The URL can be used to link to this page

Home My WebLink About2210 FARADAY AVE; ; CB152147; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-20-2015 Commercial/Industrial Permit Permit No: CB152147 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 2210 FARADAY AV CBAD Tl Sub Type: INDUST Lot#: 0 Construction Type: 5B Reference# Status: ISSUED Applied: 07/10/2015 Entered By: SLE Parcel No: Valuation: Occupancy Group: 2121205500 $207,511.00 Plan Approved: 08/20/2015 Issued: 08/20/2015 Inspect Area Plan Check#: Project Title: GENMARK-TENANTIMPROVEMENT FOUNDATION AND FRAME ONLY FOR NEW 3,100 SF MEZZANINE IN EXISTING BUILDING FOR MECHANICAL EQUIPMENT WITH STAIRS Applicant: DEAN CHRISTY STE 150 6333 GREENWICH DR SAN DIEGO CA 92122-5982 858-543-1150 Building Perrnit Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'! Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $1,009.46 $0.00 $706.62 $86.00 $0.00 $58.10 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $9.00 $272.50 Total Fees: $5,434.50 Total Payments To Date: Owner: P R E F RESEARCH CENTER L L C 4370 LA JOLLA VILLAGE DR #640 SAN DIEGO CA 92122 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $5,434.50 Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $386.88 $357.12 $0.00 $0.00 $0.00 $0.00 $2,548.82 $0.00 $0.00 ?? ?? $5,434.50 $0.00 Inspector: Clearance: _____ _ NOTICE: Please take NO that proval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions · 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 et 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 ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: OPLANNING 0ENGINEERING 0BUILDING 0FIRE 0HEALTH 0HAZMAT/APCD ("Cityof Building Permit Application Plan Check No. Ge) \ 5 2 \ 4 ,- 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value IP {:;J-t. Z?{ q . Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit r email: building@carlsbadca.gov www.carlsbadca.gov Date 7 -\0-IS lswPPP JOB ADDRESS SUITE#/SPACE#/UNIT# rPN 2210 Faraday Avenue 120 212 -120 -55 -00 CT/PROJECT# 'LOT# I PHASE# I# OF UNITS I# BEDROOMS #BATHROOMS I TENANT BUSINESS NAME I CONSTR. 1YPE I occ. GROUP GenMarkDx V-B B DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Foundation and frame only for construction of a new 3,100 SF. mechanical equipment mezzanine in a existing tenant improvement. Work shall consist of new concrete footings, structural steel columns and beams with a concrete & steel pan deck. Work will also include steel framed stair to access the mezzanine, and associated fire sprinkler system revisions as required by new work. Mezzanine is open to the existing floor below and will house future HVAC systems. It will not be occupied during normal business activities. EXISTING USE I PROPOSED USE I GARA£) (SF) PATIOS (SF) I DECKS (SF) FIREPLACE I~ AIR CONDITIONING, I FIRE SPRINKLERS Office & Bio R&D Office & Bio R&D 0 0 YESO. N YES 0No1'J YES@ NoO APPLICANT NAME . Dean Christy PROPERTY OWNER NAME Rt>F ll, FAµw:JAl/ 'Z. '2. \ 0 J l,l...&, Primary Contact ADDRESS ADDRESS 6333 Greenwich Drive, Suite 150 c.,/D 12€:~~ Pll&t;:/LT1 ~ II '1-'10 "';:7))t\J '\lfj\J(ENl'tJ B1..1fD, co rm "Zoe> CITY STATE .ZIP CITY STATE ZIP San Diego CA 92122 /JJC; Ptr.,j6f!t£C:;. cA 1oo+9 PHONE rAX PHONE rAX {858) 453-1150 (858) 453-1911 =; i O -{;,()fn' <=t'bo1 3~D -'~ -4,'2,b\ EMAIL EMAIL •6/ djc@mcfarlanearchitects.com fVl,f,;e-~e,~ ~Pr2bf6tZt7 65 J a1Wl DESIGN PROFESSIONAL McFarlane Architects CONTRACTOR BUS. NAME Rudolph & Sletten, Inc. ADDRESS ADDRESS 6333 Greenwich Drive, Suite 150 600 B Street, Suite 1500 CITY STATE ZIP CITY STATE ZIP San Diego CA 92122 San Diego CA 92101 PHONE PHONE (858) 453-1150 IFAX {858) 453-1911 (619) 432-0122 IFAX (619) 432-0128 EMAIL EMAIL info@mcfarlanearchitects.com Mike_Samudio@rsconst.com I STATE LIC. # STATELIC.# ICLASS B I CITY BUS. LIC.1241049 C-23691 198069 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair an}' structure, prior to its issuance, also requires the applicant for such permit to file a signed statement ttiat he is licensed pursuant to the provisions of the Contractor's License Law !Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500}). w0mm@m0° @@@(;)@11J~&v-00ro Workers' Compensation Declaration: / hereby affirm under penally of perjury one of the following declarations: ~ I have and will maintain a certificate of consentto self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the perfonnance of the work for which this pennit is issued. · I have and will maintain workers' compensation, as reQuired by Section 3700 of the Labor Code, for the perfonn_ance of the work for which this pennit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Zurich America Insurance Corp. Policy No. WC654236505 Expiration Date 5131/2016 This section need not be completed if the pennit is for one hundred dollars ($100) or less. o,, ... ,,1oo1...,.,~, '-··,~· .. -·"""" .. _,,, ..... , ~.,,. ... ., .... --• .,.~ .... 001<> .. _,_,,., -· Compoosatioo ,..,. California. WARNING: Failure to secure workers' nsatlon coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damages P. ded fo ectlon-37~ of the Labor code, interest and attorney's fees. ,/i5 CONTRACTOR SIGNATURE ~ OAGENT DATE' 1/-7( 1.$ 0WW@@oQ(!l0f10@ID ©@<31:1&@& 'iJO@W I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). D 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). D I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0Yes 0No 2. I (have / have not) signed an application for a building pennil for the proposed work. 3. I have contracted with the following person (finn) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. 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): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work): fi5 PROPERTY OWNER SIGNATURE OAGENT DATE <3®ulHJ>t1@V'@ ti'l::JOB 0@<si.?O®ro IJ®@ Q:l@Q:Jo@@BO0@Q)ij>Q£11 0©0!1©069© @@@@Oi.?0 @rot1t1 Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? .,, Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? .,, Yes 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. @®ro911@©@tro®ro t1@ro0oro@ ~@@ro<st? I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address ~u>u>Cb.O<s~&.m <s@©U'OIJO@~V'O®ro I certify that I have read the application and state that the above Information is correct and that the information on the plans Is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Cartsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILmEs, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by !imitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ,/!S APPLICANT'S SIGNATURE DATE " ~-~=~",_ .•• ...,. STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY /Commercial Projects on I y I Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Cartsbad, Building Division 1635 Faraday Avenue, Cartsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE I FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICKUP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. :I.) MAIL TO: CONTACT (Listed above) ASSOCIATED CB# OCCUPANT (Listed above) CONTRACTOR (On Pg. :I.) NO CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION 2S APPLICANT'S SIGNATURE DATE Inspection List Permit#: CB152147 Type: Tl Date Inspection Item ----- 08/24/2016 89 Final Combo 07/20/2016 19 Final Structural 07/13/2016 12 Steel/Bond Beam 07/13/2016 17 Interior Lath/Drywall 07/13/2016 34 Rough Electric 03/17/2016 12 Steel/Bond Beam 03/10/2016 12 Steel/Bond Beam 03/08/2016 12 Steel/Bond Beam 03/08/2016 12 Steel/Bond Beam 03/07/2016 12 Steel/Bond Beam 01/25/2016 11 Ftg/Foundation/Piers Thursday, October 27, 2016 INDUST ln~p~~~o_i: _ Act PY AP PY PA PY PY PY PY PY PY PY PY PY AP PA PA AP AP CA CA CA AP GENMARK-TENANTIMPROVEMENT FOUNDATION AND FRAME ONLY FOR NE Comments Page 1 of 1 . ' • i . ! ! • I ~ . .. 9b l$ ?.t:/f :) ,q e_;;c.) .tu P,ri--.. <-<~h o~uL--~ CITY o;: '{ · CB152147 2210 fA.RADA'f.A.lJ GENMARK -'TENANT \MPROVEMENT aS!:;~!s~o INSPECTl;ON RECORD l?f INSPECTION RECORD CARJ.> WITH APPROVED FOUNDATION AND FRAME ONLY FOR NEW ~.'\00 SF MEZZANINE IN EX:IST\NG BlHLD\NG POR MECHAN\eP-..L EQUIPMENT PLANS MUST BE KEPT ON TH¥: .JOB , Tl \NDLJST Lot#: DEAN C\-\R\STY li1 CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION £l !FOR BUii.DiNG· iNSPECTiON CALL: 7 60-602-27'25 OR GO TO: www .. Carlsbadca.gov/Bullding AND CLICK ON ,' RrECORDCOPV .uRequesi Inspection;, . .DATE: 8-20-/S r~-' ·;:'.l;~~~tit:,.:.~11..,s..:':<-,i;,&, . ., , ,\>!,, .. ,¥. ,, . :'.~~-~;,,...,.., ,".~ . "-.---------~~-~- • • ;:,: < ·. w'ff.., .i..~.,.. ,; r.· ~~' ..• ,-~~-,-~~; Required Prior to Requesting Building Final ., Checked YES ~ · Planning/Landscape 760-944-8463 Allow 48 hours • CM&I {Engineerit,gln$peetionsJ 760-438-3891 Call before 2 pm '\( _I Fire Prevention 760-602-4660 AUow 48 hours Type of Inspection ·-'·"--'·''-Date · inspector Date ~11 FOUNDATION . I .. · . .· f .. ·· .... l na·t.·a ~LECTRl~UNOERGROUNI) 0 UF£R 12 REINFORCED STEEi.. · f · f: . f #34 . ROUGH ELECTRIC i6 MASONRYPffEGROUT . . . . .· ' l ; I . 1 ##~ q ~~E~~·~ SERVICE t.lt~MPORARY lnspE :. JJ~GflOIJ1._~JJAfL ..... __ ~_J J. . .... ~ .. l #3:i...EHmllOJJIIC \_ ... ,---······---- ' .. ,, .. ,,·. ·., .·'. -', ,-- ' {, ' , . '. Job Name: '5,~1r\ V\AO.--i< Job Number:(Jll~0S1 -1 l .. () f Special Inspection Report Date: 3 "'F7 · J {tJ Day: 7""kt,u,.-... GEOCON . 6960 Flanders Drive• San Diego, CA• 858.558.6900 • 858-558-6159 Fax Job Address Building Permit Number/ Project Number ~ \ f; t=a<l\ r\a'1 C.Ck·\~\ood LfL \-Sl\l\ ~ /t S\ ~ 1- Owper or Project Name f Architect (:'.ll,;;,\i\ \\A(l 'f" k \\A. t Fn r \ th, ~ .. Description of Materials Engineer. A l·H'C~_~\~ ,o :~l\ ,e!.o~r C7\sST_ ·s;,""'pr.-t.~~1 }(t' e ~M~ ,3c,\cb-~-\ Sr1-)q'lb.JL.. General Contractor \~u.cto\ D\\ -t S\e. +-\-p Y\ e){f\~ .. 3\·lJ.Jt\:~\ ;{4~Qi. E)ti H·J.\-11 Sub Contractor\ Ao\o~.V\ Ro.,1 Se..ir \h c P ~ r (;l·d_'f p \..e .,,,,,, . i Description of Work Observed -()\c>s~,Vfc\ ~l\re\oc,r doJJ .. He\~~ ~_rj_S i'-,<.?Chfu'.)~ ~a\4,!-'"'-'f'i<\t ~"he\'? 0\1\ 4"tiP o, \"'-e_ "1...'1..Ci V\, ne.:. ::)\C,1 b , 1 ·\ ::.0 ~ 2 t:S v {t A r l'\l I t},.-d? jf\, e t\ ~ \ \ f" if' fH 4,1 Or ·~::-~. '¾'~~ f ('~ \j -~}.)0rk~~1;J(yr,,c\t\,l C..ov, f Qt:~'V>-~, ..\./\ a.ff ~\Jed· p1o~\<::1~ ,;oet 'zJ de,~(;·11~ {),.~"' c\ ~ ~ · -.£i !a ~ .. \ '.:1 f'.~ iv e '-..-\ ()! V\;\jl6. t· () · \ t:..d.ry' . ... t I acknowledge that Geocon Incorporated performed the nervation. 4-~- Approved by: / / 'l.?L .A/tf.. _,.e!'lient'Representative/ ®Jperintendent ·' / I hereby certify that, at the time of inspection, I observed the above reported work, and to the best of my knowledge, found it complied substantially with approved plans, specifications and ~ details unless noted otherwise. ··· f n be \.t \x}n \¼.er--O Print Name ~4-·---. . Signature of Inspector 9?'1 I OD Yi) ,c::. No, -'/ -l-(,_.... Specialty Agency \ l White -Geocon Office, Canafy -Geocon Folder, Pink -job Site 3 ., .. , '\, . I • DATE: AUG. 10, 2015 JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-2147 EsGil Corporation In <Partnersfi.ip witli qovernment for (}JuiCtlingSafety SET: II PROJECT ADDRESS: 2210 FARADAY AVENUE CJ~LICANT ~JURIS. CJ PLAN REVIEWER CJ FILE PROJECT NAME: GENMARK DX (MECHANICAL MEZZANINE ADDITION) C8J The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdicti~n's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: DEAN CHRISTY C8J EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: DEAN Telephone #: 858-453-1150 Date contacted: (by: ) Email: djc@mcfarlanearchitects.com Mail Telephone Fax In Person D REMARKS: By: ALI SADRE, S.E. Enclosures: EsGil Corporation D GA D EJ D MB D PC 7/31 i 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 I CARLSBAD 15-2147 JULY 22, 2015 RESPONSE GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-2147 PROJECT ADDRESS: 2210 FARADAY AVENUE MECHANICAL MEZZ ADD = 3,100; CONSTRUCTION = V-B; SPRINKLERS = YES; STORIES = TWO; OCCUPANCY= S-1 DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 7/13 JULY 22, 2015 REVIEWED BY: ALI SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? CJ Yes~ No 1. 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. CARLSBAD 15-2147 JULY 22, 2015 • ARCHITECTURAL 2. Please specify the total actual area of the building (i.e., new mezzanine + existing 1st & 2nd floor areas) versus allowable areas. I.e., note unlimited areas, as per Section 507.4 etc.Building complies with Section 507.4 and is allowed to be Unlimited in Area. See ' Allowable Area calculation on Sheet T1 .0 and site plan for dimensions of min. 60' side yards on.all.sides of b4ilding. . 3. Please note on plans that all existing site items including path of travel, parking, ramps, walks, stairs, sanitary facilities, etc. are HC complying subject to field verification. See Site Accessibility Certification statement and Restroom Accessibility statement on SheetT1.2 4. Please specify on floor plans, if the existing stair enclosure is rated. If so, indicate the required rating of the new door into the 1-hour stair enclosure. Sheet A 1 O.O. Rated stair enclosure and door is not required for this occupancy and type of construction (Type V-B, Fully Sprinklered) . See Code Analysis on Sheet T1 .0 5. The layout of the HVAC equipment, as per Sheet A2.2.1, does not match that shown on Sheet S2· please clarify. This has ~een corrected. See Sheets A2.2.1 and S2 and response to ' structural item #29 below. 6. Show or note that the maximum effort to operate doors shall not exceed 5 pounds, with such pull or push effort being applied at right angles to hinged doors and at the center plane of sliding or folding doors. When fire doors are utilized, the maximum effort to operate the door mav be increased to not exceed 15 pounds. Section 11 B-404.2.9. Note added. See Note f#7, Door schedule sheet A10.0. 7. Show or note that all hand-activated door opening hardware meets the following requirements, per Section 11 B-4O4.2. 7: a) Latching, or locking, doors in a path of travel are operated with a single effort by lever type hardware, by panic bars, push-pull activating bars, or other hardware designed to provide passage without requiring the ability to grasp the opening hardware. b) Is to be centered ;;;:34" but~" above floor. Notes added. See Note #8, Door schedule sheet A10.0. • NON-RESIDENTIAL GREEN BUILDING STANDARDS • (Additions and Alterations) 8. The California Building Standards Commission (BSC) has adopted the Green Building Standards Code which became effective January 1, 2011, and must be enforced by the local building official. The Green Building Standards apply to nonresidential additions or tenant improvements throughout California. These standards apply to nonresidential additions of 1.000 sq. ft. or larger or alterations (tenant Improvements) with a value of $200.000 or more. CGC Section 301.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and Include the following notes as applicable. No specific response required to this comment. 9. Waste management. Note on 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. Note added. See Note #19, CalGreen Notes sheet T1 .1 10. Recycling. Note on the plans that a min of 50% of construction waste is to be recycled. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. Note added. See Note #20, CalGreen Notes sheet T1 .1 11. Waste reduction. Note on plans that 100% of trees, stumps, rocks, and associated vegetation and soils primarily from the construction will be reused or recycled. CGC 5.408.3. Note added. See Note #21, CalGreen Notes sheet T1 .1 CARLSBAD 15-2147 JULY 22, 2015 12. Recycling. Note on 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. Note added. See Site plan sheet A 1.0 13. Documentation. Note on 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. Not applicable for this project scope. There is no new mechanical, plumbing or electrical systems under this permit. See scope of work, Sheet T1 .0 for project description 14. Pollutant control. Note on plans that during construction, ends of duct openings are to be sealed and mechanical equipment is to be covered. CGC 5.504.3. Not applicable for this project scope. There is no new mechanical ducts or equipment under this permit. See scope of work, Sheet T1 .0 for 15. ~~,f~\giJ5r~Jigirol. Note on 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. See Note #4, CalGreen Notes sheet T1 .1 16. Pollutant control. Note on 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. See Note #12, CalGreen Notes sheet T1 .1 17. Pollutant control. Note on 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. See Note #18, CalGreen Notes sheet T1 .1. Note and signs added to site plan sheet A 1.0 and sign detail added. See 7 I A9.C 18. Environmental comfort. Note on 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. See Note #16, CalGreen Notes sheet T1 .1 19. Outdoor air quality. Note on plans that installations of HVAC, refrigeration and fire suppression systems will not contain CFC's or Halons, per CGC 5.508.1. See Note #17, CalGreen Notes sheet T1 .1 20. Note on 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. See Note #3, CalGreen Notes sheet T1 .1 . • STRUCTURAL 21. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report." 21. Done see detail 21 /S1 .5, Foundation Note # 12. 22. rov1 e a e er rom e soi s engineer confirming that the foundation plans have been reviewed and that it has been determined that the recommendations in the 23. !23. See the collector design calculation pages H1 through H12 (original submittal) and the attached additional calc's. PC-1 -8. CARLSBAD 15-2147 JULY 22, 2015 24. Please specify where details 8 & 13/S5 are cross referenced on plans. 25. Where is C-3A, as called out on Sheet S2, for stairs column? 26. Please note where details 1, 2, 7, 8 & 12/S1.4 are cross referenced on plans. Alternatively, the typical detail may be referenced on key-notes to be provided on foundation & framing plans. 27. Please indicate where details 3, 4, 5, 6, 7, 8, 10, 15, 16 & 17/S1.3 are called out on plans. 28. Please complete the weight of AHU/7 on Sheet S2. 29. The layout of the HVAC equipment, as per Sheet A2.2.1, does not match that shown on Sheet S2; please revise one or the other to match. 30. Please show connection details and references between new addition & existing 2nd story. Alternatively, show compliance with the next item. 31. Detail on the plans the seismic separation between abutting building portions, as per ASCE-7, Equation 12.12-2. Include in the calculations a justification for the separation distance per ASCE-7 Section 12.12.3 and 12.8.6. • ADDITIONAL ITEMS 32. Please submit complete P/M/E plans as related to the mechanical mezzanine matching what is shown on A2.2.1. Not a~plicable for ~his project scope of w~rk. !here i~ no mech~nical, plumbing or electrical work associated with this permit. See Proiect Description on Sheet T1 .0. 33. Additional corrections may be warranted, once P/M/E plans & documentations have been submitted for review and approval. No specific response required to this comment. • MISCELLANEOUS 34. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE, S.E. at EsGil Corporation. Thank you. No specific response required to this comment. 24. Detail 8 is referenced on sheet S2, at the south edge of the stair landing. Deleted detail 13. 25. Column C-3A is referenced on the Foundation plan, grid 5.6 near C. 26. Deleted details 1, 7 & 8. Detail 2 is along grid C.2. Detail 12 is referenced from the moment frame elevations on sheet S3, elevations C2 and D. 7 @ grids 5.2. 27. Most details are referenced from the Mezzanine Framing Notes on sheet S1 .5, for detail 3, see note #7, for details 4 & 5 see detail 3/S1 .3, for detail 6, 7 & 1 0 see note # 6 and reference bubbles on the mezzanine framing plan, for detail 8, see note #1 0. Detailed detail 15 & 17. 28. AHU-7 has been deleted. 29. The equipment now match. 30. The are no structural connections between the two structures. 31. mezz drift. = 1.63" The existing mezz lateral system consist of brace frames. Max. allowable drift is .02 H = 3.24". Thus, the min. clearance is the sq roof of (1.63A2 + 3.24A2) = 3.63". 4" clear is noted on the framing plan. ~GSSI Sttut;tuu~t t'nginuh,s Project: Genmark-TI and Mechanical Mezzanine Engineer: TZ Steel Collector Connection ( Single-plate Connection ) Beam: W 16x26 db= 15.7 tbw= 0.25 bbr= 5.5 Fy= 50 Fu= 65 Plate: ASTM A36 Fy= 36 Fu= 58 @Line 5.2 in. in. in. ksi ksi ksi ksi Loads: Ro= 9.0 kips RL= 3.4 kips Pea= 5.9 kips ( Tensile drag force) Bolt: ASTM A325-SC Dia.