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1812 ASTON AVE; ; CBC2017-0050; Permit
Print Dc;1te: 08/14/2017 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 1812 Aston-Ave BLDG-Commercial 2121200600 $87,000:00 City of Carlsbad 1(;35 Faraday Av Carlsbad, CA 92008 Commercial Permit www.carlsbadca.gov Work Class: Tenant Improvement Lot#: Reference #: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: Status: Applied: Issued: Finaled: Inspector: Oescription: OSTEND01TECH: DEMO CONCRETE SLAB ADD NEW PIPING & COLUMN FOOTINGS/ STRUCTURAL FRAME FOR EQUIPMENT PLATFORM (NON-OCCUPIED) Owner: · OSTENDO TECHNOLOGIES INC-623i 6185 Pi;lseo Del Norte Mike Zapar:yniuk, 200 Carlsbad, CA 92011-1152 BUILDING PERMIT FEE $2000+. BUILDING PLAN CHECK FEE (BLDG) 760-710-3000 ELECTRICAl BLDG COMMERCIAL NEW/ADDITION/REMODEL MANUALBUILDING PERMIT FEE MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL SB1473 BUILDING STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $1,582.21 Total Payments To Date: $1,582.21 Balance Due: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. ff you·protestthem, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32:030. Failure to time.ly foil ow 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, n~r planning, zoning, grading or_other similar application:processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a.NOTICE similar to this, or as to which the statute of limit.ition has previously otherwise expired. Permit No: CBC2017-00S0 Clpsed -Finaled 02/01/2017 03/28/2017 AKrog $0.00 $569.91 $398.94 $60.00 $480.00 $45.00 $4.00 $24.36 THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: OPLANNING OENGINEERING OBUll.:.DING OFIRE OHEALTH OHAZMAT/APCD Catyof Building Permit Application Pia~ Check No. C,tedO \ l ~ 0{) 5L) 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value ~ 21 oa--i nn Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit t lftD~ ( ~C) email: building@carlsbadca.gov www.carlsbadca.gov Date /1.lst1-,/J ?-i lsWPPP JOB ADOltESS 1812 ASTON AVENUE, CARLSBAD CA 92008 SUITEf/SPACEf/UNIT# IAPN-212 -· 120 -06 ::. CT/PROJECT# I.LOT# 'PHASE# I # OF UNITS I # BEDROOMS #BATHROOMS I TENANT BUSI_NESS NAME -I CONSTR, lYPE DCC.GROUP OSTENDO TECHNOLO.GIE$ · V-N· B-2 DESCRIPTION OF WOltK: -Include 5q!lare FHt of Affected Area(s) ~DEMOLITION OF EXISTING ~ONCRETE SLAB ON GRADE FOR NEW TRENCHES / UNDERGROUND PIPING AND NEW COLUMN FOOTINGS. . ·· . -STRUCTURAL FRAME FOR INTERIOR, NON OCCUPIE~EQUIPMENT PLATFORM) f:, ,_ EXISTING USE rROPOSED USE • 1 GARAGE (SF) PATIOS (SF) I DECKS (SF) FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS MANUFACTURING MANUFACTURING YESO. Nc0 YES ONo D YEsD NoD 'APPLICANT NAME CASEY WARREN PROPERTY OWNER NAME OSTE~DOTECHNOLOGIES 3Wa't·~ ADDRESS ADDRESS 2550 FIFTH AVENUE, SUITE 115 . ~185PASEO DEL NORTE, SUITE 200 CITY STATE ZIP 9ITY STATE ZIP SAN lllEGO CA 9i103 CARLSBAD CA 92011 PHONE . PHONE IFAX tAX 619-6$5-3990 760-710-3000 760-710-3017 EMAIL EMAIL CWARREN@DGA-SD.COM wayne.lutje@osten~o.com DESIGN PROFESSIONAL NANCY ESCANO CONTRACTOR BUS. NAME ADDRESS ADDRESS 2550 FIFTH AVENUE, SUITE 115 .. -CITY . STATE ZIP CITY STATE ZIP SAN DIEGO CA 92103 PHONE IFAX PHONE IFAX 619-68~3990 EMAIL EMAIL NESCANO®-DGA-SD.COM I STATE LIC. 22219 . STATELIC.# 'CLASS I CllY BUS. UC.# (Sec. 7031.5 Business and Professions Code: Any Gey or County which requires a ~rm it.to construct, alter, improve, demolish or repair any structure, prior to its issuance, also reciuires the applicant for such permit to file a signed statement tliat he is licensed pursuant to tlie 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 no~ more thf!n five hundred dollars {$500)). _ . . ....... --------;_.,..-------,-.--------...,.,.., ,',,. ',, Workers' Compensation Declaratlon: / hereby affirm under penalty of peljury one of the following deqlarations: 0 I.have.and wlll maintain a certificate of consent to self-Insure forWOlkers' compensation.as provided by Section 3700 of the Labor Code, for the performance of.the work for which this permit is issued. D '!'have and wlll maintain workers' ~mpensation, as reQuired by Section 3700 of the Labor Code, for the performance of the wor!<for which this permitis issued. My workers' compensation insurance carrier and policy number are: Insurance Co. ________________ ~_ Policy No. ____________ Expiration Date~------- This section need not be completed if the·permit is for one hundred dollars ($100) or less. D Certificate of Exemption: I certify that In the performance of the WOik for which this permit is Issued, I shall not.employ any person in any ma)lner so as to become subject to the Workers' Compensation Laws of . Califomja. WARNING: Failure to secure workers' compensaOon coverage is unlawful, and shall subJIICt an employer t9 criminal penalties and civil fines up to one·hundred thousand dollars (&100,000), in addition t9 the cost of compensation, damages as provided for in.Section 3706 of the Labor code, interest and at!omey.s fees. ,I$ C0NTRACT0RSl~NATURE @AGENT DATE ------;;,_----...-----------------....; ! 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 notintended 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 sucti 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). [ZJ I, as owner of the property, am exclusively contracting withJicensed 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 contracto~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 maj~r labor and materials for co.nstruction of the proposed property improvement. []Yes Oo 2. I-(have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction Qnclude 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 WOik (include name / address / phone / contractors' license number): 5. I wiJI vide some of the wo I have contracted (hired) the following persons to provide the work indicated (include name I address / phone / type of work): -- -. Is the applicant or future building occupant required to sublnit a business plan, acutely hazardous materials-registratiqn:form pr-risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes .t No Is Ifie applicant or future building occupant required to obtain a permit from the air pollution control dis\(ict-or air quality management district? Yes .t No Is the faci)ity to be constructed within 1,000 feet of the outer.boundaiy of a school site? Yes .t No _ IF ANY OF 1JiE ANSW~RS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT-HAS MET OR IS MEETING THE REQUIREMENT$'OF THE-OFFICE OF EMERGENCY SERVICES-AND THE AIR POLLUTION C.ONTROL DISTRICT. . I hereby affirm that there is a c;onstruction lending agency for the performance of the workthis permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address . ~(P@/10 I certltt that I h!IW ~ the application and state that the abM lnfonnatio!1 is c;onectand that the lnfonnation on the~ is accurate. I agree to COIIIP,IYwith all City onlinances and State laws relating to building construction. I hereby.au!horiZe representative of the City of Carlsbad i:> enter upon the above mentioned propertybrinspedion purposes. I Al.SO AGREE TO SAVE, INDEMNIFY.AND KEEP HARMLESS THE CITYOF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS; COSTS NfJ EXPENSES WHICH MAY IN NIY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA pennlt ls required br e~ '118(5'0' deep inl derholition or conslru<;tion of sructu~ r:Ner3 sbies in heigh~ · - EXPIRATION: ~very permit issued by ihe Bt.ilding Official lllder the pr0','isk,ns of this Code shaH expie by lirnitalb) in1 lieCQme liul in1 void if the building or WOik authorized by such permit is not commenced \\ilhin 180daysfrom the date of such permit or if the bliklilg or: auhlrized such permit is suspended or~atanytime.after-thework is conirilenced bra period of 180 days ($ection 106.4.4Uniform Building.Code) . ...@S' APPLICANT'S SIGNATURE DATE a .... _._ .. ,,,.,., .. :,,.. STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT·ISSUANCE. Complete ·the following ONLY If a Certificate of Occupancy will be requested at final inspection. CEnTIFICATC: OF OCCUPANCY !Commercial Projects Only) Fax (760) 602-8560: Effllll building@carlsbadca.gov or Mall the completed form to City of Carlsbad, Building Division 16:i5 Faraday Avenue, Carlsbad, Califomia·92008. CO#:.