40 39.06 +1.20D+1.60L+0.505+1.60H Dsgn. L r 12.00 ft 1 0.655 0.205 27.48 27.48 46.58 41.93 1.00 1.00 8.01 43.40 39.06 +1.20D+1.6OLr+0,50L+1.60H Dsgn. L= 12.00 ft 1 0.369 0.110 15.45 15.45 46.58 41.93 1.00 1.00 4.29 43.40 39.06 +1.20D+1.6OLr+050W+160H Dsgn. L= 12.00 ft 1 0.240 0.067 10.07 10.07 46.58 41.93 1.00 1.00 2.60 43.40 39.06 +1.20D+0.50L+1.60S+1.60H Dsgn. L= 12.00 ft 1 0.369 0.110 15.45 15.45 46.58 41.93 1.00 1.00 4.29 43.40 39.06 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 12.00 ft 1 0.240 0.067 10.07 10.07 46.58 41.93 1.00 1.00 2.60 43.40 39.06 +1.20D+0.50Lr+050L+W+160H Dsgn. L r 12.00 ft 1 0.369 0.110 15.45 15.45 46.58 41.93 1.00 1.00 4.29 43.40 39.06 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L= 12.00 ft . 1 0.369 0.110 15.45 15.45 46.58 41.93 1.00 1.00 4.29 43.40 39.06 +1.20D+0.50L+0.205+E+1.60H Dsgn. L = 12.00 ft 1 0.369 0.110 15.45 15.45 46.58 41.93 1.00 1.00 4.29 43.40 39.06 Title Block Line 1 Project Title: 'You can change this area Engineer: Project ID: using the "Settings" menu item . Project Descr: and then using the Printing & 2.2.12 Title Block" selection. Title Block Line 6 Printed: 31 JAN 2018, 2:25PM Steel Beam . - File" H:\2018\18002414_Engineering\Design cal\Beams.e a . . ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:I0.17.12.10 'Lic. #: KW-06002754 Licensee: MYERS, HOUGHTON PARTNERS Description: (E) B7 (after retrofit) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi"Vnx Dsgn. L" 12.00 It 1 0.180 0.050 7.55 7.55 46.58 41.93 1.00 1.00 1.95 43.40 39.06 +0.90D+E+0.90H Dsgn. L = 12.00 ft 1 0.180 0.050 7.55 7.55 46.58 41.93 1.00 1.00 1.95 43.40 39.06 q;ie-rall M_ . . Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Defi Location in Span +D+L+H 1 0.2160 6.103 0.0000 0.000 [YitiI'Riions'., - Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.547 4.699 Overall MiNimum 1.300 1.258 +D+H 2.166 2.096 +D+L+H 5.547 4.699 +D+Lr+H 2.166 2.096 +D+S+H 2.166 2.096 +D+0.750Lr+0.750L+H 4.702 4.048 +D+0.750L+0.7505+H 4.702 4.048 +D+0.60W+R 2.166 2.096 +D+0.70E+H 2.166 2.096 +D+0.750Lr+0.750L+0.450W+H 4.702 4.048 +D+0.750L+0.750S+0.450W+H 4.702 4.048 +D+0.750L+0.750S+0.5250E+H 4.702 4.048 +0.60D+0.60W+0.60H 1.300 1.258 +0.60D+0.70E+0.60H 1.300 1.258 D Only 2.166 2.096 LrOnly L Only 3.381 2.603 S Only W Only F Only H Only CALCULATION SHEET M:j SUBJECT. Ti PVtf Rd. DATE JOB NO,. STRUCTURAL ENGINEERS ____________________________________________________ BY / 2.3.1 31L. 9ikr1v & Ckcfor CI.ecA iideq, tød. I. Note-. '7 Bj ipwf'o*i, due,, to 4ti*- ew ojth, ;4te.- kmxd on di$iti apid cwome*rt 1%nie, s 1 I 4 1 (9eze ered pwr a a earte 10 k v4 2 %ei&itf_ tead tD4 off Floor dead load • p ' 113 I (LFt) JH ;;ij• . 4 , ..... + - * toj k€w':. '' Lt? '374'41 t6J6fJ42L • 1- il.1 PrAq I$1.tA/ bè4 PY Xf7uIo. + . . II(W : Ozk'i 1e.- Q v :b5S pf (tR?p) 1-114• I Itttt 11* Trhr M4X$ v7e? -f7: .•, AAA = ' . 14 44 both 41".i- Jsbiii eft nie w . 4 Th H I °°" 71 41 1 4 1 4 !'' 144 .I .t .14~ ,ZJO( 6,50 4i 41t J J4 4 . - : Rq4_O78 140.1 c*)4I4 1:r H' l36O if 41 ___• -- -4--- --4 -- -* -1 4——r ' 4- 1. 4 H-f - 4 + - * :4 * 1, ' : - •4;1 rr' 4 -1 3I5 ---- - J -i4-4-4- - -4- --41-' 14 i- iJ L ±il 3io,tf H H jfr -kr -±* 3900 Cover Street. Long Beach, CA 90808-1773 5619853200 P 562.985.1011 F vMwmhpse.com M CALCULATION SHEET illi :j SUBJECT: TI 22''ó5 Avr,l M DATE JOB NO: STRUCTURAL ENGINEERS _______________________________________________________ BY: SHEET: lran9fer o f pot, A (Loaxte4 t 5owkiatitexpow of opens) 15, d Ord tnt ivvpo5& AKtra oLevian4 on * east povbn of dtopIrajir- 40 ( 40' uzz - ___ 55 8 P Ft (1 I TRiNSFR lb-'0'9 ' 33 2i ___ •' (3(5 + 53)72 I/o' l3bo - Ft t rr'ed T,; 3.1 , dsxpfiru 33 L. •.• : 2,5t3 Ft '1i82 : 327# I . I . Transfer kècir o(DP T, (4)s= rs/ii"I' 75 ptf I i H oz(T:&Pra/11'_opLf I I I ... . i d 1 hr+1 &1ier/f edr Ahori v 4. n I JI ohil . I _____ - 1 • - - • t _ . !!4 ... . -. • •. . • 't•- • 1 , -ii1 ,V I r • I.- I4 • •1 t Alt p'4' I :i, are in piuá pv I . . I 1 • foot ) H. L CAA V, . IIit,II +H. •T\J:-Si 13604 3900 Cover Street Long Beach. CA 90808-1773 562 985.3200 P 561985.1011 F wwwmhpse.corn M11 STRUCTURAL ENGINEERS SUBJECr. vfLtrferJ d. DAM CALCULATION SHEET JOB NO: BY: SHEEr: 3 2.3.3 3900 Cover Street. Long Beach, CA 90808-773 5619853200 P 562.985,101 F w.mhpse.com CALCULATION SHEET IVI•I SUBJECT: IL €kftVVL DATE JOB N STRUCTURAL ENGINEERS ____________________________________________________ BY: SHEET: 3.1 Ref ;fvt4wj&ketk f&y aiMai w Ac- I i & - 4 P't•, (61 2y'ir' AU I il l I ii TM, DLO'AP; IHH jjIj+j i• bloAt - —• I • t4 34 If '' I I J H: jI •;: p.,$*r)rx i fSfV' i OIq44T± f i IT -r"° .4 •Lk _ .1" .LJLlLL3_ _I. L4Li 1 LN'ifl 1:r1: T 4. 1 TT I. .k :]. .1. 111. j IT c& IITT T 0.0 20 Jot LIJ LPA Vol — 9 6 I T J i .H. '. .414 .JtI 1r '1 .LH H•1 [T • VO (0Q)'f6" ?+ib5L_J...i 'I I I I I I I Ii -i-- tit I .!.I'' • I Ii Ij • .ii.L... 3900 Cover Street. Long BeacK CA 90808-773 561985.3200 P 562.985.1011 F www.mhpse.com ME ej M MU '1Q ,c 'oT p(cco. Maximum Shear Stress Ratio - Section used for this span Iv : Actual Fv : Allowable Load Combination Location or maximum on span Span # where maximum occurs 2.50 X 27.0 = 125.42 psi = 331.25 psi +D+Lr+H 0.000 ft = Span #1 Title Block Line 1 You can change this area using the Settings' menu item and then using the "Printing & flUe Block selection. Project Title: Engineer: Project ID: Project Descr: 3.2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Allowable Stress Design Fb + 2,400.0 ps E: Modulus of Elasticity - Load Combination ASCE 7-10 Fb . 1,850.0 psi Ebend- xx I ,800.0ksi Fc PHI 1,650.0 psi Eminbend - xx 950.0ksi Wood Species : DFIDF Fc-Perp 650.0 psI: Ebend-yy 1,600.0ksi Wood Grade : 24F - V4 Fv 265.0 psi, Eminbend -yy 850.0ksi Ft 1,100.Q psi: Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling AiliId -- Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: 0 = 0.0880, Lr = 0.130, Tributary Width 1.0 It, (Roof) Point Load: D = 1.10k @24.0 It, (AC50) Maximum Bending Stress Ratio = 1M2 I Section used for this span 2.50 i'27'0 lb : Actual 3,168.24 psi FB : Allowable 2,798.66 psi Load Combination +D+Lr+H Location of maximum on span = 24.000ft Span # where maximum occurs = Span # 1 Maximum Deflection / Max Downward Transient Deflection 2.116 in Ratio = 272>=180 Max Upward Transient Deflection 0.000 in Ratio = 0<150 Max Downward Total Deflection 4.383 in Ratio = 131 >120 Max Upward Total Deflection 0.000 in Ratio = 0<120 [Maxu m thu Force& Stiisse% fói'Lbad Coñibiñitioi Load Combination Max Stress Ratios Moment Values - - Shear Values Segment Length Span # M V C C FN C i Cr Cm C CL M lb Fb V tv F'v +D+H . -. - 0.00 0.00 o.00 O:oo Length =48.0 ft 1 0.838 0.261 0.90 0.933 1.00 1.00 1.00 1.00 1.00 42.76 1,689.13 2015.03 2.80 62.16 238.50 +D+L+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 48.oft 1 0.754 0.235 1.00 0.933 1.00 1.00 1.00 1.00 1.00 42.76 1,689.13 2238.93 2.80 62.16 265.00 +D+Lr+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 48.0ft 11. 1.132 0.379 1.25 0.933 1.00 1.00 1.00 1.00 1.00 80.20 3,168,24 2798.66 5.64 125.42 331.25 ,Title Block Line 1 Project Tide: You can change this area Engineer: Project lD using the settings" menu item Project Descr: and then using the Printing & 33 Tide Block selection. TitJe'BlockLsne6 , Puiled FEB 2M, 513Pj eam ENERCALC, INC. 1983.2017, BuHd:10.I7.I21bVer.10.17.I2i0 Description: GLBsupprtiiiAC50 -- - Load Combination Max Stress Ratios Moment Values Shear Values.- ----Segment Length - Span # M V Cd -CF/v-- F,',, -Cl Cr Cm C CL M lb F b V v F +D+S+H - 0.933 1.00 100 1.00 1.00 1.00 - 0.00 0.00 0.00 0.00 Length =48.oft 1 0.656 0.204 1.15 0.933 1.00 1.00 1.00 1.00 1.00 42.76 1,689.13 2574.77 2.80 62.16 304.75 +D+0.750Lr+0.750L+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 48.0 It 1 1.000 0.331 1.25 0.933 1.00 1.00 1.00 1.00 1.00 70.84 2798.48 2798.66 4.93 109.61 331.25 +D+0.750L+0.7505+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 48.0 It 1 0.656 0.204 1.15 0.933 1.00 1.00 1.00 1.00 1.00 42.76 1,689.13 2574.77 2.80 62.16 304.75 +D+0.60W+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 6,00 0.00 0.00 Length 48.0ft 1 0.472 0.147 1.60 0.933 1.00 1.00 1.00 1.00 1.00 42.76 1,689.13 3582.28 2.80 62.16 424.00 +D+0.70E+H . 