= in. in.2 PC-1 Sheet: ..................... . GSSI No. 15176A. Date: ....................... . Mezzanine A/SC 10 ( LRFD J Oo= 3.0 Sos= 0.763 E = 29000 ksi 7/8 0.601 40.5 ksi ( Manual Table 7-1 ) The Factored Shear Load: Ruv = (1.2+0.2Sos)Ro + 0 0Re0 + 0.5RL + 0.2Rs = 13.9 kips The Factored Axial Load: Rua= (1.2+0.2Sos)Po + 0 0Pe0 + 0.5PL + 0.2Ps = 17.7 kips Ru= (Ru/+ Ru/)°"5 = 22.5 kips 1. Determine the Bearing Strength of One Bolt on the Beam Web n= 4 (Total bolt numbers) n, = 1 (Vertical rows) 8 = tan"1( RualRuv) = 0.75 = 51.9 a a= 2.0 in. ex= 2.0 in. C= 3.26 ( Manual Table 7-7 ) rn = 2.4Futbwdba11 = 34.1 kips ( Manual Table 7-5 ) <l>R0 = C<l>r0 = 83.4 > Ru OK 2. Determine the Shear Strength of One Bolt 24.3 kips ( Manual Table 7-1 ) Shear control/sf <l>Rv = C<l>rv = 79.2 kips > OK ~GSSI Project: Genmark-TI and Mechanical Mezzanine Engineer: TZ Steel Collector Connection ( Single-plate Connection) 3. Determine the Single Plate Thickness C'= Mmax = 1.25FvAb011C' = tmax = 6Mmaxf(Fyd/) = Try: 4 11.3 457 0.53 7/8 3/8 < in. ( Manual Page 7-19 ) k-in in. " dia. bolts @ One Vertical Row in. plate thickness PC -2 Sheet: ..................... . GSSI No. 15176A. Date: ....................... . ( continued ) OK 12.0 1/4 4 in. ( Plate depth ) -in. fillet welds II PL 318 x 3112 x 12 II 4. Check Yielding of the Plate under Combined Shear and Tension For shear yielding of the plate Cl>= 1.0 Cl>Rn = Cl>0.6FyAg = Cl>0.6Fydptp ( Spec. Eqn.J4-3 ) tpv,mln = Ruvf(Cl>0.6Fydp) = 0.05 in. For tension yielding of the plate Cl>= 0.9 Cl>Rn = Cl>FyAg = Cl>Fydptp ( Spec. Eqn.J4-1 ) tpa,mln = Ruaf(Cl>Fydp) = 0.05 in. Therefore, the minimum required plate thickness is, ( 2 2 )0.5 tp,min = tpv,min + tpa,mln = 0.07 in. < OK 5. Check Net Section Rupture of the Plate under Combined Shear and Tension 8.0 For shear rupture of the plate Cl>= 0.75 Cl>Rn = Cl>0.6FuAnv = Cl>0.6Fu *8tp tv,mln = (Ruvln,)l(Cl>0.6Fu *8) = 0.067 in. PC-3 ~GSSI StruLtu,nl Cn~HH!'t.!f~ Project: Genmark-TI and Mechanical Mezzanine Engineer: TZ Sheet:. .................... . GSSI No. 15176A. Steel Collector Connection ( Single-plate Connection) For tension yielding of the plate Cl>Rn = <l>FuAa = <l>FuAn 0.85Ag= 10.2 tp Ae = UAn = 1.0An = 8.0 tp As < 0.85Ag ta,mln = (Ruafnr)/(<l>F udp) = 0.051 in. Therefore, the minimum required plate thickness is, ( 2 t 2 )0.5 ip,mln = lpv,mln + pa,mln = 0.084 in. < 6. Check Shear Rupture of the Plate 1) Investigate the failure path 1-2-3-4: For the shear force Ast= a*tp = 2.0 tp Ant= 1.5 tp Auv= 10.5 tp Anv= 7.0 tp FuAnt = 87.0 tp 0.6FuAnv= 243.6 tp 0.6FyAgv= 226.8 tp Check block shear rupture of the plate Tension rupture component Date: ....................... . ( continued ) Cl>= 0.75 OK <fJ = 0.75 ~ .,.... --4) 0 --, ,·1--_,:, : M •-+---4 : "' • I -I -© --•G:: -----~ 1,: -·, .) V' ~ (b} SINGLE PLATE Ubs = 1.0 ( Tension stress is uniform, Spec. J4.3 ) 235.4 kips/in. lpv,mln = (Ruvfn,)/(<l>Rn) = 0.059 in. ~GSSI Strur.1ural tngir.cc,r. Project: Genmark-TI and Mechanical Mezzanine Engineer: TZ Steel Collector Connection ( Single-plate Connection) For the tension force A;1= 10.5 tp An1= 7.0 tp A;v= 2.0 tp Anv= 1.5 lp FuAnt = 406.0 lp 0.6FuAnv= 52.2 tp 0.6FyAgv = 43.2 tp Check block shear rupture of the plate <f>R0 = Cf>(FuAn1Ub5+Min(0.6FyAgv, FuAnv)) Tension rupture component PC-4 Sheet: ..................... . GSSI No. 15176A . Date: ....................... . ( 9ontinued } Ubs = 1.0 ( Tension stress is uniform, Spec. J4.3 ) Cf>RoftP = 336.9 kips/in. tpv,min = (Rualnr)/(<f>Rn) = 0.053 in. The minimum required plate thickness is, t ( 2 t 2 )0.5 p,mln = tpv,mln + pa,mln = 0.079 in. < OK 2) Investigate the failure path 1-2-3-5: For the shear force, conservatively using the minimum thickness determined for path 1-2-3-4, tpv,mln = 0.059 in. For the tension force Anv= FuAnt = 0.6FuAnv = 0.6Fyl\1v= 9.0 6.0 4.0 3.0 348.0 104.4 86.4 tp tp tp tp tp tp tp ~GSSI Project: Genmark-TI and Mechanical Mezzanine Engineer: TZ Steel Collector Connection ( Single-plate Connection) Check block shear rupture of the plate <l>Rn = <l>(FuAn1Ubs+Min(0.6FyAgv, FuAnv)) Tension rupture component PC-5 Sheet: ..................... . GSSI No. 15176A. Date: ....................... . ( continued ) Ubs = 1.0 ( Tension stress is uniform, Spec. J4.3 ) <l>Rn/tp = 325.8 kips/in. tpv,mln = (Rualnr)l(<l>Rn) = 0.054 in. The minimum required plate thickness is, t ( t 2 2 )0.5 p,mln = pv,mln + tpa,mln = 0.080 in. < tp OK 7. Check the Plate for Flexure = 0.90 e= 2.0 in. @ 1-row bolts M -u-Ru/e = 27.8 k-in Fer= ((Fy • Ruafdptp )2 • 3f} )°"5 = ((Fy. Ruafdptp )2 -3(Ruvfdptp )2 )°·5 = 31.6 ksi Z= tpd//4 = 13.5 in.3 <l>Mn = <l>Fc,Z = 384.1 k-in > Mu OK 8. Check Local Buckling of the Plate The plate buckling check conservatively ignores the presence of the tension component on the connection, which may not be present at all times. where c= 12.0 2.0 in. in. ( ~GSSI S!ruttu,ul f.ngini:crn Project: Genmark-TI and Mechanical Mezzanine Engineer: TZ Steel Collector Connection ( Single-plate Connection) A= 0.187 < 0.7 Therefore, Q= 1.0 Fer= Fy Therefore, plate buckling does not control. PC-6 Sheet: ..................... . GSSI No. 15176A . Date: ....................... . ( continued ) 9. Check Block Shear Rupture of the Beam Web Investigate the failure path 1-2·3-4: CS>= 0.75 For the shear force, net shear rupture can occur on the beam web. For this limit state, lwv,mtn = Ruvf(CS>0.6Fudnot) = 0.041 in. For the tension force a'= 0.25 in. ( Beam underrun) 2" As1= 9.0 tp -r An1= 6.0 tp Asv= 3.5 tp Anv= 2.5 tp FuAnt = 390.0 tp 0.6FuAnv = 97.5 tp 0.6Fi\v= 105.0 tp Check block shear rupture of the plate cJ>R0 = CS>(FuAn1Ubs+Min(0.6FyAgv, FuAnv)) Tension rupture component 0 -I I • I T I I • I I I 0)•- I (a) BEAM WEB Ubs = 1.0 ( Tension stress is uniform, Spec. J4.3 ) 365.6 kips/in. lpv,mln = (Ruaf n,)/(CS>Rn ) = 0.048 in. The minimum required plate thickness is, ( t 2 t 2 )0.5 tp,mln = pv,mln + pa,mln = 0.063 in. < OK 8 ~) ETABS 201313.1.5 ~ .... "' .... N ... ..; .... "' "! != - 0) .., <.O .... .... ... '? z /\ ,. y ... ~ co: q: "?, 0.085 Lb. Genmark-TI & Mechanical Mezzanine.EDS 0.7 52 ... tO "' 00 ... ';J; '7 -1.166 d:J 0.2 5.2 .... ~ ---(ii,~ l 9 ! , a, I \' ,_ -2.78 cb Elevation View -5.2 Shear Force 2-2 Diagram (Dead) (kip] C6 5.2 ID "' "': tO ..... a:, ~ 2.494 d:I C.2 5.2 tO .... "' <? ;::: <'! ... 0.095 cb ,........., 7/27/2015 Roof Base iJ 0 I -...J ElMdS 201313.1.5 [ :· 07 D2 C .-5.2 52 _, ... I '" "' N "' ~ ;;; "' ,-. IX) 10 0 " N 10 ~ .., .., .., .., 0 ---------------------------~ ------------------------~ ~11!> ;;; '" "' N 10 ~ ,-. 10 ... \~ 9 "; '"I "I z >=1 " 0039 -0.472 > y Genmark-TI & Mechanical Mezzanine.EDS Elevation View-5.2 Shear Force 2-2 Diagram (Live) [kip] C.6 C.2 5.2 52 ,-. ,-. U) .. ID "' N ~ ~I ~, r r 7/27/2015 Roof Base 7J 0 I co " t • I • GEOCON INCORPORATED Gl:OTECHNICAl Project No. G1868-11-01 July 30, 2015 McFarlane Architects Incorporated 6333 Greenwich Drive, Suite 150 San Diego, California 92122 Attention: Mr. Dean Christy Subject: STRUCTURAL PLAN REVIEW GENMARK TENANT IMPROVEMENTS 2210FARADAY AVENUE CARLSBAD, CALIFORNIA References: 1. Structural Plans for Mezzanine Construction, GenMark Diagn.ostics, 2210 Faraday Avenue, Suite 120, prepared by GSSI Structural Engineers, dated July 29, 2015 (Project No. 15-150-01). 2. Update Geotechnical Report, GenMark Tenant Improvements, 2210 Faraday Avenue, prepared by Geocon Incorporated, dated July 9, 2015 (Project No. G1868- ll-01). Dear Mr. Christy: We have reviewed the referenced plans (Reference No. 1) for the subject project, specifically structural sheets Sl.1 through SS. The purpose of our review was to check whether the plans and details have been prepared in substantial conformance with the recommendations outlined in our geotechnical report (Reference No. 2). It should be understood that our review was limited to geotechnical aspects of project development and did not include review of other details on the referenced plans, structural or otherwise, that do not directly pertain to geotechnical aspects of construction. Based on our review of the project plans, it is the opinion of Geocon Incorporated that the structural plans and details have been prepared in substantial conformance with recommendations presented in the referenced geotechnical report. If you have any questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED "t"n llti.· a: · ~ames ~ RCE 79438 KAJ:JH:dmc ( e-mail) Addressee ( e-mail) GSSI Attention: Mr. Oscar Gonzalez Jfl::.-- CEG 1524 6960 Flanders Drive • Son Diego, California 92121-2974 • Telephone 858.551:1.6900 • fox 858 . .558.6159 DATE: JULY 22, 2015 JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-2147 EsGil Corporation In (l'artnersfiip witfi government for (}Jui{<fing Safety SET: I PROJECT ADDRESS: 2210 FARADAY AVENUE CJ PLAN REVIEWER CJ FILE PROJECT NAME: GENMARK DX (MECHANICAL MEZZANINE ADDITION) D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. IZ! The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. IZ! The applicant's copy of the check list has been sent to: DEAN CHRISTY D EsGil Corporation staff did not advise the applicant that the plan check has been completed. IZ! EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: DEAN Telephone#: 858-453-1150 Date contacted: 7 ,-,1,,2,, (bt:t) Email: djc@mcfarlanearchitects.com .Qwiail X Telephone\/ M Fax In Person D REMARKS: By: ALI SADRE, S.E. Enclosures: EsGil Corporation D GA ~ EJ D MB D PC 7/13 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 15-2147 JULY 22, 2015 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-2147 PROJECT ADDRESS: 2210 FARADAY AVENUE MECHANICAL MEZZ ADD= 3,100; CONSTRUCTION= V-B; SPRINKLERS= YES; STORIES= TWO; OCCUPANCY= S-1 DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 7/13 JULY 22, 2015 REVIEWED BY: ALI SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? D Yes D No 1. 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. CARLSBAD 15-2147 JULY 22, 2015 • ARCHITECTURAL 2. Please specify the total actual area of the building (i.e., new mezzanine + existing 1st & 2nd floor areas) versus allowable areas. I.e., note unlimited areas, as per Section 507.4, etc. 3. Please note on plans that all existing site items including path of travel, parking, ramps, walks, stairs, sanitary facilities, etc. are HC complying subject to field verification. 4. Please specify on floor plans, if the existing stair enclosure is rated. If so, indicate the required rating of the new door into the 1-hour stair enclosure. Sheet A10.0. 5. The layout of the HVAC equipment, as per Sheet A2.2.1, does not match that shown on Sheet S2; please clarify. 6. Show or note that the maximum effort to operate doors shall not exceed 5 pounds, with such pull or push effort being applied at right angles to hinged doors and at the center plane of sliding or folding doors. When fire doors are utilized, the maximum effort to operate the door may be increased to not exceed 15 pounds. Section 11 B-404.2.9. 7. Show or note that all hand-activated door opening hardware meets the following requirements, per Section 11 B-404.2.7: a) Latching, or locking, doors in a path of travel are operated with a single effort by lever type hardware, by panic bars, push-pull activating bars, or other hardware designed to provide passage without requiring the ability to grasp the opening hardware. b) Is to be centered ~34" but ~44" above floor. • NON-RESIDENTIAL GREEN BUILDING STANDARDS • (Additions and Alterations) 8. The California Building Standards Commission (SSC) has adopted the Green Building Standards Code which became effective January 1, 2011, and must be enforced by the local building official. The Green Building Standards apply to nonresidential additions or tenant improvements throughout California. These standards apply to nonresidential additions of 1,000 sq. ft. or larger or alterations (tenant improvements) with a value of $200,000 or more. CGC Section 301.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. 9. Waste management. Note on 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. 10. Recycling. Note on the plans that a min of 50% of construction waste is to be recycled. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1 .4. 11. Waste reduction. Note on plans that 100% of trees, stumps, rocks, and associated vegetation and soils primarily from the construction will be reused or recycled. CGC 5.408.3. CARLSBAD 15-2147 JULY 22, 2015 12. Recycling. Note on 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. 13. Documentation. Note on 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. 14. Pollutant control. Note on plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 5.504.3. 15. Pollutant control. Note on 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. 16. Pollutant control. Note on 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. 17. Pollutant control. Note on 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 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. Outdoor air quality. Note on plans that installations of HVAC, refrigeration and fire suppression systems will not contain CFC's or Halons, per CGC 5.508.1. 20. Note on 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. • STRUCTURAL 21. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report." 22. Provide a letter from the soils engineer confirming that the foundation plans have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. SDC B-F 23. Collector Design Forces . Collector elements, splices and their connections to resisting elements should be designed to resist the prescribed forces. They must also have the design strength to resist the special load combinations of Section 12.4.3 (Section 12.10.2.1). CARLSBAD 15-2147 JULY 22, 2015 24. Please specify where details 8 & 13/S5 are cross referenced on plans. 25. Where is C-3A, as called out on Sheet S2, for stairs column? 26. Please note where details 1, 2, 7, 8 & 12/S1 .4 are cross referenced on plans. Alternatively, the typical detail may be referenced on key-notes to be provided on foundation & framing plans. 27. Please indicate where details 3, 4, 5, 6, 7, 8, 10, 15, 16 & 17/S1.3 are called out on plans. 28. Please complete the weight of AHU/7 on Sheet S2. 29. The layout of the HVAC equipment, as per Sheet A2.2.1, does not match that shown on Sheet S2; please revise one or the other to match. 30. Please show connection details and references between new addition & existing 2nd story. Alternatively, show compliance with the next item. 31. Detail on the plans the seismic separation between abutting building portions, as per ASCE-7, Equation 12.12-2. Include in the calculations a justification for the separation distance per ASCE-7 Section 12.12.3 and 12.8.6. • ADDITIONAL ITEMS 32. Please submit complete P/M/E plans as related to the mechanical mezzanine matching what is shown on A2.2.1. 33. Additional corrections may be warranted, once P/M/E plans & documentations have been submitted for review and approval. • MISCELLANEOUS 34. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE, S.E. at EsGil Corporation. Thank you. ' CARLSBAD 15-2147 JULY 22, 2015 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: ALI SADRE, S.E. PLAN CHECK NO.: 15-2147 DATE: JULY 22, 2015 BUILDING ADDRESS: 2210 FARADAY AVENUE BUILDING OCCUPANCY: S-1/V-B; SPR. BUILDING AREA Valuation Reg. PORTION ( Sq. Ft.) Multiplier Mod. MECH MEZZ 3100 54.54 STAIRS 150 54.54 Air Conditioning 3100 6.03 Fire Sprinklers 3100 3.73 TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: 0 Complete Review o Other VALUE D Structural Only D Repetitive Fee 3 Repeats 0 Hourly EsGil Fee i-----!Hr.@' ($) 169,074 8,181 18,693 11,563 207,511 $1,009.461 $656.151 $565.301 Comments: lri addition to the above fee1 an additional fee of $86 is due (1 .. hour@ $86/hr.) for the CalGreen review. Valuation based on Industrial Type V-8. Sheet 1 of 1 macvalue.doc + «~ ~ C[TY OF CARLSBAD PLAN CHECK REVIEW TRANS MITT AL DATE:07-23-2015 PROJECT NAME: GENMARKDXT.I. Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID: CBlS-2147 PLAN CHECK NO: SET#: 1 ADDRESS: 2210 FARADAY AVE. SUITE #120 APN: 212-120-55-00 VALUATION: $134,299 This plan check review is complete and has been AP.PROVED by the ENGINEERING Division. · By: CG 7/23/15 A Final Inspection by the Division is required Yes I No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: DJC@MCFARLANEARCHITECTS.COM You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGIN,EERIN.G FIRE PREVENTION· 760-602-4610 760-602~2750 760-60:2-4665 Chris Sexton ./ Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christogher.Glassen@carlsbadca.gov Gregory. Ryan@ca rlsba dca .gov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: --~ ~ «, Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ~ CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL ENGINEERING Plan Check for C815-2147 Date:07-23-2015 Project Address: 2210 FARADAY AVE. SUITE #120 APN: 212-120-55-00 Project Description: NEW 3,100 INTERIOR MEZEQUIPMENT MEZZANINE Valuation: $134,299 ENGINEERING Contact : CHRIS GLASSEN Phone: 760-602-2784 Email: Christopher.Glassen@carlsbadca.gov Fax: 760-602-1052 ~] RESIDENTIAL INTERIOR RESIDENTIAL ADDITION MINOR (<$20,000.00) CARLSBAD PREMIER OUTLETS OTHER: GYM Gl] TENANT IMPROVEMENT ' --1 PLAZA CAMINO REAL COMPLETE OFFICE BUILDING r ··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-.. , OFFICIAL USE ONLY . ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY: CG 7/23/15 DATE: 07-23-2015 REMARKS: ADDED SQUARE FOOTAGE, INTENSIFICATION OF USE-IMPACT FEES HAVE BEEN ADDED TO THE BUILDING PERMIT. Notification of Engineering APPROVAL has been sent to DJC@MCFARLANEARCHITECTS.COM via EMAIL on 07-23-2015 -··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-·' E-36 Page 1 of 1 REV 4/30/11 212-120-55-00 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: CG Date: 07-23-2015 GEO DATA: LFMZ: / B&T: Address: 2210 FARADAY AVE. SUITE #120 Bldg. Permit#: CB15-2147 Fees Update by: Date: 07-23-2015 Fees Update by: Date: 07-23-20H EDU CALCULATIONS: List types and square footages for all uses. Types of Use: WAREHOUSE Sq.Ft/Units 3,100 Types of Use: Sq.Ft/Units Types of Use: Sq.Ft/Units Types of Use: Sq.Ft./Units AbT CALCULATIONS: List types and square footar;e r a uses. Types of Use: WAREHOUSE Sq.Ft./Unit 3,100 ·~ Types of Use: Sq.Ft/Units ~ 'J}t;YJ Types of Use: Sq.Ft.JU nits Types of Use: Sq.Ft/Units FEES REQUIRED: EDU's: .62 EDU's: EDU's: EDU's: ADT's: 1$.6 Ct;. ADT's: / ADT's: ADT's: Within CFO: YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) · NO 1. PARK-IN-LIEU FEE: ·NW QUADRANT ! __ :NE QUADRANT l~~;SE QUADARANT i. ::SW QUADRANT ADT'S/UNITS: 6 1 x FEE/ADT: 1 =$ o 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: 1~ IX FEE/ADT: $124 I=$~ 7YL/ [Z] 3. BRIDGE & THOROUGHFAREiEE: C~; DIST. #1 c.-=:1O1sT.#2 ; · ·:oisT.#3 ADT'S/UNITS: ~ FEE/ADT: 1=$ D 4. FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: I X FEE/SQ.FT./UNIT: 5. SEWER FEE EDU's .62 BENEFIT AREA: F EDU's .62 6. DRAINAGE FEES: ACRES: 7. POTABLE WATER FEES: I X FEE/EDU: $842 1x FEE/EDU: $3.269 PLDA: HIGH ' 1x FEE/AC: I=$ I=$ s22.04 I =$ 202s.18 .MEDIUM .LOW I=$ UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL D [ZJ [ZJ D .... , ~. ¥ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL DATE: 07/30/2015 PROJECT NAME: GENOptix PLAN CK NO: SET#: 2/1 ADDRESS: 2210 Faraday Av BUILDING DEP'·t Conee,ttvft Economic Development Oepartment 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECTID:CB152147 APN: L8J This plan check review is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division is required IZI Yes D No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: - PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 D Chris Sexton D [Z] Greg Ryan 760-602-4624 760-602-4663 Chris.Sexton@carlsbadca.gov Gregory.R~an@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cvnthia. Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Carlsbad Fire Department Plan Review Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: TI , INDUST 07-30-2015 DEAN CHRISTY 6333 GREENWICH DR -STE 150 SAN DIEGO CA 92122-5982 CB152147 GENMARK -TENANT IMPROVEMENT 2210 FARADAY AV CBAD Please review carefully all comments attached. Conditions: CITY OF CARLSBAD FIRE DEPARTMENT -APPROVED: .BUILDING DEP'f~ COPY Reviewed by: ¼ A}al( THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 07/30/2015 By: GR Action: AP RECOMMENDED APPROVAL Daryl K. James & Associates, Inc. APPLICANT NAME: Dean Christy (Primary Contact) BLDG, DEPT copy Page: 1 of 1 Checked By: Robert Salgado Plan Check Date: 712212015 (858)453-1150, djc@mcfarlanearchitects.com JURISDICTION: Carlsbad Fire Department, Fire Prevention PROJECT NAME: GenMark Dx PROJECT ADDRESS: 2210 Faraday Avenue, Carlsbad PROJECT DESCRIPTION: CB152147 -The GenMark Dx project consists of the following: Construction of a new 3,100 SQ/FT. mezzanine for HVAC equipment. This building permit application is for architectural and structural only. Mechanical, electrical, and plumbing (MEP) systems are not in the scope of this contract (N.1.C.). Fire Alarm and Sprinkler systems will be submitted separately as deferred submittal items. This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department applicable to the scope of work. 1 «~;>\ ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 DATE: 7-13-15 PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov PLAN CHECK NO: CB 15-214 7 SET#: 1 ADDRESS: 2210 Faraday Av APN: 212-120-55-00 [g] This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required D Yes lZ! No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 ~ Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Ch ristogher. Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D ValRay Marshall D Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D Linda Ontiveros D Dominic Fieri 760-602-2773 760-602-4664 Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: OFFICE USE ONLY SAN DIEGO REGIONAL RECORDID# _________ --1 HHMBP# __________ .....,i HAZARDOUS MATERIALS QUESTIONNAIRE BP DATE __ .:../ __ .___~, Clinical Micro Sensor:s, Inc., D.BA Genmark Diagnostics, inc. Projec;:t Address Business Contact Sa_manth.a Cnua State Telephone# 760-579-4786 Zip Code APN# 2210 Faraday Ave, Suite 120 City Carlsb;id CA 92008 212-120-55-00 Mailing Address 5(164 La Place Court Project Contact Dean Petersen City Carlsbad State CA Zip Code Plan File# 92008 Telephone# 619-238-0361 The following questions represent tlfe facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by circling the item, whethe.r your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. • . .p.+- Occupancy Rating: {3 Facility's Square Footage (including proposed project): ;2.t{ 7 0 C ? 1, Explosive or Blasting Agents 5 Organic Perqxides 9. Water Reaclives @corrosives <§;; Compressed Gases . ~xidizers . ("1]5 ~ryogenics @lammable/Combustible Liquids Y.Pyrophorics c::rc:, Highly Toxic or Toxic Materials 14. Other Health Hazards 15. None ofThese. 4. Flammable Solids 8. Unstable Reactives 12. Radioaclives PART II: SAN DIEGO ·COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION {HMO): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123. Call (858) 505-6700 prior to·the issu,mce of a building permit. • FEES ARE REQUIRED. Project Completion Date:~¾'// 6 l;xpected Date of Occupancy: 3/1/ /i b YES NO (for hew construction or remodeling projects) 1. 1Z1 D Is your business listed on the reverse side of this form? (check all that apply). · 2. IZI D Will your business cjispose of Hazardous Substances or Medical Waste in any amount? 3. IZI D Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 4. 5. 6. 7. 8. IZI D IZl D D pounds .and/or 200 cul;>ic feet? D Will your"business store or handle carcinogens/reprod!,Jctive toxins in ahy quantity? IZI Will your business use an existing or install an underground storage tank? D WiJI yow business store or handle Regulated Substances (CalARP)? IZI Will your business use or install a Hazardous Waste Tank System (Title 22, Article 1 O)? 1Z1 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). 0 CalARP Exempt I Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO ,COUNTY AIR POLLUTION CONTROL DISTRICT {APCD): If the answer to Question #1 below is no or the answer to any of the Questio.ns #2-5 is yes, applicant must contact the APCD at 10124 Old Grove-Road, San Oiego, CA 92131-1649 or telephone (858) 586-2600 prior to the issuance of .a building or demolition permit. If the a.nswer to questions #4 or #5 is yes, applicant must also submit an asbestos notification form to the APCD at least 1 o working days prior to commencing demolition or renovation. (Some residential projects may be exempt from the notification requirements. Contact the APCD for more information:) YES NO 1. 1Z1 D Has a survey been performed to determine the presence of Asbestos Containing Materials? 2. D IZl Will the subject facility ot construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the · APCD fa.ctsheet at http://www.sdapcd.org/info/facts/perrnits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APGD if you have any questions). 3. D IZI (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Search the California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district). 4. D 1Z1 Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? 5. D IZl Will there be demolition involvin the removal of a load su ortin structural member? Briefly describe business activities: Briefly describe proposed project: Biotechnology research and development cind m~mufacturing Construction of mechanical mezzanine and biotechnology manufacturing space I declare under penalty of perjury that to the best of my knowledge and belief t e Sa_manlha Chua 01101 I /5 Name of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:. _____________________________ _ BY· DATE· I I -- EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD* APC[) COUNTY-HMO APCD COUNTY-HMD APCD ----.. *A stamp m !hrs box only exempts businesses from completing or updating a Hazardous Matenals Business Plan. Other permitting requrrements may still apply. HM-917I (03/14) County of San Diego -DEH -Hazardous Materials Division «~ ~ CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: )( Building Permit CJ Right-of-Way Permit [J My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Electrical Fire Additional FireAlann Fixed Systems Mechanical Mobile Home Plumbing Water Discharge Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria Cl My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the •no threat" assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. Tier {?Low Threat Asseflment Criteria . J\ My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project -meets one or more of the following criteria: • Results in some soil disturbance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 -Moderate Threat Assessment Criteria Cl My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: • Project requires a grading plan pursuantto the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, • Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • Disturbed area is located along or within 30 feet of a storm drain inlet an open drainage channel or watercourse, and/or • Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Tier 3 • Significant Threat Asseflment Criteria Cl My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpifing, pavement removal, refueHng and maintenance areas: and/or Cl My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueHng and maintenance areas: or, Cl My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I certify to the best of my knowledge that the above checked statements are true and co"ect. I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards. *The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP lier Level is warranted. B-24 Project Address: ~ 2 1{) rAilA-·t?~ Owner/Owne(s Authorized Agent Name: 1Jt;7'/r1 c/{/1-ls rt Page 1 of 1 Tille: Date: Project ID: Rev.03/09 «~ ~ CITY OF PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Building@carlsbadca.gov CARLSBAD B-18 Project Address: '2 'Z I O F/t/llliJlr'1 ,1rl7Permit No.: ~th?: l-2.n lnfonnatlon provided below refeilrio wom oetng done on the above mentioned pennlt only. This form must be completed and returned to the Building Division before the permit can be issued. Building Dept. Fax: (760) 602-8558 Number of ne\.V·or relocated fixtures, traps, or floor drains ....................................................... _f!!___ Ne\.V building 58\.Ver line? ......................................................................................... Yes No~ Number of ne\.V roof drains? ............................................................................................................... __ff.__ Install/alter water line?......................................................................................................................... µe, Number of ne\.V water heaters? ......................................................................................................... --!!::- Number of ne\.V, relocated or replaced gas outlets? .................................................................... _:.1f_ Number of new hose bibs? .................................................................................................................. Z Residential Permits: N8'.V/expanded service: Number of new amps: Minor Remodel only: Yes_ No Commerdal/lndustrlal: Tenant Improvement: Number of existing amps involved in this project: Number of new amps Involved In this project: New Construdlon: Amps per Panel: Single Phase ............................................................... Number of new amperes ______ """,d'--,----7 Three Phase. ................................................................ Number of new amperes ______ "'~=-----,~ Three Phase 480 ........................................................ Number of new amperes ______ ....,"'E._ ____ _ • Number of ne\.V furnaces, A/C, or heat pumps?............................................................................ /J( New or relocated duct wor~? .......................................................................... Yes______ No ~ Number of new fireplaces? .... ,_.,,_,.,_.,_., __ .,_,,_.,_.,_,,_,, __ ,.,_,,,_.,_.,_,.,_,.,,_.,_,_ ~ Number of ne\AI exhaust fans? ........................................................................................................... . Relocate/Install vent? ............................................................................................................................ ~ Number of ne\.V exhaust hoods? ........................................................................................................ X Number of ne\.V boilers or compressors? ........................................................... Number of HP _,_ B-18 Page 1 of 1 Rev. 03/09 • SEE MORE STRUCTURAL CALCS IN REVISONS ( ( ~GSSI Struc;tu,af Lngincbra: Project: Genmark-TI and Mechanical Mezzanine Engineer: TZ Steel Collector Connection ( Single-plate Connection) Beam: W 16x26 @Line 5.2 Loads: db= 15.7 in. Ro= 9.0 kips tbw= 0.25 in. RL= 3.4 kips bb,= 5.5 in. PEQ= 5.9 kips Fy= 50 ksi ( Tensile drag force) Fu= 65 ksi Plate: ASTM A36 Bolt: ASTM A325-SC Fy= 36 ksi Dia.= 7/8 in. Fu= 58 ksi in.2 PC -1 Sheet: ..................... . GSSI No. 15176A . Date: ....................... . Mezzanine A/SC 10 (LRFD) no= 3.0 Sos= 0.763 E = 29000 ksi The Factored Shear Load: Ruv = (1.2+0.2Sos)Ro + noREQ + 0.5RL + 0.2Rs 0.601 40.5 ksi ( Manual Tab/RttCEIVED AUG 12 ?(H~ = 13.9 kips The Factored Axial Load: ~w•~ Rua= (1.2+0.2Sos)Po + noPEQ + 0.5PL + 0.2Ps = 17.7 kips Ru= (Ru/+ Ru/)°"5 = 22.5 kips AUh l t ;·~,~ CITY or= CAR. ~SAO BUILD!f\~G DiVISION 1. Determine the Bearing Strength of One Bolt on the Beam Web n= 4 = 51.9 a= 2.0 ex= 2.0 C= 3.26 rn = 2,4Futbwdbolt = 34.1 ¢1Rn = C¢1rn = 83.4 2. Determine the Shear Strength of One Bolt 24.3 79.2 (Total bolt numbers) n, = 1 (Vertical rows) 0 in. in. ( Manual Table 7-7 ) kips ( Manual Table 7-5 ) > Ru OK kips ( Manual Table 7-1 ) Shear controlls! kips > OK (_ ( ~GSSI Project: Genmark-TI and Mechanical Mezzanine Engineer: TZ Steel Collector Connection ( Single-plate Connection) 3. Determine the Single Plate Thickness C'= Mmax = 1.25FvAboltC' = lmax = 6Mmaxf(Fyd/) = Try: 4 11.3 457 0.53 7/8 3/8 < in. ( Manual Page 7-19 ) k-in in. " dia. bolts @ One Vertical Row in. plate thickness PC-2 Sheet: .................. : .. . GSSI No. 15176A. Date: ....................... . ( continued ) OK 12.0 1/4 4 in. ( Plate depth ) -in. fillet welds II PL 3/8 x 3112 x 12 II 4. Check Yielding of the Plate under Combined Shear and Tension For shear yielding of the plate = 1.0 <l>Rn = <l>0.6FyAg = <l>0.6Fydptp ( Spec. Eqn.J4-3 ) tpv,mln = Ruvf{<l>0.6Fydp} = 0.05 in. For tension yielding of the plate Cl>= 0.9 <l>R0 = Cl>FyAg = Cl>Fydptp ( Spec. Eqn.J4-1 ) tpa,mln = Ruaf(<l>Fydp) = 0.05 in. Therefore, the minimum required plate thickness is, t ( t 2 t 2 )0.5 p,min = pv,mln + pa.min = 0.07 in. < OK 5. Check Net Section Rupture of the Plate under Combined Shear and Tension 8.0 For shear rupture of the plate Cl>= 0.75 <l>R0 = Cl>0.6FuAnv = <l>0.6Fu *8tp iv.min= (Ruvfn,)/(<l>0.6F/8) = 0.067 in. ( PC-3 ~GSSI Project: Genmark-TI and Mechanical Mezzanine Engineer: TZ Sheet: ..................... . GSSI No. 15176A. Steel Collector Connection ( Single-plate Connection) For tension yielding of the plate 4>Rn = 4>FuAe = 4>FuAn 0.85Ag = 10.2 tp Ae = UAn = 1.0An = 8.0 tp Ao < 0.85Ag ta,mln = (Ruafnr)/(4>Fudp) = 0.051 jn. Therefore, the minimum required plate thickness is, t ( t 2 t 2 ,o.s p,mrn = pv,mln + pa,mfn = 0.084 in. < 6. Check Shear Rupture of the Plate 1) Investigate the failure path 1-2-3-4: For the shear force AgI = a*tp = 2.0 tp An1= 1.5 tp Aov= 10.5 tp Anv= 7.0 tp FuAnt = 87.0 tp 0.6FuAnv = 243.6 tp 0.6FyAgv = 226.8 tp Check block shear rupture of the plate Tension rupture component Date: ....................... . ( continued ) 4> = 0.75 OK 4> = 0.75 ~ ..... ---.!>..' 0 --• 2]--->i-1-'-' I I I •-+-----'t. I I I •· i ~ 0 --•0:: ----- 0 , -·,) ~ (b) SINGLE PLATE Ubs = 1.0 ( Tension stress is uniform, Spec. J4.3 ) 4>Rn/tp = 235.4 kips/in. lpv,mln = (Ruvfnr)/(4>Rn) = 0.059 in. ~GSSI Strur.1u,al [ngir.t:crr. Project: Genmark-TI and Mechanical Mezzanine Engineer: TZ Steel Collector Connection ( Single-plate Connection) For the tension force Ast= 10.5 tp An1= 7.0 lp Asv= 2.0 tp Anv= 1.5 tp FuAnt = 406.0 lp 0.6FuAnv = 52.2 tp 0.6Fy.Agv = 43.2 tp Check block shear rupture of the plate <l>R0 = <l>(FuAn1Ub5+Min(0.6FyAgv, FuAnvH· Tension rupture component PC-4 Sheet: ..................... . GSSI No. 15176A . Date: ....................... . ( continued ) Ubs = 1.0 ( Tension stress is uniform, Spec. J4.3 ) Cl>R,/tp = 336.9 kips/in. tpv,min = (Ruaf nr)/(<l>Rn) = 0.053 in. The minimum required plate thickness is, t (t 2 2)0.5 p,mln = pv,mln + tpa,mln = 0.079 in. < OK 2) Investigate the failure path 1-2-3-5: For the shear force, conservatively using the minimum thickness determined for path 1-2-3-4, tpv,mln = 0.059 in. For the tension force FuAnt = 0.6fuAnv = 0.6Fy.Agv = 9.0 6.0 4.0 3.0 348.0 104.4 86.4 tp tp tp tp tp tp tp ( ~GSSI Stiur.tur:il tngir.tH.:t!I Project: Genmark-TI and Mechanical Mezzanine Engineer: TZ Steel Collector Connection ( Single-plate Connection) Check block shear rupture of the plate Cl>Rn = Cl>(FuAntUbs+Min(0.6FyAgv, FuAnv)) Tension rupture component PC-5 Sheet: ..................... . GSSI No. 15176A. Date: ....................... . ( continued ) Ubs = 1.0 ( Tension stress is uniform, Spec. J4.3 ) Cl>Rn/tp = 325.8 kips/in. tpv,mln = (Ruafnr)/(Cl>Rn) = 0.054 in. The minimum required plate thickness is, t (t 2 2)0.5 p,mln = pv,min + tpa,mln = 0.080 in. < tp OK 7. Check the Plate for Flexure Cl>= 0.90 e= 2.0 in. @ 1-row bolts Mu= Ru/e = 27.8 k-in Fer= ((Fy • Ruafdptp )2 • 3f/ )0•5 = ((Fy • RuafdPtP )2 • 3(Ruv/dptp )2 }°"5 = 31.6 ksi Z= tpd//4 = 13.5 in.3 Cl>Mn = Cl>FcrZ = 384.1 k-in > Mu OK 8. Check Local Buckling of the Plate The plate buckling check conservatively ignores the presence of the tension component on the connection, which may not be present at all times. where c= 12.0 2.0 in. in. ( ~GSSI Project: Genmark-TI and Mechanical Mezzanine Engineer: TZ Steel Collector Connection ( Single-plate Connection) A= 0.187 < 0.7 Therefore, Q= 1.0 Fer= Fy Therefore, plate buckling does not control. 9. Check Block Shear Rupture of the Beam Web Investigate the failure path 1-2-3-4: = 0.75 PC-6 Sheet: ..................... . GSSI No. 15176A . Date: ....................... . ( continued ) For the shear force, net shear rupture can occur on the beam web. For this limit state, lwv,mfn = Ruvf(<l>0.6Fudnet} = 0.041 in. For the tension force a'= 0.25 in. ( Beam underrun) ,¾1= 9.0 tp Ant= 6.0 tp Asv= 3.5 tp Anv= 2.5 tp FuAnt = 390.0 tp 0.6FuAnv = 97.5 tp 0.6FyAgv = 105.0 tp Check block shear rupture of the plate ct>Rn = <l>(FuAntUbs+Min(0.6FvAev• FuAnvH Tension rupture component 2" -r 0 -I 0 I I • I ·-=-I I • I I @•-,--. \~) (a) BEAM WEB Ubs = 1.0 ( Tension stress is uniform, Spec. J4.3 ) 365.6 kips/in. lpv,mfn = (Ruaf nr)/(<l>Rn) = 0.048 in. The minimum required plate thickness is, ( 2 2 )0.5 tp,mln = lpv,mfn + tpa,mfn = 0.063 in. < OK " ETABS 201313.1.5 '"" "' "! .... .... "': M .... co "! 1: 7 0, ;;; ,,; .... .... "': "I z A ;,-y ..,. o'i .... :g If 0.085 &. Genmark-Tl & Mechanical Mezzanine.EDB .-· D.7 0.2 5.2 5.2 ..,. .... tD "' "' q ,.; 0, --~-------------~--- /ii .... .... 0, 1"! ti ' Cl I' -· -1.166 -2.78 cb Elevation View -5.2 Shear Force 2-2 Diagram (Dead) (kip] C6 C.2 5.2 5.2 ID "' CJ) .... "': "' "' ,.; "' ,:: "? ~ ";- 2,494 t -~ 7/27/2015 Roof Base '"O 0 I -...J -, ElMdS 201313.1.5 E ·7 07 0.2 s :, 5.2 5.2 ' ai "' "' "' 1g ;;; "' .... ., <D "' 0 .... "' 0 ~ .., .., .., M --------------------------------•-------------------------~,b, ~ ai ID "' "' :;i .... .... \i 9 "; <"i <'/ z ·"1 " 0039 -0.472 '> y Genmark-TI & Mechanical Mezzanine.EDS Elevation View-5.2 Shear Force 2-2 Diagram (Live) [kip] C.6 C.2 5.2 5.2 .... .... "' ., "' "' "' ~ ;1 ~I r r -- 7/27/2015 Roof Base -u 0 I CX) GEOCON INCORPORATED GEOTECHNlCA c~ -~- . ATERIALS ~ Project No. G1868-11-01 July 30, 2015 McFarlane Architects Incorporated 6333 Greenwich Drive, Suite 150 San Diego, California 92122 Attention: Mr. Dean Christy Subject: STRUCTURAL PLAN REVIEW GENMARK TENANT IMPROVEMENTS 2210FARADAY AVENUE CARLSBAD, CALIFORNIA RECEIVED AUG 12 2015 CITY OF CARLSBAD BUILDING DIVISION References: 1. Structural Plans for Mezzanine Construction, GenMark Diagnostics, 2210 Faraday Avenue, Suite 120, prepared by GSSI Structural Engineers, dated July 29, 2015 (Project No. 15-150-01). 2. Update Geotechnical Report, GenMark Tenant Improvements, 2210 Faraday Avenue, prepared by Geocon Incorporated, dated July 9, 2015 (Project No. G1868- 11-01). Dear Mr. Christy: We have reviewed the referenced plans (Reference No. 1) for the subject project, specifically structural sheets Sl.1 through S5. The purpose of our review was to check whether the plans and details have been prepared in substantial conformance with the recommendations outlined in our geotechnical report (Reference No. 2). It should be understood that our review was limited to geotechnical aspects of project development and did not include review of other details on the referenced plans, structural or otherwise, that do not directly pertain to geotechnical aspects of construction. Based on our review of the project plans, it is the opinion of Geocon Incorporated that the structural plans and details have been prepared in substantial conformance with recommendations presented in the referenced geotechnical report. If you have any questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED ~am~'~ RCE 79438 KAJ:JH:dmc ( e-mail) Addressee ( e-mail) GSSI Attention: Mr. Oscar Gonzalez 6960 Flanders Drive • Son Diego, California 92121-297.d • Telephone 858.55B.6900 • Fax 858.558.6159 Cf-)\~~ Zl41- 7 -to -IS-dwnu-+o z..·o<i\ ~Jh Shu~ -1.~ils) ~ -tD ~J \J\0--C'\ b plOJ'Vl~, FLXi!..--\-o ~ ,-\::.-\1:) 'Plo..n i-a A s~<::,'"o~ 7 -2 4-\~ _ ~ @, FC. !)31 /ts OM ti-It--utj-II cl FG &,Wkt// ~ fJC(L o· \:J-1 s-~ P-ryN &-20-\ ~ -=c.. --,·------ n·, -~- --.· Final Inspection required by: 0 Plan · D CM&I O Fire D SW ~P< DISSUED Approved Date BUILDING R.1n.1\ PLANNING ·7-I~-I~ ENGINEERING 7-23-IS FIRE Exped(te7 y )N 7 )'Vv)r 5" DIGITAL FILES Reauired7 y N , HazMat APCD Health Forms/Fees Sent Re~'d Encina Fire HazHealthAPCD . I PE&M f K'/(3/ll' School Sewer . Stormwater Special Inspection CFO: Y (!:;)_ · LandUse: Density: lmpArea: FY: Annex: ;-.... PFF: y l{°Nj Comments Date Date Date Building 7-2.Z.