(Offlce Use Only) . CONTACT NAME .. . o«;cUPANT NAME ADDRESS BUILDING ADDRESS 'CITY STATE ZIP CllY STATE ZIP earlsbi!d CA .PHONE I FAX ~MAIL OCCUPANT'S BU$. LIC •. No. DELIVERY OPTION$ P.ICKUP: CONTACT (Listed al!OY•l OCCUPANT (Listed above) CONTRACTOR (On·Pe, 1) MAIL TO: CONTACT (Listed above) OCCUPANT (Llstec! above) ASSOC!ATED CB~ CONTRAeTOR(On PC.11 NO C~ANGE !N USE/ NO CONSTRUCTION M.AiL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION .. • : ~ AP,LICANT'S SIGNATIJRE DATE .. Permit Type: BLDG-Commercial Application Date: 02/01/2017 Owner: vyork Class: Tenant Improvement Issue Date: 03/28/2017 Subdivision: Status: Closed -Finaled Expiration Date: 01/24/2018 Address: IVR Number: 1715 Scheduled Date Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector 08/14/2017 08/14/2017 August 14, 201i7 BLDG-Final Inspection 031539-2017 Checklist Item BLDG-Building· Deficiency BLDG-Plumbing Final BLDG-Structural Final BLDG-Electrical Final Andy Krogh ,- COMMENTS No Occupancy, no storage. Fire sprinklers, egress and railing to be completed in Tl plan. Recycling paperwork to be completed. OSTENDO TECHNOLOGIES INC - 6231 · CARLSBAD TCT#85-24 UNIT#04 1812 Aston Ave Carlsbad, CA 92008-7306 Reinspection Passed No Yes Yes Yes Complete Complete Page 3 of3 :. ,: ',.;;, ,., ,,. : ' ', ·~ •' -. .. ,'.· Permit Type: BLDG-Commercial Application Date: 0:?/01/2017 Owner: OSTENDO TECHNOLOGIES INC - 6231 Work Class~ Tenant ·Improvement Issue Date: 03/28/2017 01/24/2018 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: Address: 1812 Aston Ave Carlsbad, CA 92008-7306 IVR Number: 1715 Scheduled Actual Inspection Type Inspection No. Primary Inspector Re inspection Complete Date Start Oate ·Inspecti9n Status BLDG-12 Steel/Bond 025481-2017 Partial Pass Andy Krogh Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as.noted in special inspection report Yes BLDG-14 025484-2017 Partial'.Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial steel columns onsite Yes 06/12/2017 06/12/2017 BLPG-12 Steel/Bond 025861-2017 Passed Andy Krogh Complete Beam Ghecklist Item -COMMENTS Passed BLDG-Building Deficiency 3pc isolation pads as noted in special Yes inspection report 06/14/2017 06/14/2017 BLDG-12 Steel/Bond 026173-2017 Passed Andy Krogh Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency SOG partial infill Yes 07/05/2017 07/05/2017 BLDG-12 Steel/Bond 027803-201·1 Partial-Pass Aridy Krogh Reinspection Incomplete Beam Checklist Itel)'! COMMENTS Passed BWG-Building Deficiency Slab repair multiple locations per special Yes inspection report 07/20/2017 07/20/2017 BLDG-21 ·029297-2017 Failed Michael Collins Reinspection Complete Undergrouncl/Underf Joor Plumbing Checklist Item COMMENTS Passed BLDG-Buildin~ Deficiency Test pressure bled off before inspection. No 07/24/2017 07/24/2017 BLDG-21 029546-2017 .Passed Michael C911ins Complete Underground/Underf Joor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Underground industrial waste. Yes BLDG-Building Deficiency Test pressure bled off before inspection. No 07/28/2017 07/28/2017 l;!LDG-11 030109-2017 Passed Michael Collins Complete Foundation/Ftg/Pier s (Rebar) Checklist lte.m COMMENTS Passed BLDG-Building Deficiency Pour strips Yes August 14, 2017 Page 2 of 3 Permit Type: BLDG-Commercial Application Date: 02/01/2017 Owner: Work Class: Tenant Improvement Issue Date: 03/28/2017 Subdivision: Status: Closed -Finaled Expiration Date: 91/24/2018 Address: Scheduled Actual Date Start Date 05/16/2017 05/16/2017 05/18/2017 05/18/2017 05/22/2017 06/22/2017 05/25/2017 05/2,6/2017 06/31/2017 05/31/2017 06/01/2017 06/01/2017 06/07/2017 06/07/2017 August 14, 2017 IVR Number: 1715 Inspection Type Inspection No. BLDG-91 023449-2017 Complaints Inspection Checklist Item BLDG-Building Deficiency BLDG-11 023573-2017 Foundation/Ftg/Pier s (Rebar) Checklist Item BLDG-Building Deficiency BLDG-11 023981-2017 Foundation/Ftg/Pier s (Rebar) Checklist Item BLDG-Building Deficiency ·BLDG-11 024480-2017 Foundation/Ftg/Pier s (Rebar) Checklist Item BLDG-Building Deficiency BLDG-11 024875-2017 Foundation/Ftg/Pier s (Rebar) Checklist Item BLDG-Building Deficiency BLDG-1.1 Foundatiori/Ftg/Pier s ,(Rebar) 025004-2017 Checklist Item BLDG-Building Deficiency BLDG-11 .Foundation/Ftg/ Pier s (Rebar) 025480-2017 Checklist Item BLDG-Building Deficiency Inspection Status Primary Inspector Passed Andy Krogh COMMENTS Questions on special inspections and work flow, including recycling Partial Pass Andy Krogh COMMENTS Partial as noted on special inspection report Partial Pass Andy Krogh C::OMMENTS Partial as noted' on special inspection report including grade beams .Partial Pass Andy Krogh COMMENTS Partial as noted on special·inspection report including isolation pads B7 guideline Partial Pass Andy Krogh (;OMMENTS partial as.noted on special inspection report including stem wall and 2 pc spread footings Partial Pass Andy Krogh _COMMENTS Partial as noted on special inspection report including isolation pad and spread footings Partial Pass Andy Krogh COMMENTS Partial a~ noted on special inspection report ,.,.,, OSTENDO TECHNOLOGIES INC - 6231 CARLSBAD TCT#85-24 UNIT#04 1812 Aston Ave Carlsbad, CA 92008-7306 Re inspection Complete Complete Passed Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Page 1 of3 Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Eng_ineering I Civil Engineering I Surveying FINAL REPORT FOR SPECIAL INSPECTION & MATERIALS TESTING August 08, 20.17 City Of Carlsbad Building Inspection Department 1635 Faraday Avenue Carlsbad, CA 92009 CTEProjectNo. 10-13381T SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION PERFORMED UNDER PERMIT NUMBER: CBC2017-0050 PROJECT ADDRESS: 1812 Aston Avenue (Ostendo Technologies) I declare under penalty of perjury that, to the best of my knowledge,. all of the work. requiring special inspection and materials testing of reinforced concrete, field welding, high strength masonry, plumbing, shop welding, and epoxy dowel installation has been completed. The inspected work for the structure constructed under the subject permit is in conformance with the approved plans, the inspection and observation program and other .construction documents, and the applicable workmanship provisions of the applicable building code. Executed on this eighth day of August 2017. TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD SUITE 115 ESCONDIDO, CA 92026 RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: Daniel T. Math State of California Registration Number: 61013 Expiration Date: 12/31/18 1441 Montiel Road, Suite 115 Escondido, CA 92026 I Ph (760) 746-4955 I Fax (760) 746-9806 I www.cte-inc.net Construction Testing & J;ng\neering, Inc. Inspection I Testing I Geotechnlcal I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PROJECT NAME U:@dG }f'CI)Y'\Gl<l91' e, -~ ADDREs.s JZJ:2 {).)U'n f), ,e Ou l/,b1,cl CA INSPECTION 0 CONCRETE D REINF. STEEL PAGE / OF 1 CTE JOB NO. /b · / :S1S1 REPORT NO. MATERIAL IOENTIFICATION CONC. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 ARCHITECT ___,,,D::...Q,._,_·r ...... A-'--_________ D MASONRY MORTAR TYPE & lb/in2 11 ,, ENGINEER . '5\:)Jt. .Q., .. P:T· CONCR_ETE . REIN~. STEEL GR./~IZ~ A£\S (f><> ):i.-\ 5 ·· E, CONTRACTOR . vrg.· .... , . .:o .. FIELD WELDING -· ~TRUCTURAL ST.EEL. _ _.... __ ------.. -. -... -.... -... --.· · ···o·: ,:sifri~:w~cii~~-,.i~~JfuH:~_rRENl3r•.r~oLf. OTHER ----- INSPECTION DATE PLAN FILE/OTHER BLDG. PERMIT/OTHER ti BATCH PLANT MASONRY BLOCK OTHER /.-/411/ Id, ·1 1c (:~ :son vz. I !(( €0 E;,JF :?,''{)1../--- f x P 6~()\Q EXP.ANCHOR OTHER MATERIAL SAMPLING 0 CONCRETE O MORTAR O GROUT 0 REINFORCING STEEL · 0 STRUCTURAL STEEL Q. :FlREPR9~ijlNGv,, 01 .. MA~~NflY,BL;OCK 0 BOLTS_ . 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION TESTING . OR OTHER PROJECT ISSUES. ::-. :· Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. : .-.