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length 48.0ft 1 0.472 0.147 1.60 0.933 1.00 1.00 1.00 1.00 1.00 42.76 1,689.13 3582.28 2.80 62.16 424.00 +D+0.75QLr+0.750L+0.450W+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 48.0ft 1 0.781 0.259 1.60 0.933 1.00 1.00 1.00 1.00 1.00 70.84 2,798.46 3582.28 4,93 t09.61 424.00 +D+0.750L+0.7505+0,450W+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length 46.Oft 1 0.472 0.147 1.60 0.933 1.00 1.00 1.00 1.00 1.00 42.76 1,689.13 3582.28 2.80 62.16 424.00 +D+0.750L+0.7505+0.5250E+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =48.oft 1 0.472 0.147 1.60 0.933 1.00 1.00 1.00 1.00 1.00 42.76 1,689.13 3582.28 280 62.16 424.00 +0.60D+0.60W+0.60H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 48.0 It 1 0.283 0.088 1.60 0.933 1.00 1.00 1.00 1.00 1.00 25.65 1,013.48 3582.28 1.68 37.30 424.00 +0.60D+0.70E+0.60H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 48.0 It 1 0.283 0.088 1.60 0.933 1.00 1.00 1.00 1.00 1.00 25.65 1,013.48 3582.28 1;68 37.30 424.00 OjiraII Méiliiium DéflêIoii i - Load Combination Span Max. Dell Location in Span Load Combiiiãbon Max + Deft Location in Span 4.3828 24.175 0.0000 0.000 çveh1ae1 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Supporf2 - - --. Oäfl MAXimum 6.133 6.133-- Overall MiNimum 3.120 3.120 +D+H 3.013 3.013 +D+L+H . 3.013 3.013 +D+Lr+H . 6.133 6.133 +D+S+H 3.013 3.013 +D+0.7501+0.750L+H 5.353 5.353 +D+0.750L+0.750S+H 3.013 3.013 +D+0.60W+H 3.013 3.013 +D+0,70E+H 3.013 3.013 +D+0.750Lr+0.750L+Q,450W+H 5.353 5.353 +D+0,750L+0.7505+0.450W+H 3.013 3.013 +D+0.750L+0.750S+0.5250E+H 3.013 3.013 +0.60D+0.60W+0.60H 1.808 1.808 +0.60D+0.70E+0.60H 1.808 1.808 D Only 3.013 3.013 LrOnly 3.120 3.120 LOnly S Only WOnIy E Only H Only I .Tide Block Line 1 You can change this area using the "Settings menu item and then using the "Printing & Title Block" selection. Title Block Line 6 WOo Beam Project Title: Engineer: Project Descr: Project ID: 3.4 Printed; 3 FEB 20LB, 514PM Description : Retrofitted -GLB te4 wl i 2 cqc kwo euch kefa 844 L CODE REFERENCES ._-_---. ---.- 1Z Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 2 -Material Pre..- Analysis Method: Allowable Stress Design Fb + 2400 psi 1. E Modulus of Elasticity 6" Load Combination ASCE 7-10 Fb - 1850 psi Ebend- xx 1800ksi Fc - Pril 1650 psi Eminbend - xx 950ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F - V4 Fv 265 psi Eminbend - yy 850 ksi Ft 1100 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling - NO' .0884Lf(013) - - - 6.0 X 20.0 Span = 48.0 ft II ______'•',• "•j Service loads entered. Load Factors will be applied for calculations., Beam self weight calculated and added to loads Uniform Load: D = 0.0880, Lr = 0.130, Tributary Width = 1.0 ft, (Roof) Point Load: D = 1.10 k @ 24.0 ft, (AC50) DESIGN UMMAR 1T T - Maximum Bending Stress Ratio 0.8951 Maximum Shear Stress Ratio Section used for this span 6.0 X 20.0 Section used for this span lb : Actual 2,504.16psi fv: Actual FB : Allowable = 2,798.66 psi Fv : Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 24.000ft Location of maximum on span Span # where maximum occurs = Span #1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 2.169 in Ratio = 265>=180 Max Upward Transient Deflection 0.000 in Ratio = 0<180 Max Downward Total Deflection 4.683 in Ratio = 123 >=120 Max Upward Total Deflection 0.000 in Ratio = 0<120 - - 0.227:1 6.0 X 20.0 75.27 psi = 331.25 psi +D+Lr+H = 0.000 ft = Span #1 I Máiimum Fóices & Stresses fr Lad Combinationg - Load Combination Max Stress Ratios- ..Moment Values Shear Values, Segment Length Span# M Cd CFN C1 Cr Cm C1 CL - MthF'b V fv F'v +DfH -- , 0.00 0.00 0.00 0.06 Length = 48.0 ft I 0.685 0.163 0.90 0.933 1.00 1.00 1.00 1.00 1.00 46.03 1,380.96 2015.03 311 38,83 238.50 +D+L+H ' 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.,00 0.00 0.00 Length =48.oft I 0.617 0.147 1.00 0.933 1.00 1.00 1.00 1.00 1.00 46.03 1,380.96 2238.93 3.11 38.83 265.00 +D+Lr+H ' 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 o:oo 0.00 Length = 48.0 ft -1 0.895 0.227 1.25 0.933 1.00 1.00 1.00 1.00 1.00 83.47 2,504.16 2798.66 6.02 75.27 331.25 7it1e Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings menu item Project Desa: and then using the "Printing & 35 Title Block' selection. Title Block Line 6 .. - .Rnnted ,9FE132018,5:14PM %AII rr Description; Retrofitted LB Load Combination Max Stress Ratios Moment Values Shear Values Segment LengthSpan # M V C CFN C1 Cr Cm C1 CL MfD Fb - V fv F'v +D+S+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 48.0ft 1 0.536 0.127 1.15 0.933 1.00 1,00 1.00 1.00 1.00 46.03 1,380.96 2574.71 3.11 38.83 304.75 +D+0.750Lr+0.750L+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 48.oft 1 0.794 0.200 1.25 0.933 1.00 1.00 1.00 1.00 1.00 74.11 2,223.36 2798.66 5.29 66.16 331.25 +D+0,750L+0,750s+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =48.oft 1 0.536 0.127 1.15 0.933 1.00 1.00 1.00 1.00 1.00 46.03 1,380.96 2574.71 3.11 38.83 304.75 +D+0.60W+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =48.oft 1 0.385 0.092 1,60 0.933 1.00 1.00 1.00 1.00 1.00 46.03 1,380.95 3582.28 3.11 38.83 424.00 +D+0,70E+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 48.0ft 1 0.385 0.092 1.60 0.933 1.00 1.00 1.00 1.00 1.00 46.03 1,380.95 3582.28 3.11 38.83 424.00 +D+0.750Lr+0.750L+0.450W+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =48.oft 1 0.621 0.156 1.60 0.933 1.00 1.00 1.00 1.00 1.00 74.11 2,223.36 3582.28 5.29 66.16 424.00 +D+0.750L+0.7505+0.450W+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 48.0ft 1 0.385 0.092 1.60 0.933 1.00 1.00 1.00 1.00 1.00 46.03 1,380.95 3582.28 3.11 38.83 424.00 +D+0.750L+0.7505+0.5250E+H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =48.oft 1 0.385 0.092 1.60 0.933 1.00 1.00 1.00 1.00 1.00 46.03 1,380.96 3582.28 3.11 38.83 424.00 +0.60D+0.60W+0.60H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 48.oft 1 0.231 0.055 1.60 0.933 1.00 1.00 1.00 1.00 1.00 27.62 828.58 3582.28 1.86 23.30 424.00 +0.60D+0.70E+0.60H 0.933 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =48.oft 1 0.231 0.055 1.60 0.933 1.00 1.00 1.00 1.00 1.00 27.62 828.58 3582.28 1.86 23.30 424.00 6W W' Defleàtlôns Load Combination Span Max. °-' Defi Location in SanLoad Combination Max. + DOfi Li0äti66iñ Span - 1"' 4:6829 24.175 0.0000 0.000 FViiiicI RáEtIôii i!' Support notation: Far left is #1 Values in KIPS 1 SUoDort2 Overall MiNimum +D+H +D+L+H +O+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0,450W+H +D+0.750L+0.750S+0.450W+H +0+0,750L+0.7509+05250E+H +0.80D+0.60W+0.50H +0.50D+0,70E+0.80H 0 Only LrOnly LOnly S Only WOnly EOnly H Only 3.120 3.120 3.286 . 3.286 3.286 3.286 6.406 6.406 3.286 3.286 5.626 5.626 3.286 3.286 3.286 3.286 3.286 3.286 5.626 5.626 3.286 3.286 3.286 3.286 1.972 1.972 1.972 1.972 3.286 3.288 3.120 3.120 [ II Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings menu item Project Des: and then using the Printing & 3.6 Title Block' selection. fF,näl SefsoñPróiJiiis T' i' - - - - Total Area 137.50 inA2 lxx 6S5C91IifiIJ Sxx: - Y 584.98 in lyy 267.390 inA4 Sxx : +Y : 448.566 jA3 Calculated final C.G. distance from Datum: S X 101.863 in A3 XcgDist. : 0.0 in Zxx 823.49 103 Syy:+X : 101.863 inA3 Y cg Dist. : -1.782 in Zyy 164.688 in"3 Edge Distances from CG.: r xx :. 7.061 in 2.625 in . +Y 15.282 in ryy 1.395 in -x : -2.625 in -Y .1:. -11.718 in Rotation of All Components 0.00 deg CCW -- Rectangular Shape Height = 20.000 in Width = 1.750 in Rotation = 0 deg CCW Area = 35.000 inA2 Xcg = -t750 In Ycg = -3.500 Jn Rectangular Shape Height = 27.000 in Width .500 in Rotation - 0 deg CCW Area = 67.500 In A2 Xcg 0.000 in Ycg. 0.000 in Title Block Line 1 You can change this area using the 'Settings menu item and then using the 'Printing & Title Block' selection. Project Tide: Engineer Project ID: Project Des: 3.7 Rectangular Shape Height 20.000 in Width 1.750 in Rotation: 0 deg CCW Area 35.000 in A2 Xcg 1:.750ifl Ycg -3.500 n CALCULATION SHEET IM11111:j SUBJECT: TI '9 Dl 3/6//s JOBNO: oo; STRUCTURAL ENGINEERS _______________________________________________________ BY SHEET:/ 4.1 Ic p&&i dWhomm&"t6 Und rail iI 1t5 cotine€.t''i I I '. '. ' I q'"O.& m'x .................. . : . F1 I ,c4oed poitt 1ie(&d I6Fj 3 . . . i eew cdcpacit 'ie&.i (h% V M : . 1 i.i/LI II 1 I .IJ 1 ,1 .1 ' il•1 i. i ue I2.Jc2J/I6 H-- Ss fj pi 1,' i.I II .II i I I. I 1• li . -;---: II t' l3j inpcfih j iavqk 4' af'aciq iAdiq. -- (ö 1dvai'C 1oI au . Ii ALt'1Mai( ,. .I . . I 1 II fl • ! :. 