-IS Planning Engineering Fire Need? I Dev. By cs r 1., ·0A Due? By y N y N y N y N y N y N y N y N Factor. Date ODone Doane ODone ODone City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 09-08-2015 Plan Check Revision Permit No:PCR15075 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: 2210 FARADAY AV CBAD St: 120 PCR Lot#: 0 2121205500 $0.00 Construction Type: 58 Status: Applied: Entered By: Plan Approved: Issued: Project Title: GENMARK: REVISE STRUCTURAL Inspect Area: STEEL FRAMING & EQUIPMENT LAYOUT FOR FUTURE HVAC EQUIPMENT -NO CHANGE TO MEZZANINE LOCATION, AREA, OR MEANS OF EGRESS Applicant: DEAN CHRISTY-MCFARLANE ARCHITECTS STE 150 6333 GREENWICH DR SAN DIEGO CA 92122-5982 858-453-1150 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Owner: P R E F RESEARCH CENTER L L C 4370 LA JOLLA VILLAGE DR #640 SAN DIEGO CA 92122 $362.50 $0.00 $0.00 Total Fees: $362.50 Total Payments To Date: $362.50 Balance Due: ISSUED 08/27/2015 SLE 09/08/2015 09/08/2015 Inspector: FINAL APPROVAL Date: Clearance: _____ _ $0.00 N011CE: Please take NOTICE that approval of your project includes the "lrrposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this pemit was issued to protest irrposition of these fees/exactions. If you protest them, you rrust follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required inforrration Wth the City Manager for processing in acmrdance Wth Carlsbad Municipal Code Section 3.32.030. Failure to tirrely follow that procedure WII bar any subsequent legal action to attack, review, set aside, void, or annul their irrposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and 5e'Aer connection fees and capacity changes, nor planning, zoning, grading or other sinilar application processing or service fees in connection Wth this project. NOR DOES IT APPLY to any fees/exactions of Wlich vou have nreviouslv been niven a N011CE sinilar to this or as to Wlich the statute of linitations has nreviouslv other'Mse exoired. Ccityof Carlsbad PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No.~ {'5075 Original Plan Check No. CB152147 Project Address 221 0 Faraday Ave. Suite 120 Date neo....n c.rir-i':rh..J Contact fv1cFarlane Architects Ph (858) 453-1150 Fax (858) 453-1911 Email djc@mcfarlanearchitects.com Contact Address 6333 Greenwich Dr. Suite 150 City San Diego Zip 92122 General Scope of Work Foundation and Frame for Mechanical Equipment Mezzanine in existing Tl Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: 0 Plans ! ti' I Calculations D Soils D Energy D Other 2. 3. 4. Describe revisions in detail List page(s) where List revised sheets each revision is that replace shown existing sheets Revised structural steel framing and equipment pad layout for future A2.2.1 A2.2.1 HVAC equipment. (HVAC equipment to be part of a future Tenant S2 S2 Improvement project under a separate permit.) Revised submittal required due to changes in equipment pad layout and sizes. No other changes to the previous submittal. No change to proposed mezzanine location, mezzanine area or means of egress. Changes to the permitted plans are clouded and identified with Revision Delta 2. 5. Does this revision, in any way, alter the exterior of the project? 0 Yes 0 No 6. Does this revision add ANY new floor area(sj? D Yes 0 No 7. Does this revision affect any fire related issues? 0 Yes 0 No 8. No Ph: 7 60-602-27 J 9 m: 7 60-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov ·l DATE: SEPT.01,2015 JURISDICTION: CARLSBAD EsGil Co.;rporation In (J!artnersliip witli qovernment for (J3uifaing Safety, D PLAt•LJ3J;V.l'EWER D FILE&wb~l#"'' PLAN CHECK NO.: 15-2147 (REV. #1) -NEW PCR #15-075 _ SET: I PROJECT ADDRESS: 2210 FARADAY AVENUE PROJECT NIAME: GENMARK DX (MECHANICAL MEZZANINE ADDITION) [;8J The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: DEAN CHRISTY l:8J EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: DEAN Telephone#: 858-453-1150 Date contacted: (by: ) Email: djc@mcfarlanearchitects.com Mail Telephone Fax In Person [;8J REMARKS: Revisions to the equipment pads layout and structural revisions to match. [Sheets A2.2.1 & S2 are affected & supplemental structural calculations are submitted]. By: ALI SADRE, S.E. EncJosures: EsGil Corporation 0 GA O EJ O MB [J PC 8/31 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 15-2147 (REV. #1) -NEW PCR #15-075 -SEPT.01,2015 [DO NOT PAY -THIS JS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-2147 (REV. #1) -NEW PCR #15-075 PREPARED BY: ALI SADRE, S.E. DATE: SEPT.01,2015 BUILDING ADDRESS: 2210 FARADAY AVENUE BUILDING OCCUPANCY: S-1/V-B; SPR. BUILDING PORTION plan revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: D Repetitive Fee 3 Repeats • Based on hourly rate Comments: D AREA Valuation ( Sq. Ft.) Multiplier By Ordinance ... 1 Complete Review D Other Hourly 0 EsGil Fee Reg. VALUE Mod. o Structural Only ____ 2_.---151 Hrs. @ • $116.00_ ($) $362.501 $290.00! Sheet 1 of 1 macvalue.doc + Shay Even From: Sent: To: Subject: Dean Christy, Z2...\ 0 F0-rn~y Av~ 1 \20 J Christina Wilson Tuesday, September 01, 2015 5:29 PM DJC@MCFARLANEARCHITECTS.COM; Building PCR15075 GenMark DX PCR15075 GenMark DX does not require a review from Carlsbad Fire Department per Fire Marshal Randy Metz. Thank you, Chris (cityof Carlsbad Christina Wilson Fire Prevention Secretary City of Carlsbad 1635 Faraday Ave. Carlsbad, CA 92008-7314 www .ca rlsbadca .gov P 760-602-4665 phone I F 760-602-8561 1 " 8-<:.,7-15 owrur m ¾\.,\ ~C-6 15 ~-av, 9 - i::-~ tu Fi_re_J Cd:y @. Fe_ 'n-ffuJ-~J/- Final Inspection required by: 0 Plan O CM&I D Fire D SW DISSUED I DCV. 1/ J fi 5 (Arr ~ltl~ ~ dF(!__ Approved Date By BUILDING Cf) II//.<;' A.r PLANNING -- ENGINEERING f.Fs/1:s -T. FIRE Expedite? y N I\ \0 '{J ~ DIGITAL FILES Required? y N HazMat APCD Health Forms/Fees Sent Rec'd Due? By Encina y N Fire y N HazHealthAPCD y N PE&M y N School y N Sewer . y N Stormwater y N Special Inspection y N CFO: y N LandUse:· Density:· lmpArea: FY: Annex: Factor: PFF: y N Comments Date Date Date Date Building_ Planning Engineering Fire Need? DOone ODone OOone ODone City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 12-08-2015 Plan Check Revision Permit No:PCR15127 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: DEAN CHRISTY 858-453-1150 Building Inspection Request Line (760) 602-2725 2210 FARADAY AV CBAD PCR Lot#: 0 2121205500 $0.00 CB152147 Construction Type: NEW Status: Applied: Entered By: Plan Approved: Issued: GENMARK=REVISED STRUCT STEEL Inspect Area: FRAMING AND EQUIP PAD LAYOUT FOR FUTURE HVAC (AT Tl} Owner: P R E F RESEARCH CENTER L L C 4370 LA JOLLA VILLAGE DR #640 SAN DIEGO CA 92122 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $362.50 $0.00 $0.00 Total Fees: $362.50 Total Payments To Date: $362.50 Balance Due: ISSUED 11/20/2015 LSM 12/08/2015 12/08/2015 Inspector: FINAL APPROVAL Date: Clearance: _____ _ $0.00 NOllCE: Please take NOTICE that approval of your project includes the "lrrposition" of fees, dedications, reservations, or other exactions hereafter CXJllectively referred to as "fees/exactions." You have 00 days from the date this pemit was issued to protest irrposition of these fees/exactions. If you protest them, you rrust follow the protest procedures set forth in Governrrent Code Section 66020(a), and file the protest and any other required infonration wth the Oty tvlanager for processing in acoordance wth Carlsbad Municipal Code Section 3.32.030. Failure to tirrely follow that procedure wll bar any subsequent legal action to attack, review, set aside, void, or annul their irrposition. You are hereby FURTI-lER NOllREDthat your right to protest the specified fees/exactions DOES NOT J.IPPL Y to water and sev,er oonnection fees and capacity changes, nor planning, zoning, grading or other sinilar application processing or service fees in oonnection wth this prtject. NOR DOES IT J.IPPL Y to any fees/exactions of IMlich vou have nreviouslv been niven a NOllCE sinilar to this or as to 1M1ich the statute of linitations has nreviouslv other\Mse i>vnired. Ctityof Carlsbad PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. fc.,{c. l -S \ :l. 7 Project Address 2210 Faraday Ave. Suite 120 Original Plan Check No. CB152147 Date Contact McFarlane Architects Oea.n C.hrl~ Ph (858) 453-1150 Fax (858) 453-1911 Email djc@mcfarlanearchitects.com Contact Address 6333 Greenwich Dr. Suite 150 City San Diego Zip 92122 General Scope of Work Foundation and Frame for Mechanical Equipment Mezzanine in existing Tl Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: 0 Plans 0 Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page(s) where each revision is shown Revised structural steel framing and equipment pad layout for future A2.2.1 HVAC equipment. (HVAC equipment to be part of a future Tenant S2 Improvement project under a separate permit.) Revised submittal required due to changes in equipment pad layout and sizes. No other changes to the previous submittal. No change to proposed mezzanine location, mezzanine area or means of egress. Changes to the permitted plans are clouded and identified with Revision Delta 3. 5. Does this revision, in any way, alter the exterior of the project? D Yes 6. Does this revision add ANY new floor area(sJ? D Yes 0 No 7. Does this revision affect any fire related issues? D Yes @No 8. No 4. List revised sheets that replace existinq sheets A2.2.1 S2 @No 1635 Faraday Avenue, Carlsbad, CA 92008 : 7 60-602-2719 fax: 7 60-602-8558 .Ema.it building@carlsbadca.gov www.carlsbadca.gov Ccityof Carlsbad PLAN CHECK REVISION APPLICATION Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov B-15 ~ L ~-/ 1)-0-5'-- Plan Check Revision No. .p~ l -S \ ;l. 7 Project Address 2210 Faraday Ave. Suite 120 0riginal Plan Check No. CB152147 Contact McFarlane Architects 0~ Chr1.~ Email djc@mcfarlanearchitects.com Ph (858) 453-1150 Contact Address 6333 Greenwich Dr. Suite 150 Date Fax (858) 453-1911 City San Diego Zip 92122 General Scope of Work Foundation and Frame for Mechanical Equipment Mezzanine in existing Tl Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: 0 Plans 0 Calculations D Soils D Energy D Other 2. 3. 4. Describe revisions in detail List page(sJ where List revised sheets each revision is shown Revised structural steel framing and equipment pad layout for future A2.2.1 HVAC equipment. (HVAC equipment to be part of a future Tenant S2 Improvement project under a separate permit.} Revised submittal required due to changes in equipment pad layout and sizes. · No other changes to the previous submittal. No change to proposed mezzanine location, mezzanine area or means of egress. Changes to the permitted plans are clouded and identified with Revision Delta 3. 5. 6. 7. 8. Does this revision, in any way, alter the exterior of the project? D Yes Does this revision add ANY new floor area(sJ? D Yes Does this revision affect any fire related issues? D Yes No 0 No 0 No that replace existina sheets A2.2.1 S2 0No 1635 Faraday Avenue, Carlsbad, CA 92008 : 7 60-602-2719 fax: 7 60-602-8558 .Email;. building@carlsbadca.gov www.carlsbadca.gov EsGil Corporation In (J!artnersfiip witfi (]ovemment for (}3ui{iing Safety DATE: DEC. 02, 2015 · Q PLICANT JURIS. JURISDICTION: CARLSBAD Q PLAN REVIEWER [J FILE PLAN CHECK NO.: 1.5-2147 (REV. #2) -NEW PCR #15-127 _ SET: I PROJECT ADDRESS: 2210 FARADAY AVENUE 'l' PROJECT NAME: GENMARK DX (MECHANICAL MEZZANINE"ADDITION) ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corr:ected plans are submitted for recheck. D The applicant's copy of ~he check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: DEAN CHRISTY ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted~AN r/) Telephone#: 858-453-1150 Date contacted: ---\ (by~ ) Email: djc@mcfarlanearchitects.com Mail Telephone Fax In Person ~ REMARKS: Revisions to the equipment pads layout and structural revisions to match. [Selected sheets of plans are affected with supplemental structural calculations that are submitted for review and approval]. By: ALI SADRE, S.E. Enclosures: EsGil Corporation ... D GA D EJ D MB D PC 11/24 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (888) 560-1468 + Fax (858) 560-1576 CARLSBAD 15-2147 (REV. #2) -NEW PCR #15-127 DEC.02,2015 [DO NOT PAY -THIS JS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-2147 (REV. #2) -NEW PCR #15-127 PREPARED BY: ALI SADRE, S.E. DATE: DEC.02,2015 BUILDING ADDRESS: 2210 FARADAY AVENUE BUILDING OCCUPANCY: S-1/V-B; SPR. BUILDING PORTION plan revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: D Repetitive Fee 3 Repeats * Based on hourly rate Comments: D AREA Valuation ( Sq. Ft.) Multiplier By Ordinance Complete Review D Other ...._ .... H ...... o __ u ..... rl....,y 0- EsGil Fee Reg. VALUE Mod. o Structural Only ____ 2_._s, Hrs.@' $116.00_ ($) $362.50/ $290.00j Sheet 1 of 1 macvalue.doc + «i1?> ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 DATE: 11-23-15 PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.2ov PLAN CHECK NO: PCR 15-127 SET#: 1 ADDRESS: 2210 Faraday Av #120 APN: 212-120-55-00 1XJ This plan check review is complete and has b.een APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required D Yes lg] No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: djc@mcfarlanearchitects.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINE,ERING FIRE PREVENTION . 7'60-602-4610 760-602-2750 ,, 760-$02-4S65 ~ Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christogher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D ValRay Marshall D Cindy Wong 760-602-4675 760-602-27 41 760-602-4662 Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D Veronica Morones D Linda Ontiveros D Dominic Fieri 760-602-4619 760-602-2773 760-602-4664 Veronica.Morones@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: foundation and frame for mechanical equipment mezzanine Raenette Abbey To: Subject: Hello Dean, DJC@MCFARLAN EARCHITECTS.COM 2210 Faraday Av The plan check revisions that you submitted for 2210 Faraday Av, have been approved and are ready to issue. The balance due for the revision permit, (PCR15127}, is $362.50. Raenette City of Carlsbad Raenette Abbey City of Carlsbad Building Technician 1635 Faraday Avenue Carlsbad, CA 92008 www.carlsbadca.gov 760-602-2718 I 760-602-8558 fax I Raenette.abbey@carlsbadca.gov Connect with us Face book I Twitter I You Tube I Flickr I Pinterest I Enews 1 Structural Engineers Calculations for 15176A GenMark Diagnostics Mechanical Mezzanine 11-1s-1s 2210 Faraday, Suite 150 Carlsbad, CA 92008 McFarlane Architects 6333 Greenwich Drive, Suite 150 San Diego, CA 92122 Phone: 858-453-1150 0 ( ~GSSI S1tuc1u,111 Enginei:,s Project: Genmark TI and Mech Mezzanine Engineers: OG & TZ TABLE OF CONTENTS Sheet: .............. . GSSINo. Date: ............... . 1. Load Table ...................................................................................... Al 2. Load Combinations ............................................................... BI 3. Computer Model & Floor Framing ....................................... Cl 4. Gravity _Load Design .............................................................. DI 5. Seismic Analysis .................................................................... Et 6. Special Steel Moment Frames (SMF) ................................... Fl 7. Diaphragm Seismic Analysis ................................................ Gl 8. Collector Design .................................................................... Hl 9. Foundation Design ............................................................... Kl APPENDIX '· Load Distribution Plan: ""R:. ·, 0 0 H~to!_ 1>~c.k -:: l>L-:: Gs "?•t ( :D~t\< + h't>.~v.t t 1>u.d< W<rrk + "R~t:.1 ) \r @ ( i,3 + Note: the arrangement of units 1, 2, 3 & 4 are slightly different from the construction documents. Genmark Mezzanine· 15336A Total Mezzanine Equipment wt. unit size Housekeeping pc1d~ Q _u_n_it _____ wt_. _____ wt_._pe_r_m_e_c_h_'l _____ w_id_t_h_le_n_gt_h ___ i,_::::_; ____ (~· __ ;_:~;:..,d._;.i.~ .... fi._:in_._t_h_ic_k_ AHU-5 7,600 15 9.5 12,600 AHu.,.4 8;100 15 10.5 13,800 AHU-3 3,350 13.5 5.5 7,069 AHU-2 7,500 16 9.5 13,388 AHU-1 9,700 16 12.5 17,213 DHU.,1 8,300 6 30 16,275 0 c. ETABS 201313.2.2 11/13/2015 f\:> () @ @ 8 g l "Id'" I "f/5" "Id'" ~ ~ '!I! 8 "'TE ~ ~ ._.. "m' ,';l!it. ll5' ~ 0 8 lit ~ ~ \-I I I . "'TE \: ""G5" 8 ~ -.:;ir I l r-I-· / l @ r ! I ~ 0 ' I I ·- Genmark-TI & MecharfrdahMiewa~iEte>BZ = 13.5 (ft) Uniform Loads Gravity (DL) 0 0 ETABS 201313.2.2 ' ... • j"", ,'\ c; ... _.,. ,. .. Genmark-TI & Mechanical Mezzanine]Rl.'iiEti Frame Span Loads (DL) 11/13/2015 ETABS 201313.2.2 11/13/2015 I, f\.\; () @ @ 8 8 I 'W' I T 'll!i" ""1ir" ~ 'Ill' @ 'W __... 'W" sqti'- "W' -..ti" ~ ,.,. 0 8 ,a' ~ ...i- T sqti'- 'W ~ -.,j" 8 ""111" .._.,j>- ~ ___ ____, -------u , I I l I (0 r~ I I -A ~ 0 ~--~ -~----· - ---~ ----J --- Genmark-TI & Mechar1RlahMmarM~i5e>BZ = 13.5 (ft) Uniform Loads Gravity (LL) I 0 ' 0 0 ~G.SSI Sti1Jctur11I Cngill(!Ct~ Project: Genmark-TI Mezzanine Engineer: TZ toad Combinations (Allowable Stress ]Jesign): . 13\ Sheet. ................. . GSSINo. 15176B Date: .............. .. ( Transve1"$e & Longitudinal directions, N -S & E -W) 1) D+L 2) (LO+ O.l4Sos)D + Q.7pQe = 1.11D + 0.91QE 3) (LO+ O.lOSos)D + O.525pQe + O.75L = l.08J)' + 0.68QE + 0. 75L 4) (O.6-O.i4Sos)D + O.7pQE = 0A9D + 0.91QE Load Combinations (Strength ,J)esign): ( Transverse & Longitudinal directions, N -S & E -W) 1) 1.4D 2) 1.2D + 1.6L 3) (1:2 + O.2Sos)D + pQE + L = 1.35D + l.3QE+ L 4) (0.9 -O.2S os)D + pQF = 0.75D + l.3QE -., ,. 0 0 ~GSSI Structur~I F;ngirHl,:irs Project: Genmark-TI Mezzanine Engineer: TZ Load Combinations (Strength Design) Sheet: ..... ~'?-: ...... GSSINo. 15176B Date: ............... . with Overstrength Factor:: Special Steel Moment Frames: ( Transverse & Longitudinal directions, N -S & E -W) 3) (1.2 + 0.2Sos)D + OoQE + L = 1.35D + 3.0QE +L 4) (0.9 -0.2Sos)D + OoQE = 0.75D + 3.0QE Load Combinations (ASD Design) with Overstrength Factor*: Special Steel Moment Frames: ( Transverse & Longitudinal directions, N -S & E -W) 3) (1.0 + 0.14Sos)D + 0.7.QoQE = 1.11D + 2.lQE 4) (1.0 + 0.l0Sos)D + 0.525.QoQE + 0.75L = 1.08D + 1.58QE +0.75L . o ' .. 0 -' _._GSS.I StfuCIUl'(II l!ngfil'e(l,\I Project: Genmark-TI Mezzanine Engineer: TZ ' ls~ ' ' Sheet:, .. ~;., . .'.-;_ ..... ~--~-,-. GSSI N9. l5176:S. Date:,.,. .. , ....... , ... . Alternative Load Combin·ations (Allowable Stress Design)*: Foundation Soil Be~ring C@pacity An~lysis**: ( Transverse & Longitudinal directions, N '-S & E -W) 1) J)+L 2) 1.11D + 0.9lQE + 1.0L 3) 0.79D + 0.91QE * 2012 International Building Code ( 2012 I..1/C) ** The soil bearing capacity can be increased by 1/3 when considering short duration wind or seismic loads per Soil Repo,·t. 0 0 ETABS 201313.2.2 W1Wl ~1 § -I W111X» 3 j: W1""35 -- J ! - W1i!X3S W111XJ5 ,- ~'!'-· _ .... _"-"w''"°":;=.....,.,,.-----J~w,:::::~:=:.... \,-. \~fl w,J __ - f W12X10 ji Genmark-TI & Mechanical MezzariiHan.~llllezzanine -Z = 13.5 (ft) ~, 11/13/2015 0 ETABS 2013 13.2.2 11/13/2015 0 SkF d Genmark-TI & Mechanical Mezzanine_R3.EDB 3-D View "' ETABS 2013 13.2.2 11/13/2015 J> I I ;03,t cl o!)a 0322 ! 0 o· S2 0478 ~ i 0 0 D. !1 ·05!• e D:.t~ 01'38 ' I 11 c..-:: /-,_ ;l: " 0 ,., 0457 I ~ :! d 0 .------~~-~-~--~o o.sft=-~----~-~---o; ,Q n. tr·.~, ¥"~:}, '0. Genmark-TI &IM.mMawal~ine;_lir~ell3B> (ft) Steel P-M Interaction Ratios (AISC 360-10) 0 0 0 ETABS 2013 13.2.2 '! :, ! ,I: ,: t @· a V' t:::\ v (0 JI ~.· ,. •• ,I , ,\ ',I' ~ ~ ~ .__.' .... ' 'Ii i, § :i i 1, 3 ', Wl4XZ2 (3)\, '. ,. ~ f Wt2Xlll lri:s i , . . . . ·c..,1· ·:tlemD'ia11k-lT1/1&2Mmuihaniaal=M'23c(ftJ)1t£_cR6pols!~ Design-Design D~ta (Sections, Stud, Camber) (AISq 360-10'. ' . () 0 C) ,GSSI S111,c1ur111 cnsln~c,~ Project: Genmark-TI and Mechanical Mezzanine Engineer: TZ Sheet: ........ ~.l ......... . GSSI No. 15176B. Date: ........................ . Seismic Force Calculations ( 2013 CBC & ASCE 7-10) Seismic Base Shear Descriptfon Equations Value Remarks Structural System Parameters Seismic Design Category D 2013CBC Table 1613.5.6 Risk Category II 2013CBC Table 1604.5 Seismic Important Factor le 1.00 ASCE 7-10 Table 1.5-2 Response Modification Coefficient R 8 ASCE 7-10 Table 12.2-1 System Overstrength Factor no 3 ASCE 7-10 Table 12.2-1 Deflection Amplification Factor Cd 5.5 ASCE 7-10 Table 12.2-1 Determine Ca and Cv Site Class D Soil Report Short-period site coefficient Fa 1.073 2013 CBC Table 1613A.3.3(1) Long-period site coefficient Fv 1.588 2013CBC Table 1613A.3.3(2) Ss 1.067 Soil Report S1 0.412 Soil Report The MCE spetral response accel. SMs 1.145 (=F8S5)ASCE 7-05 Eq.11.4-1 The MCE spetral response accel. SM1 0.654 (=FvS1)ASCE 7-05 Eq.11.4-2 The design spetral response accel. Sos 0.763 {=SMsx2/3) ASCE 7-10 Eq.11.4-3 The design spetral response accel. S01 0.436 (=SM1x2/3) ASCE 7-10 Eq.11.4-4 Determine T Building Height ( in feet ) ho 13.5 ft. Average building height Period Coefficient Ci 0.028 Special steel moment frames Coefficient X 0.8 See above Building Period ( in sec.) T= C1(hnt 0.22 sec. ASCE 7-10 Eq.12.8-7 Determine Base Shear Coeff. C5 Base Shear (Eq.12.8-2) V =(SoslafR)W 0.095 W Governs Needs not exceed (Eq.12.8-3) V =(S01lafRT)W 0.243 W Does not govern Not less than (Eq.12.8-5) V=0.044W 0.044 W Does not govern Not less than V =(0.5S11JR)W 0.026 W Does not govern (Eq.12.8-6 for s,~0.69) Design Base Shear (Strength Design) V(Qe) 0.095 W Design Base Shear (ASD) Va= V/1.4 0.068 W ·o .. 0 Loads ASCE 7-1 O Auto Seismic Load Calcul~tion 11713/20,15 ~'2.,, This calculation presents the automatically generated lateral seismic loads for load pattern EQX1 accorqing to ASCE 7-10, as calculated by ETABS. . Direction and Eccentricity Direction = X + Eccentricity Y Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method = Approximate Coefficient, C1 [ASCE Table 12.8-2] Coefficient, x [ASCE Table 12.8-2] Structure Height Above Base, h n Approximate Fundamental Period, Ta [ASCE 12.8.2.1 Eq. 12.8-7] Long-Period Transition Period, T t [ASCE 11.4.5] Factors and Coefficients Response Modification Factor, R [ASCE Table 12.2-1] .System Overstrength Factor, flo[ASCE Table 12.2-1] Deflection Amplification Factor, Cd [ASCE Table 12.2-1] Importance Factor, I [ASCE Table 11.5-1] Ss and S1 Source = User Specified. Mapped MCE Spectral Response Acceleration, S s [ASC.E 11.4.1] Mapped MCE Spectral Response Acceleration, S dASCE 11.4.1 J Site Class [ASCE Table 20.3-1] = D -Stiff Soil ~lte Coefficient, Fa [ASCE Table 11.4-1] Site Coefficient, F v [ASCE Table 11.4-2] Seismic Response MCE Spectral Response Acceleratiqn, S Ms [ASCE 11.4.3, Eq. 11.4-1] MCE Spectral Response Acceleration, S M1 [ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, S DS [ASCE 11.4.4; Eq. 11.4-3] T.= C,h~ Page 27 of 117 C, = 0.028ft X =0.8 hn = 13.5 ft T. = 0.225 sec TL= 8 sec R=B I= 1 s. = 1.067g S1 = 0.412g F. = 1.0732 Fv = 1.588 SMs = 1.145104g SM, =0.654256g Sos = 0. 763403g .. , () 0 0 t· Loads Design Spectral Response Acceleration, S o1 [ASCE 11 .4.4, Eq. 11.4-4] Equivalent Lateral Forces Seismic Response Coefficient, Cs [ASCE 12.8.1.1, Eq. 12.8-2] [ASCE 12.8.1.1, Eq. 12.8-3] [ASCE 12.8.1.1, Eq. 12'.8-5] Calculated Base Shear Direction X+Ecc. Y Applied Story Forces 11/13/2015 Soi =0.436171g Cs,/lllq = max (0.044 Sc;,sl,0.01) = 0.03359 Period Used c. w V (sec) (kip) (kip) 0.225 0:095425 362.4563 34.5875 Page 28 of 117 !o: , , 0 0 j, Loads ASCE 7-10 Auto Seismic Load Calculation 1'1113/201'5 "E4 This calculation presents the automatically generated lateral seismic loads_ for load pattern EQX2 according to- ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction = X -Eccentricity Y Eccentricity Ratio = 6r0!>'% for all diaphragms Structural Period Period Calculation Method = Approximate Coefficient, C1 [ASCE Table 1-2.8-2), Coefficient,~ [ASCETable 12.8-2] Structure Height Above Base, h·n Approximate Fundamental Period, Ta [ASCE 12.8.2.1 Eq. 12.8-7) Long-Period Trc1nsition Period, TL [ASCE 111.4.5) Factors and Coe_fficients Response Modification Factor, R [ASCE Tabie 12.2-1] System Overstrength Factor, n0 [ASCE Table 12.2-1) Deflection Amplification Factor, Cd[ASCE Table 12.2-1] . Importance Factor, I [ASCE Table 11.5-1] Ss and S1 Source = User Specified Mapped MCE Spectral Response Acceleration, S s [ASCE 11.4.1] Mapped MCE Spectral Response Acceleration, S 1[ASCE 1 t.4.1] Site Class [ASCE Table 20.3-1] = D -Stiff Soil Site Coefficient, Fa[ASCE Table 11:4-1] Site Coefficient, F v [ASCE Table 11.4-2] Seismic Respo!lse MCE Spectral Response Acceleration, S Ms [ASCE 11A.3, Eq .. 11.4-1] MCE Spectral Response Acceleration, S M1 [ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, SOS [ASCE 11.4.4, Eq. 11.4-3) T. = C,h~ Page 30 of 117 C1 = 0.028ft X =0.8 hn = 13,5 ft T~ = 0.225 sec R=B .Oo=3 I= 1 s. = 1.067g s, = 0.412g F0 = 1.0732 F. = 1.588 SMS = 1.145104g SM, =0.6542569 Sos= 0. 763403g 0 l ,,:-Loads Design Spectral Response Acceleration, S 01 [ASCE 11 .4.4, Eq. 11.4-4] Equivalent Lateral Forces Seismic Response Coefficient, Cs [ASCE 12.8.1.1, Eq. 12.8-2] [ASCE 12.8.1.1, Eq. 12.8-3] [ASCE 12.8.1.1, Eq. 12.8-5] Calculated Base Shear Direction X-Ecc. Y Applied Story Forces So, Cs,na, = T(R) I SDI =0.436171g Cs.m1n = max ( 0.044 Sos f,0.01) = 0.03359 Cs.min S C, S Cs.max Period Used c. w V (sec) (kip) (kip) 0.225 0:095425 362.4563 34.5875 Page 31 of 117 11/13/2015 t~ ·O '·· ' 0 0 Loads . 11'113/20'15 ~ ~' "E6' ASCE 7-10 Auto Seismic Load Calculation This calculation presents the .automatically generated lateral seismic loads for load pattern EQY1 according to ASCE 7-10, as calculated by ETABS. ' Direction and Eccentricity Direction = Y + Eccentricity X Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method = Approximate Coefficient, C1 [ASCE T1:1ble 12.8-2] Coefficient, x [ASCE Table 12.8-2] Structure Height Above Base, h n Approximate Fundamental Period, Ta [ASCE 12.8.2.1 Eq. 12.8-7) Long-Period Transition .Period, TL [ASCE 11.4.5) Factors and Coefficients Response Modification Factor, R [ASCE Table 12.2-1] System Overstrength Factor, Q0 [ASCE Table 12.2-1) Deflection Amplification Factor, Cd [ASCE Table 12.2-1] Importance Factor, I [ASCE Table 11.5-1 J Ss and S1 Source = User Specified Mapped MCE Spectral Response Acceleration, S s [ASCE 11.4.1) Mapped MCE Spectral Response Acceleration, S 1[ASCE 11.4.1] Site Class [ASCE Table 20.3-1) = D -Stiff Soil Site Coefficlent, Fa [ASCE Table 11.4-1] Site Coefficient, F v [ASCE Table 11.4-2] Selsmic·Response MCE Spectral Response Acceleration, S Ms [ASCE 11.4.3,.Eq. 11.4-1] MCE Spectral Response Acceleration; S M1 [ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, SOS [ASCE 11 A.4, Eq. 11.4.-3] T. = C,h~ Page 37 of 117 C1= 0.028ft X =0.8 hn = 13.5 ft r. = o. 225 sec TL= 8 sec R=8 I= 1 s. = 1.067g s, = 0.412g F. = 1.0732 F.= 1.588 SMs = 1.145104g SM, =0.654256g Sos = 0. 763403g 0 l "' Loads Design Spectral Response Acceleration, S o1 [ASCE 11 .4.4, Eq. 11.4-4] Equivalent Lateral Forces Seismic Response Coefficient, Cs [ASCE 12.8.1.1, Eq. 12.8-2) [ASCE 12.8.1.1, Eq. 12.8-3] [ASCE 12.8.1.1, Eq. 12.8-5] Calculated Base Shear Direction Y+ Ecc.X Applied Story Forces Sos Cs= (R) I So1 Cs.max= T (R) I S01 =0.436171g Cs:in1n = max ( 0.044 Sos 1,0.01) = 0.03359 Cs.min S C, S Csfllax Period Used c. w V (sec) (kip) (kip) 0.225 0:095425 362.4563 34.5875 Page 38 of 117 11/13/2015 '=l ·Q,.,, ., 0 0 Loads r · 1'1/13/20~5 t't ASCE 7-1 O Auto Seismic Load Calculation This calculation presents the automatically, generated lateral seismic loads for load pattern EQY2 according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction = Y -Eccentri9ity X Eccentricity Ratio = .So/o for all diaphragms Structural Period Period Calculation Method = Approximate Coefficient, C 1 [ASCE Table 12.8'-2] Coefficient, x [ASCE Table 12.8-2] Structure Height Above Base, h n Approximate Fundamental Period, T 11 [ASCE 12.8.2.1 Eq. 12.8-7] Long-Period Transition Period, TL [ASCE 11:.4.5] Factors and Coefficients Response Modification Factor, R [ASCE table 12.2-t] System Overstrength Factor, 0 0[ASCE Table 12.2-'1] Deflection Amplification Factor, Cd [ASCE Table 12.2-1] Importance Factor, I [ASCE Table 11.5-1] Ss and S1 Source = User Specified Mapped MCE Spectral Respon~e Acceleration, S s [ASCE 11.4.1] Mapped MCE ·Spectral Response Acceleration, S 1 [ASCE 11.4.1] Site Class [ASCE Tabl~ 20.3-1] = D -Stiff Soil Site Coefficient, Fa [ASCE Table 11.4-1] Site Coefficient, F v [ASCE Table 11.4-2] Seismic Response MCE Spectral Response Acceleration, S Ms [ASCE 11.4.3, Eq. 11.4-1] MCE Spectral Response Acceleration, S M1 [ASCE 11.4.3, Eq. 11.4-2] Design $pectral Response Acceleration, SOS [ASCE 11.4.4, Eq. 11.4-3] T = 6,Hi·. JJ ,n Page.40 of 117 C,= 0.028ft x=0.8 h. = 13.5 ft T.=0.225 sec TL= 8 sec R=8 I= 1 s.= 1.061g S1 = 0.412g F. = 1.0732 F,= 1.588 SM, =O. 654256g S05 = 0. 763403g () () ~1 Loads Design Spectral Response Acceleration, s D1 [ASCE 11 .4.4, Eq. 11.4-4] Equivalent Lateral Forces Seismic Response Coefficient, Cs [ASCE 12.8.1.1, Eq. 12.8-2] [ASCE 12.8.1.1, Eq. 12.8-3] [ASCE 12.8.1.1, Eq. 12.8-5] Calculated Base Shear Direction Y-Ecc.X Applied Story Forces So, Cs.ma,= T (R) I S01 =0.436171g Cs.mm= max ( 0.044 Sos 1,0.01 ) = 0.03359 Cs.min SC, S Cs,ma, Period Used Cs w V (sec) (kip) (kip) 0.225 0.Q95425 362.4563 34.5875 Page 41 of 117 11/13/2015 t: l 0 0 ETABS 2013 13.~.2 ' ' '' l" : 'cl, .. li> •• :, " ~. I ;, .-,. / t""" ' •. G>, .•. Genmark-TI & MechanicaBffle'mli!wir$t.s@B~~Bnteraction Ratios (AISC 360-10) ilo 11/13/2015 ETABS 201313.2.2 11/13/2015 t-\\ E.7 E.7 E.7 5.6 5.2 5.1 ,r· -:-----------------------~ezzanine 0 Base II ".;.~ V Q.. ~'1. -:. \.\-1 ----- < s~s~t. ~~ @ tt" \11uf s"'<c.~ t S'2.. Genmark-TI & Mechanical Memf'Eilie.nRBaiDEE.7 -Displacements (EQX2) [in] Q ' ETABS 2013 13.2.2 11/13/2015 ·o,.7 ·, 0.7 D.7 ;. '• ~ . 5.6 5.2 5.1 ~~· -,-------,---_._ · I I Mezzanine 0 I ' Base 0 Genma~k-TI & Mechanical IIlllmmiu:ine[iaia.EDB' -Displacements (EQX2) [in] 11/13/2015 0 ETABS 201313.2.2 i C.2 C.2 C.2 5.6 5.2 5.1 I -rt=-· _-----, Mezzanine 0 Base ,.--> X ~ ( ) ,_____, Genmark-TI & Mechanical lillhmlmmneli~-EOli -Displacements (EQX1) [in] ,- ETABS 2013 13.2.2 11/13/2015 D.2 'C.6 5.2 5.2 tr' ~ Q-,~S \"' \ · ,Ji,-. ,Q I . . ,, I I, I : . . I, ,r • ~ ""-I,\ ,c CJ. 6"'/ ___,.. I'il 'I -:. I.\ i 's,~ C -x~ h• H I ~ ":. 'l_ ,•O <. O. o 1_ • I~.~ , I 1., ":. ~-"¼- Genmark-TI & Mechanical rif~i!~E6li -Displacements (EQY1) [in] () ETABS 201313.2.2 11/13/2015 0.2 C.6 C.2 5.6 5.6 5.6 ~ 0 I . B 1:1 0 Genmark-TI & Mechanical ril~i!ei.EBJB -Displacements (EQY2) [in] 0 0 Structurnl Entin~11,1 Project: Genmark-TI IVlezzanine Engineer: TZ SMF Beam-Column Connection Design Sheet: ......... .£.\ ..... 1: .. .. GSSI No. 15176B • Date: .......................... .. Mezzanine @Line D.7 Giv.en: Be<!m: W 18><35 Column:. W 10><68 (Exterior Column) R~ db= 17.7 in. Aii = 10.3 in.2 tbw= 0.3 in. bb,= 6 in. tbr= 0.425 in. Zb= 66.5 in.3 L= 17.83 ft rby = 1.22 in. sh. de·= 10.4 in. Fy= 50 ksi Ac= 20 in.2 Fu= 65 ksi few= 0.47 in. Ry= 1,.1 her= 10.1 in. Pnt =(1.2+0.2Sos)Po+0.5PL = 79 kips tcr = 0.77 in. Pu= PPu,E = 4.55 kips Zc= 85.3 in.3 P uc=P n1+B2P nl= 84 kips H= 13.5 ft. (Height) (Assume B2 = 1.2 ) kdes = 1.27 in. kdot = 1.44 in. L' H <=db/2 ...[J..t.ateral Brace . * . C Sos= 0.763 p = ~: }'.:i;f!h1 P0 = 52.4 kips PL = 15.5 kips Pu,E = 3.5 kips Check Max. Spacing of Braces: ~ Lb = 0.086rbyEIFy . I 2 ?hb/1~3 I Protected Zone ~ a+b/2+db/2 = 5r .. 1· ft . = 18!4"' in. a b The SMF beam-column connection is for 1 -sided connections ( Input: 1 for exterior connections, 2 for interior connections) Establish plastic hinge configuration and location W 18><35 0.5bbf = 3.00 in. 0.,75bbr = 4.50 in. Try a= 3;5 in. 0.65db = 11.51 in. 0.85db = 15.05 in. Try b= 1'2 iri. C : 0.45bbtf2 = 1.35 in. Use c= 1~4 in. < 0.25Q,= 1.50 in. OK R = (4c2+b2)/8c.= 13.6 in. sh= a+ b/2 = 9.5. in. 0 ,GSSI suuc1u,:il Engincie,s Project: Genmark-TI Mezzanine Engineer: TZ Determine the probable moment at the plastic hinge in.3 -::. 11 ... ! ~-£t. Sheet: ........ J.~ ......... .. GSSI No. 15176B . Date: ........................... . (continued) Za = Zb • 2ctb,{db -tb,} = Cpr = (Fy + Fu)/2Fy = 46 1.15 < 1.2 OK 2906 kip-in. Compute the expected shear force at the center of each RBC (plastic hinge) The required shear strength at the plastic hinge VRBS = Vpr + Vgravlty = 2Mp/L' + V gravity The factored uniform gravity loads Wo= 0.715 kif wL: 0.44 kif ( Strength Level ) Wu = 1.2w0 + 0.5wL = 1.08 kif (See ASCE-7 §2.3.2) L' = L • 2(dc/2) • 2Sh = 15.4 ft. Vgravlty = Wul'/2 = 26.6 kips VRes= 58.1 kips VRas' = -4.9 kips Compute the probable maximum moment at the face of the column The factored moment due to gravity load between the column flange and the plastic hinge is, M9 = WuS//2 = 4.1 k-in. M, = Mpr + VResSh + Mg = 3462 k-in. Mt'= Mpr + VRas'Sh +Mg= 0 k-in. Compare Mt to Mpe at the column face Mpe = ZbRyFy = 3658 k-in. 4>d = 1.0 Mf,max < 4>dMpe OK Check column-beam moment ratio for strong-column/weak beam criterion 1 3906 ( Number of columns @joint) k-in The sum of the moments produced at the column centerline by the shear at the plastic hinge LMv = (VRas+VRas')(a+b/2+dcf2) = 926 k-in The expected flexural demand of the beam at the column centerline is nb = 1 ( Number of beams @ joint) 3832 1.0 k-in >1 OK 0 0 0 Sttuclurril EnginMt1• Project: Genmark-TI Mezzanine Engineer:· TZ Evaluate lateral bra<;ing of column Since 1.0 <2 NG The column flanges need later,al,bracing at the moment beam tQp,& bottom flanges. Check column panel-zone shear strength LMr = Mr+ Mr' = 3462 k-in. Ru= LM,/(db • t!>r) = 0.75Pc = 0.75FyA.: = Puc= 200 750 84 The design shear strength oHhe panel zone Is, kips kips kips Rv = 0.6Fydctcw£ 1+ 3bcrtcr2/(dbdctcwH Cl>= 1.0 < 0.75Pc Sh 't· t,~ 1· ee ....................... , ... . GSSI No. 151768 . Date: .......................... ,. (continued) (Specification J10-11) 177 kips (or Seismic Manual: Table 4-2) Since Ru > Cl>Rv :~_~iolr/rlihe.~~p,doublerplate ·is required. (Note: if column panel zone strength is not adequate when matched with the beam, try an increase In the RBS c-dimension.) · Determine the need for continuity plates 0.4[1.8bli1tb1{FybRyiFvcRyc)J°'5 = 0.86 in. > tcf =· 0.77 in. NG bbr/6 = 1.00 in. > tcr = 0.77 in. NG The minimum thickness requirements are NOT met. Therefore, continuitfJp/ates:are required. The continuity plate is for 1 -sided connections ( Note: 1 for exterior connections, 2 for interior connections) The minimum thickness of the continuity plate: tpl,mln = 0.213 in, The projected contact area, A pb• between the edge of the.continuity plate and the column flange & column web are 200 kips (total shear force transferred by continuity plate) Cl>= 0.9 Cl>Rct = Cl>(1.8FyAµb) Therefore, Apb = 0,5Ru,cil{Cl>1.8Fy) = 1.2 ln.2 The continuity plate width ( W pb @flange) Wpb,max = {bi:f • tcw)/2 = 4.815 In. () ~GSSI Project: Genmark-TI Mezzanine Engineer; TZ t4-Sheet: ........•.....•........... MIN. GSSI No. 151768 . Date: ..............•..•...•..•... (continued) 0.8750 in. ·wpb = Wpb,max • (k1col + 0.25") = 3.69 in. The calculated thickness of the continuity plate: tcont-pl = Apb/Wp~ = 0.335 in. The thickness of the continuity plate used in the design: tcont-pl = 0.425 In. (Match beam flange ) OK Therefore, Use: 2 pairs off cont-pt x 4.8 "continuity plates in the column aligned with the top & bottom beam flanges. Per A/SC 358, §2.4.4B, continuity plate shall be welded to column flanges with CJP groove welds. The connection between the continuity plate and column web should be calculated. The maximum contact area between the continuity plate and the column web is r' = 0.5 in. (Min. radius of continuity plate at column web toe) Apw = ( de · 2tcf -2r' )><tcont-pl = 3.34 in.2 { l<l>FyApb = 141 kips A/SC 358, §2.4.4b ---(a) <l>vVnw = <l>v(0.6)FyApw = 100 kips A/SC 358, §2.4.4b --( b) <l>Rv = 177 kips (See above calc.) A/SC 358, §2.4.4b -----( c) L[<J>dMpJ(db • tb,)1 = 191 kips A/SC 358, §2.4.4b ---( d) Ru= 100 kips (use the smallest value to design the welds between the continuity plate and the column web) The minimum required double-sided fillet weld size dmln = RJ2(1.392k/1")[dc · 2tcr· 2r'] = 4.6 /16" welds Use: Double sided 5/16 -inch fillet welds to connect the continuity plates to the column web OK Design beam flange-to-column flange connection Per AISC 358, Section 5.5, use a complete-joint-penetration groove weld to connect the beam flanges to the column flange. Design beam web-to-column flange connection The factored shear force at the column face is, Vu= 2Mp,/L' + Vgravlty = VRBS + WuSh = 58.9 kips Select a single-plate connection with a plate at least 3/8" thick to support erection loads. Use a CJP groove weld to connect the beam web to the column flange. Check beam web strength The minimum remaining web depth between weld access holes dmln = VJ<S>0.6Fytbw = 6.5 in. By inspection, a greater web depth remains. OK ,,. ..,, ETABS 201313.2.2 11/13/2015 0 D.7 0.7 D.7 , ,. , .5.6 5.2 5.1 l Mezzanine ii ;r,------,-' 0 Base 0 Genmark-TI & Mechanical~i§tiG:IEDB Axial Force Diagram (Dead) [kip] ' ETABS 2013 13.2.2 11/13/2015 D.7 0.7 5.6 5.2 5.1 Mezzanine - 0 -2.98 C@ Base 0 Genmark-TI & Mechanical lilemoime'l~--BID@ Axial Force Diagram (Live) [kip] ~ T- ETABS 2013 13.2.2 1.1/13/2015 Fl .o. D.7 0.7 D.7 5.6 ·5.2 5.1 Mezzanine ,_ :o . 1--3,162 ,.-, -·;, X Base 0 Genmark-TI & Mechanica814&ati!lmiM~WS.BOB Axial Force Diagram (EQX1) [kip] ETABS 201313.2.2 11/13/2015 "fi CJ D.7 D.7 D.7 5.6 5.2 5.1 I I ---Mezzanine -- -- : ' 0 ,_ '---( -3-482 3482 - : ,:--->-X '----. Basa L.:~~ 1>.1 () ""--- Genmark-TI & Mechanica8l4mltimnir\egW3-.BIJB Axial Force Diagram (EQX2) [kip] 1'. 7' ETABS 2013 13.2.2 11/13/2015 F~ 0 . 0.7 D.7 D.7 ' ,, ,_ 5.6 5.2 ' 5.1 ' p. ' l :r. I -~ .. -· .. ~ : I I ~ Ill ' ~ N 7: N ,' •· Mezzanine , I I I I N ', 'Y .. /~, "; .. : -0.80~: -2,60 '. ', i;. 1:6--::,-·~ Base f'n L.V\lc. 1)_1 0 ' Genmark-TI & MecharffiiavMma'iefle:..Bl?EIJlihear Force ~-2 Qiagram (COMB1) [kip] ' ETABS 2013 13.2.2 11/13/2015 0.7 0.7 . D.7 5.6 5.2 5.1 ...I <.o ,;: ... A ~ di I I I I.'' ~~J ::1 ~ Mezzanine It') "' I I I I lSl ~ "I" ~ () -0,663 -3.09 Base ··->-X II Genmark-TI & Mecharffi:latlMma'iefle:J~3lElllihear Force 2-2 Diagram (COMB2) [kip] ·o ,.1 ,. -' 0 0 ETABS 2013 13.2.2 i '' : ' II ~I ~ ' .... (~]) •252Gt .' . :,;; 8 ' a-rrt&1 t> •,', . . ' ' . 11/13/2015 t-\\ ~-~ ~ \\. 'S t""'~· \~) Genmark-TI &ll!.fte'ammid.t1Me~~31B£5E\ft) Moment 3-3 Di~gram (COMB2) [kip-ft} ,. ·, ETABS 201313.2.2 11/13/2015 @ ,11211 0 9.,, ... u, =::r:J1b 'ti 1 '; . A1IlJJh 'DP.. "¼If ; 0 Genmark-TI &IMe'dmmid,IMe~R31BJ:5E{ft) Moment 3-3 Diagram (COMB1) [kip-ft] 0 0 0 ~GSSI StlucturBI Englne~n Project: Genmark-TI Mezzanine Engineer: TZ SMF Beam-Column Connection Design Shel3t: ......... :f..~} ... f: .... . GSSI No, 15176B . Date: ..................... , ...... . Mezzanine @Line E.7 Given: Beam: w1ax35 Column: W 10>c68 (Exterior Column) R3 db= 17.7 in. de= 10.4 in. fy= 50 ksi Aii = 10.3 in.2 Ac= 20 in.2 Fu= 65 ksi tbw= 0.3 in. tew = 0.47 in. Rv= 1.1 bb,= 6 in. her= 10.1 In. Pn1 =(1.2+0.2Sos)Po+0.5PL = 28 kips tbf = 0.425 in. lcr = 0.77 in. P11 = PPu,E = 3.419 kips Zb= 66.5 in.3 Zc= 85.3 in.3 P uc=P n1+B2P n1= 32 kips L= 25.83 ft. H= 13.5 ft. (Height) (Assume 82 = 1.2 ) rby = 1.22 in. kdes = 1.27 In. kdet = 1.44 In. Sos= 0.763 sh •I .L.' p=' .. •: (~~t:,",: Po= 18.3 kips H<=db/2 PL= 7.2 kips ,[l..Lateral Brace Pu,e= 2.6 kips * ~ Check Max. Spacing ofBraces: I Lb = 0.086rbyEIFy ~ ~ = 5.1 ft. Pr.otected Zone a+b/2+db/2 = 18.4 in. a b The SMF beam-column connection is for 1 -sided connections ( Input: 1 for exterior connections, 2 for interior connections) Establish plastic. hinge configuration and location W 1Bx35 0.5~br=· 3.00 in. 0.75bbf = 4.50 in. Try a,= 3.5 in. 0;65di, = 11.51 in. Q;85db = 1q.05 in. Try b= 12 in. C = 0.45bb~2 = 1.35 in. Use c= 1.4 in. < 0.25b, = 1.50 in. OK R = (4c2+b2)/8c = 13;6 in. Sh=atb/2= 9.5 in. :, 0 0 St1uc1u,al fn!llncer, Project: Genmark-TI Mezzanine Engineer: TZ Determine the probable moment at the plastic hinge in.3 Sheet: ......... .I-.