······ : .. Construction Testing & Engineering, Inc. ·---·--·--··--·--------··---~ 1.1--. t ~ I ~lConllrudioa&ginllring I CM&pllllinlJ I~ PROJECT NAME Ostendo Techoolggi§§ ADORES$ 1812-AstQn Ave. C&clsbad, Ca 9200a ARCHITECT Nan~e~m2 ENGINEER eucken & W2ag Engio~r§ CONTRACTOR QPR OTHER DPR INSPECTION DATE 1.12.Bt;Z --PLAN FILE/OTi-lER BLOG. PERMIT/OTHER CBC201MQ50 INSPECTION 0 CONCRETE Ii!! REINF. STEEL D MASONRY D P.T. CONCRETE D FIELD WELDING D SHOP WELDING D BATCH PLANT D EXP.ANCHOR ti OTHER MATERIAL SAMPLING PA<:£ 1 CTEJOBNO. OF_1_ 10-13381T REPORT NO. MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 MORTAR TYPE & lb/in2 REINF. STEEL GRJSIZE STRUCTURAL STEEL HIGH-STRENGTH BOLT MASONRY BLOCK OTHER 0 CONCRETE O MORTAR O GROUT 0 FIREPROOFING O MASONRY BLOCK 0 REINFORCING STEEL O STRUCTURAL STEEL . D BOLTS D OTHER------ INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION TESTING OR OTHER PROJECT ISSUES. Arrived on site to provide periodic special inspection of reinforcing steel placement at pipe trench slab cuts between grid lines 8.7-F. 7 and 2.3-5.8. Epoxy dowels were placed prior to inspection. Verified reinforcing steel is placed per sheet SM-501 details 4 and 8. Verified bar size, grade, lap, location and clearance. Work appears to be complete per contract documents. 4hrs , M' '~ • • A, .,-:_._. -~ ' . .; ' .. ' .. · '.::'tit ; >: , Certiftcatlon of Compllance: AH work, un~ olherwlM noted, complies with apsillcable codes ~ci°the ~~ p11ij and.spec:iflcatlons. . . PRINTED NAME Michael Vjdovjch CERTIFICATION NO. 8292714 / 1262 SIGNATURE _ _._ffhA---=-.;;;;.._,o,.-1\,-;../.A)-----=--'.___ __ .... .-.. ,--·"---·--~--~~---.. --.. ·---~---·----··-·----~-------·------------··-----·····--- 144-f Montiel Road, Sun& 115 I Escondido, CA,92026 l Ph (760} 746-4955 I Fax.{760,}746-9806 J www.cte-inc.net CON9'RUCTION TESTING •ENGINEERING, INC; CIVIL ENGINEERING I GEOTECHNICAL I ENVIRONMENTAL INSPECTION REPORT CONSTRUCTION INSPECTION AND TESTING I SURVEYING PROJECT NAME: Ostendo Technologies ADDRESS: 1812 Aston Ave Carlsbad, California ARCHITECT: DGA Architect ENGINEER: MEP Engineer CONTRACTOR: DPR Construction INSPECTION DATE: 07/20/2027 PLAN FILE: · BLDG PERMIT: OTHER:. MEP INSPECTION INSPECTION ( ) CONCRETE ( ) MASONRY ( ) P.T. CONC. ( ) FIELD WELD ( ) SHOP WELDING ( ) PILE DRIVING ( ) BATCH PLANT ( ) EXP. ANCHOR ( x ) OTHER TIME PAGE 1 OF 1 CTEJOB# 10-13381T MATERIAL IDENTIFICATION CONC. MIX#/PSI GROUT MIX#/PSI MORTAR TYPE/PSI REBAR GRADE STR.STEEL H.S. BOLT MAS. BLOCK ELECTRODE INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS • OSTENDO Te~hnologies Plumbing Modification Inspected Murray Mechanical Construction (Plumbing) installations of underground sewer system piping per plan Drawing PPM-11 OB at grid 3.5 -5.8 / 8.2 -F.2. Piping material used: Fuseal Schedule 40 3" ·diameter ASTM F 1412 label mc1rking specs. Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. -NAME: (PRINT). . G. A. ESPELETA SIGNATURE: ~ CERTIFICATION NO: 5114068 . 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 . CONSTRUCT.ION TESTING & ENGINEERING, INC. CIVIL ENGINEERING I GEOTECHNICAL I ENVIRONMENTAL CONSTRUCTION INSPECTION AND TESTING I SURVEYING . INSPECTION REPORT PAGE 1 OF 1 PROJECT NAME: Ostendo Technologies -ADDRESS: 1812 Aston Ave Carlsbad, California ARCHITECT: DGA Architect ENGINEER: MEP Engineer CONTRACTOR: DPR Construction INSPECTION DATE: 07/24/2027 ----------- PLAN FILE: BLDG PERMIT:· OTHER: MEP INSPECTION INSPECTION ( ) CONCRETE ( ) MASONRY ( ) P.T. CONC. ( ) FIELD WELD ( ) SHOP WELDING ( ) PILE DRIVING ( ) BATCH PLANT ( ) EXP. ANCHOR ( x) OTHER TIME CTE JOB# 10-13381T MATERIAL IDENTIFICATION CONC. MIX#/PSI GROUT MIX#/PSI MORTAR TYPE/PSI REBAR GRADE STR. STEEL H.S.BOLT MAS. BLOCK ELECTRODE INS.P. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS • OSTENDO Technologies Inspected Murray Mechanical Construction (Plumbing) pressure testing 9f under the slab lndustrial waste system piping per plan drawinQ PPM-11 OB, Area B at 5 psig air pressure for more than 20 minutes stabilized pressure, test -PASS, no visible leakage at pipes joints and no drop in pressure gages. _Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) CERTIFICATION NO: G. A. ESPELETA 5114.068 · SIGNATURE: ~ 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 {:. r· {";.: . .,, .· 1,:, :: ··. t . ' ·" CTE~ ~c Construction Testing & Engineering, Inc. Inspection ·1 Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PROJECT NAME ADDR~SS ARCHITECT ·- ,·, PAGE _t_ OF t CTE JOB NO. p. f',"" "5t T REPORT NO. MATERIAL IDENTIFICATION CONG. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 MORTAR TYPE & lb/in2 -------------- INSPECTION ~-CONCRETE 0 REINF. STEEL D MASONRY .ENGINEER CONTRACTOR OTHER INSPECTION DATE PLAN FiLE/0THER . . 1 ·n.-n- 0 P.T .. CONCRETE REJNF. STEEL GR./SIZE ------,-. ....[ .. -0 .. '·FIELDWE~DING .. · ·stR..UC"(lJRAL $1EEL· · D ·.sHoP\~ELbrNG HIGl;l~srRENGTH BOLT ·-... .-': .: .. ; . --------------- 0 BA1iCH PLANT 0 EXP. ANCHOR MASONRY BLOCK OTHER .-:· ·._ . BLDG. PER~ff/OTHER ti OTtlER .....,.,.--,-----,'-----,-----'-,--'-.. -'-..-'--,.;"...,.· _.,....... .. .,.a· • .. _· ::._. 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A, .. · .. ·,~:~;··:·.·/~:.;,;..-: r: .• +,~ . .-...r"·· , ., .. · ·,~~-t-.:.,_;-. PRINTED NAME CERTIFICATION NO. ·. . : .. ·... ..· .·' ::·: .. . . . . .. ···.· • • .• -~ 0 :: :: ,:• .• .:• :: • -:· \, ,,·: :·-~ ~-.-.:. 0 ,:-_::_, ,:: ·: > L O. • : '•, -: : .. ·:· SL,.p · 1.,.. ff' ...;_~ ,l'' i: ~t t _J:-h: t-~-~t"-~~ \~~-~ f~.tZ:--r;~;/ - SIGNATURE -J_,.,......_" ~ --+1---..... t::: _____ _ 1 1441 Montiel Road, Suite 115 Escqndido,.qA920ie Ph (76())74649.55 Fax (76.0} 746-9806 www.ote-inc.net _, Construction Testing & Engineering, Inc. lnspectionJ TIiting I Geol8chnlcal I Enwonm11111a1 & ConatructiOn .Engineering f CivH Engineering I &Bveying INSPECTION REPORT PAGE __ OF CTEJOBNO. /tt)-/3 38/ C REPORTNO. PROJECT NAME ~.S~t.Jdo 1c,~&t§is: INSPECTION MATERIAL IDENTIFICATION ADDRESS 1'g1~. As-1,~ 0 CONCRETE CONC. MIX NO. & lb/ilf CectiSbe~ 0 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT ~GJA 0 MASONRY M9RTAR TYPE & lb/in2 ENGINEER i!Sc-kL#. ct We!•~. D P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR lJ:r:iI . . D FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPEtTION DATE 1...;. ll-ll D 'BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER ~R ))01,. o.oro D EXP.ANCHOR , OTHER H,)s" .:t~il\ .Js '3Af4~ BLDG. PERMIT/OTHER G OTHER MATERIAL SAMPLING· 0 CONCRETE O MORTAR fill· 'GROUT · 0 FIREPROOFING O MASONRY BLOCK 0 REINFORCINGSTEEL O STRUCTURAL.STEEL O BOLTS O OTHER ------INSPECTIONS PERFORMED. MATERIAL IDEtiTIFICATION; PROGRES~ WORK REJECTED. REMARKS . PLEASE NOTE ANY RE..fNSPECTION· .. TESTfNG OR.OTHER:PROJECT ISSUES. ~<c~t f~toA M~'>CJ'.Ji A.Joi p tffcunc..>f-6 £ t·h 1 \ · S +r1.~.\.'-) t\.>OW\l ~ "r,~ k.. j_rca~ + . Al f f.r m~VA·ck&rtr1 l"tt•ttt-c,)Jlt t :0-1 I 3 roct+ ~iX'fcl -4o xrr o "'wl b ft (: o)IJof :.i: 4 .JI S N>\I~ Wwt-S' A+\~\ uHcfft.~t. t4P. ~r-..,\-A-.S1"i\'\ c_ (lilt/ ~t·""' ptqc.t.ol 1.«n,dtr 1~ ... brA(..t.. ~11 ..... ->.s ~-i + S-. '3 a.il D 1,vt At11ol <$.7..a t.J, 'I.S• ~,, 4 f•t.A\i • .c1s/ !! .SAMpf1..s kkt.J ~or S~rt-"S.a.."-h..s-t.s/ · PR1Nreo NAME 00:1<,._ K~ ~s~ ~7 CERTIFICATION NO. Tc C. S: 2 S: a 8: 11 -···-·---·--•··--·-,-~•--,.--•----------w·-----·-- SIGNATURE ..... ~_,.__~~...----- -·----.. .,---.~~------·------ 1441 Monttet Road; Sufte 115 I Escondido, CA 92026 , I Ph (760) 746-4955 I Fax (760) 746-9806 I www.cte-lnc.net Construction Testing & Engineering, Inc. ~t<lft I tutiig I tii>:,~::1l!illlll f &.tfMd~e111:t & ~1n1:1;oo. &~nllb'f'.Jl I O\il ~116/rilg I &il>lt!Jlri9 Date of Report CTE Job Number INSPECTION REPORT 07/07/2017 10-13381T Page _1_ of_l_ INSPECTION MATERIAL INDENTIFICATION PROJECT Ostendo Technologies, Inc. o CONCRETE CONC. MIX NO. & lb/in2 ARCHITECT UUA Architecture @ REINF. STEEL GROUT MIX NO. & lb/ln2 ENGINEER Burkett & Wong Engineering D MASONRY MORTOR TYPE & lb/in2 CONTRACTOR DPR D P.T. CONCRETE REINF. STEEL GR./SIZE C INSPECTION DATE 07/07/2017 D FIELD WELDING STRUCTURAL STEEL DSA FILE NUMBER NIA o SHOP WELDING HIGH-STRENGTH BOLT DSA APP. NUMBER NIA D BATCH PLANT MASONRY BLOCK OTHER Buildi~g Pennit # CBC2017-0050 D EXP. ANCHOR OTHER 0 OTHER Welding and high strength bolts !I/IATERIAL SAMPLING o CONCRETE o GROLJT O REINFORCING STEEL o FIREPROOFING D OTHER · o MORTAR 0 BOLTS , o STRUCTURAL STEEL D MASONRY BLOCK D OTHER I .1NsPEcT1ciN PERFORMED, Joe PRoeLEM, MATERIAL 1DENT1F1cAr10N, PRoGRes~.-~oRK·ReJ~:~reo, -~~_MAt;tKs··_: I· Onsite as requested to observe the welding process for the installation of perimeter closure plates and remaining' k brace·.,_. · ·: -. ·--. welds to gusset plates. Certified welder Daryl Bridges was onsite perfom1ing all welding work. Welding and bolting work is complete at this time. W~ldiilg process used: FCAW •. 