1. IL._ ..L_1_. -01i 1 4 0 till H ka !..'. _:._ 4L. _L....... ............ I jJ jI Ii I .: —j— , 54! $si ! oii1 qi I I .1 f: 00 *, • I #4 I I I LIi t I; i • . j I I i I . I&u17I ' (I H -, . •I 3900 Cover Sueet. Long Beach, CA 90806-1773 561985.3200 P 562.985.1011 F wwmhpse.coni IVH:J STRUCTURAL ENGINEERS usc IL j2 1L4therfo4 CALCULATION SHEET BY; SHEET.2.. 4.2 1td4 I.!UT1L Po fet 610b: Hlt4r 4 e4I'vI 3ta!'ei /i4- iM. oe# IdeW1 YsI'ñp. pr iO95R r I 1 3. Fcvderai . + , IJ ! lIt Lw 01 10 H f , it J1ipit&rc I ag L II I I I i4&E + A , •, zi I! Li jliA(4 A A II At I I •" 1 r I I ;1i !I I i t r rt 'j • : I Il 1 r LIt ! r lit I I Hi I 3900 Cal Street Long Beach, CA 90808-1773 562,9853200 P 562.9851011 F ww.mhpse.com Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the Printing & 43 Title Block selection. Title Block Line 6 Printed: 7 MAR 2018, 2:43PM ' ' Stee' Column File = H:12018\180024\4_Enginee6ngDesigncalcs}landraiLe ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Lic. #: KW-06002754 Licensee: MYERS, HOUGHTON PARTNERS Description : Handrail post LddRferehces I Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 [GIIfóiation Steel Section Name: HSS2x2x3/16 Overall Column Height 5.0 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade , A500, Grade C, Fy = 50 ksi, Carbon Brace condition for deflection (buckling) along columns: Fy : Steel Yield 50.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis rA'liid Loads , - ., ' ' Service loads entered. Load Factors will be applied for calculations. Column self weight included : 21.60 lbs * Dead Load Factor BENDING LOADS... Live load: Lat. Point Load at 5.0 ft creating Mx-x, L = 0.20 k rDEs,GN SUMMARY. -. . . Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5356 : 1 Maximum Load Reactions.. Load Combination . +1.20D+0.50Lr+1.60L+1.60H Top along X-X 0.0k Location of max.above base 0.0 ft Bottom along X-X ' 0.0 k At maximum location values are... . Top along Y-Y 0.0 k Pu 0.02592 k Bottom along Y-Y 0.20 k 0.9Pn 53.550 k Mu-x -1.60 k-ft Maximum Load Deflections 09 * Mn-x: Mu-y 0.9 • Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are Vu: Applied Vn • Phi: Allowable Load Combination Resultst 2.989 k-ft 0.0 k-ft 2.989 k-ft 0.02765 +1.20D+050Lr+160L+160H 0.0 ft 0.320 k 11.573 k Along Y-Y 0.7707 in at for load combination :+D+L+H Along X-X 0.0 in at for load combination: 5.0ft above base 0.0ft above base Maximum Axial + Bendinci Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D+1,60H 0.001 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+0.50Lr+160L+160H 0.536 PASS 0.00 ft 0.028 PASS 0.00 ft +1.20D+1.60L+0.505+160H 0.536 PASS 0.00 ft 0.028 PASS 0.00 ft +1.20D+160Lr+050L+160H 0.168 PASS 0.00 ft 0.009 PASS 0.00 ft +1.20D+160Lr+050W+160H 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+0.50L+1.60S+160H 0.168 PASS 0.00 ft 0.009 PASS 0.00 ft +1.20D+1.605+0.50W+160H 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+0.50Lr+050L+W+160H 0.168 PASS 0.00 ft 0.009 PASS 0.00 ft +1.20D+0.50L+0.505+W+160H 0.168 PASS 0.00 ft 0.009 PASS 0.00 ft +1.20D+0.50L+0205+E+160H . 0.168 PASS 0.00 ft 0.009 PASS 0.00 ft +0.90D+W+0.90H 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft +0.90D+E+0.90H 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft . •.• ,j Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k.ft My. End Moments Load Combination @ Base @ Base @ lop @ Base @ lop @ Base @ lop @ Base @ lop +13+11 0.022 +D+L+H 0.022 0.200 -1.000 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & . 44 Title Block" selection. Title Block Line 6 . Pñnted: 7 MAR 2018, 2:43PM Steel' iin - . - File H:O181180024l4Eineering\Design calcs\Handrail.e "u ENERCALC, INC. 1983-2017, Build: 10.17.12.10, Ver.10.17.12.10. I Description : Handrail post _____- . Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k.ft My - End Moments Load Combination @ Base @ Base @ lop @ Base @ Top © Base © lop © Base © lop +D+S+H 0.022 +D+0.750Lr+0750L+H 0.022 0.150 -0.750 +D+0.750L+0.750S+H 0.022 0.150 -0.750 +D+0.60W+H 0.022 +D+0.70E+H 0.022 +D+0.750Lr+0.750L+0450W+H 0.022 0.150 -0.750 +D+0.750L+0.750S+0.450W+H 0.022 . 0.150 -0.750 +D+0.750L+0.750S+0.5250E+H 0.022 0.150 -0.750 +0.60D+0.60W+0.60H 0.013 +0.60D+0.70E+0.60H 0.013 D Only 0.022 LrOnly L Only . . 0.200 -1.000 S Only WOnly E Only H Only [EfriiRioni . I] Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k.ft My - End Moments Item Extreme Value © Base @ Base © lop @ Base © Top © Base @ lop © Base © lop Axial © Base Maximum 0.022 Minimum Reaction, X-X Axis Base Maximum 0.022 Minimum 0.022 Reaction, Y-Y Axis Base Maximum 0.022 0.200 -1.000 Minimum . 0.022 Reaction, X-X Axis Top Maximum 0.022 Minimum 0.022 Reaction, Y-Y Axis Top Maximum 0.022 Minimum 0.022 Moment, X-X Axis Base Maximum 0.022 Minimum 0.022 -1.000 0.200 -1.000 Moment, Y-Y Axis Base Maximum 0.022 Minimum 0.022 Moment, X-X Axis Top Maximum 0.022 Minimum 0.022 Moment, Y-Y Axis lop Maximum 0.022 Minimum 0.022 1 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.771 in 5.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.578 in 5.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.578 in 5.000 ft +O+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0750L+0450W+H 0.0000 in 0.000 ft 0.578 in 5.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.578 in 5.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.578 in 5.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft . 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft LrOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.771 in 5.000 ft Title Block Line 1 Project Title: 'You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & 45 Title Block" selection. Title Block Line 6 Panted: 7 MAR 2018, 2:43PM Steel Column File H:t2018\180024\4_Engineering\Design ca?cs\Handrail.eth I U ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description : Handrail post Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 It H Only 0.0000 in 0.000 It 0.000 in 0.000 It [Sii Si Properties : - - 1 HSS2x2x3/16 Depth = 2.000 in lxx 0.64 inA4 J 1.090 in Design Thick = 0.174 in S xx 0.64 inA3 Width 2.000 in R xx 0.733 in Wall Thick = 0.187 in Zx 0.797 in"3 Area = 1.190 in A2 lyy 0.641 in C r 1.140inA3 Weight 4.320 pIt S yy = 0.641 inA3 Ryy 0.733 in Ycg = 0.000 in rskhes www.hilti.us Profis Ancho.7.5 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: . I Date: 3/7/2018 E-Mail: Specifier's comments: I Input data Anchor type and diameter HIT HY 200 + HAS -E 3/8 1 Effective embedment depth: hOfopti = 2.375 in. (hetijmjt = 2.750 in.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/2016 3/1/2018 Proof: Design method ACI 318-14 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: l x l, x t = 6.000 in. x 6.000 in. x 0.250 in.; (Recommended plate thickness: not calculated Profile: . Square HSS (AlSC); (Lx W x T) = 2.000 in. x 2.000 in. x 0.188 in. Base material: uncracked concrete, 2500, = 2500 psi; h = 4.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] & Loading [lb, in.lb] 40 - -- -.. - ig ir www.hilti.us Profis Ancho172.7.5 Company: - Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 3/7/2018 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 11 2080 80 0 80 2 . 2080 80 0 80 3 • 0 80 0 80 4 0 80 0 80 max. concrete compressive strain: 0.28 [%o] max. concrete compressive stress: 1204 [psi] resulting tension force in (x/y)=(0.000/-2.000): 4159 [1 b] resulting compression force in (x/y)=(0.000/2.616): 4159 [lb] 3 Tension load Load Nua [lb] Capacity 4) N [lb) Utilization pN = NJ4) Nn Status Steel Strength 2080 3653 57 OK Bond Strength** 4159 5560 75 OK Sustained Tension Load Bond Strength* N/A . N/A N/A N/A Concrete Breakout Strength 4159 - 4458 94 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength = ESR value refer to ICC-ES ESR-3187 4) N=2, Nua ACI 318-14 Table 17.3.1.1 Variables AN [in.2] futa [psi] 0.08 72500 - Calculations N[lb] . . 5620 Results NJ [lb] 4) 4) N [lb] N [lb] . 