~1-....... . GSSI No. 151768 . Date: ........................... . (continued) Z0 = Zb • 2ctb,{db • tbr) = Cpr = (Fy + Fu)/2Fy = 46 1.15 < 1.2 OK 2906 kip-in. Compute the expected shear force at the center of each RBC (plastic hinge} The required shear strength at the plastic hinge VRBS = Vpr + Vgravlty ( Strength Level ) = 2Mp,/L' + Vgravlty The factored uniform gravity loads Wo= 0.943 kif wL= 0.58 kif Wu = 1.2Wo + 0.5WL = 1.42 kif (See ASCE-7 §2.3.2) L' = L • 2(dc/2) • 2Sh = 23.4 ft. Vgravlty = Wul'/2 = 23.8 kips VRas= 44.5 kips VRas' = 3.1 kips Compute the pro~able maximum moment at the face of the column The factored moment due to gravity load between the column flange and the plastic hinge is, Mg= WuSh2/2 = 5.3 k-in. Mr= Mpr + VRasSh + Mg = 3334 k-in. M,' = Mpr + VRas'Sh +Mg= 0 k-in. Compare Mt to Mpe at the column face Mpe = ZbRyfy = 3658 k-in. <l>d = 1.0 Mt,max < <l>dMpe OK Check column-beam moment ratio for strong-column/weak beam criterion 1 4127 ( Number of columns @ joint) k-in The sum of the moments produced at the column centerline by the shear at the plastic hinge LMv = (VRas+VRes')(a+b/2+dc/2} = 700 k-in The expected flexural demand of the beam at the column centerline is nb = 1 ( Number of beams @ joint) 3606 1.1 k-in > 1 OK :Q 0 0 ~GSSI Sttucturnl £n~ioeer, Project: Genmark-TI Mezzanine Engineer: 12 Evaluate lateral bracing of column Since 1.1 <2 NG The column flanges nt;led lateral bracing at the moment beam top & bottom flanges. Ch~ck column panel,-zone shear strength LMr = Mr+ Mr' = 3334 k-ln. Ru= LM,l(db ._ tbr) = , 0.75Pc= 0.75FA = Puc= 1"93 750 32 The design shear strength of the panel zone Is, kips kips kips Rv = 0.6Fydctcw[ 1+ 3bc1tcll(dbdctcw)] Cl>= 1.0 < 0.75Pc ~ ,'s' ?· ,._. Shee.t: ....... , ................. .. GSSI No. 15176B • Date: ........................... . (continued) (Specification J10-11) Cl>Rv = 177 · kips (or Seismic Manual: Table 4-2) Since Ru > Cl>Rv ,, ..il Fcilu"i7?n~,;/_~p dou~ler plate is required. (Note: If column panel zone strength is not adequate when matched with the beam, try an increase in the RBS c-dimension.) Determine the need for continuity plates 0.4[1.8bbrtb1(FybRyblFycRyc)J°·5 = 0.86 in. > tcf = 0.77 in. bbrl6 = 1.00 in. > tcf:::: 0.77 in. NG NG The minim1,1m thickness requirements are NOT met. Therefore, continuity plates are required. The continuity plate is for 1 -sided connections ( Note: 1 for exterior connections , 2 for interior connections ) The minimum thickness of the conUnu.ity plate: tpl,mln = 0.213 in. Th1i projected contact area, A pb, between the edge of the continuity plate and the column flange & column web are 193 kips (total shear force transferred by continuity plate) Cl>= Q;9 Cl>Rc1 = Cl>(1.8FyApb) Therefore, Apb = 0.5Ru,cl(Cl>1.8Fy) = 1.2 in.2 The continuity plate width ( W pb @flango ) Wpb,miµt = (bcf • tcw)l2 = 4.815 in. C) ~GSSI Project: Genmark-TI Mezzanine Engineer: TZ Sheet: .......... Y..~~········ S11uctu111J l:ni;ineiirs GSSI No. 15176B . MIN. Date: ........................•... k1col = Wpb = Wpb,max • {k1col + 0.25") = 0.8750 in. 3.69 in. The calculated thickness of the continuity plate: tcont-111 = Apb/Wpb = 0.323 in. The thickness of the continuity plate used in the design: tcont·pl = 0.425 in. (Match beam flange) OK (continued) Therefore, Use: 2 pairs oft cont-pl x 4.8 " continuity plates in the column aligned with the top & bottom beam flanges. Per AISC 358, §2.4.4B, continuity plate shall be welded to column flanges with CJP groove welds. The connection between the continuity plate and column web should be calculated. The maximum contact area between the continuity plate and the column web is r' = 0.5 in. (Min. radius of continuity plate at column web toe) Ai>w = { de · 2tcr -2r' ),ctcont•pl = 3.34 in.2 { l<l>FyApb = 141 kips A/SC 358, §2.4.4b -----( a ) <l>vVnw = <l>v{0.6)FyApw = 100 kips A/SC 358, §2.4.4b (b) <l>Rv = 177 kips (See above calc.) A/SC 358, §2.4.4b -------( c) H<l>dMpef(db -tb,)] = 191 kips A/SC 358, §2.4.4b ----( d) Ru= 100 kips (use the smallest value to design the welds between the continuity plate and the column web) The minimum required double-sided fillet weld size dmln = Ru/2(1.392k/1n)[dc • 2tc1· 2r') = 4.6 /1611 welds Use: Double sided 5/16 -inch fillet welds to connect the continuity plates to the column web OK Design beam flange-to-column flange connection Per AISC 358, Section 5.5, use a complete-joint-penetration groove weld to connect the beam flanges to the column flange. Design beam web-to-column flange connection The factored shear force at the column face is, Vu= 2Mp,/L' + Vgravlty = VRBS + WuSh = 45.6 kips Select a single-plate connection with a plate at least 3/8" thick to support erection loads. Use a CJP groove weld to connect the bea11J web to the column flange. Check beam web strength The minimum remaining web depth between weld access holes dm1n = Vuf<l>0.6Fytbw = 5.1 In. By inspection, a greater web depth remains. DK ·O 0 0 ETABS 2013 13.2.2 E.7 5.6' r ~- ____..! ' \ i ',, ',, ·,: ':' 1' '. \,' -6,669 r. ,~~ X ,, ,,, IJ, t1/13/2015 E.7 E.7 ' ' 5 ... 2 5.1 Mezzanine - ~1 Base Genmark-TI &.Mechanical~'e~IBJB Axial Force Diagram (Dead) [kip] ETABS 201313.2.2 11/13/2015 f\i C) E.7 E.7 E.7 5.6 5.2 5.1 l I Mezzanine -- 0 -(~ -6.79 ' ' -Base >-X I' ' ~"'~ t.1 0 Genmark-TI & Mechanical Fillemoim&'JeW..!3Elra Axial Force Diagram (Live) [kip] 0 ETABS 201313.2.2 ,' E.7 5 ---,5---, ' -' ·,. ' __ -' ' I -1.695 :-· n-, -X 5.2 Genmark-il & MechanicaBUii'Btimir\s~ln3:.EDB Axial Force Diagram (EQX1) [kip] ... r ·r 11/1'3/2015 E.7 5.1 Mezzanine - -,, Base ' ETABS 2013 13.2.2 11/13/2015 C) E.7 E.7 E.7 5.6 5.2 5.1 Mezzanfne -- 0 ~ ----2.554 ~ Base ·i-· -X 0 Genmark-TI & MechanicaEMemimuir\e~l.13-.EIJB Axial Force Diagram (EQX2) [kip] 0 ·O 0 ETABS 201313.2.2 ,E .. 7 . I 5.6' I l ~ J IX\, 'r.!'-"', ~·:~. ;• J ! : : J ,, ' : I ' ,! : t ! -i.d "-~7 ' :E.7 I 5 .. 2 ·1 I I I I I I 'f ·r . 11113/2015 E.7 5.1 ii" ,., r:1 ~ Mezzanine ,........ 'a.itn cc,--Base rr-·, Genmark"TI & MechartruevMma1ierre.:.H&Elllihear Force 2"2 Diagram (COMB1) [kip] C) () () "--- ' ETABS 2013 13.2.2 E.7 5.6 N .... -~ >--9 84 ' I E.7 5.2 I I I I I 11/13/2015 E.7 5.1 _, (p --1-p ~, e) I I J~~] Mezzanine '- ,-Base Genmark·TI & MechariRlettMmalimlre=.R&EDlihear Force 2-2 Diagram (COMB2) [kip] 0 0 ~GSSI Structurnl Engineors Project: Genmark-TI Mezzanine Engineer: TZ SMF Beam-Column Connection Design . . . t-l. \;fl, Sheet. ..... ,,,.s: ............. . GSSI No.. 15176B . Date: ........................... . Mezzanine @Line 5.2 Given: Beam: W18X35 Column: W 1 oxes (Exterior Column) R3 cfb = 17.7 in. de= 10.4 in. Fy= 50 ksi Ab= 10.3 in.2 Ac= 20 in.2 Fu= 65 ksi tbw= 0.3 in. lcw = 0.47 in. Ry= 1.1 bbf = 6 in. her·= 10.1 in. P01 =(1.2+0.2Sos}P0+0.5PL = 90 kips tbf = 0.425 in. tcr= 0.77 in. P11= PPu,E = 3.796 kips Zb= 66.5 in.3 Zc= 85.3 in.3 Puc=Pn1+B2Pn1= 95 kips L= 24.00 ft. H= 13.fr ft. (Height) (Assume B2 = 1.2 ) rby = 1.22 in. kdos = 1.27 in. l<det = 1.44 in. Sos= 0.763 sh L' p=' .::1J;z;./ P0 = 60.5 kips H <=db/2 ··~ ~.uL~teral Brace ! C PL= 17.1 kips Pu,e= 2.9 kips Check Max. Spacing of Braces: I --~ Lb= 0.086rbyEIFy . I 2b/3 .. 1 Protected Zone . t=1 a+b/2+db/2 = 5.1 ft. = 18.4 in. a b The SMF beam-column .connectic;m is for 1 -sided connections ( Input: 1 for exterior connections, 2 for interior connections) Establish plastic hinge configuration and location W18X35 0;5bbf = 3.00 in. 0.75bbf = 4.50 in. Try a= 3;5 in. 0.65db = 11.51 in. 0,85db = 15:05 in. Try b= 12 in. c = 0.45bbr/2 = 1.35 iil. Use c= 1.4 in. < 0.25b1 = 1.50 in. OK R = (4c2+b2)/8c = 13.6 in. Sh= a+ b/2 = 9.5 in. '( 0 0 ~GSSI St•uctuc~I Engino~r, Project: Genmark-TI Mezzanine Engineer: TZ Determine the probable moment at the plastic hinge in.3 Sheet: ........... F.~t ..... . GSSI No. 151768 . Date: .......................... .. (continued) Ze = Z, -2ctb,(db -tbr) = Cpr = (Fy + Fu)l2Fy = 46 1.15 < 1.2 OK 2906 kip-in. Compute the expected shear force at the center of each RBC (plastic hinge) The required shear strength at the plastic hinge VRBS = Vpr + Vgravlty ( Strength Level ) = 2Mpr1L' + Vgravlty The factored uniform gravity loads Wo= 0.550 kif WL= 0.34 kif Wu= 1.2Wo + 0.5wL = 0.83 kif (See ASCE-7 §2.3.2) L' = L-2(dcf2)-2Sh = 21.6 ft. Vgravlty = WuL'/2 = 22.3 kips VRas= 44.8 kips VRes' = -0.2 kips Compute the probable maximum moment at the face of the column The factored moment due to gravity load between the column flange and the plastic hinge is, M0 = WuS//2 = 3.1 k-in. Mt= Mpr + VResSh + Mg = 3334 k-in. Mr' = Mpr + VRes'Sh + Mg= 0 k-in. Compare Mt to Mpe at the column face k-in. M1,ma1t < OK Check column-beam moment ratio for strong-column/weak beam criterion 1 3860 ( Number of columns @ joint) k-in The sum of the moments produced at the column centerline by the shear at the plastic hinge LMv = (VRas+VRes')(a+b/2+dc/2) = 661 k-in The expected flexural demand of the beam at the column centerline is nb = 1 ( Number of beams @ joint) 3567 1.1 k-in > 1 OK 0 ' I 0 0 -GSSI Sttucturnl [nl!iRf.\<!ta Project: Genmark-TI Mezzanine Engineer: TZ Evaluate lateral bracing of column Since 1.1 <2 NG The column flanges need lateral bracing at the moment beam top & bottom flanges. Check column panel-zone shear strength lM,=M,+ M,'= Ru= IM,/(d~ -tb,) = 0.75Pc = Q.75Fy~ = 3334 193 750 95 The design shear strength of the panel zone is, k-in. kips kips kips Rv = 0.6Fydctcw[ 1+ 3bc1tc/f{dbdctcw)] Cl>= 1.0 < 0.75Pc . 'f>i~, .. ~heet. ......................... . GSSI No, 15176B . Date: ........................... . (continued) (Specification J10-11) 177 kips ( or Seismic Manual: Table 4-2) Since Ru > «l>Rv . ' )(~iih}.,i;_,:,_-w_eb doubler plate Is required. (Note: If column. panel zone strength is not adequate when matched with the beam, try an increase io the RBS c-dimension.) Determine the need for continuity plates 0.4[1.8bb1tb1(FyliRyblFvcRyc)J°·5 = 0.86, in. > tc, =· 0'.77 in. bb1/6 = 1.00 in. > tcf = 0.77 in. NG NG The minimum thickness requirements ;Jre NOT met. Therefore, continuity plates are required. The continuity plate Is for 1 -sided connections ( Note: 1 for exterior connections, 2 for Interior connections) The minimum thickness of the continuity plate: tpl,mln = 0.213 in. The projected contact area, A pb• between the edge. of the continuity plate and the column flange & column web are 193 kips (totaf,shear force trc1nsferred by continuity plate) Cl>= 0;9 <l>Rc1 = <1>(1.8FyApb) Therefore, Apb = 0.5Ru,ci/(«1>1.8Fy) = 1.2 in.2 The continuity plate width '( W pb @flange) Wpb,max = (lh,· tcw)/2 = 4.815 in. C) ~GSSI Project: Genmark-TI Mezzanine Engineer: TZ Sheet: .......... }~ ...... . MIN. GSSI No. 15176B . Date: ........................... . (continued) k1col = 0.8750 in. Wpb = Wpb,max • (k1col + 0.25") = 3.69 in. The calculated thickness of the continuity plate: tcont·pl = Apb/Wpb = 0.323 in. The thickness of the continuity plate used in the design: lcont·pl = 0.425 in. (Match beam flange) OK Therefore, Use: 2 pairs oft cont-pt x 4.8 " continuity plates in the column aligned with the top & bottom beam flanges. Per A/SC 358, §2.4.4B, continuity plate shall be welded to column flanges with CJP groove welds. The connection between the continuity plate and column web should be calculated. The maximum contact area between the continuity plate and the column web is r' = 0.5 in. (Min. radius of continuity plate at column web toe) Apw = ( de • 2tct -2r' )>etcont-pl = 3.34 in.2 { ICl>FyApb = 141 kips A/SC 358, §2.4.4b --------(a) Cl>vVnw = Cl>v(0.6)fyApw = 100 kips A/SC 358, §2.4.4b ---( b) Cl>Rv = 177 kips (See above calc.) A/SC 358, §2.4.4b ----( c) HCl>dMp.,/(db -tb,)] = 191 kips A/SC 358, §2.4.4b -----( d) R -u-100 kips (use the smallest value to design the welds between the continuity plate and the column web) The minimum required double-sided fillet weld size dmln = Ruf2(1.392k/1")[dc · 2tcf · 2r' ] = 4~6 /16" welds Use: Double sided 5/16 -inch fillet welds to connect the continuity plates to the column web OK Design beam flange-to-column flange connection Per AISC 358, Section 5.5, use a complete-joint-penetration groove weld to connect the beam flanges to the column flange. Design beam web-to-column flange connection The factored shear force at the column face is, Vu= 2Mp,/L' + Vgravlty = VRBS + WuSh = 45.4 kips Select a single-plate connection with a plate at least 3/8" thick to support erection loads. Use a CJP groove weld to connect the beam web to the column flange. Check beam web strength The minimum remaining web depth between weld access holes dm1n = VJCl>0.6Fytbw = 5.0 in. By Inspection, a greater web depth remains. OK ·, ETABS 2013 13.2.2 11/13/2015 ~ '... ~ . ·o··. ' '. ; i D.2 C.6 5.2 5.2 J' ,, f I ! 0 ... .... ·-~ ~-. ·-I -56.36 0 Genmark-TI & Mechanicalll!lezatirinin'e~e:QB Axial Force Diagram (Dead) [kip} • ET ABS 2013 13.2.2 11/13/2015 0 D.2 C.6 5.2 5.2 0 - -1~ -. '· 0 Genmark-TI & Mechanical ~mnali,eW.HilB Axial Force Diagram (Live) [kip] 0 0 ~· ETABS 201313.2.2 11/13/2015 D.2 C.6 5.2 5.2 ·:L---------~------.....---------------.--------1 ' !; I. I,• i I 1 •, ; 1 [' '·' I - .. Genmark-TI & MechanicalENIBmfimirte~.LSllB Axial Force Diagram (EQY1) [kip] '· ETABS 2013 13.2.2 11/13/2015 F3o D.2 C.6 5.2 5.2 0 - '-• 121 0 Genmark-TI & MechanicalE.Nlemm:nirle~ISllB Axial Force Diagram (EQY2) [kip] ETABS 2013 13.2.2 11/13/2015 ',o··· \ •, ' '" ' . ' D.2 C.6 . , ., 5.2 5.2 1 )} ,' I i; \· ': A ~ i!J' ),I, '-i' :a·-;: ,0 ;;; . -,-.... m ' .-•. ~·.,' 4 892 ,, 0 -' -_, --,'• --' . Gen mark-Tl & MechariioaltMilmzafimve:.IS~ EllBlear Force 2-'2 Diagram (COMB 1) [kip] ' ETABS 2013 13.2.2 11/13/2015 D.2 C.6 5.2 5.2 _, A~ ~ -.,.. ?} :,s. -· ~ .., :j ~ en ; 0 -7.1 1 5 656 :-•1 0 Genmark-TI & Mechariiaal/Mimzatimve=.l!i:£Etlltlear Force 2-2 Diagram (COMB2) [kip] :o b (_) Project: Genmark-TI Mezzanine Engineer: TZ Moment Framing Base Plate Design Given: Base Plate: ·N= B= ,, ,, ,,t 0 ' rt.•,, .. 'l"-0 -t I . 21 In. (Parallel to Mu) ~11 It 20 ·' in: : .. ~~ 5 -t '2.• 'l..~ Column: W 1.0><68 ct,c = 10.4 Ac= 20 d1 = 20 in. tw = 0.47 (Effective depth of footing) b1 = 10.1 tp = 121.00~ in. (Plate thick.) t, = 0.17 dp = 18.5 in. (Effective depth from the anchors to the edge of the plate) ea-= 8 in. (Distance of c1nchor to the center line ofthe column) n = 4 (Number of anchor rods at each side) da= 1.25 in. (Diameter of anchor bolts) As= 0.969 in.2 (Effective area.of each anchor bolt) in. in.2 in. In. in. Sheet: ........ !~~?.': ..... GSSI No. 151766 . Date: ......................... . Case-1 ''R~'' Materials: fc' = 3.0 ksi fy= 50 ksi f = u 58 ksi Loads: M = u 197.1 k-ft Pu= 39.7 kips ( Compression +) a"= 2.5 in. (Distance from anchor bolts-to the edge of base plate) a'= 5.3 In. (Distance from edge of the column to the edge of base plate) ',, ':i'' 'I ';l\ Determine the total concrete,force ,,, ,, ., .. .. 'R. 'l.. • "t.\ • '2.o tGR so ~Si) .. A1 = NxB = 420.0 in.2 w / ~ -\ i,lt ,, )),u.. f\. B. c f.\,\J,. ,~ } A2 = (N + 4d,)(B + 4d,) = 10100 in.2 (Az/A1f5 = 4.90 > 2 Use: A= 2 Max. '-;~-.1 The total coricre~e force is qetermitied from t'1e compressive stress and the length of the stress block as Cu = 0.85Cl>caBfc'><A 0.6 = 61.2 a The total·force in the concrete· stress block Is obtained by taking moments about tension anchor rods Cu= (Mu+ Puea)/(dp -a/2) = 81 = a2= Use: a= Cu= 2682.65 /(dp -a/2) 34.5 2.54 2.54 155.7 in. in. in. kips I " ~GSSI SlllJCIUrbl Unglnee•ll C> 0 0 Project: Genmark-TI Mezzanine Engineer: TZ The force in the tension anchor rods Tu= Cu• Pu = 116.0 kips The min. required area of the anchor rods is given by Ag= T JCl>(0.75fu) Cl>= 0.75 = 3 .. 56 < nAg= 3.876 in.2 The maximum pressure exerted by the stress block on the base plate P'u= CJaB = 3.1 ksi The maximum bending moment on the base plate M'u = P'u(a' )2/2 = 31.36 kips-in.Jin width Cl>bMp = Cl>b(bptp 2/4 )Fy = 45.00 kips-in.tin width > Mu 0.9 Sheet: •...... J}1 ....... . GSSI No. 15176B . Date: .......•.•................ (continued) OK OK 0 ' 0 0 ·~GSSI Project: Genmark-TI Mezzanine Engineer:: TZ . f.;~p" 1 Sheet. ........... ,., ......... . GSSI No. 15176B . Date: ......................... . ,Moment Framing Base Plate Design Case-2 Given: Base Plate: N= B= 21 20 in. (Parallel to Mu ) in. d,= 20 in. (Effective depth of footing) tp = 2.00 in. (Plate thick.) • • 1', ,..,., "'II>•·· ' ' dp =~ .')fB_:5~ ; :in. Col~mn: W 10x68 10.4 Ac= ~= b,= t,= 20 0.47 10.1 0.77 in. in.2 in. in. in . Materials: fy =. Loads: Mu= 3.0 ksi 59.--ksi fi8 ksi 188,1 k-ft (Effective depth from the anchors to the edge of the plate) ea=·: : ~-,~·jf ,,, .. _::::in. Pu= 107.5 kips ( Compression +) (Distanceofarichor to the center line of the column) n = 4 (Number of anchor rods ateach side) d0 = 1.25 in. (Diameter of anchor bolts) Ag = 0;959 in.2 (Effective area of each anchor bolt) .. ,,. ',,,.,.._ ' .,, a"=, /;-?~1§:-, · ;_~in. (Distance from anchor bolts to the edge of base plate) a' = 5.3 In. (Distance from edge of the column to the edge of base plate) Determine the total ~oncrete force A1 = NxB = 420.0 in.2 A2 = (N + 4d,)(B + 4dr) = 10100 in.2 (A2/A1 )°'5 = 4.90 > 2 Use: A= 2 Max. The total concrete force Is determined from the compressive stress and the length of the stress block as Cu = 0.85Cl>caBf,:'><A Cl>c = 0.6 = 61.2 a: The total force in the concrete stress blockis obtained by taking moments about tension anchor rods Cu= (M\I + Pu88)/(dp -a/2) ·= 3116.79 /(dp -a/2) a1 = 34.0 in. a2= 3.00 in. Use: a= 3.00 in. Cu= 183.3 kips ~GSSI Suuc1u,a1 Enginecn () 0 0 Project: Genmark-TI Mezzanine Engineer: TZ The force in the tension anchor rods Tu= Cu· Pu = 75.8 kips The min. required area of the anchor rods is given by Ag= TJCl>(0.75fu) Cl>= 0.75 = 2.32 < nAg= 3.876 in.2 The maximum pressure exerted by the stress block on the base plate Pt -u-CJaB = 3.1 ksi The maximum bending moment on the base plate M'u = P'u(a' )2/2 = 34.85 kips-in.tin width Cl>bMp = Cl>b(bptp 2/4 )Fy = 45.00 kips-in.Jin width > Mu 0.9 Sheet: ....... t~f ........ . GSSI No. 15176B . Date: ......................... . (continued) OK OK 0 I . 0 0 ~GSSI Project: Genmark-TI Mezzanine Engineer: TZ Sheet: ...•..• J.?.J:.: ..... . GSSI No. 151768 . Date: .......................... · Moment Framing Base Plate Desi9n Case-3 Given: Base. Plate: Column: W10X68 Materials: de=· 10.4 in. f I -C -3.0 ksi . ' ' N= B= 21 20 in. (Parallel to Mu ) in. . Ac= 20 in.2 fy= .. . '.§Q ~-:.' ksi d1= '20 in. lw = 0.47 in. fu= 58 ksi (Effective depth of footing) ~r= 10.1 in. t, = 0.77 in. Loads: tP =. 2.00 in. (Plate thick.) dp =, · .·;,1f~( : in. 133;8 k-ft (Effective depth from the anchors to the edge of the plate) Pu= -4.7 kips ,f'. ~-..... ~ . ·' . ea= i. :>" )ll' :·. ·.··:dn. ( Compression +) (Distance of anchor to the center line of the column) n = 4 (Number of anchor rods at each side) d0 = 1.25 in. (Diameter of anchor bolts} Ag = 0;969 in.2 (Effective area of each anchor bolt) " •• , ~ •• ·"'~-\ t:1· ,f a" =f' ·~~:§;''··~:in. (Distance from anchor bolts to the edge of base plate) a'= ·5.3 in. (Distance from edge of the column to the edge of base plate) Determine the total concrete force A1 = NlCB = 420.0 in.2 A2 = (N + 4d,)(B + 4d,) = 10100 in.2 (A2'A1 )°"5 = 4.90 > 2 Use: A= 2 Max. The total.concrete force is determined from the compressive stress and the length of the stress block as Cu= 0.85<1>caBfc'><A <l>c = 0.6 = 61.2 a The total force in .the concrete stress block Is obtained by taking. moments about tension anchor rods Cu= (Mu+ PueaV(dp • a/2) = 1567.24 /(dp -a/2) ·a1 = 35.6 in. a2= 1.44 in. Use: a= 1.44 in. Cu= 88.1 kips 0 Project: Genmark-TI Mezzanine Engineer: TZ The force in the tension anchor rods Tu= Cu• Pu = 92.9 kips The min. required area of the anchor rods is given by Ag= TJCl>(0.75fu) Cl>= 0.75 = 2.85 < nAg= 3.876 in.2 The maximum pressure exerted by the stress block on the base plate P'u= CulaB = 3.1 ksi The maximum bending moment on the base plate M'u = P'u(a' )2/2 = 20.18 kips-in.tin width Cl>bMp = Cl>b(bptp 2/4 )Fy = 45.00 kips-in.tin width > Mu 0.9 F3.i Sheet: ....................... . GSSI No. 15176B . Date: ......................... . (continued) OK OK ' 0. 0 0 s1,11c1Lirul l?rigine,:,i~ Project: Genmark-TI Mezzanine Engineer: TZ Anchoring to Concrete Given: Lo~ation: Special Moment Frame Knowledge factor Concrete strength Specified strength of fastener Total .number of fasteners Effective area of fastener Fastener Diameter Effective embed. Length Fastener ctr-ctr spacing Dist. Between fastener & edge Dist. Between fastener & edge Factor design tension load Factor design shear load 1.00 (New component) f ·-c -3 k_si S1: 16 in. c 1 = ti'. ;:::"22:f: --~1.in. (assumed) a it,,, .. ,,~...,.--.· ..... ,~. ( parallel to the shear force ) 22 in. in. ' .:....J ' .,__,_ __ illlm1 · ~Strap/Plate Analysis: Check Concrete Punching Capacity to Resist the Uplift Force: cl> =.. : :1;>r79._ ... The effective depth from.the base plate: 18 in. The length of the critical perimeter -'" Sheet: ......... 