072" diameter lincoln electric NR-232. ;\325 High strength bolts are installed at this time. Storage conditions were found acceptable. All·faying smfaces were inspected and found acceptable, bolts were tightened with a TC gun. All completed welds were found in confonnance with A WS DI .1 table _6.1 yi_~Jl.al: .::.-: acceptance criteria. Welding and bolting work is complete at this time. -'" Certification of Compliance: All work, unless otherwise noted, con·,p!ies with the DSA approved documents. PRINT NAME Gregory Prout --"'---=----------CERT IF IC AT 10 N NO. ICC# 5284166, AWS# 1301-1141 ' 10:00AM TIMEOUT 14:00 14538 Meridian Parkway, Suite A I Riverside, CA 92518 I Ph (951) 571-4081 I Fax (951) 571-4188 I www.ctesouth.com ARCHITECT ENGINEER Construction Testing & Engineering, Inc. -Inspection I Testing I Geotechnical I Environmental ~ Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT · INSPECTION ~ CONCRETE 0 REINF. STEEL 0, MASONRY PAGE OF CTE JOB No ,'A.. / ;;' ··:¢. ,' "'!" • • :,__,t> "~ •• ~ ~ REPORT NO. MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 "f,,,.'J; '·!.fJ/,;-, .,.,,,.~ . ., ' GROUT MIX NO. & lb/in2 MORT AR TYPE & lb/in2 D P.T. CONCRETE· REINF.'STEEI:. GR:/SIZE ... : ..... ,.. -------, CONTRACTOR ___ r-~;~f~~-,~t~-------·~,~-,~-··-~-~~:·.'~--·_,··c.:;....··· ,:-· ·: •. =: :. ': .;·. :· •. •· OTHER INSPECTION DATE· .. ,_)_-;. -'f~_-.,._i'-) _______ _ PLAN FILE/OTHER BLDG .. PERMIT/OTHER tJ 0 []. ------,,--,. ·:-.-:~~'.---: .. --~~-': .... =::·. e:( coNcRETE t:r ·,,MoRTAR: -· ., . ·--·rrr ,·.:-GRour > ··:'·---·,::: .. ;f1fY Fl~PReo~1N<r · ·>-c:r ::rMAsoNRY ·aLt)t]i'·.>:l,.',,,,~ _: · 0 REINfQ,~()j~G STEE~·. Q .. ~ius%4~~ii~• i{•}~Ii~9~if i~~ Q}6~~~' ,·.· .•., .·• .. • .. · • ;:-;-S:~· .. . . INSPE,CT19~,J~-~ij,fgf1ME'O; __ ~!ff;~JA~l '~!~!Q~t~q,~?fl~Q.~B~$l~;)V9~KRE;~.~qT;D_; REMARJ,{S/\?·:_'_ .: . · ... ::/.,, :~, . . .... ,, ,._; ,.Pl.~SE;NOT.E ANY. RE.,lt{SP.el",; , 0Nj~ESl'1.NG;, 0~ O'THiR"PROJECT.JSSUES,,,.. . ... /< :-<.i, >< :,// , . ·. . . . .· ·: ,:·• . . / .... .,,;/.,! /: . ·:. -:· .. ~.=.·., ·._ ... : __ ::_,_::_·._·:/-":~:-.. . .. . :--·.:: ... . . · ...... . · ...... · ... ··' ·.··: .... ·.:. _·: .. · .. : . :.:. · .. - . -. . . .. ·:-: ·.-.-·. : ··-· PRINTED NAME ,/~l~-·c-{;4,~:,r:· .rfldrA.~l.)·;~-:~:-_:·::.i/:::'.'.;:<:----· .. CERTIFICATION NO. ·~.Jt ... :S$(-lr-:Jir1 ·:· ·· ::·_~.; ' .. :·': .. • / ... ; . SIGNATURE 1('rJ£,::·~t4,. ~.-{.(.t ~-··.. . . . ,. -· .. ·. ·., .. ~-: .... -·.:·· . 1441 Montiel Road, Suite 115 ...... : ... Escondido, ·CA92026 l Ph (760) 746-4955 I Fax (760) 746-9806 I www.cte-in¢in~(:/ ·· '.\ .. ., .·. ···., .... CJ-,~ Construction Testing & Engin!;lering, Inc. ~ • · Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE I OF ,.!__ PROJECTNAME OsJ1.vJo(o 'T1c .. ,01.os~~\ ADDRESS / t I ~ f) S -1-o-.J S.i.. Cer \s.bAd ARCHITECT _\J-=....:,~ ..... A......_ ______ _ ENGINEER 113,.,.t Kt. H-"° Wov5 CONTRACTOR _1)~?__,'r?._._· _I _____ _ OTHER INSPECTION DATE _] ......... _. Co.-.--..... / J...L--____ _ PLAN FILE/OTHER BLDG. PERM1r,0THER C]S-:)o\1 -ooS:O INSPECTION 0 CONCRETE ~ REINF. STEEL D MASONRY 0 P.T. CONCRETE 0 FIELD WELDING 0 SHOP WELDING CTEJOB NO. /0-/33&fT . REPORT NO. MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 GROUT MIXNO. & lb/in2 ----- MORTAR TYPE & lb/in2 REINF. STEEL GR.;SIZE Sr--Ad~ (.. 0 STRUCTURAL STEEL HIGH-STRENGTH BOLT ----- 0 BATCH PLANT MASONRY BLOCK Q EXP. ANCHOR OTHER D OTHER HS, u~ irud:: MATERIAL SAMPLING D CONCRETE O MORTAR D GROUT O FIREPROOFING D MASONRY BLOCK D REINFORCING STEEL O STRUCTURAL STEEL O BOLTS 13 OTHER I I\) & ~ INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS , PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. rs C1rtitloatlon of Complianoe: All work, unless otherwise noted, complies with applioabl, oodes and th• app'roved plans and speoifioations. PRINTED NAME {Y); k \.. . {( M.£ 1. r Y . . CERTIFICATION NO. rec.. S.JS:887 I I SIGNATURE --'~l<M~'--)k_,__,,..,,...___~--~ 1441 Montiel Road, Suite 115 I Escondido, CA92026 I Ph (760) 746-4955 I Fax (760) 746-9806 I www.cte-inc.net ~ CTEINc ~ Construction Testing--& Engineering, Inc. ' Inspection I Testing I Geotechn,cal, l Environmental & Construction Engineering I Civil Engineering l Surveying INSPECTION REPPRT PAGE .1. OF_1 CTE JOB NO. 10-13381 REPORT NO. PROJECT NAME Ostendo Tecl:u:iologi..,.os-----I, NSe ECTIO N MATERIAL IDENTIFICATION L ADDRESS 1812 Aston Ave : Carlsbad Ca c::: C: A~CHITECT DGA C: ENGINEER BWE C: CONTRACTOR DPR c::: OTHER L INSPECT!ON DATE 03July2017 C: PLAN FILE/OTHER C: BLDG. PERMIT/OTHER CBC2017-005C D CONCRETE' CONCRETE coNc. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 MASONRY MORTAR TYPE & lb/in2 P.T. CONCRETE REINF. STEEL GR./SIZE FIELD WEUJING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK EXP.ANCHOR OTHER OTHER MATERIAL SAMPLING D MORTAR D GROUT D OTHER : :: :::::::::::: :::~:: 1441 Montiel Road, Suite 115 Escondido, CA92026 I Ph'{760) 746-4955 I Fax (760) 746-9806 I www.cte-inc.net REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Arrived on site as scheduled. Observed placement and consolidation of 4.0 cubic yards of Superior Ready Mix #67s-40, 3250# concrete for the sump pit floor and the spread footing at lines F7/2.3. Monitored truck and material,time, temp, revs, slump, mix design and cast 1 set of cylinders for compressive strength testing. 'Certifioatlon of Complianoe: All work, unless otherwise noted, oomplies with applioable oodes and the approved plans and speolfloatlons. PRINTED NAME M.G.Sulham CERTIFICATION NO. 5281716 / SO1026 SIGNATURE . l CTEINc ~ Construction Testing & Engineering, Inc. Inspection I Testing I Geolechnical I Environmental & Construction Engineering I Civil Engineerfng I Surveying INSPECTION REPORT PAGE 1. OF_1 GTE JOB NO. 10-13381 REPORT NO. PROJECT NAME Ostendo Tecl:melogies, •• '. ' " u,~ts,eE.CII.O N MATERIAL IDENTIFICATION D ADDRESS 1812 Aston Ave Carlsbad Ca D D ARCHITECT DGA C ENGINEER BWE D CQNTRACTOR DPR D OTHER. , D INSPECTION DATE 13June2017 D PLAN FILE/OTHER D BLDG. PERMIT/OTHER CBC2017-0050 D CONCRETE CONCRETE CONC. MIX NO. & lb/inz REINF. STEEL GROUT MIX NO. & lb/inz MASONRY MORTAR TYPE & lb/inz -- ' P.T. CQNCRETE REINF. STEEL GR./SIZE FIELD WELDING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK EXP.ANCHOR OTHER OTHER MATERIAL SAMPLING D MORTAR D GROUT D OTHER 1441 Montiel Road, Suite 115 · 1 Escondido, CA92026 I Ph (760) 7464955 Fax (760) 746-9806 www.cte-inc.net Arrived on site as scheduled. Performed final inspection rebar inspection for the SOG infill area at the south side of the building. All rebar checked for size, grade, lap, placement, clearance and coverage. Pour area to be clean of all trash and non-structural material prior to concrete placement. · Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. PRINTED NAME M.G.Sulham CERTIFICATION NO. 5281716 / SO1026 SIGNATURE : \ ... {'- ' ,·.: ... f,. r -:. '· "'·. f ' -., '. ,, . , ' •.·· . -., --,' Construction Testing & Engineering, Inc . Inspection I Testing I Geotechni~I I Environmental & Construction Engineering I Civil Engineering,-Surveying INSPECTION REPORT PROJECT NAME _...,_(..__) ..... ~~ .... e ..... -11 ..... r.....,{o=-· __._16.....,-r_....h._ri ___ (....._.h,_,c+1-''E.1 ) INSPECTION - ADDRESS 19,Ja /):,Jot'\ Aue D CONCRETE . (ru/~)bttCf (1~ ~ REINF.STEEL ARCHITECT on A o MASONRY ENGINEER ___ P:...;.· ,._.J=,U""-'( ...... · -----'----D P.T. CONCRETE CONTRACTOR ____ ·l'..,_~:\2 ...... ..._R ___ . .,.,.--_____ _ D FIELD, VVE!::DING OTHER D SHOP WELDING INSPECTION DATE '/ ~0 · \°3 l D BATCH PLANT PLAN FILE/OTHER D EXP.ANCHOR BLDG. PERMIT/OTHER e~ c 'd{\;-:J .-Doc::c) ~ OTHER e-r.im<Y MATERIAL SAMPLING PAGE OF CTE JOB NO. fO i~ =s'l:-1 REPORT NO. . MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 MORTAR TYPE & lb/in2 .. R fV·, ... ,/ -r7-'\/ REINF. STEEL G . ./SIZE n.,;)'·,:·, ! ~ .) · \ e; < ', STRl:).CTURAL STEEL HIGH-ST~ENGTH BOLT MASONRY BLOCK ,. ·~ . . ----- OTHER /,.i, // · l-f,.J fll 560 V fS ~a: -~ s. L:.,;f<:. ~t. t4 .... , .. i·Y-? .os?/&.)?,-r1,· . .-.. ·_ ..... · 0 CONCRETE O MORTAR O GROUT -0 REINFORCING STEEL O STRUCTURAL STEEL· D FIREPROOFING . ·b:·: ,;-MAse>,NR~/ar,:dck· D BOLT$ D OTHER . ', .. ··-.·:·· .. :.:.-::··: ........... , . __ ,._:_·.-:.