5620 0.650 3653 2080 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Profis Ancho1.7.5 3 3/7/2018 3.2 Bond Strength ( ANa N,,9 = 'V edNa 'V ec2.Na 'V edNa 'V cp,Na Nba 4, N,,9 ~ N,,8 ANa = see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) = (2 cNa) cNa =10 d 'Vec.Na= (1+.)5 1.0 CNa 'V edNa = 0.7 + 0.3 (Cs.i) 15 1.0 cNa 'V cp,Na = MAX(9!!L!!. ) 15 1.0 cac Cac Nb8 = ?a tkc ,td,, h0, ACI 318-14 Eq. (17.4.5.1.b) ACI 318-14 Table 17.3.1.1 ACt 318-14 Eq. (17.4.5.1 c) ACI 318-14 Eq. (17.4.5.1d) ACI 318-14 Eq. (17.4.5.3) ACI 318-14 Eq. (17.4.5.4b) ACI 318-14 Eq. (17.4.5.5b) ACI 318-14 Eq. (17.4.5.2) Variables T k,C.Ud [psi] d,, [in.] h0, [in.] cam,,, [in.] r k,c [psi] 2220 0.375 2.375 8.000 2220 eCIN [in.] eC2N [in.] c,, [in.] 0.000 0.000 5.149 1.000 Calculations c, [in.] AN. [in. 2] '4Na0 [in.2] 'V edNa 5.303 154.93 112.50 1.000 'V edNa 'V ec2,Na 'V Cp,Na Nh,, [lb] 1.000 1.000 1.000 6212 Results Nag [Ib] 4,bnd N89 [lb] N. [lb] 8554 0.650 5560 4159 3.3 Concrete Breakout Strength Ncbg = (.±) 'V ec,N 'V ed,N 'V c,N 'V cp.N Nb ACI 318-14 Eq. (17.4.2.1b) ANCO 4, N~N,,,, ACI 318-14 Table 17.3.1.1 AN, see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) AN,,, = 9 h 2 ef ACI 318-14 Eq. (17.4.2.1c) 'Vec,N = ( 2eN) ~ 1.0 ACI 318-14 Eq. (17.4.2.4) 'V ed,N = 0.7 + 0.3 (2!L) :5 1.0 ACI 318-14 Eq. (17.4.2.5b) SL 'V cp.N = MAX (!fl!5 cac , !.! cac ) ~ 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = Iç ? a 'I h 5 ACI 318-14 Eq. (17.4.2.2a) Variables het [in.] eC1N [in.] eC2.N [in.] Ca,mjr, [in.] 'V C,N 2.375 0.000 0.000 8.000 1.000 c,, [in.] kc X a f [psi] 5.149 24 1.000 2500 Calculations AN,, [in.2] AN [in. 2] 'V ecl.N 'V ec2.N 'p ed.N 'V q,.N Nb [lb] 79.27 50.77 1.000 1.000 1.000 1.000 4392 Results Ncbg [lb] 4' concrete 4, Nthg [lb] N. [lb] 6858 0.650 4458 4159 www.hilti.us -, Profis Ancho1.7.5 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 3/7/2018 E-Mail: 4 Shear load Load V,,3 [lb] Capacity IV,, [lb] Utilization N = VUJ4V0 Status Steel Strength 80 2022 4 OK Steel failure (with lever arm) N/A N/A N/A N/A Pryout Strength (Concrete Breakout 320 7496 5 OK Strength controls)** Concrete edge failure in direction y+** 320 3308 10 01< * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vee = (0.6 Asev ft.) refer to ICC-ES ESR-3187 41 V 81?V,,0 ACI 318-14 Table 17.3.1.1 Variables Aeev [in.2] f3 [psi] (0.6 As.,v f3) [lb] 0.08 72500 3370 Calculations V (I b] 3370 Results V. [lb] 4t steel 4t V. [lb] Vua [lb] 3370 0.600 2022 80 4.2 Pryout Strength (Concrete Breakout Strength controls) ANC Vcpg = k 0 'V ec,N 'V ed,N 'V c.N 'V cp,N Nb] ACI 318-14 Eq. (17.5.3.1 b) ANCO 41 V?VU ACI 318-14 Table 17.3.1.1 ANC see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO = 9 h.f ACI 318-14 Eq. (17.4.2.1c) Vec,N = (1 +2eN) 151.0 ACI 318-14 Eq. (17.4.2.4) 'V ed.N = 0.7 + 0.3 (!L) ~ 1.0 ACI 318-14 Eq. (17.4.2.5b) 'VctN = MAx(_n 15he1) ACI 318-14 Eq (17.4.2.7b) cac Nb = k X 3 ACI 318-14 Eq. (17.4.2.2a) Variables kcp h [in.] eCIN [in.] eC2,N [in.] Camin [in.] 1 2.375 0.000 0.000 8.000 'V c.N c8 [in.] k a [psi] 1.000 5.149 24 1.000 2500 Calculations ANC [in .2] ANCO [in. 2] 'V ecl,N 'V ec2,N 'V ed.N 'V cp,N Nb [lb] 123.77 50.77 1.000 1.000 1.000 1.000 4392 Results V 5 [lb] 41 eencrete 41 Vcpg [lb] Vua [lb] 10708 0.700 7496 320 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Profis Anch$t2.7.5 3/7/2018 4.3 Concrete edge failure in direction y+ - j \ Vthg - 'V ec,V 'V ed,V 'V c.V 'V h,V 'V parallel.V Vb 4, Vcbg 2~Vua Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avoo =4.5c 1 131318-14 Eq. (17.5.2.1 b) ACI 318-14 Table 17.3.1.1 AC! 318-14 Eq. (17.5.2.1c) 1 'VecV = + 2e'. ) 5 1.0 (1 AC! 318-14 Eq. (17.5.2.5) 'V ed.V = 0.7 + 0•3& ' 5cai) :5.o ACI 31814 Eq. (17.5.2.6b) 'Vh,v = 1.0 ha ACI 318-14 Eq. (17.5.2.8) Vb I 0.2 = (7 (i.) i) 'If. c ACI 318-14 Eq. (17.5.2.2a) Variables cal [in.] c82 [in.] ecv [in.] 'V c.V ha [in.] 5.333 8.000 0.000 1.400 4.000 l [in.] da [in.] fr [psi] 'V parallel,V 2.375 1.000 0.375 2500 1.000 Calculations Av [in.2] Av [in. 2] 'V ec,V 'V ed,V 'V h,V Vb [lb] 80.00 128.00 1.000 1.000 1.414 3819 Results VCbg [lb] 400ncmte 4, VCbO [lb] V [Ib] 4725 0.700 3308 320 5 Combined tension and shear loads ON ov Utilization 13N.V [%] Status 0.933 0.097 1.000 86 OK PNV -(ON + I3v)/l.2<= 1 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 - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROMS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROMS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The CD 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. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! www.hilti.us Profis AnchbP2.7.5 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 3/7/2018 E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter: HIT-HY 200 + HAS-E 3/8 Profile: Square HSS (AlSC); 2.000 x 2.000 x 0.188 in. Installation torque: 180.000 in.lb Hole diameter in the fixture: df = 0.438 in. Hole diameter in the base material: 0.438 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 2.375 in. Recommended plate thickness: not calculated . Minimum thickness of the base material: 3.625 in. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Compressed air with required • Dispenser including cassette and mixer Properly sized drill bit accessories to blow from the bottom of • Torque wrench the hole Proper diameter wire brush Coordinates Anchor in. Anchor x y c., c+X c., c,, 1 -2.000 -2.000 8.000 12.000 8.000 12.000 2 2.000 -2.000 12.000 8.000 8.000 12.000 3 -2.000 2.000 8.000 12.000 12.000 8.000 4 2.000 2.000 12.000 8.000 12.000 8.000 www.hilti.us Profis Anchb.7.5 Company: Page: 7 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 3/7/2018 E-Mail: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 10601 Tierrasanta Blvd. #G120 SAN DIEGO 858-688-2868 San Diego, CA 92124 T E S T I N G info@sandiegotesting.com / Vb Asbestos Report JAN 12 2018 SBIO BUILDING D I VISION 2285 Rutherford Road Carlsbad, CA 92008 February 12, 2018 Prepared by: Mike Anderson CDPH Lead Certification # 17780 California Certified Asbestos Consultant # 06-3922 i , L~~iw(o Asbestos Report IJ SAN DIEGO !d T E S T I N G 2285 Rutherford Road Carlsbad, CA Overview Mike Anderson, a EPA AHERA-accredited building inspector representing San Diego Testing, performed asbestos testing at 2285 Rutherford Road, Carlsbad, CA 92008 on 02/07/2018. The property owner is BPP Pac Ind CA NonRElT Owner 2, which can be reached do LBA Realty LLC at (949) 833-0400. The site is a commercial property. Testing included interior suspect surfaces expected to be impacted by an upcoming renovation. Test methods used for asbestos testing by San Diego Testing included bulk sample collection and analysis at EMLab P&K, an accredited laboratory in San Diego. Regulatory Background The Cal/OSHA Asbestos in Construction Standard, CCR Title 8 Section 1529 applies when asbestos containing material is removed or disturbed in any quantity during construction related activities (except when a home-owner is doing work inside his own home). Materials found to contain asbestos with concentrations above 0.1% must be handled by an asbestos abatement contractor. The EPA's National Emission Standards for Hazardous Air Pollutants (NESHAP) standard requires an owner or operator of a renovation or demolition activity occurring in an institutional, commercial, public, or industrial structure, installation, or building to thoroughly inspect the affected facility or part of the facility where the demolition or renovation operation will occur for the presence of asbestos. There are no exclusions related to construction date(s) of the structure(s). Asbestos Results No asbestos was detected in any of the samples collected. The following table lists all samples collected. For additional details please see the asbestos lab report and asbestos sample locations attached to this report. Sample I Homogeneous I Sample Represented Approximate I Numbers I Material I Location(s) Location(s) i quantity % Asbestos I First Floor 1 Coating on Slab Lobby Throughout First Floor Under Carpeting - ND 2 Coating on Slab West Open Area ND 3 Coating on Slab West Side Office ND 4 Drywall/Joint West Side Office ND Compound 5 Drywall/Joint West Side Open Compound Area ND 6 Drywall/Joint West Open Area Compound Ceiling Throughout First Floor - ND 7 Drywall/Joint West Open Area ND Compound Compound Walls 8 Drywall/Joint West Open Area ND 9 Drywall/Joint Lobby ND Compound 10 Drywall/Joint East Open Area Compound Ceiling ND Page 2 Asbestos Report IJ SAN DIEGO !i I E S T I N G 2285 Rutherford Road Carlsbad, CA Sample Homogeneous Sample Represented Approximate Numbers