1~ l. ..... -~ GSSINo.: 151768 . Date: .......................... . b0 = 2(s1 + d) + 2(s2 + d) = · to~Jt in. ( Four sides are considered.) > Nua,max = 116.00 kips OK C> () ~ ~GSSI suuctuml l!nsin~"'~ Project: Genmark~ Tl Mezzanine Engineer: TZ Anchoring to Concrete for OMF Columns Given: Location: Special Moment Frame Column: W 10X68 . F'tt> Sheet. ...................... .. GSSI No.: 151768. Date: ......................... . ( continued) Knowledge factor K= 1.0 (New component) Concrete strength f'-C -3.0 ksi Specified strength of fastener futa = 58 ksi Total number of fasteners n= 4 Effective area of fastener Ase= 0.969 in.2 Fastener Diameter d -o-1.25 in. Effective embed. Length her= 18 in. Factor design tension load Nua=, 116.0 kips Factor design shear load Vua = 29.1 kips Analysis: Check Fastener Tensile Strength (ACI 318, D.5.1.2): IP= o.75 Nua = 116.00 kips K(O. 75q,N5) = K(O. 75cJmA5cfuta) = 126.45 kips > Check Fasteners Shear Strength (ACI 318, D.6.1.2): where ct>= 0.65 'K(0.75<f>V5) = 65.8 kips > OK a1 Assumed edge 116.00 kips OK 0 Q ETABS 201-313.2.2 @ I I ,,A :r .J:. .1 Genmark-TI & Mechanical Mezzanine_R18JED8w-Base -Z = O (ft) .-. 11/13/2015 Analysis Results 11/13/2015 0 Table 5.6 -Story Forces (continued) -~ -·----r . • ... Vff i ·r IM~ I 1fF,( I ,1tr, ~ipJft !kl~~ ,l ."l(Jp:f~ . P. ; Mezzanine SC32A Top 600.598 105.258 0.065 -6275.4473 31608.9095 -8497.6179 MeZ?anine SC32A Bottpm 613.984 1Q5.258 0.065 ~6275.#73 32368.3649 -7211.()506 Mezzanine SC33A Top 600.598 -105.577 0.038 4822.0964 31608.9095 -8497.6179 M~anlne SC33A Bottom 613.984 -105.577 0.038 . 4822.0964 32368.7228 -10057.3265 Mezzanine SC34A Top 600.598 105.29 0.122 -4800.8732 31608.9095 -8497.6179 ~ -·-.. Me#anine SC34A Bottom 613.~84 105.29 .. . 0.122 -4800.8732 32367.5921 -7210.6174 .. Mezzanine SC41A Top 268.124 -105.459 0.054 6290.3237 14277.0715 -3823.9736 Mezzanine SQ41A Bottom 275.561, ~105.459 0.054 6290.3237 14698.7502 -5322.3404 Mezzanine SC42A Top 268.124 105.345 0.023 -6281.7941 14277.0715 -3823.9736 Mezzanine SC42A Bottom 275.561 105.345 0.023 -6281.7941 14699.165 -2476.4978 Mezzanine SC43A Top 268.124 -105.491 -0.003 4815.7496 14277.0715 -3823.9736 MeiZanlne SC43A Bottom 275.561 -105.4.91 -0.003 4815.7496 14699.5229 -5322.7736 Mezzanine SC44A Top 268.124 105.377 0.08 -4807.22 14277.0715 -3823.9736 Mezianine SC44A Bottom 275.561 105.377 I 0.08 -4807.22 14698.3923 -2476.0645 5.3 Point Results Table 5.7 -Joint Reactions o£ S\'\'f, \Y\ 'I.-tll~t~ .... ..__ ---------; iMZ· r. f ;St<>· . l ~~i~t I IQ~!1~:e) · -·· ry ,Ua6el · Name ___ _,_ ·:....;::.::_~ Base 7 14 . : l e:i~~tij¢Ji°mliQ : ~if? !kl~ '. 'I.tip,«.; 1iff';ft I ----- kip· •itr-~ff . P. P. .P COMB1 0.808 0.316 11.42 -2.0651 0.3178 0.0007 0 Base 7 14 Base 7 14 .. 0.441 -2.(\139 COMB2 0.6133 14.568 -1.7418 0.0011 .•. COM31A -5.661 0.394 9.889 -2.2802 -51.0019 0.0021 Base 7 14 COM32A 7.182 0.429 18.11 -2.7573 49.0971 -0.0001 Base 7 14 COM33A -6.312 0.458 9.472 -3.1537 -56.0758 -0.002 Base 7 14 COM34A 7.833 0.364 18,526 -1.8838 54.171 0.004 Base 7 14 COM41A -5.989 0.152 2.007 -0.8677 -49.8792 0.0015 Base 7 14 COM42f\ 6.855 0.187 10.228· -1.3449 50.2197 -0.0008 Base 7 14 COM43A -6.64 0.216 1.591 -1.7413 -54.9531 -0.0027 Base 7 14 COM44A 7.506 0.122 10.645 -0.4714 55.2936 0.0034 Base 7 14 SC31A -14.059 0.37 4.514 -1.9682 -116.4512 0.0036 Base 7 14 SC32A '. 1!5.58 o.~!52 23.485 -3.0693 114.5464 -0.0016 Base 7 14 SC33A -15.561 0.52 3.552 -3.984 -128,1602 -0.006 Bas~ 7 14 SC34A 17.082 0.303 24.446 -1.0535 126.2554 0.008 Base 7 14 SC41A -14.387 0.129 -3.368 -0.5558 -115.3285 0.003 Base 7 14 SC42A 15.252: 0.21 15.603 -1.6569 115.669 -0.0022 Base 7 14 SC43A -15.889 0.278 -4.329 -2.5716 -127.0375 -0.0066 Base 7 14 SC44A 16.754 0.061 16.565 0.3589 127.378 0.0074 Base 8 16 COMB1 2.602 0.175 73.357 -1.6125 8.0045 0.0007 Base 8 16 COMB2 3.0~2 0.14 87.614 -1.5574 8.6634 0.0011 Base 8 16 COM31A -3.374 0.177 90.308 -1.8632 -41.2043 0.0021 Base 8 16 COM32A 9.469 0.147 82.087 -1.46!57 58.8946 -0.0001 Base 8 16 COM33A -4.025 0.122 90.725 -1.1266 -46.2782 -0.002 Base 8 16 COM34A 10,12 0.20? 81.671 -2.2023 63.9685 0.004 0 Base 8 16 Base 8 16 COM41A -5.028 0.108 43.409 , -1.0626 -45.7613 1 0.0015 COM42A 7.816 0.079 35.188 -0.665 54.3376 j -0.0008 Page 21 of 24 0 0 0 Analysis Results Table-5.7 -,Joint Reactions (continued) Base 8 16 SC41A -13.425 0.128 48.784 -1.3225 -111.2106 0.003 .,,50.,.t .,, H·T-,:',..._~,......,.'\.~-•'l'I ~t.i,'>l-~+-·_.J. • "-'t-t~"'J'-r~'"" .-ti,.....''\\.._ ,,'~"t'4~,!l!, }"\>,""'t..~.14~ ,-...i~,<-11,,...., ,_,..,. • ..,.,'t..,..,_, •. :.a~s~ .: ,:.8 ~-r.: -11s· ... ,:, ,-:··SC42A-·-·· ··.1s:213·:1 ,0:06 '~·29:813·. ·-0~4051 ·t19.7869 ~0:0022 -....;,.,, ,· ~"',•.' •_,,_;-~· ... ~ 1"-.,'4.~,t-~?t;,····· ·~ :.·';:..,.·>", 11 , .... ..,,'!.·j ',1~-,-: ... 1;, '~"Ht'',.. f ,•.-··:1-'• ...... ,, . ...,-~- Base 8 16 SC43A -14.928 0.001 49.746 0.3773 -122.9196 -0.0066 .. 'sa;J . ,_, -':a..:' . ,.,1'a .. :-J •1 ~-:s~A1• ---~.' .-·fr~'-Hf· ·JoXaa <,,2a.'a52·: J2i105:: .1at49se , 0.001.4. • .. -7 •• -'* -1-1 ', ·1,,1.~. , ": :f""-., ... ~ •.• • i.."''./' it•_• .... _ ........ ; ' .. ,~-·:,,-~~~ 1 ...... ,::,-,· '\'# ,. ... , -.1,. .... • Base 9 18 COMB1 7.537 0.286, . 23.337 . -1.931 30.4261 0.0007 ,.aa·~s··e··. ,. ",·-,j. •-.Sf-•.i-:.,1.~~---s.,--j •• , ..... -.._..._ ......... :._, •• ,_ .. ,.......,_.,...... f ¥::" .. "", .. ,. '.?,.i':->-=· :,35_· ;> ;q<;>,M~i·-~i' :;~,.81(.~9-~7~."i:.°~9,~67,-i .;?~3.??~ f'~!)-~~~1 .. ·0:0011 Base 9 18 COM31A 4.046 0.303 27.09 -1.8772 -5.4995 0.0021 -·t ~ , ~ ,7 • ' •~-,-,,r,1: "°""~ w -.... f ~,,,,..,,... J ,,~ .. ~-; ·-~~,,' ., .,.,, ... --.,... 1!' , ... , ;· :l;l_,a.~~-' '.. -t9.: > ·>1.~ .··_,'.. ,. ·9-9~~~. "", J:· :!f/0~.f. ;.:,p;1.~.~--:l1,:~~,§: :}~;@:!·i 1 ·~,A~~~ -Q_.0.99.1 · B!;!se ·9 18 COM33A 1.462 0.502 25.973 -3.351 -26.4869 -0.002 ~/t~i~i\·_, .. : Ti~t'.i :.~::Iir':·;: :--:;·:cQM3J»::~· .. '.: :_;f4;rsas Jf921e~; {~~7s1f ::,.;:;11~. '.]~:1293 · : qJfo4·. ' .. ~it~ .. ~ ..... ' ' .,: • •-, • ~"' ,.,,.. ,! ··~ .. ~ta.~;-~"HI,..,.~. ' .ti,. .. oa!r,;...., ... "' .,,..,.,;~. It' ~~. 1-'"-t.'"~~--\.-~ ... -~ ..,~ •. .},. ii'..,,., ... ,. ···-~ - Base 9 18 COM41A . -1.296 0.098 10.299 -0.6261 -27.0165 0.0015 •:a···.,,,:, .. ~-,: .. '"'9·: -.. ;,ts"'~,·-·c'"'0·"'......,M4·2A-·' ... _ --~9-·3··1···1·· .~~o~·:2~"'0-·9,,,.·· ,'14'··1··0"~5· ··1~~~2·~9< ·5·9·s··15'9' o·coo·o·8 :'."• .' ... iJ"S!3 J · '!,-;';_. ~·, ·· -~-'. ':1•0 ::, ; '· :.;-,,-:_:~,c,..,,:-' ,~-'.' <'.~_i., ... ,:··c i_1, :,.,,,a·:: '" _-, · ... ,,.!·, l '.~ •• :~ ~-, :' ,J .,.,."'. ·-· • • :" .. .}. , .••. ijase 9 18 COM43A -3:881 0.297 9.182 -2.0998 -48.0039 -0.0027 . · ~i(e:' :'<:, :~_,:;-:'; -~'.,tlt!l.· ... -~ ,.;,.!¢1?M4flf'--·: 1;,ff.;is~.A :i',o:q}'.,_ ,, :1~.~:'{2~ ,::Q:'930~, ;~:0¥01:a? 1 --0.90~4 . • , ... ,, '. ~ , i' --~.,...,,. ~·,., > ..... ' --~, .. ~"'· ~.. --~. ,,.,.,. • '... • ..... - Base 9 18 SC31A -2.929 . 0.231 24.209 -1.3431 -62.1438 0.0036 -~.,-! I ,.,_.~" 1 • •. J>!":'<..,• • )'.. .-~-1, ff"',~,. ' , ' -r~: ,', f > :. ·-\?JI ,v 1,. :~,.-_""-JA,,,...'J • ,_,~. ,~ ,,,:.-t.._,.,• ,_,. ~ v -.,,, , '··Base,: ·:: 1 9 : t · ··~18 ."-·'.: }:SC32A·;: ". :21:689 1 :·:··0.488 ' '34 .. 377 :. ·•3.228 • '137:7J72 -0:0010 t J ~ ·;; ... ;'" ~ ?• ; ~ .:;,;:~--;,. i.' ... ; t.-... ···:';''1.~~ ' ,, . .,,, ) ,~.J ,: , ..... ~ ... '!"h ~ . 1• ' --~ , ... ~,-', -:',,,•,. ~ .,., ': _, ~ .,_ '.:-.,, Base 9 18 SC3.3A -8.893 o.~9 21.632 -4.7442. -110.5763 -0.006 -"li't),.t, 't ~l ,·. ' ',.;.-·,f ' t·--h ,/ .... ~ .. , fs,.,_•,r.,, '. ~'7,t -.. )I' • • ... l',··,.·.~.~!Jl ,,,,0:9/ ,: . ,;_18-~-,,~ ' SC34A·' .. \~J-~~~.:,:.;0:0?8.' '3~.~9.~ ;,Jo,:1.t.~, :~-~~~~.!,.· o.,,Q.Q8 ·~ • •'·~' • '.' ,f;,;J'.' ; •~,•;::._~',-;,':'-· '•'o'foe."t',V.,.' t4;:'.-~---~ r~-,,• ,._.._. Base 9 ' 18 SC41A -8.272 0.025 7.418 -0.092 -83.6608 0.003 ;e~~e··.: j: Ji'.':.."1,9. ) -~Sft2.-f: . ' ';'.1~~~17:-//94~2 '. ''ni~1r·. ·:it~¥~f. ~1~_.~~§2. . s(),00?:,2 . Base 9 18 SC43A -14.235 0.484 4.64 -3.4931 -132.0933 -0.0066 ·· ·Bi~~'-· :.-.-'':_t:_ .. ,-., '. ·:.~_.:~(~---. '· '--;,sr.t;ij(;··:< ···.22~3f i :_ :o 111 · 20:1s4 .. .-~,4'2.¥2. ':.1s4,6921 -0.0014 •. ,J«t:~ ... ·>"J-w· ..-...,... "} -';.,t~•~• c$ >' > '\,,,;;;:,:10 -,, ": '{:fr-,..'., J: ... t~(,_t;_ ''\Ii''-.< ... ,.!,~·,,• \I; ••t'i:.....--< .~-... , •' Base 10 20 G:OMB1 °8:677 0.209 25.555 -1.8478 .39:0402 0.0001 : · :~[~~·-~:-' , · _: {~.;_-· .. _.,: J'.?~ .. , ) ~ : .. :~q~ · ._~: ,~f:3)~ -~ ·. ~;~4~. · :· .. _s~le:,-:.: ~~,1s.~f ~7,1.Ja~~ --~Aq~ 1 Base 10 20 COM31A -16.146 0.325 33.988 -2.7727 -92.0083 0.0021 ~ .. atiJ··':' :,,. ,__·10·· ·,; ="i2a.i;.,i-; :;i:coM32h:· \~' i':!st41:a···: 't<fiss>~ (, 2s.airi: ,:I1isois·, ~-::s:iisa .-.-0,0901 · .. _.-, ---, ,It-• f.: , • • ~--, l . ,:_,,, ...... ~----~· /{ •'! -~;'d ·1 "';: -t;:...--;.;;:_ .. t .. ~ ;..· .~t!.:.' • -•• .. ""•''' .. , Base 10 20 , COM33A -18,73 0.029 35.234 -0.4753 -112.9957 -0.002 ·· :ai:!~~-·: ··:10. ·:'io·~.-'. ·. --'.cQM~4A. :--,~~;a§,i ,' ·.-,o:~s~·; :.f~.'?~ '.·"iWs,a~. :·1s;91js · -o.oo,i • ,__ • ·-... ~' -. 1/, ' ,.. , " " ., ~ ~ Base 10 20 COM41A . -9.982 0.195 15.863 -1.6255 -64.2306 0.0015 ;; ~N~f _1Q:,:, ,iP' ·_;99M~21, ::"9Ja} .\Q,.Q?~ , . .11,?11. .. ~o;i½,3, ?~A018 -0:000~ ·Base 10 20 COM43A . -12.567 -0.101 17.109 0.6719 -85,218 -0.0027 , ·-.. ~~s.~ .-·~.2 , :-.j2,( .. :~c_eM.~ .. ~-_ :·d~~Z~-:t·:·9i~~; Jq~~?.~-· -~le"5p ... ·4.:~:3893 ,9:00~ Base 10 20 SC31A -23J21 0.434 36.83 -3.6039 -148.9525 0.0036 ,. ~J'~~·-'::i_9 , .,.'.lQ,:. ,:;~G3¾. ··· :t~iti., :.~oJ_p ·.·~~'~:' _· ~p:~Jo4. !?_1.26~4 -o.oq15 Base 10 20 SC33A ~-~29.084. -0.249 39.7_04 1.6978 (1:91.oID -0.006 ~-~~~t3 Base ·::.~e~s~· \ ' ... : ,. Base 10 :.:,10 . 10 20 2·0 ._, ,l'" 20 · :"i~c~A .: : j..~-~l ,: ·, ff 7~~---.~ ASI9.f2J, 99.700~ . o.opa SC41A -16.958 0.304 18.705 -2.4566 -120.8748 0.003 , .. :$~~ 7.~tfr : ' ~9~oa, ·: : -~-~.,~ · .o.47~a : -rr,s,04s1 :.p.00~2 SC43A -22.921 . -0:379 21.579 2.8451 -169.3074 -0.0066 Page 22 of24 .,. 11/13/2015 T-~3, 0 0 Analysis Results Table 5.7 -Joint Reactions (continued) f · ·---. _..,.,-~-j-, __ !n_t __ 11:.1--'..n-J.g-: y-e....,,t ___ :_l;_o-J~-q--: -,F.-X·-• -------,-.M-X--~-M----¥--, ---M-Z--. st0!'Y' ~r:,91, J Name 1_~il~e(~!£'!'b-~i,..·. _ij! ___ P_~~~-~ !il~;ft ,~fP.;ft. ' ·15U>if!_: ·F,¥ :~z l ~Ip, HIP I -4,8249 Base 10 20 SC44A 13.624 Base 38 2 COMl;l1 0,?48 Base 38 2 COMB2 -0.367 Base 38 2 C0M~1A -7.44 Base 38 2 COM32A 7.194 t;:!ase 38 2 C6M~3A -,4.795 Base 38 2 COM34A 4.55 Base 38 2 ,I COM41A -7.184 Base 38 2 COM42A 7.45 -Base 38 2 COM43A -4.539 Base 38 2 COM44A 4.805 B~se 38 2 SC31A -17.008 Base 38 2 SC32A 16.762 ease 38 _2 SC33A -10.905 f Base 38 2 SC34A 10.66 Base 38 2 SC41A' -16.752 . Base 38 2 SC42A 17.018 -,B~se 38 2 SC43A •10,649 I Base 38 2 SC44A 10.915 ·Base 40 :4 COMB1 -0.288 Base 40 4 COMB2 -0.229 'Base 40 4 COM31A -7.584 Base 40 4 COM32A 7.05 Base 40 4 COM33A -4.939 Base 40 4 COM34A 4.406 Base . 40 4 COM41A -7.471 Base 40 4 COM42A 7.163 ·Base 40 4 COM43A -4.827 Base 40 4 COM44A 4.518 Base 40 4 SC31A -17.152 Base 40 4 SC32A 16.618 -Base 40· 4 ·SC3~A ·-11.049 Base 40 4 SC34A 10.516 Base 40 4 SC41A -17.04 Base 40 4 SC42A 16.731 Base 40 4 SC43A -10.937 Base 40 4 SC44A 10.628 0.603 5.801 · ,0.161 11.35~ -0.283 13.917 -0.264 8.883 -0.229 18.249 .;0.199 10.576 -0.293 16.557 -0.104 1:402 -0.069 10.769 -0.039 3.095 -0.133 9.076 -0.287 2.759 -0.206 24.374 -Q.138 6.665 -0.355 20.468 -6.127 G,12]) -0.046 0.022 -0.195 -3.315 -3.442 -3.531 -3.613 -3.676 -3.468 -1.735 -1.817 -1.88 -1.672 ~3.477 -3.667 -3.812 -3.333 -1.681 -1.871 -2.016 -1.536 16.893 -0.816 12.987 44.304 54.4 57.658 48.317 56.009 49.966 28.405 19.064 26.756 20.713 63.766 42.209 59.96 46.015 34.513 12.956 30.707 16.762 Page 23 of24 127.4786 0.0705 -4.0189 0.6268 -9.289 0.6605 ,64.5&4 0.1834 49.498 -0.2129 -43.9433 1.0568 28.8873 0.2763 -59.179 -0.2008 54.873 -0.5971 -38.$683 0.6726 34.2623 0.9725 -139.1264 -0.1285 124.0704 -1.0431 -91.5633 1.887 76.5073 0.5882 -13;i.7914 -0.5127 129.4454 -1.4273 ~86.1883 1.5028 81.8823 13.9952 -6.3171 14.463 -8.7006 14.7205 -65.1715 15.3541 48.881 15.8612 -44.5605 14.2134 28.2701 7.1806 -60.4104 7.8142 53.6421 8.3213 -39.7995 6.6735 33.0311 14.3062 -139.7442 15.7684 123.4538 16;9387 -92.1805 13.1359 75.8901 6.7663 -134.9832 8.2285 128.2148 9.3988 -87.4195 i 5.596 80.6512 0.0074 0.0007 0.0011 0.0021 -0.0001 -0.002 0.004 0.0015 -0.0008 -0.0027 0.0034 0.0036 -0.0016 -0.006 0.008 0.003 -0.0022 -0.0066 0.0074 0.0007 0.0011 0.0021 -0.0001 -0.002 0.004 0.0015 -0.0008 -0.0027 0.0034 0.0036 -0.0016 -0.006 0.008 0.003 -0.0022 -0.0066 0.0074 11/13/2015 f-'t-lt- f\,(,l'I'..\\'\ 0 0 0 Analysis Results 5.3 Point Results Table 5.6 -Story Forces (continued} Table5.7-Jol_ntReactions 0£ :S\<\f ,..._ \-~~t~ ' ' 1,1/13/2015 \:lt-~ I "-~,·,.-~I' ,' ~ • '~-<i, "' ,•.-~,.. t • r' ,Jo'"~--~-· '"" ~ t-,0; ... h\"'t I <-,....-¥,<tl'll'•--1,,1~.,..,.._, ~ '' ,I fVJ\,.,' • ,.-"'t • • .-.1:;,.F (·i'1~~~ .·:' . :<3 · :~,:)-:,Ji.' ~0 ·: 't '\~9.-~~'i· :\ 1 ·.:~~~~ti:· \.:..:~io~~·, , -~~~r,.~7, ~ ·:5~"'8J3§., _: · :q,i_s5r •· .· .o.oof1, · .. Base 3 6 COM31B , 0.709 , 09.752 36.252 ' 69.7632 1.8959 -0.0007 t ~,.,·._,., • • : ,,,. ' '•' \ ~ _--,'<l • •, -•' ~'"?-~, 1 -~~ ... $-~ i rf''.-.:.'\i,~1·s f ....,,._.!i>"~-','5+"":: '°; •""'-i ,.._,-,..,.~-.If' •1-• .... ~~,. ::.·~~!e ·: ·,; ,3 '.; 2:,: {6;-'<·. ;>P2~2J~(~ ~:]!q!R·-' \·:.~:JJ.~_:,-,J,8J_:1J 1 :J~~.:45W .. c9:~m~ ' 0,IJ,Q~t. ' Base 3 6 COM33B 0.666 . -9.836 36.246 ' 70.4381 1.3371 4.418E-05 ~:)._ •B:.-(1',.___~, ,_... -... ~ ,. J), • , """".,.J • ~"'l.~'.>3'.., ... ·"' • ~""'~ .. , : .e---,;;..., .. ""' ..... ::---~,,. ....... ,; • ~ ,.., ... -~,: .. ~s.Eil •. · >'3 ;.~.'i ·.·:.ZQ ·. ~ t· i.9e~~~-; .;~,: ·R,litt .. -:.::l.~~~ t:·. "~~:~~2 · .. ~;~~-1t~~ ~o.os28 . o:·002 · '. · Base 3 , 6 . COM41B . 0.408 , -8.607 18.185 65.8307 :'-'~B .. a·"'~e1 · · · • • '3 · · ,. '-; :a·· · ! :: ·,.,c'"0"::M~·2·B·'.. , : · -'0'"2' ·1°·s'•~; " 7' 32· 4· · :;-o' ·1·· 5· ·• s· ·2~ 3' .8 ... 2·9 '• ,, •... ,.·.: ', . ,,: ,,,-,. , ... , ,h>,.,.-• .J---., ,·;;,·, ...• -··· , ·., ,-·.,1,.; .:.:'.",,· ... , Base i 6 .:· · COM438 -0:366 · -a:691 18.179 66.5056 ;~iij~~e':' ,. ~:-,_; '. tJf <:1 :.: l~~~~ij:~.;<; ~;-9rg~f~ :;··:?JP.( · }~iz~s: l~.s:0_578 · Base 3 6 SC31B b.835 -20.168 41.113 , 153.5952 ~-:~~!~l-: '·:--J.~::: ·~;.}_~i : ; :{_;~[~~~\ ,c ·_ '_·:9iff.1~ii9~ · -~~~~~5_:.;_i.Hf?~2 .. 1 Base 3 · 6 SC33B 0.736 -20.362 41.1 155.1527 1.-,:it-'t.,;..i,,t' ", , ... , ..;i.'-· ii, , .,,_-'!~"'-'T-.£'.i;..'~ , 'f" 1>r111..."" ,i._--:::-,..,.,.1,,, :,.,,,...r,-&.•·'tv-~, ~·.,."'"-"' ,,,.1 r· Base .,: ·, · • 3 ,; .. 1.. -~·:s-1 .; • !--' ·sC34B1'' ·'o·~89' ~s 788 · 23 969·' ·01~3-8399 · .-~ .... ·-··· ,, • -~.J '.s,c;.'t·:'-".~-···_ .. :·::;.:·a.,:;-.-·." ';,..;;;.,·,' ·.,,,.,,·~~-:·;, ,·\-~.,-•, 1.832 -0,685_5 1.2732 ~D-1267. ,3,5419 '-2.2~77. 2.2524 rOJ7Bf :a.•--. - -0.0014 '0.0021. -. ~,""-: -0.0006 :0.601)' -0.003 o,ocis . -0.0012 ·0:0032, -• .;:.-;-1· Base 3 6 SC41B 0.534 -19.023 23.046 149.6627 3.478 -0.0036 i:,:·sas·e, . ·, -~.:'c·.· .:_··-~_:;,_·6_~:_.-:.i_:_, r sc42B.' -~ .. '?''o':<19 :,., ,."',1~_?,_·t.,~. ,::_·5_·_.~5'ea-.: :':'1,is_··.2_ ... 14·_9 ,·,Lr;",.,, ,-~, ., -.. -.,,-, -•. ~~.,.,,t~~.w:' ~-·~ .f-, -:;:: .... ,,. ~ -... ~--.--,.,.., ' .. , • -:---?;~~16. 0.0044 ... Base 3 6 SC43B 0.436 -19.217 23.033 151.2202 2.1885 !·:'.:a1sif,, ·· . v~.-,_ .. 1_· :?:· ;~_: :._{,.r_.,._._? __ i~.~-:,:_· ... ,_.,-ro_ti!~f ffs!:ft ·: ::s']"of·>'. :;1;fig,1.2ii . -1.042 -~.,,,. eK, 1• < r -~..-, __ ,.,..-:_ ' ,..,-• .,. !I •-t.r' 'I,' .... i .... ~'4"•.-', • t .... 1-.. .... ,. Base 4 8 COMB1 -1,615 -4.892 78.903 18.5132 -8.7572 i,}i~j~.; 4 .,.: ~-\ .-,t-~~: ,' \:~~-0~f·,_ !'. r2f1¥)C:, :§:i~a. : l~rJi. ·:2i~i~~' ~8,<389 Base 4 8 COM31B -1.301 -13.973 94.153 88.3946 -7.0951 < JjJse : · ~-, :·--·~ ,-_·.. _: · i;orv132a:: · ~: ·. 1faas .. :-2:H .... ·-.-'aa:a·1a. · ~s.6e3. ;···~, -''""iit,-~'"l"',.\ .. ~d".,,..~-~' ~~.:~-~ {•·-·,_ 1,,,";_":,,..,_...-·;;. [,,-,t,·,. -11.g23 Base 4 8 COM33B -1.427 -13.902 94.173 87.8245 -8.0241 '4"),; .. ;,, ·,8 ;, •I' •. ;ff0M34s·:•'; '. ·-1,74··· ':::2:e3'if': itaB:659'1 ~'45:0928' -10:3433 ~ .... -~. '-'"~, ''-t, .. "', ,~:...::··..-' :.' ~..:.· .. ~.-: -~ ~-,,.· ·--~ .... ;,.~,.; • ,·- Base 4 8 COM41B -0.583 -10.962 45.007 76.9466 -2,6028 ~)~f ' ·4· :· ,, . :..· ,_ir · · :_¢f?ry,;ifei': : : t :;·R1~1--t~:ii1 ' , ·~~'.}~i, :1 :.s1_.1f 1 . ~.s.1190 Base 4 8 COM43B -0,709 -10:891 45.027 76.3764 -3.5317 :;:_~~-~~-, .-i ·· .. t .. : · : c§f0Ji1~: i ; 1 ;f9:i'1·: • :5:5s} · ~i&l3 ·:: ;~~:5#_q9: -5.e.so~ Base 4 8 SC31B -0.933 -24.88 97.733 . 176.0476 -4.3639 ·-r--,.,,•,_.. '& ;·-:sc·~~e· '.: "r.\2]~l: 'fa:sfr1 ;;~Jt~eg·; -~133:3159 ~14.0035 ·:;Bas~',·. ' "•/· Base 4 8 SC33B -1.223 -24.717 97.779 174.7319 -6,5077 Page 21 of 23 -0,0018 ·0.0026 -.r • .-, - 0.0007 o.oq1j1 •" ..... , -0.0007 0.0027 -_.)..,.. 4.418E-05 o:ocit, -0.0014 0.0021' -0.0006 0.0013 -0,003 0.00? -0.0012 ('l 0 0 Analysis Results Table 5.7 • Joint Reactions (continued) ~tQry. .,J.~int ; iJntg~J~./ A;_o.i!cl :(;~ :f-¥ . F,Z· . ;Nix-. . MY 1#1,~·@f' I ·N@m, C~l!3/Ci)J'iJii.q : ,id;f, . , :kip. ) ·klP.· : :itl~ft ·. iJsl~;ft , ____ , -----:----' ---11.8597 ---_, .. -1.944 13.454 85.053 -132.0003 Base 4 8 SC34B Base 4 8 SC41B ~(l.215 ~21.869 Base 4 8 SC42B -1.516 16.628 B11se 4 8 SC43B -0.504 -?1,706 Base 4 8 SC44B -1.226 16.465 'Base 5 10 C9MB1 0.79 2.174 Base 5 10 COMB2 0.815 2.98 'Base 5 10 COM31B 0.875 -5.172 Base 5 10 COM32B 0.822 10.759 Base 5 10 COM33B .0.863 -5.255 Base 5 10 COM34B 0.833 10.843 Base 5 10 COM418 0.45 -6.801 Base 5 10 COM42B 0.397 9.13 Base 5 10 COM4~B 0.438 -6.885 Base 5 10 COM44B 0.409 9.214 13ase 5 10 $cfa1·a o.'909 -15.588 ' Base 5 10 SC32B 0.787 21.175 Base 5 10 SC33B 0,882 -15.781 . Base 5 10 SC34B 0.814 21.369 Base 5 10 SC41B 0.484 -17.217 Base 5 10 SC42B 0.363 19.546 Base 5 10 SC438 Cl.457 -17.411 Base 5 10 SC44B 0.39 19.739 Base 6 12 COMB1 -1.996 6.355 Base 6 12 ·COMB2 -1.63 7.191 Base 6 1i COM31B· 1.797 -1.091 Base 6 12 COM32B 1.952 15.528 Base 6 12 CO!\1338 1.~31 -1.021 Base 6 12 COM34B 1.917 15.457 Base 6 12 COM418 ·0.992 -4.905 Base 6 12 COM42B 1.147 11.714 Ba1;e 6 12 COM43B 1:026 -4.834 Base 6 12 COM44B 1.112 11.644 Base 6 12 SC31B 1.695 -11,958 Base 6 12 SC32B 2.053 26.395 Base 6 12 SC338 1.775 -11.795 Base 6 12 SC348 1.974 26.231 Base 6 12 SC41B -0.89 -15,771 Base 6 12 SC42B 1.248 22.581 ease 6 12 SC438 -0.97 ~15.608 Base 6 12 SC44B 1.168 22.418 Page 22 of23 48.587 164.5996 35.952 -144.764 48.633 163.2839 35.906 -143.4483 31.228 -11.2263 37.859 -14.6504 33.454 50.139 40.637 -78.0746 33.403 50.8139 40.687 -78.7495 13.138 58.0927 20.321 -70.1209 13.087 58.7676 20.371 -70.7958 28.757 133.971 45.333 -161.9066 28.641 135.5285 45.449 -163.4641 8.441 141.9247 25.018 -153.9529 8.325 143.4822 25.133 -155.5104 84.731 -29.6739 99.897 -33.5536 94.952 33.2053 102.545 -100.582 94.997 32.6363 102.501 -100.0131 41.595 50,9969 49.188 -82.7904 41.639 50.4279 49.143 -82.2214 89.988 120.6815 107.509 -188.0583 ---90.09 119.3686 107.408 -186.7453 36.631 138.4732 54.152 -170.2667 36.733 137.1602 54.05 -168.9537 - 0.1285 -9.5111 -2.0154 -7.3673 2.2436 1.726 2.3859 1.6947 2.232 1.8486 1.5475 0.8563 1.3936 1.0102 2.8378 1.2428 2.4828 1.5978 1.9994 0.4044 1.6444 0.7594 -1 0.2169 9.2104 9.5609 0.7094 9.8165 0.4538 - - -1 - -1 -4.8991 6.0476 5.1547 5.792 -8.81 1.4603 9.3999 0.8704 4.1482 6.7985 . - - -1 - -1 . - -4.7381 6.2086 . :MZ' k!fMt 0.0032 -0.0036 0.0044 -0.0018 0.0026 0.0007 0.0011 -0.0007 0.0027 4.418E-05 0.002 -0.0014 0.0021 -0.0006 0.0013 -0.003 0.005 -0.0012 0.0032 -O.Q0~6 0.0044 -0.0018 0.0026 0.0007 0.0011 -0.0007 0.0027 4.418E-05 0.002 -0.0014 0.0021 -0.0006 0.0013 -0.003 0.005 -0.0012 0.0032 -0.0036 0.0044 -0.0018 0.0026 11/13/2015 t $, 'MC$( .o 0 0 ~GSSI PROJECT G~nmark-TI Me;zz~nine Structural Engineers to._~ -:: 34-.6 Kt r \oi:~ ~~o_ ')£' )~~\¼~ ; ~ ~ -z.1~t '+ ;\:_ 'i 'l:'~I~ ~ n.1 ~~ \\~ W -~ la,:~ "' 'I.~, ~:a "' o_ ~6~ \elf' ~I \\~,~ 1' "" 6'.tt °\'(tl ~-J\ ':: 6.1). / ~ l, . / ( ~-' .. ~ ~1\ ~ o . \ '2. ~"'· @ ENGR; ___ T_Z __ ass, No .. __ 1~51_7_6_A;....__ DATE ___ __,__ J ~GSSI Project: Sheet: ......... ~L ....... . Structurl\l l!n/!in~q,s Engineer: TZ GSSI No. C> Date: ........................ . Collector (Drag) Force Calculation " ,, ~~ Mezzanine Moment Frames @ Grid Line 5.6 Y-direction Span 1 Span2 Span 3 Total lateral force F= 12.4 kips Total length L= 65.2 ft. Average shear q= 0.2 kips/ft. 0 Span Length Grid Distance Hori. Force Ave. Shear Drag Axial Force Number ( ft.) Lines ( ft.) @wall @wall (kips) (kips) ( k/ft ) D.7 0.0 Span 1 22.0 I< 0.2 22.0 0.0 4.2 ~ n...