-:·;;-··: :_ .. · . Certification of Compliance: 'All-work, Jniess:oth!!rwls~:~t>ted_~,~omJ)ll,s: w!tJ:i app_licabte··codes and the approved plans and specifi~ations. CERTIFICATION NO .. 1441 Montiel Road, Suite 115 Escondido, CA92026 I Ph {760) 746-4955 I Fax (760) 746-9806 I www.cte-inc:net " ' ' ~ ,,_ ,,. -:· ., ... ·- 'INSPECTION REPORT !PAGE I 1 I OF ·1 1 lcTEJOB NO. 10-13381T ,~EPORT NO. I PROJE9T NAME losTENDO TECHNOLOGIES INSPECTION MATERIAL IDENTIFICATION ADORES$ 1814 ASTON AVE. 18] CONCRETE CONC. MIX NO. & lb/in2 8695-40/4000 PSI · CARLSBAD,CA [ REINF. STEEL GROUT MIX f".lO. & lb/in2 ARCHITECT [ MASONRY MORTAR TYPE,& lb/in2 ENGINEER-[ P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR loPR [ FIELD WELDING STRUCTURAL STEEL OTHER I C SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE la1201201-1 C BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER I [ EXP.ANCHOR OTHER l:3LDG. PERMIT/OTHER I C OTHER I - --MATERIAL SAMPLING 18] CONCRETE I D MORTAR [JmROUT I l!EiREPROOFING I D MASONRY BLOCK D REINFORCING STEEL D STRUCTURAL STEEL I 0-BOLTS! ifillHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTIN<.;, OR OTHER PROJ.ECT l~SUES. ~1; On site as requested for sampling and observation on 19 yard concrete pour for the lift station pits and trenches in various areas of the slab· on. grad cutouts. Upon my arrival I met with the Superintendent to discuss scope of work for the day and review jobsite specifications pertaining to the day's concrete placement. Superior Ready Mix provided 20 yards of mix #8695-40, 5000 PSI, 3/8", type II cement, with superior set 9 sack. Concrete was placed via mixer chutes and continuous consolidation was made by means of a mechanical vibrator. Sampling and 'test results are as follows: Load #1, Set #1 sampl~d from truck #257 at approximately the 5th yard of the 9.5 cubic yard load, Slump= 3", concrete temp= 90 degrees, ambient temp= 64 degrees, (1) set of (5) 4x8 cylinders were casted on site and safely stored for next day pick up, time in mixer= 76 minutes, sampled location= lift station at grid lines 4&C (first.lift), contractor added 8 gallons of water to the full load, required strength=4000 PSI, design $t~ength=5000 PSI, load info taken from ticket#198191 .. ~ . 1 Note: Contractor stated that time in mixer for the second load had exceed two hours prior to placement, contractor elected to continue placement of this load, tech performed a temperature reading on placed concrete with a temperature of 85 degrees. I Certification of Compliance: All work, unless oth~rwlse noted, complies with applicable codes and the approved plans and specifications. PRINTED NAME !Mike Schwarberg I ,.. jCF$TIFICATION NO. !00106119 SIGNATURE!Michael Schwarberg 1441 Montiel Road, Suite 115 Escondido, CA92026 I ·ph (760) 746-4955 Fax (760) 746-9806 www.cte-inc.net Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnlcal I ;Environmental & Conslruction Engineering I Clvll Engineering I Surveying INSPECTION REPORT PROJECT NAME Os;-:evclo T<, ~., o t 05; t..:; ADDRE$S I 11 "L A~ loJ S -'-• QA-t l.~ b A ol . ARCHITECT , <-p C I+ ----------- ENGINEER ~r}(t f.-t .a-{,Jp-" 5 CONTRACTOR ..... 'D ...... F._R ________ _ OTHER INSPECTION PATE _C_o __ • .... 1 .... 9_-__ ,/ ___ 7 _____ ~ PLAN FILE/OTHER BLDG. PERMIT/OTHER C Bt. ~o I j .. ~ o S: 0 INSPECTION D CONCRETE gr REINF.STEEL D MASONRY D P.T. CONCRETE D FIELD WELDING D SHOP WELDING D BATCH PLANT D EXP.ANCHOR D OTl4ER MATERIAL SAMPLING PAGE I OF _r_ CTEJOB NO. /0: 1:a 3 tJI REPORT NO. MATl;RIAL IDENTIFICATION CONC. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 ----- MORTAR TYPE & lb/in2 RE!NF. STEEL GR./SIZE 8'eolt. (o a STRUCTURAL STEEL HIGH-STRENGTH BOLT ------- MASONRY BLOCK OTHER 0 CONCRETE ·o MO~TAR 0' GROUT Q FIREPROOFING O MASONRY BLOCK 0 REINFORCING STEEL O STRUCTURAL STEEL O BOLTS O OTHER _.Q-: ___ _ INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION TESTING OR OTHER PROJECT ISSUES. f'Y'ft'-t.ri~,, u.5t.cl ,Sl-~"-Co0 dt...t'e.r-~,J ,,iu~orL:~/ /oc..iA-+:oeJl SoC.. ~rt.,->c..~ Q . .f".J.. (?. (c, .,,. 3, f -ko s:5i F. 7 iO r;.2 ~..., -=;~ / ~ ... '(,. \t~..>t.~ ij):pil\)~ e. <c,-Ca,.,S'"f.of / &t.4: l,- ·.tt ~ ~ 3 ~.st i:.\f"'\-II# -,t. 7 c.,.J St""-l'"OI / t'th~forc:.Jj Alttr-.Dl~ fP•'l<-, p1-ttt'-clf !?ec dowt.l~' ~ t:.>t'~r t~,-)..5 p 1,l.\.c~d AS pt., f'IAIJ5 .a. .Sf 2":.i~c ... ~J.o~ 5 J ('t,;J C'orc ;.J.J 4-,, ,cl i,..; f> IA-C'"c.. "-o f'\A-~tJ\.-.~~ P•S-~+~ev I "-cf .4),J eu1~u i tJ I ?'"'..ss -n~+t s-~-,.,/ <~~J) Certification of Compliance: All work, unless otherwise nC?ted,.complies with applicable codes and the approved plans and specifications. PRINTED NAME M)k,, Kl "''5tc:'f _ CERTIFICATION NO. 'tr'-S::2.S-ff7I 1441 Montiel Road, Suite 115 I Escondido, CA92026 I Ph (760) 746-4955 I Fax (760) 746-9806 I www.cte-inc.net Const.rucuon Testing & englneeringi tnc, li111peeooo I fe&liny ! r~Cli.'tlli!l l £r11F,t'fflll!ll!f 6 01.JW)n.,;too e. .. 1,1111:-"1~!J1 I 4::,\1;1 &~rtlll(C!f! l fl111",111i~ Date of Report CTE)ob Number 6/29/2017 10-13381T INSPECTION REPORT Page _1_ of_l_ INSPECTION MATERIAL INDENTIFICATION PROJECT Ostendo Technologies, Inc. · o CONCRETE ARCHITECT OOA Architecture @ REINF. STEEL ENGINEER Burkett & Wong Engineering o MASONRY CONTRACTOR DPR D P.T. CONCRETE INSPECTION DATE 6/1612017 D FIELD WELDING DSA FILE NUMBER NIA D SHOP WELDING DSA APP. NUMBER NIA a BATCH PLANT OTHER Building Permit# CBC2017-0050 D EXP. ANCHOR 0 OTHER MATERIAL SAMPLING o CONCRETE D MORTAR D GROUT Cl ·REINFORCING STEEL ra BOLTS o .STRUcnJRAL STEEL o FIREPROOFING D MASONRY BLOCK CONC. MIX NO. & lb/ln2 GROUT MIX NO. & lb/in2 MORTOR TYPE & lb/in2 REINF. STEEL GR./SIZE STRUCTURAL STEEL HIGH-STRENGTH BOLT MASONRY BLOCK OTHER epoxy uowets o OTHER D OTHER Ao I; grade oU INSPECTION PERFORMED, JOB PROBLEM, .MATERIAL IDENTIFICATION, PROGRE$S, WORK REJECT.ED, REM~~~:::· Onsite as requested to observe the welding process for the installation of perimeter closure pfates. Certified welder Daryf ·. · Bridges was onsite performing all welding work. Work is still in progress at this time. Refer to 3/SM-503 for detail. Welding·. · ' process used: FCAW, .072" diameter lincoln electric NR-232. A325 High strength bolts are being installed anhis time. Storage conditions were found acceptable. :All faying surfaces were inspected and found acceptable, bolts are being tightened to snug tight onJy at this point in time. All completed welds were found in confom1ace with A WS D 1. 1 table 6.1 visual . ' -. . - Certification of Compliance: All:work, l,lnless otherwise noted~ ccmp!ies with the DSA approved documents. PRINT NAME· Gregory Prout ---=--=----------CERT IF IC AT 10 N NO. ICC# 5284166, AWS # 13011141 ; ;-:t;f AM TIME OUT 14:00 ___ , .. ··-·--- 14538 Meridian Parkway, Suite A I Riverside, CA 92518 I Ph (951) 57·i-A081 I Fax (951) 571-4188 I www.ctesouth.com Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engin~ering I Civil En~ineering I Surveying INSPECTION REPORT PAGE _I_ OF_/._.-_ CTE JOB NO. 10~; ·z::nuT REPORT NO. P~OJECT NAME Ql~it)tli:. Tet:ht,dn:·~ ir:·,. ADDRESS J '-f, t 1-A~:,-h". ¥'!, A,J,.; .. fl U,. ARCHITECT ENGINEER f ~ ' " ,_,::s r,,fiO'!-.P- f CONTAACTOR ,_I),.,._;p ___ :_:B,;"""::·...,\, ___ ~-,-.--~----...,.,, __ .-~--,-: .. ....,..:---·- OTHER INSPECTION ;I' @ CONCRETE 0 REINF. STEEL D MASONRY MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 '-1?-~,: ·-l/t, /:e-1>·of~I GROUT MIX NO. & lb/in2 MORTAR TYPE & lb/in2 0 P.T. CbNCRETE · R,EINF. STE!=l c,3R./Sl2;E ------,- ti. Fll;LD WELDING . StRUCtURAL·S.TEEL· .. . . · ..... ··:-:··-:·:· -',-·----- 0 SHOP'WELDING · .. HIC31i~TREN<ft'H:BQLT -·--'----,.'-----· · · INSPECTION -DATE ""'ls-..... ,·_· i ..... ~ ..... t-· ~1-~'------,-,.......,.,.c-- PLAN FILE/OTflER ·o·. aArctitPl::ANi< . ·: ·MAsoNRv-:~fock--·· · ,;-_: . .:::·:; · g t:~,¢~~>··.oTHJRS·.•··: . .;_ ,' :•· :· ···.···· BLDG. PERMITiOTHER ·::· .. -;,.·.::.::.".: ,··.-·.:; . .-.:_/:.'.(f::/ -------~----~------~--,iiioi-..... -----------"!i"'!I- / MATERIAL SAMP~ING J' l~f CbNCRl=TE O MORTAR O GROUT O FIREPROOFING O MASONRY BLOCK. 0 R~l~ioktiNG STEEL O STRUCTURAL STE.EL · 0 -BOLT.S-0.-OJtlER ::._..'.>.\. ·.::.-.· .. • .· .. __ ;_. :,.::· .. :-.. , .. ·., ·-···· .-.. ~ .... ~· .. :· ..... · .. :,.· ... :,.: ..... -,.::: ...... :. '.-.. ·:.-.;.:_: .. :·· ... ···:·: ,·,. IN$PECTIO'N.S 'Pl:Rf.O~M:~o.,.