Material Location(s) Location(s) quantity % Asbestos 11 Drywall/Joint East Side Office ND Compound 12 Drywall/Joint East Side Office ND Compound 13 2'x4' Ceiling Tile West Open Area Throughout First Floor ND 14 2'x4' Ceiling Tile West Side Office ND 15 2'x4' Ceiling Tile Lobby Conference ND Room Grid Ceilings - 16 2'x4' Ceiling Tile East Side Office ND 17 1 2'x4' Ceiling Tile East Open Area ND Blue/Green South Women 18 Linoleum (2 Rest Room, East ND Layer) Side Throughout South Blue/Green South Women 19 Linoleum (2 Rest Room, West Restroom Floors - ND Layer) Side Blue/Green South Men's Rest 20 Linoleum (2 Room Middle ND Layer) 21 Tan 12"x12" Floor Maintenance Maintenance Room Tile Room Floor - ND 22 Tan 12"x12" Floor Elevator Control Elevator Control Tile Room Room Floor - ND Second Floor 23 Drywall/Joint Southwest Open Compound Area ND 24 Drywall/Joint West Open Office Compound Area Throughout Second - ND 25 Drywall/Joint Southeast Open Compound Area Floor Walls Compound Compound ND 26 Drywall/Joint East Open Area ND 27 Drywall/Joint East Area Office ND 28 2'x4' Ceiling Tile Open Area Middle Throughout Second Floor Grid Ceilings - ND 29 2'x4' Ceiling Tile East Area Office ND 30 2'x4' Ceiling Tile Kitchen ND 31 2'x4' Ceiling Tile North Area Office ND 32 2'x4' Ceiling Tile Computer Room ND 33 White 12x12 Floor Kitchen Tile _/_Mastic Kitchen Floor - ND 34 Soft Concrete/ Southeast Area ND Carpet Mastic Second Floor Under Carpeting - 35 Soft Concrete! Middle Area Office ND Carpet Mastic 36 White/Blue 12x12 Floor Tile Computer Room Computer Room Floor - ND 37 Pink 12x12 Floor Water Heater Water Heater Room Tile Room Floor - ND 38 White 12"x12" South Sink Room South Sink Room ND Floor Tile Mastic Floor - Page 3 Asbestos Report HIM J SAN DIEGO I E S I I N G 2285 Rutherford Road Carlsbad, CA Sample Homogeneous Sample Represented Approximate Numbers Material Location(s) Location(s) quantity % Asbestos Southwest outhwest 39 2'x2' Ceiling Tile Conference Room Conference Room - ND Grid Ceiling Drywall/Joint 40 Compound Southeast Throughout Second ND (Upper Ceiling) Floor Upper Ceilings - Drywall/Joint 41 Compound Northwest (Above Grid) ND (Upper Ceiling) ND = no asDestos aetecteci Summary and Recommendations No asbestos was detected in any of the samples collected. No recommendations are warranted. Limitations This assessment was limited to areas and materials which are expected to be impacted by upcoming renovation. No attempt was made to assess exterior materials, and no roof sampling was performed. Additional asbestos materials may be present in the building and this report should not be used for the purposes of a different renovation or demolition project in place of a comprehensive asbestos survey for regulatory compliance. In the event untested suspect asbestos materials are discovered during the course of demolition they should be sampled or assumed to be above regulatory thresholds. Attachments Asbestos Sample Locations Asbestos Laboratory Report Inspector's Credentials Page 4 --- -. - - - ' ----' .1 ____t :ttt I ----_ ID 41E+ fM.) EM Lab P&K P'A TestAmerica Company Report for: Mr. Mike Anderson San Diego Testing 1859 Arnie Ct San Marcos, CA 92069 Regarding: Project: 2285 Rutherford Road EML ID: 1874939 Approved by: Dates of Analysis: Asbestos PLM: 02-09-2018 Approved Signatory Diane Green Service SOPs: Asbestos PLM (EPA Methods 600/R-93/116 & 600/M4-82-020, SOP EM-AS-S-1267) All samples were received in acceptable condition unless noted in the Report Comments portion in the body of the report. The results relate only to the items tested. The results include an inherent uncertainty of measurement associated with estimating percentages by polarized light microscopy. Measurement uncertainty data for sample results with >1% asbestos concentration can be provided when requested. EMLab P&K (the Company) shall have no liability to the client or the clients customer with respect to decisions or recommendations made, actions taken or courses of conduct implemented by either the client or the clients customer as a result of or based upon the Test Results. In no event shall the Company be liable to the client with respect to the Test Results except for the Company's own willful misconduct or gross negligence nor shall the Company be liable for incidental or consequential damages or lost profits or revenues to the fullest extent such liability may be disclaimed by law, even if the Company has been advised of the possibility of such damages, lost profits or lost revenues. In no event shall the Company's liability with respect to the Test Results exceed the amount paid to the Company by the client therefor. EMLabP&K,LLC EMLab ID: 1874939, Page 1 of 13 EMLab P&K 8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: San Diego Testing Date of Sampling: 02-07-2018 C/O: Mr. Mike Anderson Date of Receipt: 02-07-2018 Re: 2285 Rutherford Road Date of Report: 02-09-2018 ASBESTOS PLM REPORT: EPA-600/M4-82-020 & EPA METHOD 600/R-93-116 Total Samples Submitted: 41 Total Samples Analyzed: 41 Total Samples with Layer Asbestos Content> 1%: 0 Location: 1, Coating on slab, lobby Lab ID-Versiont: 8793578-I Sample Layers Asbestos Content Gray Coating ND Yellow Mastic with White Compound ND Sample Composite Homogeneity: Good Location: 2, Coating on slab, Lab ID-Versiont: 8793579-1 Sample Layers Asbestos Content Gray Coating ND Yellow Mastic with White Compound ND Sample Composite Homogeneity: Good Location: 3, Coating on slab, Lab ID-Version1 8793580-1 Sample Layers Asbestos Content Gray Coating ND Yellow Mastic with White Compound ND Sample Composite Homogeneity: Good Location: 4, Drywall/JC, west side office Lab ID-VersionS: 879358 1-1 Sample Layers Asbestos Content White Drywall with Brown Paper ND White Joint Compound with Paint ND Composite Non-Asbestos Content: 10% Cellulose Sample Composite Homogeneity: Moderate The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST, or any agency of the federal government. EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1% unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. 1 A "Version indicated by -"x after the Lab ID# with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of x". EMLab P&K, LLC EMLab ID: 1874939, Page 2 of 13 EMLab P&K 8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: San Diego Testing Date of Sampling: 02-07-2018 C/O: Mr. Mike Anderson Date of Receipt: 02-07-2018 Re: 2285 Rutherford Road Date of Report: 02-09-2018 ASBESTOS PLM REPORT: EPA-6001M4-82-020 & EPA METHOD 6001R-93-116 Location: 5, Drywall/JC, west side open area Lab ID-Version: 8793582-1 Sample Layers Asbestos Content White Drywall with Brown Paper ND White Joint Compound with Paint ND Composite Non-Asbestos Content: 10% Cellulose Sample Composite Homogeneity: I Moderate The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST, or any agency of the federal government. EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamles and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1 /o unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count-analysis to lower the detection limit and to aid in asbestos identification. * A "Version" indicated by -"x" after the Lab ID# with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of "x. EMLab P&K, LLC EMLab ID: 1874939, Page 3 of 13 EMLab P&K 8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: San Diego Testing Date of Sampling: 02-07-2018 C/O: Mr. Mike Anderson Date of Receipt: 02-07-2018 Re: 2285 Rutherford Road Date of Report: 02-09-2018 ASBESTOS PLM REPORT: EPA-600/M4-82-020 & EPA METHOD 6001R-93-116 Location: 6, Drywall/JC, west open area ceiling Lab ID-Version: 8793583-1 Sample Layers - Asbestos Content White Drywall with Brown Paper ND White Joint Compound with Paint ND Composite Non-Asbestos Content: 10% Cellulose Sample Composite Homogeneity: Moderate Location: 7, Drywall/JC, west open area Lab ID-Versiont: 8793584-1 Sample Layers Asbestos Content White Drywall with Brown Paper ND White Joint Compound with Paint ND Composite Non-Asbestos Content: 10% Cellulose Sample Composite Homogeneity: Moderate Location: 8, Drywall/JC, west open area Lab ID-Versiont: 8793585-I Sample Layers Asbestos Content White Drywall with Brown Paper ND White Joint Compound with Paint ND Composite Non-Asbestos Content: 10% Cellulose Sample Composite Homogeneity: Moderate Location: 9, Drywall/iC, lobby Lab ID-Version: 8793586-1 Sample Layers Asbestos Content White Drywall ND White Compound with Paint ND White Compound with Paint ND Composite Non-Asbestos Content: 3% Cellulose Sample Composite Homogeneity: I Moderate The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST, or any agency of the federal government. EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1% unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. 