-:: 11. (;' Span2 24.0 C.6 46.0 12.4 0.5 -3.6 Span 3 19.2 C.2 65.2 0.0 0.0 (:) See Collector Design Note: p = 1 for collector elements per 2006 IBC 12.3.4.1 0 ' 0 0 Stu,cturnl fingin1!!¢tll 'Project: Genmark-TI Mezzanine Engineer: TZ ·r . ~~ Sheet. ...... , .............••...•.......... GSSI No. 151768 Date: ................................. . Check Steel Beam Collector (Drag Element) ( A1sc 10 -Aso ) for Load Combinations with Overstrength Factor ··~'Ra·', Location: @ Grid Line 5.6 Collector Data: W 14X22 Mezzanine Sos= 0.763 A= 6.49 in.2 Unsupported Length: Lx = 22 ft. (strong axis) Ix= 199 in.3 Unsupported Length: Ly=::· fLqo: , ft. rx = 5.54 In. ry= 1.04 in. Lp= 3.67 ft. Lr= 10.4 ft. The unfactored gravity loads and moments: M0 = 18.8 k-ft QE = 4.2 kips ( Strength Level) ML = 10.8 k-ft k = 1.0 klxfrx = 47.7 klylry = 126.9 Governs I 60 kips (A/SC Spec E.3) P = 8.8 kips P e1 = lrElxf (kLx)2 = 816 ksi B1 = Cm/(1-aP/Pe1) = 1.0 Load Comb. ( 5 ): 1.107 DL + 50 ksi 29000 ksi 1.67 Cmx = 1.0 (A/SC Table C-C2. 1) F 8 = Tr2E/(kl/r)2 = 17.75 ksi LL n0 = 3 (Overstrength amplification factor) p = 1.2 (Allowable stress Increase factor per ASCE/SEI 7-05 §12.4.3.3) Mx = 21 k-ft Since Lp < Lb > Lr Mex='.:·,, -A~f '}· k-ft (A/SC ASD Table 3-2 or Table 3-10) P/(13P c) + (8/9)[Mxf(f3Mcx)1 = 0.46 < 1.0 OK () 0 l ' ~GSSI Project: Genmark-TI Mezzanine Engineer: TZ Sheet: ............. ~~.?.. ............ . Strl.dctu,nl !,nginecr~ GSSI No. 15176B Date: ................................. . Check Steel Beam Collector (Drag Element) < A1sc os -ASD > for Load Combinations with Overstrength Factor "'R311 Location: @ Grid Line 5.6 Mezzanine Collector Data: W 14X22 Sos= 0.763 A= 6.49 in.2 Unsupported Length: Lx = 22 ft. (strong axis) I -x-199 in.3 Unsupported Length: Ly = 11.00 ft. rx = 5.54 in. r = y 1.04 in. F -y-50 ksi Lp= 3.67 ft. E= 29000 ksi Lr= 10.4 ft. nc= 1.67 The unfactored gravity loads and moments: Mo= 18.8 k-ft Qe= 4.2 kips ( Strength Level) ML= 10.8 k-ft k= 1.0 Cmx = 1.0 (A/SC Table C-C2. 1) kLxfrx = 47.7 Fe = n 2El(kUr)2 klyfry = 126.9 Governs! = 17.75 ksi Pc= PofOc = 60 kips (A/SC Spec E.3) P= 6.6 kips P e1 = Tr2Elxf (klx)2 = 816 ksi 81 = Cmf (1-aPIP e1) (a = 1.6 for ASD) = 1.0 Load Comb. ( 6 }: 1.080 DL+ 1.575 QE + 0.75 LL n -o-3 (Overstrength amplification factor) P= 1.2 (Allowable stress increase factor per ASCE/SEI 7-05 §12.4.3.3) Mx= 29 k-ft Since Lp < Lb > Lr Mex= 46 k-ft (A/SC ASD Table 3-2 or Table 3-10) P/(PPc) + (8/9)[Mxf(PMcxH = 0.55 < 1.0 OK ETAS$ 201313.2.2 0 '• .. I 0.7 . ; . D.2i C.6 I .• 5.6 ' 5.6 I 5.6 . I 0 ~ ~ J, l I I I I I I I I il'.!17 <:l 0,116 6.192 , 6.192 I I l.t~· ~~ \.;_'4\~ s.' 0 Genmark-TI & MechaniEaeMeimalf1MLRS..(IEDShear Force 2-2 Diagram (EQY2) [kip] C.2 5.6 ·0,4, ill 1 11/13/2015 \-\'f- I Mozzanlne Base 0 0 ETABS 201313.2.2 D,7 5.6 D.2 5.6 ' 6.711 ~ ~-\ -0.227 ,tl ~.01B8 • r, C.6 5.6 2.29B5,, Genmark-TI & MechanicaEIMemm~e_yR-39:IDBMoment 3-3 Diagram (Dead) [kip-ft] C.2 5.6 11/13/2015 Mezzanlne Base 0 0 ETABS 2013 13.2.2 . "', '0.7, 'D.2: ' 5.6 · 1;258 1,, . C.6 5.6 1 C.2 5.6 11/1~/20'15 ·-Mezzanine ~L0,703 ·m . 3.65 Base I I Genmark-TI & MechanicaEMeatianii\e@.'R3,fiBB Moment 3-3 Diagram (Live) [kip-ft] 0 0 0 Project: Strlic:tu,nl l!ngint:cus Engineer: TZ Collector (Drag) Force Calculation Moment Frames @ Grid Line 5.2 Span 1 Span2 Total lateral force F= 12.8 Total length L= 118.2 Average shear q= 0.1 Span Length Grid Distance Hori. Force Number ( ft.) Lines ( ft.) @wall (kips) E.9 Span 1 75.0 D.2 75.0 Span 2 24.0 C.6 99.0 12;8 Span 3 19.2 C.2 118.2 See Collector Design Y-direction Span 3 kips ft. kips/ft. Ave. Shear @wall ( k/ft ) 0.0 0.5 0.0 Note: p = 1 for collector elements per 2006 IBC 12.3.4.1 Sheet: ........ ~J ........ . GSSI No. Date: ........................ . Mezzanine ( .Q..o-= 3 ) Drag Axial Force (kips) 0.0 8.1 < Jl 0-= <-}. 3 k -2.1 0.0 0 0 ~GSSI Sttuclt.i11il f;ryg!n~c,s Project: Genmark-TI Mezzanine Engineer: TZ --r • J, Sh t• \-\9'' --ee-................... 9.;, .......... . GSSI No. 151768 Date: ................................ .. Check Steel Beam Collector (Drag Element) ( A1sc 10-AsD > for Load Combinations with Overstrength Factor R3 Location: Collector Data: A= @ Grid Line 5.2 btwn Lines D.2 & D.7 W 16X2~ Sos= 0.763 7.68 in:2 Unsupported Length: Lx = 22 301 in.3 --!. ·-· _-_-_._. Unsupported Length: Ly= · :' .;7;33 . 6.26-in. 1.12 in. Fy = 50 3.96 ft. E= 29000 11.2 ft. nc= 1.67 The unfac;:tored gravity loads and moments: \ Mo:;:: 70;6 k-ft Qe= 8.1 kips ( Strength Level) Mt= 15.9 k-ft Mezzanine ft. ( strong axis) ft. ksi ksi k= 1.0 Cmx = 1.0 (A/SC Table C-C2. 1) kLxlrx = 42.2 Fe = n2E/(kl/r)2 kLylry= 78.6 Governs! = 46.32 ksi ~c = Pn/Oc = 146 kips (A/SC Spec E-.3) P = 17.0 kips P 01 = n 2Elxf(klx)2 = 1235 ksi B1 = Cmf(1-aP/Pe1) 1.0 Load Comb. ( 5 ): 1.107 DL+ LL Oo= 3 (Overstrength amplification factor) 13 = 1.2 (Allow;:ible stress increase factor per ASCE/SEI 7-05 §12.4.3.3) M -x-80 k-ft Since lp < Lb < L, Mex= i~1, ;-_gQ'.;-;' k-ft (A/SC ASD Ta_ble 3-2 or Table 3-10) . ~ ~ .,, ,,.,. ~~ ' "' P/(f3Pt) + (~/9}[Mxf(f3Mcx)l = 0.75 < 1.0 OK 0 0 I ~GSSI Project: Genmark-TI Mezzanine Engineer: TZ Sheet: .............. ~\. ........... . Structurnl Engineers GSSI No. 15176B Date: ................................. . Check Steel Beam Collector (Drag Element) ( A1sc os -Aso ) for Load Combinations with Overstrength Factor R3 Location: @Grid Line 5.2 btwn Lines D.2 & 0.7 Mezzanine Collector Data: W 16X26 Sos= 0.763 A= 7.68 in.2 Unsupported Length: Lx = 22 ft. { strong axis) Ix= 301 in.3 Unsupported Length: Ly = 7.33 ft. rx = 6.26 in. ry= 1.12 in. fy = 50 ksi L -p-3.96 ft. E= 29000 ksi Lr= 11.2 ft. Oc= 1.67 The unfactored gravity loads and moments: M0 = 70.6 k-ft Qe= 8.1 kips (Strength Level) ML= 15.9 k-ft k= 1.0 Cmx= 1.0 (A/SC Table C-C2. 1 } kLxfrx = 42.2 Fe = rr2E/(kL/r}2 klyfry= 78.6 Governs I = 46.32 ksi Pc= Pnfrlc = 146 kips {A/SC Spec E.3) P = 12.8 kips P e1 = rr2Elxf (kLx)2 = 1235 ksi B1= Cm/(1-aP/P81} (a=1.6forASD) = 1 .. 0 Load Comb. ( 6 }: 1.080 DL + 1.575 QE + 0.75 LL 0 0 = 3 (Overstrength amplification factor) 13 = 1.2 (Allowable stress increase factor per ASCE/SEI 7-05 §12.4.3.3) Mx = 90 k-ft Since LP < Lb < Lr Mex= 90 k-ft (A/SC ASD Table 3-2 or Table 3-10) P/(PP cl + (8/9)[Mxl(PMcx}] = 0.81 < 1.0 OK 0 i 0 -,., r* ;.I, ·~·GSSI Project: GEmmark-TI Mezzanine Engineer: TZ Sheet: .............. ~\~ .......... .. Sttuctuiol Engln,;,c1!1 GSSI No. 151768 Date: ................................. . Check Steel Beam Collector (Drag Element) ( AIsc 10-AsD ) for Load Combinations with Overstrength Factor R3 Location: @ Grid· Line 5.2 btwn Lines D. 7 & E.2 Mezzanine Collector Data: W 16><26 Sos;::: 0.763 A= 7.68 in.2 Unsupported l<;lngth: ~x = 24 ft. (strong axis} Ix= 301 in.3 Unsupported Length: Ly = · '{3;00 ft. rx = 6.26 in. r -y-1.12 in. F -y-50 ksi Lp= 3.96 ft E= 29000 ksi L -r-11.2 ft. !le= 1.67 The unfactored gravity loads and moments: M0 = 62.5 k-ft QE: 5.7 kips ( Strength Level} ML= 20,3 k.,ft k= 1.0 Cmx= 1.0 (A/SC Table C-C2. 1 ) klxfrx = 46.0 · F 8 = n2E/{kL/r)2 kLyfry = 85.7 Governs! = 38.92 ksl Pc= Pn/Oc = 134 kips (A/SC Spec E.3} P= 1;2.0 kips 2 · · 2 P e1' = tr Elxf (kLx) = 1038 ksi ·B1 = Cm/(1-aP/P01) = 1.0 Load Comb. ( 5): 1.107 DL + 2.1 QE + LL n0 = 3 (Overstrength amplification factor) J3 = 1.2 (Allowable stress increase factor per ASCE/SEI 7-05 §12.4.3.3) Mx = 70 k-ft Since .L~ < Lb < Lr Mex = . · · ae'-·:'. ~. k-ft (A/SC ASD Table 3-2 or Table 3-10) P/(PPc) + (8/9)[Mxf(f3Mcx)l 0.68 < 1.0 OK 0 0 (~ ~GSSI Structurol Engll\l)Cr~ Project: Genmark-TI Mezzanine Engineer: TZ Check Steel Beam Collector {Drag Element) Sheet: ............... ~~) ............ . GSSI No. 151768 Date: ................................. . ( A/SC 05 -ASD ) for Load Combinations with Overstrength Factor R3 Location: @ Grid Line 5.2 btwn Lines D.7 & E.2 Mezzanine Collector Data: W 16>e26 Sos= 0.763 A= 7.68 in.2 Unsupported Length: Lx = 24 ft. (strong axis) Ix= 301 in.3 Unsupported Length: Ly = 8.00 ft. r -x-6.26 in. ry = 1.12 in. Fy= 50 ksi Lp= 3.96 ft. E= 29000 ksi Lr= 11.2 ft. n -c-1.67 The unfactored gravity loads and moments: M0 = 62.5 k-ft QE = 5.7 kips (Strength Level) ML= 20.3 k-ft k= 1.0 Cmx = 1.0 (A/SC Table C-C2.1) kLxfrx = 46.0 kLyfry = 85.7 Governs! Pc= PnfOc = 134 kips (A/SC Spec E. 3) P= 9.0 kips P e1 = Tr2Elxf (klx)2 = 1038 ksi B1 = Cm1(1-aP/P81) = 1.0 Load Comb. ( 6 ): 1.080 DL + (a = 1.6 for ASD) 1.575 QE + Fe = ifEl(kLlr)2 = 38.92 ksi 0.75 LL n -o-3 (Overstrength amplification factor) P= Since Mex= 1.2 (Allowable stress increase factor per ASCE/SEI 7-05 §12.4.3.3) 84 k-ft Lp < Lb < Lr 86 k-ft (A/SC ASD Table 3-2 or Table 3-10} P/(PP c} + (8/9)[Mxf (PMcxU = 0.78 < 1.0 OK 0 0 0 ...,.. ½If'~ ,'l, -GSSI Project: Genmark-TI Mezzanine Engineer: TZ Sheet; ............. J\)3:::-... , ...... . GSSJ No. 151768 Date: ................................ .. Check Steel Beam Collector (Drag Element) ( A1sc 10 -ASD ) for Load Combinations with Overstrength Factor Location: @ Grid Line 5.2 BTWN Lines E.2 & E.7 Mezzanine Collector Data: W 14x22 S05 = 0.763 A= 6.49 in.2 Unsupported Length: Lx = 19 ft. (strong axis) Ix= 199 in.3 . ' ·, ', ;,'., i: Unsupported Length: Ly=.'. , ·r: 50 · ft. per S2 Plan ·rx = 5.54 in. ry= 1.04 in. L -p-3.67 ,ft. Lr= 10.4 ft. The unfactored gravity loads and moments: M0 = 28.0 k-ft QE = 3.1 kips ( Str~ngth Level) ML= 14.1 k-ft k= 1.0 klxfrx = 41.2 kL/ry = 86.5 Governs! Pc= P~l!lc = 112 kips (A/SC Spec E.3) P= 6.5 kips P e1 = TT2Elxf (klx)2 = 1095 ksi- 81 = Cm/(1-aP/fle1) = 1.0 Load Comb. ( 5 ): 1'.107 DL + 50 ksi 29000 ksi 1.67 Cmx = 1.0 (A/SC Table C-CZ 1) Fe= n 2E/(kl/r)2 = 38.18 ksi LL !l -o-3 ( OverstrenQth amplification factor) f3 = t.2 (Allowable stress Increase factor per ASCE/SEI 7-05 §12.4.3.3) Mx= 31 k-ft Since lp < Lb < Lr .~ 1-~ ' ,' Mex='... '~-~ :·-.. , ·, k-ft (A/SC ASD Table 3-2 or Table 3-10) P/(f3P c) + (8/9)[Mxf (f3Mcx)J = 0.41 < 1.0 OK C> 0 . ~GSSI Project: Genmark-TI Mezzanine Engineer: TZ Sheet: ............... ~~~ .......... . Sttuctural £r,~inec,~ GSSI No. 15176B Date: ................................ .. Check Steel Beam Collector (Drag Element) { A/SC 05 -ASD ) for Load Combinations with Overstrength Factor Location: @ Grid Line 5.2 BTWN Lines E.2 & E.7 Mezzanine Collector Data: W14X22 Sos= 0.763 A= 6.49 in.2 Unsupported Length: Lx = 22 ft. (strong axis) Ix= 199 in.3 Unsupported Length: Ly = 7.50 ft. per S2 Plan rx = 5.54 in. ry = 1.04 in. F -y-50 ksi Lp= 3.67 ft. E= 29000 ksi Lr= 10.4 ft. Oc= 1.67 The unfactored gravity loads and moments: Mo= 28.0 k-ft Qe= 3.1 kips ( Strength Level) ML= 14.1 k-ft k= 1.0 Cmx= 1.0 (A/SC Table C-C2. 1 ) kLxlrx = 47.7 F 8 = trE/(kL/r)2 kLylry = 86.5 Governs! = 38.18 ksi Pc= Pnf!lc = 112 kips (A/SC Spec E.3) P= 4.9 kips Pe1 = n 2Elxf(kLx)2 = 816 ksi 81 = Cmf(1-aP/Pe1) (a= 1.6for ASD) = 1.0 Load Comb. ( 6 ): 1.080 DL + 1.575 QE + 0.75 LL 0 0 = 3 (Overstrength amplification factor) P = 1.2 (Allowable stress increase factor per ASCE/SEI 7-05 §12.4.3.3) Mx = 41 k-ft Since LP < Lb < Lr Mex= 64 k-ft (A/SC ASD Table 3-2 or Table 3-10) P/(PPc) + (8/9)[Mxf(PMcx>1 = 0.51 < 1.0 OK ;, .1;;. ETABS 201313.2.2 11/13/2015 \-\\4 ,0 . •. ,' 0.-7 , D 2 • IC2 :E.7 CG ,. . . ' ~2.: /:,.2 '. 5 2. 52 5,2 0 : I I .. '•" .......... I .r,i 1, h'I r 1 1-'.I, ~ '·l ';/ , p)Oe' a.-:.; ~ ,..,· .;! em A [_y r:i--,..--, .... '" / I '--'V\~ $, ri. 0 Genmark-TI & MechanifaettAeimab'°IM.'_~D$hearForce 2-2 Diagram (EQY1) [kip} I, _;. ETABS 2013 13.2.2 11/13/2015 0 ·E7 07 0,2 C6 C2 5 2 . 52 52 52 0 z l __ ,.y ---1~-_; -·-__ ij ' ,• "" 57175 • 111151' Genmark-Tl & MechaniciHIMemmwlie,YR-3!EDBMoment 3-3 Diagram (Dead) [kip-ft] 0 0 ETABS 201313.2.2 ,' ' £ti ', j 'I ' •.. 'o,,.· ~J,'."' /''"' '. 5 2 CG 52 •.11\) ,,_j, ,, 11/13/2015 C,2 , '52 • ! 11~~~~~--rr-~~ '"'"' • 07" ,., "'" l.l t~, Genmeirk-TI' & MechanicaElfleatiahi~~@.fr.0B Moment 3-3 Diagram (Live) [kip-ft] " Project: Genmark -Tl Mezzanine Sheet No. \<\ [j ,GSSI Engineer: TZ Project No.: 151768. Structural Engineers Date: C) Square Spread Footing Design ,, ,, R3 (2013 CBC) F8 F7 F6 F5 F4. F3 Soil Capacity * = 2000 psf Size, WxB s.o, 1.0· 6.0, 5.0] 4.0 3.0' Concrete, fc = 4500 psi Area, ft"2 64.01 49.0 36.01 25.0 16.0 9.0 ,, Reinforcement, fy = 60,000 psi Footing Thickness, in. 24 1 21 211 21 21 21 ,,_ q Soil Bearing Capacity 4000 4000 4000 3500 3000 2500 t--1~-n. P, allowable, kips 237 183 /35, 81 4:/ / ?O· Pu, allowable, P*l.55 367 284 209 125 1 68! 31 Column Size, in. 10 IOI 10 8! 8\ 8; Effective Ftg, d, in. / 20 171 17 17 171 17 j Soils Pressure, ksf 5.7 5.8 5.8 5.o; 4.2\ 3.5: Increase width from = 1.0 ft. Shear: I Increase = 500 Punching shear, kips 331 255 1791 104 49! 16 Maximun Increase = 4000 psf Vu, allowable, kips 483 369 369, 342 342' 342 I I VuOK Vu OK VuOK VuOK VuOK VuOK Beam shear, kips I 1.0 9.7 6.8 3.8 1.1/ -0.9 Vu, allowable, kips 24.1 20.5 20.5 20.5 20.5. 20.5 VuOK VuOK VuOK VuOK VuOK Vu OK I Bending: ' 2) Mu, ft-kips 36.8 27.51 19.3 11.8 5.9 Ku,psi 102 106, 74 45, 23 9 0 0.0017 0.00181 0.0013 I 0.0004 0.0002 p 0.0008; As, in"2 4.41 3.40i 2.04 1.03; 0.41 I 0.12 Number of Rebars 9 8 ! 7 6 4 ' 4 I Rebar size #7 #7 j #6 #5 I #5 j #4 As, actual, in. "2 5.401 4.801 3.08! l.861 1.24 o.so, I AsOK I AsOK . A5OK AsOK AsOK As OK I ( ·o 0 0 ETABS 201313.2.2 ·1E,059 (,\ E.7 : 5.6 ' •I ~· \ I -13, 145 Genmark-TI & Mechanical~'e~EfDB Axial Force Diagram (DLLL) (kip] ,,;.. ..,;, ) 11/16/i'b.15 .. '"' I.. () 0 ETABS 2013 13.2.2 11/16/2015 E.7 D.7 5.2 ~ 5.2 I •----------------.-------------. ---------~------------- l_">Y - -33! 11 I', ' \\SS 't• lt • l'f ne.."' 1t, ~,{) Genmark-TI & MechanicallMer.:mlm'e~SJB Axial Force Diagram (DLLL) [kip] - ~?.858 :-1... t'f #j ETABS 2013 13.2.2 11/16/2015 ··O·· ,, ' E.7 ~ 5.1 ~ I l 0 I ·~ ....--,-- ,,_ I- G-:· ' . ,~ ' 25,426 , , 1,.--.... y -11 .805 0 Genmark-TI & Mechanical~'e~EDB. Axial Force Diagram (DLLL) [kip] t-t \. 1 0 Genmark-TI & Mechanical Mezzanine_R3_Foundation 11/16/20151:52 PM t ~, I u \ H 5 •O ,. 5 -0 • \ -C\ (_f S) c.~r-) 0 I I I ' •• I . . . . -. . I 4:-=-4::-:::1:_+ =:----,---Q . . I • . I ~ ' ' ' I I I ' J ' SAFE 12.3.2 Plan View lb, ft, F 0 0 Genmark-TI & Mechanical Mezzanine R3 Foundation -~--,~,~~..=-- ' '' : : '' I' I '' ' ~· 1>L + ll SAFE 12.3.2 ',, 5.6 5.1 I 'I d:~~~-,:;.·-:--;-l-----/---Q. 'h ~I I ~ I I I '"1 • .., ,~1 -· i' ' . t . ·:t ~:- '. ' . I I I I I ·1 i i: I I -1 I· I.. i I·· I: , I f .'• I . 'l·'·· >!"> I , I ·>-r-,v I l I I I ' ' I I I I I I I > I I I I I I I -II · , 1 • --1 .f. I C>.. ri-.~·:-"":-r·-'T·~,-r·--i---~ I > t I I I t I I I I I t (@ fl>) I ' I I I ' I ' I i ' I /1,,. I I l I 1 1 4i--~--~--,-'+ -·@ Soil Pressure Oiagram -(DLLL) [lb/ft2] 11/16/2015 1:59 PM Et3 lb, ft, F 0 0 Genmark-TI & Mechanical Mezzanine_R3_Foundation 5.6 5.2 5.1 . . . i I I --:-,----~ ---; --i-----,- ' I I I I I I I I I ' I I I ' .. j. I '· I l ,1 I. I I, F r. .. , I . I I I !•' I • , ' 1 • I I I I I I I I I I. I I / r / / I I I I I I I > 0 I ~. J_" +--_: ----!-+---!- I f I I o o I I I f I I I I I I 0 I I ' I I I ' ' I I I I I I ' ' I <\,~1 \"'-:: 't,llG' ~\-i r ;i. I --(0 --§ SAFE 12.3.2 Soil Pressure Diagram -(AF21A) [lb/ft2] 11/16/2015 2:05 PM E+3 0.00 1 -0.40 -0.BOl : -1.20 -- -1.60. i I -2.001 , -2.40. ·. lb, ft, F 0 , ' 0 0 Genmark-TI & Mechanical Mezzanine~R3_foundation 'i t ! ', \ ! '.1 SAFE 14.3.2 , 5.6 ,, I I 1: jf ii I Ii i· r - ' I I l ' I I I I ' I ' I !.\·,\ ,··~ I, . . j ' I ' I ' I ' I. 1}1 rh I ' l ' I i ' I I ' I I I l I I 'I ~---:--+J--~--1~,--+---·8 ' ' ' I I I i , I I I ' I l I ' I. l I I I I I I I I ' ' I I I ' I I i i JI~ I I I I O I I. I I (0 1 1 L.. , E7 .. :r---,-x---r~-:-,---· Soil Pressure Oiagram -(AF31A) [lb/ftiJ 11/16/2015 2:05 PM E+3 lb, ft, F Genmark-TI & Mechanical Mezzanine_R3_Foundation 5.6 5.2 ' I @ I . , • I I .:7·-~--~---.--1-----1---C.2 I I I I I I I ' ' I l I I ' ' I I I ' I I I I i · I·· . : 1 · . i I I I I I ' I i I. •• I . I • -r., ,-,,..1/' I -1 I ' I I 0 I I ' I ' ' ' ' -~+;_:_~-----~-·,+·; ---:---8 ' ' ' I I I I I I I I I ' I I I ' \~" t '$l ¥tt I 0 I I I < d1\!>., r i " ' I I I I ' ' ~-~---~--~l-~-~-1---(0 0 SAFE 12.3.2 Soil Pressure Diagram -(AF228) [lb/ft2] 11/16/2015 2:17 PM E+3 0,80 I , I ~I 0.40 ,,• 0.00 n : :::l -1.20; I -1.60' - -2.00 - lb, ft, F 0-, - . . 0 0 Genmark-TI & Mechanical Me~anine_R3_Foundation -'. 5.6 . 5.2 . ~-1 ' I .> : f' I ... .. . e0·· ~r ... :: ;-:r·-=:r-·--,-r;--·-~!---:.' C.2., I I I I I I · I I I I I I I I I I I I I . I, · I·: I ' 1 ~ , 'f \, I I I I • I I I I I I I I I I I I I I I I I I I I I t I l I I I I 'j• I .,. '! _:,..,· I ". ~ • £i" ...-.,__,...-; I /.· 1 j ' I .. •II;• I I I I I I I I I I I I •·I· .•..... :j~. I @ ,.,,..,-·-~·-;-, ....... --f ·.,...,_,.-=----~-,---: o_ .1 _ . I . I ' :::,:; I I I I I j I I I I I I I l I ! I I I I I I I I I I I ' I I I I I I I r r ~\ I I I I I I ® l I -1.· •. ~ ~--~+:-1=-x-~.:..., . .1....:: !:-:+-: --0 SAFE 12.3.2 Soil Pressure Di;:igram -(AF328) [lb/ft2] \< \P 11/16/2015 2:17 PM lb, ft, F • l ' Ill Genmark-TI & Mechanical Mezzanine_R3_Foundation 11/16/2015 2:43 PM 5.6 5.2 5.1 0 () SAFESUUSStrip Design -Layer A -Top and Bottom Reinforcement Area (Enveloping Flexural) [in2J:>, ft, F C) 0 0 Genmark-TI & Mechanical Mezzanine_R3_Foundation 5.1 ""-=-"'-"-=~"=_,ltTr'+ ::,.;.:9+-----1---8 I I I I 11 I I ,. /. £ .. ,-A ._,I CJ> p:; ,., ,, cJI ;: ;J (c, ~ O" " !II' I f -~ .:J' C (>I>, -'! ~ ,.,.. --8 ' / J I I I I I ' I J I I I ,, I i 11\ I I --@ \q'l, 11/16/2015 2:44 PM SAFE SlaB.Strip Design -Layer B -Top and Bottom Reinfc:>rcement Area (Enveloping Flexural) [in2Jb, ft, F .. ., ,, ' 0 0 0 Genmark-TI & Mechanical Mezzanine_R3_Foundation SAFE 12.3.2 5.6 5.2 5.1 . --@ 1 -I J I ' I ' \I I \(_ V -= I~, \I, I I I .1 I I ' I r ' I ,. I I I ~-~-~--@ Strip Shear Force Diagram -(COMB1) [kip] (._ ,.4-~ \q~ 11/16/2015.3:10 PM lb, ft, F 0 Genmark-TI & Mechanical Mezzanine_R3_Foundation 11/16/2015 3:11 PM . 5.6 ': '. 5.2 5.1 ' j I, . I ~'-!: ···-'-+-·-. G .. ,. ' f '0 · ':I I: ,I I ., I. . ·;, ! !. :1 I I' r l' ~f 1· ,, ' ~; I ' I il!I I 1: I: ,,, I : ' \'•l I ; I' i I I I l. 'r I, C) ,. I: I }· 'I I .j. .I I j I l l :j 0 SAFE 12.3.2 Strip Shear Force Diagram -(COMB2) [kip] lb, ft, F l \."l.-'9 t 1, 6' L 0 0 Genmark-TI & Mechanical Mezzanine_R3_Foundation SAFE 12.3.2 5.2 5.1 -,1-1;;;-~,,..4,lj:" =z =:k.:-;:i~¥ ~-;::.-=~.iu.[i:1t---j---(0 I ' I I --8 I I ,<.. \J\I. ... , ~'l I I ' I I I I I ' I y Strip Shear Force Diagram -(SC34A) [kip] \ 11/16/2015 3:11 PM lb, ft, F 0 ' Genmark-TI & Mechanical Mezzanine_R3_Foundation 11/16/2015 3:11 PM 5.1 --@ 0 --§ ---"-__ 'i 'I I \!. Vv:11"& I I ' I I I ' I I ' ' I I ' ' I I r I ,,, I ,, 0 SAFE 12.3.2 Strip Shear Force Diagram -(SC44A) [kip] lb, ft, F ( o.'1':s 1) -;_o £.~')( .. f ,. ..., 0 0 Genmark-TI & Mechanical Mezzanine_R3_Foundation ---- SAFE 12.3.2 5.2 -·@ __ )_ --G ~.=:f+--I V ' I r ;_-=r~.t ~~ ..c-:.cl=-• -n-•--nr l Strip Shear Force Diagram -(COMB1) [kip] l \_~l) \<'7 11/16/2015 3:17 PM lb, ft, F r"'\ u 0 0 .,G~nmark-TI & Mechanical Mezz~nihe_J~3~Foundat]on ;; r• , , ·:; ,, ' ,r' ,; : i' I I ,; SAFE 12.3.2 --(§) I :J ·/ 1 ,, I ,j I --(§ Strip Shear Force Diagram -(COMB2). [kip] \ Vtl> t l.6"L \(_\i 11/16/2015 3:17 PM lb, ft, F 0 0 Genmark-TI & Mechanical Mezzanine_R3_Foundation SAFE 12.3.2 ,, -:J --(0 Strip Shear Force Diagram -(SC31 B) [kip] l ~,, 11/16/2015 3:17 PM .,,_{1_'') \.<>, .• <iiJ j lb, ft, F \.\°:>.I> ... t<> ~)' J.l ( ~ 0 Genmark-TI & Mechanical Mezzanine_R3_Foundation 11/16/2015 3:18 PM 5.6 5.2 5.1 ' ---,- "'q:;::..+..::::i+:-,' --@ I I I I I ' I ' I ' I I I I I ' I. ' I I 0 I .. I I ' I . ' f ' I ' --8 I I I I I I I I I I I I I I I I r '" I 0 SAFE 12.3.2 Strip Shear Force Diagram -(SC41 B) [kip] lb, ft, F t ll,") ~ 1>+ ~\ ~ f<lly l \ lao\ 1 ;-TO p~ / Fui .. 6 / CSc:,--1L u.1 . 11-h,~ \ $ rA C..OM?\V'f' 5e l' ~ @ F c__, "6TILU-eX Q_6...)_C... $ "'--J-~f:S-c)-1½-/ R€f~ CL,\.l rre.."~ .e.ers ,,;221,,: . 6 -~ J Fe JJ/q//) ~T+ /) (J)}--c/l~ec~~ ~ (1)1 '1 lJ-. tz(!?fr:,~ -I-, ,, Final Inspection required by: D Plan· D CM&f D Fire SW 01SSUED Approved Qate BUILDING r rr2 IJ.115 PLANNING 'l\/2.o I 1'5' ENGINEERING p /ft. FIRE Expedite? y N !Y/.ir;/Jc ' -~ DIGITAL FILES Reauired7 y N HazMat APCD Health Forms/Fees Sent Rec'd Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFO: y N LandUse: Density: lmpArea: FY: PFF: y N Comments Date Date Building Planning Engineering Fire Need? \ D I Dev. By JI--) ("C, II/AA R YYI Due? By y N y N y N y N y N ' y N y N y N Annex: Factor: Date Date DDone DDone DDone DDone