-MATERb\t:J_~_EN.T.(f.:iC!\1.l9N_/p~bGR~ssrw9~t(~E;JEC'Jl;D,·_R_l:iV!ARKS .. -. . . . . P:LEAse:·.NotE-.ANV"RE;INSPEC[!O~]-:tESTING/PttO.tlefER·P-·RoJEC'.tJSSll.l~S~:. · .. :. . . . ,.. ; .. ' . . . . · ... ···.· ... ·· .::·_ .. .--~. ·. ·., .. -..... ·, __ ._}_ . · .. · . • /" -·. -"": • : ••• : :.. ::,,;t~ -.:.· :,:,:_ • .-,::. ~ -.,.-.... • > • -" -: ., . . ·-·-· ~ ...... ·=--.-;;~ _·,: :~1 '. :-~--~:-. ..,_. .:·:· .,.· ... -: --. ·-··:-: ••• :, • ••• p -••• •• ·::-.,: •• • •• : : ·-=-~·::-. ... · .. ._ ... : ... -: :·~ ._ Certification ofl?o"inpj1~ni:e:,At(v,o_rk,-unl8"$s:·_btnervi,i~lp6t~<:l;'.~eiinpti~s:with:·appllcable.codes and t~e approved plans and ¢peciflc~tl6ns{ · .. . . . . . . ··. ·· ..... · ., . ·,.' . ,•.: :, ·, .. ·.·-·· .. , . . . . . . ····.·-·-· .. ,. 1441 Montiel-Roat( :Suite "115 I· .Escondido;: ci926i?tr I ·Ph_:1760):7464955. · 1 Fax (760) 746-9806 www.cte-inc.net ...... ... ·( . -) .; -~ .-• 4 .1 . Construction Testing & Engineering, Inc. . " --· -. " -. - Inspection. L Testing I Geotechnfcal I Envlrortmenlal & Cpn$truction Engineering I Civil Engineering l Surveying INSPl;CTION REPORT PROJECTNAME 0.'!Fr&t/0:0 rBe,,f{lf/<IW6f.e? INSPECTION . ADDRESS l~t:) ... A$T&.1V. Av16.,,,. · ~ CONCR~E . CAR.I..!? &AO ~ REINF.STEEL ARCHltECT . :· f) G A . d MASONRY ENGINEER CONTRACTOR. OTHER t,v A. I( fi 1T' . 4t \N$PE:CTION DATE --,------"S,"''-. _.,..~J;._-_.¥.__~ .... J .... J'---',-.--,-.,..--_ PLAN FILEIQTHER . .. ' .BL,DG, PERMI.T/OTHER' c r;t; ~ ).,O I 1.,.. O&_'!i f? . D P.T .. CONCRETE ·D FIELD WELDING t:r SHOP WEL,0ING Q BATCH.PLANT D f;Xp., .ANCHOR D OTHER MATERIAL SAMPLING PAGE OF CTEJOB NO. f b .. / "3,~ 'fJ'/1 REPORT NO. MATERIAL IDENTIFICATION CONG. MIX NO. & lb/in2 &;> 7 5 -f.fO GROU1 MIX NO .. & lb/in2 ~?-fiO ----- MORTAR TYPE & lb/in2· REINF. STEELGR./SIZE A .. 6 I~ STRUCTURAL STEEL HIGH-STRENGTH BOLT -'------ MASONRY BLOCK OTHER . ,4'llPP.~tP/Q.. . ~ CONCRETE .. 0: MORTAR O GROUT ,IJ REINFORCING STEEL CJ STRUCTURAL STEEL . 0 FIREPROOFING [j MASONRY BLOCK 0 1301.:TS O OTHER -'------- ~ -,. ' " · C.ertlflcatlon of Compliance: Ail work,.unlesfo otl\erw!se noted,. CO!llp.lies with applicable ~odes and the approved plans and specifications . . PRINTED NAME At..--.. c;:A-C-:A _ :2 CERTIFICATION NO. &f6~6,.,..\.,.:7· .. : . 1441 'Montiel Road, $uite ·115 . Escondido, cA 92026 Ph (760) 7 46-4955 I F~x (760) 7 46-9806 f www.cte-inc.net .... ,,. ,•::. .. _, .. • '•,:-·:·-:·. ;~----.~._·;·,:-,_• .... -~4::'..-'" ... ,: • . :,.:. ~,~. : .... ~ . .,_ ,, ~ ~: ·:-. · .. : ·. -.: . ring, Jnc. trti~tion Engl~~rifig I Civil Engineering I Swve¥i~g PAG!= OF CTE JOB NO. /0 -i 3 ~ e { REPORT NO. PRQJECTNAME OsA e. 0 Au·-;;,. J.... no.lo <e'·e t·· INSPECTION MATERIAL. fDFNTIFICATION -. . .. . . . u··. o ADDRl;SS · Ii!!{) ~t ~¥\ .yfl.,,u ¢ .. ri D' CONCRETE CONG. MIX NO. & lb/in2 )":· @'. REINF. STEEL GROUT MIX NO: & lb/in2 .....,.,.-------,------.+., ----- A.RCHITECT J) G A·. . D. MASONRY MORTARTYPE&.lb/in2 :, . ~;~~::~'.~~~~~,<: \·>~·;2~~:· ··~:~~~t: _;_.(_· .. _(:p ___ fc------ ' ... ·.. . . ·· .. f i .: . ':, .PLAN FILE/OTHER D EXP. ANCHOR OTHER. .~-.,. : .•. ·<··· , T._'i':-,.----------. ]. awG .. PERM1:r,o.rHER ·c·n c .;;,t.1 n-oo-so o orHER -----------------=---. . . : .,._: . ·-... \. .. MATERIAL SAMPLING [J ·CQNCRETI; · :-·'.·JJ .. :MORTAR O -· .GROUT CJ FIREPROOFING . · 0 .MASONRY BLOCK 0 RE!NFORC!NG $T~J=L . 0 STRUCTURAi-STEEL . ;:,._ . 0 SOL TS O OTHER ·-t./i<: ---'-------,_. :·--.~--~-.· · · · JN~Pep:noN~--~F.RfO~M1:Pr~ATSR1At-10.~NTIFJC~r19N;· _i:>~oG~ess, WORK ~eJecrep,.:REM~RKS . :,_:·,-.: .. . .· -PLEASE-. .NOTE.AN'Y-.RE~JNSPl;G.TION; TESTING1.0R OTHER PROJECT.ISSUE$·;, ··-::·,. . . ~· ... ' .. . .:· ... . . ·c~~ificatiQ~·of C<1mplia·~~-~:-Al_l.work,, ~ofe:~s .. Qt~~rwi~e noted, complie; witli.app!l~aijle codes and-the approved·pJans ancl~peclfitjatlons. ",, .. ~ . . . . . ,.. . -. . . . . .. -. . . . . . .. . ·. , . , . . . . .. PRINTtid.'.:NAME-· 4,$(~\:;~:·.~:-,~-; ;: -t~'~k:A·/~.t' c~Rii'FitAi10NNo .. :ib .P· /.:r.-:tf SIGNATU~ / , ,. -.•.• -,-f. • : --:·:: t.,. • . . . ~.:·. ·.. . . ~. ~ c:1.·.~i_l:_; ·_··_.·_<:_:.-_:._J .T_:·:··.·:'_::_:-. __ i·::_-.··: _:_i __ r_···_._:.'···:··· · E~nstn.ict!ort Tes~Ag &. EflgiAeering, Jnc. 51!!, Vl..;:. .l~~pe.Ptton l Testing !-'Geotechiti.cal·-I ··Ehvitonmentat&·Coostructton Engine'ettng l" Civil Engineering. I Surveying .-.;:' J • , • • •••• • • • • . . . . . . ..::INSPEC,TJON ·REPORT .. .. . . ,---... ,. • PAGE _f _ OF _f_ CTE JOB NO. fO . \ 2:,3;6 \ t,f REPORT NO. 't"' ~ PRO~~PT::NAt0:e;· .· · -.. ()~\Qd:\~\ -1~(, V,r'ita\~o<\~:_) . lt~-$P~CT[ON .MATERIAL ip~f-!TIFICATION· ADD~ES~:_·_:,,;-_:.::-)41~:;_:;:,:~8-~:Mf\ ·: ·(;he . . . ' D CONCRETE CONG. MIXNO_. & lb/in2 . ·._· :/·: :.·a;,.:t~b(A~\-_.-. -r't> . _ ~ REINF-.. STEEL GROUTMIXNO~&lb/in2 ___ _ ARCHIT,EC;:Jf,· ·.: ... ,;:.JM:;;g_::··:.: ... .-.... · 0 .MASONRY MORTARTYPE&lb/in.i ENGl~~ER:·>, .. :_:;· ( :·:~:··::·E · .J --: ·. · .... . .. , . . .. : .. :_·'·{] ·,·.:-.P.-r.9P.N.?~E_TE -~EiNF_~ STEEL ~F:t,,~l,ZE:, Afi,~s ~.,)') . ~Nt~~~';t:~;~~I.: .. , ? .: ... ·. > : ' • ~>er i;JEY! iyE/'.1)1iiG •. STRUGrtiRP,L,sTISEL . . . .. . OTHER ... '. · .. .-.. ,. [J : SHOP0\NE;LDING -HIGH~STRENGTH:BOLT -,----- 1 NS PE CT IO N-.D AT~;:~:·:·-: ~?;a. ;}3, ~ ·g O 13AJGH PLANT MASONRY BLOCK . . , .. -· '. PLAN.FILE/OTHER . ·· -,. 0 EXP. ANCHOR BLDG~-PE~M11,o;.HE~---.(~:~c-_ 'db\-~~· .. :f>.$~ c( · i:i OTHER ____________ _ OTHER )JJATl;J~JAL. SAMP'LJNG tJ CONCRE;TE . 0 MORTAR O .GROWT 0 FIREPROOFING O MASCNRY BLOCK 0-REl_~_FORClr.-Jq· StEEL: o· STRUCTURAL STEEL ''::: .. · .. -·. -·· ... -. - .0 BOLTS O OTHER-------'--- . '.'-iNSPE¢T!QHS. PJ;Rf.ORM~O~·:MAT;Ji1ALJDl;NTIFICATION/P.RQGRE$S; WORK RE~ECTl;D, REMARKS·"• · , ... · ... '. . . . PLEA$E;.NOTE-.AN.Y-.RE~INSPECtlON, taSTINGi.:o~--OtHER PROJECT.ISSUE$. . . ..... . ··'...:: ,. . . . -.. .. -C~rtifldti~ion 'of -~-~~pltan_~e;:AU·work,. unlesiottierwl~~ ri~te~;::~i?:i'ti~i!~l~~tl)\ip~li~~bl~ c~dei; _and the.approved-plans· and specffic.atl~.ns. . . -' ' . . .. . ' ' . . ., . . '• . .. .. ·~"' ... ,,_. _,, .. ,. ,, .. ,. . ,, . . . -. . . . . . PRINTED NAME . ·-,::·.i:>··-~:··_\· ~.:_.-.:Jf·: _.::.:. ·:· ........ - CERTIFICATION NO .. ,_· ·-----5-.·~ ..... a ....... :t: ....... ·'1q_:. -§1--·o=I'-'' "''"""': .c_;·.c=-·:>.,,--· _. -·. · .. 144,1, MC>ntiel-Rqa_~. -Suite:1 ~ g J . . . . Fax {760) 746-9806 I '\ .·• J .; ., -·1 .i i i 'i 1 ·l j I" ' . ·. ' ! -l ·. ci,a. ColistrvctlOf! Te~iilg & En_-g_in_e __ er ___ in_g_, _fn_c. _____ _ . ,• ·: . ~ • . lnsf)ectiQI'! I Te~ting I ~lechriicai I EnvirQnmental & ~onstruotion Engin~ering I Civil Engineering I Surveylng lNSPl;QTIPN 'REPORT PA(,3E OF PROJECT NAME Qs Te vr.Jo . fr.th . ADO~~ r/jj>F?. · f+ ~1;141 &,VP . Co,.1rl~ b;;l , . f • .. . ~7 . . ·, _ARCHli.EGT .INSPSCTiON li'?t· CONORETE 0 REINF. STEl:L Cl MASONRY CTEJOBNO. 10-l]? 9 If . . REPORT NO. MATERIAi.,. IDENTIFICATION CONC. MIX NO. & lb/in2 £ /',,,..'(". -t/ 0 GROUT MIX NO. & lb/ln2. ----- MORTARTYPE-& lb/in2 . ENGINEER·.,-.-;.:. · ·. ·. ·,_:.. .. · .. . ...... ·, ,.: -::. ·. -.,:. .· : · ... -·0 _.. Pff;:CQNCRETE · .-REINF. STEEL GR./SIZE · .••... · :~z,or~~,, :fir~ >··.·•····· ····•·· · .. ·. · ..... ··.·•. g)·:=~:::t:::. :~:.:~::":~Lt ----- , ... INSPECTION DATE . Y 2 y --2o f 7 CJ BATCH-PLANT MASONRY-81.:0CK OTHER PLA_N F.l~E/OTHER .. ,_· -----------,.,---,--- .Bl::D~;-P~~M!T!O'.H:IE.R 0 EXP, ANCHOR 0 OTHER ~--------,-------- MAT~RIAL_-SA~PLIN.G .µ CQNCRET'E . .[J MORTAR O ·GROUT O -FIREPROOFING [] :·REIN):;0RCING·S1'EEL O ·STRUCTURAL STEEi-. tJ BOLTS 0 0 MASONRY BLOCK OTHER. ------------'-'--·,~ .~ ----..------...... ---...... --'""'"!"~ ..... ~--------------~~------~---.. ·: .:-.. .. . ·:·. INSPEC.T!0.N$ ·P.ERFOR.MED.; ·MAJJ;R.JAL IQENTJFICATION.,:.p.~()GijE~_S,, WORK R_EJ~CTE.O~· REMAR_KS . . . : .. · ... _ .. ;·:PLEAse:t-n,re)~NY:8E~l~SPECTION/fE$TING,:OR.OtHER-PROJE.CT.'ISS0ESi . ·,_;. . ~ .·. ·j -j .~ . . . J . . .· .. . •.• ... :·. . . . . ·. . . . . . -: . . . . . . . . . . :i .· ~l!rtm~~~!~":.9f:~Otn.P!Jli?Ce: Altwork, .. ~n,~~~-otherwl~~:.n:ote<!;:~:Q!J)P.l_l~s wlth·a~pUca~le colfes and the ~pproved_.plan~:a.nd ~pecificati_ons.. . . ·1.j PRINTl;0·NAME . \ . /?.,: · . · 1.441_.-M,q11ti~) Roa~, .. ,Suite .1)5. y Espondl~9,. ·oA 8.2Q2~ . -1: P.h (760)·746-4955 ·I Fax (760) 74_6-:9806 . .,· ·. . ·.,.. .. . ,. . www.cte-inc.net ... ·: ... ,·, ,·· :~.:..'