1 A "Version" indicated by -"x" after the Lab IN with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of "x". EMLab P&K, LLC EMLab ID: 1874939, Page 4 of 13 EMLab P&K 8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111 (866) 888-6653 Fax (623) 780-7695 www.em1ab.com Client: San Diego Testing C/O: Mr. Mike Anderson Re: 2285 Rutherford Road Date of Sampling: 02-07-2018 Date of Receipt: 02-07-2018 Date of Report: 02-09-2018 ASBESTOS PLM REPORT: EPA-6001M4-82-020 & EPA METHOD 6001R-93-116 Location: 10, Drywall/JC, east open area ceiling Lab ID-VersionS: 8793587-1 Sample Layers Asbestos Content White Drywall with Brown Paper ND White Joint Compound ND Cream Tape ND White Compound ND Composite Non-Asbestos Content: 15% Cellulose Sample Composite Homogeneity: Moderate Location: 11, Drywall/JC, east side office Lab ID-Versiont: 8793588-1 Sample Layers Asbestos Content White Drywall with Brown Paper ND White Joint Compound with Paint ND Composite Non-Asbestos Content: 10% Cellulose Sample Composite Homogeneity: Moderate Location: 12, Drywall/JC, east side office Lab ID-Versiont: 8793589-1 Sample Layers Asbestos Content White Drywall ND White Joint Compound with Paint ND Composite Non-Asbestos Content: 3% Cellulose Sample Composite Homogeneity: I Moderate Location: 13, 2'x4' ceiling tile, west open area Lab ID-Versiont: 8793590-1 Sample Layers Asbestos Content Beige Ceiling Tile with White Surface ND Composite Non-Asbestos Content: 60% Cellulose 10% Glass Fibers Sample Composite Homogeneity: Good The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST, or any agency of the federal government. EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1% unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. t A "Version" indicated by -"x" after the Lab IN with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of "x". EMLab P&K, LLC EMLab ID: 1874939, Page 5 of 13 EMLab P&K 8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111 (866) 888-6653 Fax (623) 780-7695 www.em1ab.com Client: San Diego Testing Date of Sampling: 02-07-2018 C/O: Mr. Mike Anderson Date of Receipt: 02-07-2018 Re: 2285 Rutherford Road Date of Report: 02-09-2018 ASBESTOS PLM REPORT: EPA-6001M4-82-020 & EPA METHOD 6001R-93-116 Location: 14, 2'x4' ceiling tile, west side office Lab ID-Version1 8793591-1 Sample Layers Asbestos Content Beige Ceiling Tile with White Surface ND Composite Non-Asbestos Content: 60% Cellulose 10% Glass Fibers Sample Composite Homogeneity: Good Location: 15, 2'x4' ceiling tile, lobby conf. room Lab 11)-Version: 8793592-1 Sample Layers Asbestos Content Beige Ceiling Tile with White Surface ND Composite Non-Asbestos Content: 60% Cellulose 10% Glass Fibers Sample Composite Homogeneity: Good Location: 16, 2'x4' ceiling tile, east side office Lab ID-Version: 8793593-1 Sample Layers Asbestos Content Beige Ceiling Tile with White Surface ND Composite Non-Asbestos Content: 60% Cellulose 10% Glass Fibers Sample Composite Homogeneity: Good Location: 17, 2'x4' ceiling tile, east open area Lab ID-Version1: 8793594-1 Sample Layers Asbestos Content Beige Ceiling Tile with White Surface ND Composite Non-Asbestos Content: 60% Cellulose 10% Glass Fibers Sample Composite Homogeneity: Good The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST, or any agency of the federal government. EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1% unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. t A 'Version" indicated by -"x" after the Lab IN with a value greater than I indicates a sample with amended data. The revision number is reflected by the value of "x". EMLab P&K, LLC EMLab ID: 1874939, Page 6 of 13 EMLabP&K 8304 Clairemont Mesa Blvd; Suite 103, San Diego, CA 92111 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: San Diego Testing Date of Sampling: 02-07-2018 CIO: Mr. Mike Anderson Date of Receipt: 02-07-2018 Re: 2285 Rutherford Road Date of Report: 02-09-2018 ASBESTOS PLM REPORT: EPA-600/M4-82-020 & EPA METHOD 600/R-93-116 Location: 18, Blue, green linoleum, 2 layer, south women's RR E Lab ID-Version: 8793595-1 Sample Layers Asbestos Content Blue-Green Linoleum with Fibrous Backing ND Yellow Mastic ND Multicolored Linoleum with Fibrous Backing ND Yellow Mastic with White Compound ND Composite Non-Asbestos Content: 20% Cellulose 3% Glass Fibers Sample Composite Homogeneity: Moderate Location: 19, Blue,-green linoleum, 2 layer, south women's RR W Lab ID-Version: 8793596-1 Sample Layers Asbestos Content Blue-Green Linoleum with Fibrous Backing ND Yellow Mastic ND Multicolored Linoleum with Fibrous Backing ND Yellow Mastic with White Compound ND Composite Non-Asbestos Content: 20% Cellulose 3% Glass Fibers Sample Composite Homogeneity: Moderate Location: 20, Blue, green linoleum, 2 layer, south men's RR Lab ID-Version: 8793597-I Sample Layers Asbestos Content Blue-Green Linoleum with Fibrous Backing ND Yellow Mastic ND Multicolored Linoleum with Fibrous Backing ND Yellow Mastic with White Compound ND Composite Non-Asbestos Content: 20% Cellulose 3% Glass Fibers Sample Composite Homogeneity: Moderate The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST, or any agency of the federal government. EMLab PA reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamles and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1/ unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. 1 A 'Version' indicated by - "x" after the Lab IN with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of "x'. EMLab P&K, LLC EMLab ID: 1874939, Page 7 of 13 EMLab P&K 8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111 (866) 888-6653 Fax (623) 780-7695 www.em1ab.com Client: San Diego Testing C/O: Mr. Mike Anderson Re: 2285 Rutherford Road Date of Sampling: 02-07-2018 Date of Receipt: 02-07-2018 Date of Report: 02-09-2018 ASBESTOS PLM REPORT: EPA-600/M4-82-020 & EPA METHOD 600fR-93-116 Location: 21, Tan 12"x12" FT, maint. room Lab ID-Versiont: 8793598-1 Sample Layers Asbestos Content Tan Floor Tile ND Yellow Mastic ND Composite Non-Asbestos Content: 3% Cellulose Sample Composite Homogeneity: I Good The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST, or any agency of the federal government. EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1% unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. 1 A "Version" indicated by -"x" after the Lab IN with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of "x". EMLab P&K, LLC EMLab ID: 1874939, Page 8 of 13 EMLab P&K 8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: San Diego Testing Date of Sampling: 02-07-2018 C/O: Mr. Mike Anderson Date of Receipt: 02-07-2018 Re: 2285 Rutherford Road Date of Report: 02-09-2018 ASBESTOS PLM REPORT: EPA-6001M4-82-020 & EPA METHOD 6001R-93-116 Location: 22, Tan 12'tx12" FT, elevator control room Lab ID-VersionS: 8793599-1 Sample Layers Asbestos Content Tan Floor Tile ND Yellow Mastic ND Composite Non-Asbestos Content: 3% Cellulose Sample Composite Homogeneity: I Good Location: 23, Drywall/JC, SW open area Lab ID-Version: 8793600-1 Sample Layers Asbestos Content White Drywall ND White Joint Compound with Paint ND Composite Non-Asbestos Content: 3% Cellulose Sample Composite Homogeneity: Moderate Location: 24, Drywall/iC, W open office area Lab ID-Version1: 8793601-1 Sample Layers Asbestos Content White Drywall ND White Joint Compound with Paint ND Composite Non-Asbestos Content: 3% Cellulose Sample Composite Homogeneity: Moderate Location: 25, Drywall/JC, SE open area Lab ID-VersionS: 8793602-1 Sample Layers Asbestos Content White Drywall ND White Joint Compound with Paint ND Composite Non-Asbestos Content: 3% Cellulose Sample Composite Homogeneity: Moderate The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST, or any agency of the federal government. EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1% unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. t A Version indicated by -x" after the Lab IN with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of "x". EMLab P&K, LLC EMLab ID: 1874939, Page 9 of 13 EMLab P&K 8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111 (866) 888-6653 Fax (623) 780-7695 www.em1ab.com Client: San Diego Testing Date of Sampling: 02-07-2018 CIO: Mr. Mike Anderson Date of Receipt: 02-07-2018 Re: 2285 Rutherford Road Date of Report: 02-09-2018 ASBESTOS PLM REPORT: EPA-600/M4-82-020 & EPA METHOD 6001R-93-116 Location: 26, Drywall/JC, E open area Lab ID-Version: 8793603-1 Sample Layers Asbestos Content White Drywall ND White Joint Compound with Paint ND Composite Non-Asbestos Content: 3% Cellulose Sample Composite Homogeneity: Moderate Location: 27, Drywall/JC, E area office Lab ID-Versiont: 8793604-1 Sample Layers Asbestos Content White Drywall with Brown Paper ND White Joint Compound with Paint ND Composite Non-Asbestos Content: 10% Cellulose Sample Composite Homogeneity: Moderate Location: 28, 2tx4' CT, open area middle Lab ID-Versiont: 8793605-1 Sample Layers Asbestos Content Beige Ceiling Tile with White Surface ND Composite Non-Asbestos Content: 60% Cellulose 10% Glass Fibers Sample Composite Homogeneity: Good Location: 29, 2'x4' CT, east area office Lab ID-Versiont: 8793606-1 Sample Layers Asbestos Content Beige Ceiling Tile with White Surface ND Composite Non-Asbestos Content: 60% Cellulose 10% Glass Fibers Sample Composite Homogeneity: I Good The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST, or any agency of the federal government. EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1% unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. t A Version" indicated by -"x" after the Lab IN with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of "x". EMLab P&K, LLC EMLab ID: 1874939, Page 10 of 13 EMLab P&K 8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: San Diego Testing Date of Sampling: 02-07-2018 C/O: Mr. Mike Anderson Date of Receipt: 02-07-2018 Re: 2285 Rutherford Road Date of Report: 02-09-2018 ASBESTOS PLM REPORT: EPA-600fM4-82-020 & EPA METHOD 6001R-93-116 Location: 30, 2'x4' CT, kitchen Lab ID-Versiont: 8793607-1 Sample Layers Asbestos Content Beige Ceiling Tile with White Surface ND Composite Non-Asbestos Content: 60% Cellulose 10% Glass Fibers Sample Composite Homogeneity: Good Location: 31, 2'x4 CT, north area office Lab ID-Versiont: 8793608-1 Sample Layers Asbestos Content Beige Ceiling Tile with White Surface ND Composite Non-Asbestos Content: 60% Cellulose 10% Glass Fibers Sample Composite Homogeneity: I Good Location: 32, 2'x4' CT, computer room Lab ID-Versiont: 8793609-1 Sample Layers Asbestos Content Beige Ceiling Tile with White Surface ND Composite Non-Asbestos Content: 60% Cellulose 10% Glass Fibers Sample Composite Homogeneity: Good Location: 33, White 12x12 FT, mastic, kitchen Lab ID-Versiont: 8793610-1 Sample Layers Asbestos Content White Floor Tile ND Yellow Mastic ND Composite Non-Asbestos Content: 3% Cellulose Sample Composite Homogeneity: Good The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST, or any agency of the federal government. EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1% unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. t A "Version" indicated by -"x" after the Lab IN with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of "x". EMLab P&K, LLC EMLab ID: 1874939, Page 11 of 13 EMLab P&K 8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: San Diego Testing Date of Sampling: 02-07-2018 C/O: Mr. Mike Anderson Date of Receipt: 02-07-2018 Re: 2285 Rutherford Road Date of Report: 02-09-2018 ASBESTOS PLM REPORT: EPA-600/M4-82-020 & EPA METHOD 600/R-93-116 Location: 34, Soft concrete, carpet mastic, SE open area Lab ID-Versiont: 8793611-1 Sample Layers Asbestos Content Gray Cementitious Material ND Yellow Mastic ND Sample Composite Homogeneity: Good Location: 35, Soft concrete, carpet mastic, middle office area Lab ID-Versiont: 8793612-1 Sample Layers Asbestos Content Gray Cementitious Material ND Yellow Mastic ND Sample Composite Homogeneity: Good Location: 36, White, blue 12x12 FT, water heater i'm, tan mastic Lab ID-Versiont: 8793613-1 Sample Layers Asbestos Content White Floor Tile ND Yellow Mastic ND Gray Cementitious Material ND Composite Non-Asbestos Content: 3% Cellulose Sample Composite Homogeneity: I Good Location: 37, Pink, 12x12 FT, water heater rm, tan mastic Lab ID-Versiont: 8793614-1 Sample Layers Asbestos Content Pink Floor Tile ND Yellow Mastic ND Gray Cementitious Material ND Composite Non-Asbestos Content: 3% Cellulose Sample Composite Homogeneity: Good The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST, or any agency of the federal government. EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1% unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. 1: A "Version indicated by -"x" after the Lab IN with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of "x". EMLab P&K, LLC EMLab ID: 1874939, Page 12 of 13 EMLab P&K 8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111 (866) 888-6653 Fax (623) 780-7695 www.em1ab.com Client: San Diego Testing Date of Sampling: 02-07-2018 CIO: Mr. Mike Anderson Date of Receipt: 02-07-2018 Re: 2285 Rutherford Road Date of Report: 02-09-2018 ASBESTOS PLM REPORT: EPA-6001M4-82-020 & EPA METHOD 600/R-93-116 Location: 38, White 12"x12" FT, mastic, S. sink room Lab ID-VersionS: 8793615-1 Sample Layers Asbestos Content White Floor Tile ND Yellow Mastic ND Gray Cementitious Material ND Composite Non-Asbestos Content: 3% Cellulose Sample Composite Homogeneity: I Good Location: 39, 2'x2' CT, southeast conference rm Lab ID-Version1 8793616-1 Sample Layers Asbestos Content Beige Ceiling Tile with White Surface ND Composite Non-Asbestos Content: 60% Cellulose 10% Glass Fibers Sample Composite Homogeneity: Good Location: 40, Drywall/JC vapor ceiling, SE Lab ID-Versiont: 8793617-1 Sample Layers Asbestos Content White Drywall ND White Joint Compound ND Cream Tape ND White Compound with Paint ND Composite Non-Asbestos Content: 10% Cellulose Sample Composite Homogeneity: Moderate Location: 41, DrywalllJC vapor ceiling, NW Lab ID-Version: 8793618-1 Sample Layers Asbestos Content White Drywall with Brown Paper ND White Joint Compound ND Cream Tape ND White Compound with Paint ND Composite Non-Asbestos Content: 15% Cellulose Sample Composite Homogeneity: Moderate The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST, or any agency of the federal government. EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1% unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. t A "Version indicated by -"x" after the Lab IN with a value greater than I indicates a sample with amended data. The revision number is reflected by the value of x". EMLab P&K, LLC EMLab ID: 1874939, Page 13 of 13 REQUESTED WI!llIIIIIIl 11111 II 874939 CulDjabta Gui! Bore TM 6CaaTN Asdetsen;,,; .aw Waler, 9u1k, Oust $ell, Cent Ptexes CHAIN OF CUSTODY arther Rn s*13j CIb3 EM Lab P8CK RNow L. e1fli l 0. Phecnc.AZ 1501 wee. KrnHlede, PIenL, AZ02750055f4W2 OLD 0 5SF Ck 50 SharneCowt Suite 205, Scith San end C&9408 (86}8885S -- CONTACT INFORMATION CT!pany: - Sari Diego Testing - Adte: 10601 Tierrasanta Blvd. #G10, San Diego, CA 92124 - colltn Mike Andeion f 8peal InsbuWone SP = stop posithfe if greater than 1% tiene: (858) 688-2866 PROJECT INFORMATION . TURNAROUND TIME CODES (TAT) Pra)cd 10:Za'5 Snd(DEFAUL1) Rushes ecdr2 PM cc cm weekena. -.VU is oeede re0bqc~h=i%y. Please DesWdn ___________ ND—Ne,dBuineSS My -- rMact Code: S"iI L2i IH-i' g sD—sa3ne O ,aJi glierjoinadvanmof - 69mPlOd Dr Mike Anderson Sample ID . Dgsc - - Saiele Type TAT bove Totetvolumelma Notes tk - - - ¼ A. , - - - _________ ___________ V. .J? IL flyeuteiiiethte CFin Ci you agreetu be bound by 0eteind Son i.enab1aLr1etmehfrrJ CopyTigbt S 200 P8K a ISP, , Rcpd .e 1 DATE&TIE - SALETYFEQOD "J ] ST— Spam Tap: Zsfan, 1Alargwoo.8 CHAIN OF CUSTODY EM Lab P&K IWGathor www.EMLabPKcom _____________ I frflbtDIOtDI A TestAmerka Corupany I Non. hIi 1MO 1 0 I I I I L1 lijl 0 101 0 I I $PM TOP I Jflc REQUESTED 1874939 I (Use cbeC1tho ibj •----• -- —.--I--.---i Andisen, S,.S, Swab. Other Rqunse ththr. DA.vast Sc1P, Conta&t Rues I NP—NasPotebieWeter I thb Chio of Custotly, you eceelo be bound by ft ia roioid oodffcn s sd forth a CongI 2015 EMLab P&K Al 5 —Anderson CP—GariPbir IR 15431.pe I FWaajhOr anmvl www.EML --. abPK.com 'AT stAmerr,a Company kgnt - CHAIN OF CUSTODY 4EMLab P&K Nie [OIl I 13 Nw~Wurebh New Jmuy: WO Unedn 0" East &ft A. Marlbom, NJ OM 111885) V11-119 84 Modiat FboenAZf15OI WeaKrsen dve 027 AZ (8001 651402 I Heiy [f1iI SSF, Ck 6000 Sh&ln Court, Std 205 th $g nd CPS405O' 3}f Ti I iII I. -r REQUESTED SIT 874939 (UediecFcboxe -. - -. BiaC'7 , Arecen, &kS, &iab, Water Sulk, Dtg Soil, ftabo fterRequeo -- CONTACT INFORMATION Gornpy: Sari Diego Testing - -. -- An& iOOi Tenenta Blvd. #G120, San Diego, CA 92124 - C00til Mike Anderson - -- -- SpedI !turtTi SP = stop positive if greeter than 1% (858) 668-2888 PROJECT INFORMATION TURNAROUND TIME CODES (TA?) PrectlD MIA __ V. __- STD-sdErAUL1) pm ccatwaamndsirill be sdvcdthe alart us in adymcm of wndanyncø& ND -Next u$ire Do, Code;SD n&DayRush PO ftmer. 1 S8mp1d Mike Anderson WIt-W€kid i Sample ID.-SmPle, Typo TAT (AbavO ToVQmAr?u (a pi) NOW 1;;3_ j;_ ago t'çr- AA tL - d -- -- SMPLETYPEC000$ I RELINQIJISHEDBY 1 BATE &TIME ItMEIVED - A &II E 1 T-Tape SAS -&c.JrSampler P-Pb1eWeter - 0-Sulk . NP-NonPotebeWsr I . 7' CP- CCP 3bI9 thOieof isbdy, you agreetD be bound bthemr?ne id comItlons€LfOTth at OfT5MI 2015 EMLEA P&J( - I2flW5.P1 CHAIN OF CUSTODY 4j_PC T _____ ________ l 11 0 1 El M1I iI ht Ni.Cuthjrabe Cu1Wtebie ---. - - - PhqnExAZ I5(J1 IHy D a or BiCaeI ,AntSASb, VJIWRgqucft Contact Rates W, Ck MO ShcrefreCmirt 8ft2O5, South San Francisco, CA9W 11(33%8884w Bulk DuA - CONTACT INFORMATION -. . . Cnway f San Diego Testing Mdra 10601 Ti€rrasnta Blvd. 00120 San Diego, CA92124 CCn Mike Anderson $pedi lcisucUa: -- - (858)888-2888 SP= stop positiveff greater than l% . PROJECT INFORMATION ThRNAROUNMECODES(TAT} - Prajed aLL,d; f& STDS (DEFAULI)2 H ND-Na uineaa Da pm0 . candddthe Please &D na0Ruih fl PO rourber. arnpiedy Mike Andain WH.Vtd1thIiday -Ty Code: Dift a raw IIAOR 2w as in advance of 41 eedanasnee. . e ..--. - Sa%1PiølD DCptJOIt mpreType TAT TuVaime!Ac c (aoicté) '. 0 01010 0 010 oil] 13 Elio 1010 10 10 11:3 1 0 13 0101110 13 0001010 01010 [1 .. 13 [313 0 0 010 El 1 oOuOTö .PL )r-w&i-_L__ . DcJDflDDflDDDfl11JD1!] 100 DEJ QiTh ... uDuuooDoEoEtDJ -i .. ODD flDDQDIDTD ETYF00VS -.-. RWEDBY I _DATE&TI b _ [I _Ra1NUI$LD3Y _DATE&ThJE SAS-i1r - ....uR -- -N4kieVVW i_0-0the1_— BysulnhtthD this C cDitcduagrae tohebaiC by the teran andoxAftne set forth at CoPhaO2015 Eb2bP&K - .- ---, Asbestos Report .1 Ilaw J SAN DIEGO !d I E S T I N G 2285 Rutherford Road Carlsbad, CA State of California Division of Occupational Safety and Health Certified Asbestos Consultant This Ivim6n of OccupaUo authorized by Sections uslness and Professions Code. _-•---• _J, Asbestos Report IJ SAN DIEGO T E S T I N G 2285 Rutherford Road Carlsbad, CA Asbestos Training Program This is to certi& Michael Anderson 1 4308 '1 Has successfully completed 4 hours of formal training <. required by section 206 of TSCA II entitled Building Inspector '• Refresher Presented By Environmental Compliance Training P.0 BOX 16555 ' San Diego, CA. 92i76-6555 (858)558-7465 Director: . Walter T. Amenta, VINrppfoval Number CA-02906 -: Class Dates: 09-19-2017 Exam Date: n/a Expiration Date: 09-19-2018 Certification Number: 0917ABCA105 103 %7I./ltML HAZARDOUS MATERIALS QUESTIONNAIRE Business Name Business Contact 2285 RUTHERFORD ROAD SPEC SUITE KIM HEDLEY RECORD lD# PLAN CHECK BP DATE I I Code 2285 RUTHERFORD ROAD CARLSBAD CA 92008 0208-00 Mailing Address (include suite) City State Zip Code [ [2285 RUTHERFORD ROAD CARLSBAD CA 92008 Project Contact Applicant E-mail Telephone # I G GELAREH@OCIODESIGNGROUP..COM 619.232.0261 JAN 13 The following questions represent the facility's activities, NOT the specific Project dediitton... NW Diego): inoicate Dy circling tne item, whether your business will use, process, or store any the following hazardousf (étWJjJJfJny,Qf applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: 82 OFFICE, Si STORAGE, A2 BREAK ROOM Facility's Square Footage (including proposed project): 99,865 Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 115. None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives Call (858) 505-6700 prior to the issuance of a.building permit FEES ARE REQUIRED Project Completion Date: 07/0412018 Expected Date of Occupancy: 08/01/2018 YES 0 NO (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 0 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 0 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 0 Will your business use an existing or install an underground storage tank? 0 0 Will your business store or handle Regulated Substances (CalARP)? 0 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). If the answer to any of the Diego, CA 92123. CalARP Exempt Date Initials Ca!ARP Required Date Initials CaLARP Complete Date Initials PART ill: SAN DIEGO COUNTY-AIR POLLUTiON. CONTROL DISTRICT (APCD): The following questions are intended to identify the majority of air pollution issues at the planning stage. Your project may require additional measures not Identified by these questions. Some resIdential projects may be exempt from APCD requirements. For more comprehensive requirements, please contact APCD at aDcdcompsdcounty.ca.gov; (858) 586-2650; or 10124 Old Grove Road, San Diego, CA 92131. YES NO 0 Will the project disturb 100 square feet or more of existing building materials? 0 Will any load supporting structural members be removed? If yes, contact APCD prior to Issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing demolition. 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Has an asbestos survey been performed by an individual that has passed an EPA-approved building inspector course? 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes, contact APCD prior to the Issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing asbestos removal. 0 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form for typical equipment requiring an APCD permit. If yes, contact APCD prior to the issuance of a building permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary? Briefly describe business activities: Briefly descrpe proposed project: SPEC SUITE OFFICE TEtJANT IMPROVEMENT FOR OFFIE SPAE ONLY I declare under penalty of P-61riury that to the best of my knowledge and Ii ill erein re Oue and correct. I ii- cc1 •. . / 1 , Name of Owner or Authorized Agent Sig lure of Owner or Authorized Agent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR 0FICAL USE ONLY: ______________________________________________________ BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR occupANcy COUNTY-1-110W APCD COUNTY-HMO APCD COUNTY-HMD APCD IA ..$..._ . oL: L......_._s_ k.....: . .. . - - .. - - ------S------..: completing Hazardous Materials .- in uui uun eAwjip uusiriesses irom compieting or updating a Hazarcous Matenais Business Plan. Other permitting requirements may still apply HM-9171 (12/17) County of San Diego - DEH - Hazardous Materials Division C6c21&)I 08T ENON. WASTEWATER AUfliORI1Y U---. INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY Date______ Business Nam Street Address Email Address PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional SuppIem4C Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining I Milling Painting / Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting/ Forming Pesticide Manufacturing / Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching / Milling Research and Development Film /X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap! Detergent Manufacturing Industrial Laundry Waste Treatment/ Storage SIC Code(s) (if known): Brief description of business activities (Production/ Manufacturing Operations):_______________ Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume of industrial wastewater to be discharged (gal / day): List hazardous wastes generated (type I volume): Date operation began/or will begin at this location: Have you applied for a Wastewater Discharge Permit. from the Encina Wastewater Authority? Yes No If yes, when: Site Contact Title_______________________________ Signature Phone No.___________________________ ENCINA WASTEWATER AUTHORITY, 6200 Avenida Encinas Carlsbad, CA 92011 (760) 438-3941 FAX: (760) 476-9852