. .,,,,.,, ... -p._:·, ·.~ CTEINc -~ Construction Jesting_& Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying PROJECT NAME ADORES$ \. INSPECTION REPORT (;<-:\~f"'ch, 1·ec\\ "~o\<t;:\,~)INSPEcT10N \5-\ '.:;) .£\s\c 0 0 ~ , e . . o. CONCRETE (C\r \~)c,c\ Cf\ )it' .REINF.STEEL DC--I) D MASONRY §t 0 E D P.T. CONCRETE' P.Pf' D FIELD WELDING PAGE OF CTE JOB NO. If' · \ -5 ~ \ REPORT NO. MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 MORTAR TYPE & lb/in2 REINF. STEEL GR./SIZE Af:1,: f't<<. .. ') STRUCTURAL STEEL ARCHll"ECT ENGINEER CONTRACTOR OTHER INSPECTION DATE 0 SHOP WELDING HIGH-STRENGTH BOLT 5/r;z.\7 f' . PLAN FILE/OTHER BLDG. PERMIT/OTHER (} f? (\ '? 0 f :/ · () 6 5 0 0 BATCH PLANT 0 EXP. ANCHOR D OTHER MASONRY BLOCK OTHER ----- --------------- MATERIAL SAMPLING 0 CONCRETE O MORTAR O GROUT 0 FIREPROOFING O MASONRY BLOCK 0 REINFORCING STEEL O STRUCTURAL STEEL D soL ts D OTHER ------- INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS · .PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. . Certification of Compliance: All work, unless otherwise. noted, comp Hes with applicable codes and the approved plans and specifications. PRINJ'ED NAM.§__==·\=. :;::::;:;;---..,,...)~6"-'-'., \'\...:.>.,s:-+-. -+\ ~-E\z--\-' .. _\-.,6~· ,__ _ CERTIFICATION NO. c:; -,;)c}QI...\ ri(\\(C .SIG 1441 Montiel Road, Suite 115 Escondido, CA92026 Pn (760) 746-4955 Fax (760) 746-9806 · . .l: . ·• j Construction Testirtg & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental &·construction Engineering I Civil Engineering I Surveying \. OAIL Y FIELD REPORT Client: Job Number:· Job Name: 0 Day(s): Job Location: · / q 12 Date(s): 7 Gen. Contractor: · Sub Contractor: General Description: ·! l,'.f----------~------~----,----~------------------1 * PLEASE NOTE ANY RE-INSPECTION/TESTING Comments/Areas of Additional Concern: I By: Date: 1441 Montiel Road, Suite 115 Escondido, CA92026 I Ph (760) 746-4955 I Fax (760) 746-9806 I www.cte-lnc.net -~ CfELri\Tf"" -~~-.Construction Testing_& Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying '~ O_AILY FIELD.RE·PORT Clier.1t: .. ppe_ Job Number: /0 ·IS~ 3 I '1 Job Name: 0.-,T::,..,r::,o --Day(s): /t!v•--• i.,,·, y l,!.:.t\N'-''-<:>C-1.!; 'i I --. . .. Job Location: I~ ll. /.!..;ra,-, · A>.J-:...-. (1'-'-.'-,-. D, ,'> :· /~ cf '( T;,, .... , .. , · ~te S: ;:.,4JI)i~~v-It · Gen. Contractor: D pa.: - S1,1b Contractor: (,q.,._,_-T C~T1\~-_ '.!.-.,c .. GenEiral .. Description: o .. i~ ~ -;-r-~, -;: ) {,:... l",., l--+ .. , ..... f,:,,:,ll"c.· ----·+L,"-· L,_,,::, "-', i2c . .-i < t:,( 1-<-0• .. c..l,.,,-1 I J l I .(\('t.-;.~..;~ ~>L-l'lr. i1o + \-,., . ...._ oF ... , .... <. i)~;T."~..,,,..> /',.,'\<;I <; t.~ 4.,._..,\~ 8.c,,., ... <, 1.so<..A.ic-~1 t"u,~'.'f",-,;. ,;:,f"" ) f.?p'T,"'I r . _,...,A <·'tire.A l'i (_, ,_;-r-. ~ \ ..f 1,_,._ ,. \ , .. ...-t Kl,.,,,.,~. ,::.\ P« (vro.,,t, .I ... ,.._, ,)! .... _ 1),. (,Jr.,1V'<"~J (5 '"''''' \ J I I., I 'J r l,v J .... ..,., g,,[T:,.-,. uf M-'-.£-01,-, ~ . ;, ~-,I.., . ,/ I .f , .. ,_) I),---·, ..oc. ,t M .,_ ,/\ "-/ I ---J . I \ -.... <,., '\ ...... T-i2. ....... j'\,.__.k,,z. . g, ffo,..._ !,);: h.;,of,.._ ( t---, • ..,___ .J e.,;,_,,,_._,,,) -~ --.-r , " ; ~-f,,r fl..:.. L, "-,,_ \ I I f;,,,. i)"{., <A.I ....:::'"i v.--L cT{" ,2. ... t: .......... '. -t t~+--,..\ .... fc.. --,.,_,, __ ;.\ ,./. .w''-'--_I) __ _, . i..c""J_., <,,. , I , I r.i,f.j_...,_. ! -~,,,.;T." ··-\ -~~., ,_, ~ e.A , .. J. , . -,:----0 r--:.,l-·- ' .. -. . . - ·~ l:'t S?' ! . ·---· l•~i-i -. ~--· .,.,. ·1-If .. .. * PLEASE NOTE ANY RE~INSPECTION/TESTING -. . . . .. I • Comments/Areas of Additionai Concern~ I Date: 5 · 11· l'I 1441 Montiel Road, Suite 115 I Escondiqo, CA 92026 Ph (760) 746-4955 I Fax {760) 746-9806 I www.cte~inc.net v-. Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying PROJECT NAME Ostendo Technologies ADDRESS 1812 Aston Ave Carlsbad Ca ARCHITECT DGA ENGINEER BWE CONTRACTOR DPR OTHER INSPECTION DATE 15May2017 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2017-0050 INSPECTION REPORT INSPECTION 0 CONCRETE 0 REINF. STEEL D MASONRY 0 P.T. CONCRETE 0 FIELD WELDING 0 SHOP WELDING 0 SATCH PLANT D EXP.ANCHOR 0 OTHER MATERIAL SAMPLING PAGE 1 OF _1_ CTE JOB NO. ~1~0~-1~33~8~1 __ _ REPORT NO. MATERIAL IDENTIFICATION CONG. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 MORTAR TYPE & lb/in2 REINF. STEEL GR/SIZE STRUCTURAL STEEL HIGH-STRENGTH BOLT MASONRY BLOCK OTHER D CONCRETE 0 MORTAR O GROUT O FIREPROOFING D OTHER MASONRY BLOCK ~ 0 REINFORCING STEEL 0 STRUCTURAL STEEL D BOLTS D . ~-•.·:. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans an PRi°NTED NAME M.G.Sulham ......... ........,. ______ ......,. ......... ______ ~_ CERTIFICATION NO. 5281716 / S01026 SIGNATURE 1441 Montiel Road, Suite 115 I Escondido, CA92026 I Ph (760) 746-4955 I Fax (760) 746-9806 I www.cte-inc.net .... ~ .,, (;J_i"fNt·~7pnE,t ~~o~.!t:!l~n~,tJ=n •. ;.~ \.J. -Inspection "i Testirig I Geotechriical I l:nvfronm · hs~ction Engineering I Civil Engineering I Surveying _, INSPECTION REPORT ' PAGE _I_ OF _1 _ ·,:,\-~ . .,. CTE JOB NO. IQ·-c: .. ~ et REPORT NO. .......,I, __ INSPECTION __ ,,--· MATERIAL IDENTIFICATION 0 CONCRETE.,,,':;_ CONC. MIX NO. & lb/in2 ~REINF: STE;l GROUT MIX NO. & lb/in2 ARCHITECT _"....,D='-·'·'G=;;r,_,_A..._ ______ _ D MASONRY MORTAR TYPE & lb/in2 REINF. STEEL GR./SIZE ENGINEER 7\,,€,,~) t=:. D A?:r-:.-eoNCRETE CONTRACTOR ..... ~'.t)..,..-"""'? .... _·:-=·f'Z=-·=-·'·---'-------- OTHER INSPECTION DATE __._~_,"""[-;J,,,..o"-'-#-f___.t_J__.-_____ _ t t PLAN FILE/OTHER BLDG. PERMIT/OTHER cacao(] -oo $. 0 D· D D D D ----- FIELD.WELDING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH SOLT ----- BATCH R_LANT MASONRY BLOCK EXP.ANCHOR OTHER OTHER .. .... MATERIAL SAMPLING 0 CONCRETE 0 0 REINFORCING STEEL MORTAR O GROUT 0 STRUCTURAL STEEL 0 FIREPROOFING O MASONRY BLOCK 0 SOL TS O OTHER INSPECTlONS PERFORMED, MATERIAL ·1DENTIFiCATION, PROGRESS, WORK REJECTED, .REMARKS ... , .. ,,,~ PLEASE NOTE ANY RE-INSPECTION TESTING, OR OTHER PROJECT ISSUE$. . . . RECEIVED MAY ~ 1 2017 G CITY OF CARLSBAD BUILDING uivl [:dON Certlflcilfion of Compliance: All work, unless-otherwise noted, complie~ ~ith applicable_codes and·the approved plans and specifications._ 1441 Montiel Road, Suite 115 Escondido, CA-92026 . ' • --~ CTEIN:c ~- Construction Testing & Engineering, Inc . . .. Inspection. I Testing l Geotechnical. I EnvfrQnrnental & Construction Engineering I Civil Engineering I Surveying INSPECT.ION REPORT PROJECT NAME Os lc.:..ncl (.J 7cc htt. lt<.1 rP) INSPECTiON ADDRESS . /({j:J . /)j {Jy) fl()£ ' D CONCRETE . ·. . r i · ruy/,) ,t:_}(I( f { (1 0 REINF. STEEL ARCHITECT ll't A tJ MASONRY ENGINEER l?: U) [ . 0 P.1. CONCRET~· coNJ.RAcToR · .. DP e. . o FIELO WELDING PAGE_/_ OF_/_ CTEJOB NO, 10 · I 3~Ss I REPORT NO. MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 GROUT Mix NO. & lb/in2 ----- MORTAR TYPE & lb/in2 & i,··; .• )<.. \ t,: <:' -r,,v: $t-·r··~ ·REINF. STEEL GR./SIZE fij, ! . ,,-~··) ( ·~·,~ > STRUCTURAL STEEL OTHER D SHOP WELDI.NG· HIGH-STRENGTH BOLT -,------,K.'~1.r-. } -1, INSPEC'FION DATE ... ,,,/0{ ~ , y, . 0 · BATCH PLANT MASONRY BLOCK ; PLAN FILE/OT.HER ., . Bt;.OG; Pi;:RMiT/OTHER ·cg(;_ ;}OJ± ·l1() ,S() . r . -- MATERIAL SAMPLING · :o CONCRETE O MORTAR O 'G.ROUT :0 FIREPROOFING O MASONRY BLOCK tJ REINFORCING STEEL 0· . STRUCTURAL STE~L . 0 BOLTS O OTHER ,.,, . INSPECTJONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS . PLEASE NOTE ANY RE-INSPECTlON, TESTING, OR OTHER :PROJECT ISSUES. NN\~w;c_~'10Af, .. ~J.1,u ~~t,"1/Jl-Lt;:=t·;,\_ocY. ·.-::,..2 x_¼\15_-· -~0\:)0.~ 1;;,·i v X ·~ \~{)'.1\_ ~.., · i'r'. . 1 1 e \ . ?-. . :-;u .:\ \ i~ .. f? o .. . .Q \"1r1e\ u-: . ~ r1 .\. \ • \)~~~-·t. S:.C~ \1-:.S l\t{~f~'\t ~1q1 .. \/ t-XP. Hio1t)\":i) D-<:\ 4\/\C: .. ·+·Ail llt.'1\ {)fl .. \;·oe -~"' ·, · .E,(fi> 4EIQ,!_ 7 .n~f\ .. -~ f!..? 131 -OP<" (._ (u"'C\ kl . • 6~" . Srrl·-50'-e. . -. . \ CITY OF CARLSBAD ',, BUILDING DIV! i3lON . .Certiij~ation:of'C~mpllance:.AII w~rk, u~lesS'Otherwise.11oted, complie~·with applicable-codes and the approved plans and specifications. PRINT~DNA~E .. :1 ';p,in \(3\ fh,,\io . CERTIF.ICATION NO. ~1~{JY0.()t(C 1441 Montiel:Road; Sulte-115 I E~condldo, CA.92026 \·--........_ .- ...... / ~ n ' / -SIGNATURE·\ -~ . -~ ~--,,,,-·\ 955 I Fax (760) 746-9806 I www.cte-ihc.net (_ · ; 1 j ' ·~ C~c Construction Testing & Engineering, Inc. Inspection I Testing I GeotechnicaJ I Environmental & Construction Engineering I Civil Engineering I Surveying I ' ,. ' I I I . j ! PROJECT NAME ;Ostendo Technologies ADDRESS 1812 Aston Ave Carlsbad Ca ARCHITECT DGf. I ENGINEER BW1E I CONTRACTOR ~PR ; OTHER l INSPECTION DATF 15May2017 PLAN FILE/OTHER I BLDG. PERMIT/OTHER CBC2017-0050 ! I l i INSPECTION REPORT INSPECTION D CONCRETE D REINF. STEEL D MASONRY D P:T. CONCRETE 0 FIELD WELDING D SHOP WELDING D BATCH PLANT [J EXP. ANCHOR D OTHER ' • I MATERIAL SAMPLING PAGE 1 · OF _1_ CTE JOB NO. ~1=0~-1=33=8~1 __ _ REPORT NO . MATERIAL IDENTIFICATION CONG. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 MORTAR TYPE & lb/in2 REINF. STEEL GR/SIZE STRUCTURAL STEEL HIGH-STRENGTH BOLT MASONRY BLOCK OTHER 0 CONCRE"FE D MORTAR D GROUT D FIREPROOFING D MASONRY BLOCK ' D REINFORCING STEEL D STRUCTURAL STEEL D SOL Ts· D OTHER i I ! . . RECEIVED MAY 31 2017 CITY OF CARLSBAD BUILDING DIVl:DION Certification pt Compliance: All work, unless otherwise noted, complies with,applicable codes and the approved plans an . PRINTED NA~E ....;.;M=·-=G.;..;;:.S=u=lh=am'-'-'--_'----____ _ I • CERTIFICATION NO. 5281716 / S01026 i 1441 Monti~! Road, Suite 115 I Escondido, CA92026 Ph (760) 746-4955 Fax (760) 746-9806 I www.cte-inc.net Construction Testing & Engineering, Inc .. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PROJECT NAME (~.Jrnr/r:: fr h rJc./oa I p \ 'C/ ,,,-, /'},..I /} ..._! ADDREss /.:'~ I ,..· ;-r · io1 ·~ fl v ( · /4,l,hrrrl I 12· ARCHITECT ____ · ...... 0:....1· 11 ...... ~_,_A __________ _ ENGINEER -J?1u£ CONTRACT-OR l2l'l< OTHER INSPECTION DATE t:JJ,l.1 ; PLAN FILE/OTHER BLDG. PERMIT/OTHER /1 /?;(I .. ;J(,if l· {l t:; 5 c, i ;;;: ". ' ~ r:~ ... / INSPECTION 0 CONCRETE ~ REINF. STEEL 0 MASONRY D P.T, CONCRETE D FIELD WELPING 0 SHOP WELDING D $ATCH PLANT D EXP.ANCHOR D OTHER MATERIAL SAMPLING PAGE ) OF I CTE JOB NO. lo· l.) s g r REPORT NO. MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 ----- MORTAR TYPE & lb/in2 REINF. STEEL GR/SIZE {Jfl<':-'.' (tu) STRUCTURAL STEEL. HIGH-STRENGTH BOLT ----- MASONRY BLOCK OTHER 0 CONCRETE O MORTAR O GROUT O F.IREPROOF!NG [j MASONRY.BLOCK 0 REINFORCiNG -$TEEL O STRUCTURAL.STEEL O . · BO~T-$:· : 0: OTHER . _ .. . . .· . -· . ' ·. . -··' .. · ................ ' -::,,.·:· .;·;.,:,·.·-.·-.,-,;_,··: ... : .... -.:: ...... --=_,-___ .,... ___ -_ ..... ___ -::-,.-. -__ -:-. ------ INSPECTIO_N$]>ERFO.RMED~ MATERIAL· JD~NTIFICATION{PRQ~Rl:$.S;:WORI( }lE~ECTl:D.,~ REMARKS . . . ,Pl.EASE :NOTE·.ANY RE-IN$PECTIPf(TE$Tlt1IG/6ite>TffEJf P.~O.,JE(frjssues. ·.. . .. . , ... . -:~ . :·._,,.,.· .i,,. .. , ·,:;-· ··, -.·" ;-•.:.;:_-...:..: • ' ,•: ~4---·:··. ··-. ·::·.· -~· .~·:,, _,,,:~;::"-:-,_1':_ --~~ :.,, ... ·-:: J,., -~ ·t. RECEIVED JUNO 6 2017 CITY OF CARLSBAD BUILDING OIV!.\;;ION '. :". -· (,, ...... -·-. : ·-· ... :,:··-.· -:·. Certlfl~atio_n 9f'.C:o_mpll~~ct: All work,. unless otherwise noted, coJnp!l~~:_v.,,l(~' ,p~llc~bl~_codes and the approved plans and'specl~ciati~ns;_-' ·_,: _.·_. ._ . : _:.. : . ·--"'-s--- 1441 Montiel Road, Suite 115. l Escondido, CA92026 l Ph (760) 746-4955 I Fax {760)'746-9806 I www.c:te~in·cfn~t :. " •••oo Verizon LTE 9:44AM RECE!Msi{&tion Report 10-13.381T 6-2-17.docx t 100%11!!!t Done c!J _____ " ___ --------· --···-· -------------------JUN-0--6 2011 ___ ·· rPAGE ·-----T--1·-·1 OF---,---1---r-·-----------------------·------~ '' INSPECTION REPORT CITY OF CARL~9An lcTE JOB NO. ho-13381T fjLJ!LDING DIVl.f,ION IREPORT NO. I PROJECT NAME lostendo Technologies INSPECTION MATERIAL IDENTIFICATION ADDRESS 1812 Aston Ave. ~ CONCRETE CONC. MIX NO. & lb/in2 67S-40 /3250 Carlsbad, CA [ REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT [ MASONRY MORTAR TYPE & lb/in2 ENGINEER [ fl.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR loPR [ FIELD WELDING STRUCTURAL STEEL OTHER I [ ISHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE ls-2-11 [ '3ATCH PLANT MASONRY BLOCK PLAN FILE/OTHER I [ E:XP. ANCHOR OTHER BLDG. PERMIT/OTHER I [ OTHER I MATERIAL SAMPLING I81 CONCRETE I C MORTAR! QmROUT I IBREPROOFING 0 !MASONRY_ BLOCK D REINFORCING STEEL q STRUCTURAL STEELI D BOLTSI lffiHER I INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. On site, as requested to sample and test placement of approximately 5 cubic yards of Superior mix# 67S-40, 3250 psi concrete for the interior lift stations. One set of 5· cylinders was cast for laboratory testing. Site results are as follows: Load 1 Slurrm: 4.25" \~fJff"f'<:.-f-:~·,:":~}y/X:{/;7~~_;,\:.-:.>.\::.:"':··'7:?J:,~':r.Jf.;'.:.t¾.r'.i.~::_.~,~---~-.... :-ttI~_·:<·;"_";;;'"':·:--~~··s·,:"·_,,-~··-'-"_·,.,,··c;:c~ ... _,,,,,.,,,.,:,··c",s,:··'·c->:·;"·-o~r,F·-··· ('S."'' •;· e,:1 INc C~nsfrucuo~Testing & Efn:g~ering, Inc. " : ,. ~ • ,,;:~ i~ I ~I 1 · ,i,p;;;,~01\tj; ;,;,~ Eni;neering I CM! Enghleering I Sm,e~ng • . INSPECTION REPORT PAGE OF I -:. ,:; :'-.. ':.~- : ... ,· :'.'· . :: . ::.:: ... , ,.,.,.. ~t-:· r~~-.... ~:~.?. PROJECT NAME (f},.,.~fA(k,) ~Ch, ' . ADDRESS 18 iJ.. A£-+o..1. A...,, c01 ., {.. ARCHITECT D' :i 'A .. ,, -ENGINEER t \, l,,} E , INSPECTION D CONCRETE D REINF. STEEL D MASONRY D P.T. CONCRETE CTE JOB NO. /0 -l ~ 'J e f REPORT NO. MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 MORTAR TYPE & lb/in2 REINF. STEEL GR./SIZE -~ .; - CONTRACTOR _,-~ .......... )~. }~<:._~·---,-,-,------,--D FIE~D WELDING STRUCTURAL STEEL OTHER .o SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE ..,,_(f!.>F-+"f .. ,....,_h::....i.,__ _____ --'-- f I PLAN FILE/OTHER D BATCH PLANT MASONRY BLOCK 0 EXP, ANCHOR OTHER -BLDG. PERMIT/OTHER. 0 CONCRETE C n I" j () l l ..-oo~ ·<?-: . :~:-:QTi:f.~R:' -.t':-',.,tf'--~=')!-,,-t-0,e;· ;-· -·~--=:' ·-",o'"-"k£:=·· =,· r._' -------,---'--·. ·:· :_,.'.:,;;.~:::;:·_::;.-,~;:;_:/,.::'?:;~/~l~ :>:, :;_:,:·-1,_ ._· __ . :'.:· ·. . .. . :-. . . MATERl~L SAMP-LJNG: · .. _, ·. :· _·.: -. . . . . . D F'IR~P.ROOFIN'(;';--. ' _[J\:MASONRY BLOCK 0 MORTAR 0 GROUT 0 0 STRUCTURAL STEEL\ 0 BOLTS O OTHER.• t .. .. . . ,·. -.-_.,_...,. ___ .,,..,_, _,-_ ~,..,,....,.,.,-....,~ REINFORCING STEEL :.;. -~ :. ,: : .. -. · .. --. .-.. . _.,._ .... RECEl'/ED JUNO 6 2017 C!TY OF CARLSBAD BUILDING D!VI (]ION ~:<:-------------"!'i ______ "!'"_ -----------------------~----~{;:: , . Certificatlon .. of Compliance: All.work, unles~ otherwise noted, complies with_ app/ic.~ble code,/; ~hq the-approved plans ancfspecificatlons. :,,_._ -----------------~-------------------------...... ,:,,, .. f 1441 Montiel Road, Suite 115 I Escondido, CA-92026 j ·Ph (760) 746-4955 I Fax (160) 746-9806 I www.cte-inc.net ._ ... · CONSTRUCTION, TESTING & ENGINEERING, INC CIVIL ENGINEERING l GEOTfCHNICAL l ENVIRONMENTAL INSPECTION REPORT PROJECT NAME: Ostendo Technologies INSPECTION ADDRESS: 1812 .A.ston Ave ( ) CONCRETE Carlsbad, California ( ) MASONRY ARCHITECT: DGA Architect ( ) P.T. CONC. ENGINEER: MEP Engineer ( ) FIELD WELD CONSTRUCTION INSPECTION AND TESTING t SURVEYIN PAGE 1 OF 1 CTE JOB# 10-13381T MATERIAL IDENTIFICATION CONC. MIX#/PSI GROUT MIX#/PSI MORTAR TYPE/PSI REBAR GRADE CONTRACTOR: . DPR Construction ( ) SHOP WELDING STR.STEEL INSPECTION DATE: 06/05/2027 ( } PILE DRIVING H.S. BOLT I PLAN FILE: ( ) 'BATCH PLANT MAS. BLOCK BLDG PERMIT: ( ) EXP.ANCHOR ~LECTRODE OTHER: MEP INSPECTION (x) OTHER. TIME INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRJ:SS, WORK REJECTED, REMARKS • OSTENDO Technologies Plumbir:19 Modification Inspected Murray Mechanical Construction (Plumbing) pressure testing of unde,_rgro.und sewer system at static head of 10 feet water (4.33 psi) -Test PASS, no visible leakage or drop in static head for over 30 minutes duration. Test boundaries per plan drawing PM"11 OA. JUNO 6 201.7 ~IT: OF CARLSBAD , OU!:...DING Ul\/l,f310N Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) G. A. ESPELETA SIGNATURE: ~ CERTIFICATION NO: 5114068 1441 MONTJEL ROAD, SUITE 115 ESCONDIDO, CA 92026 (760) 746-4955 FAX (760),746"9806 -- ·-C.Constr,µGtion Testing:~ En_gi_: ~ ering, Inc. "i~sp~oh ··, fetilng < l :Geote~h~l~l I ·E~~ronm~~i;r Con-str_ti_cti.,,..;n-E-ng-ine_e_rin-g -, C-iv-ll-En-gi-ne-en-'ng_l_S_urv-e-yin-g INSPECTION REPORT PAGE OF JUNO 6 2017 CITY OF CARLSBAD BUILDING Dl\/1 {;ION PROJ~CT NAME 6-~fi4 r¼,1 7°e C l,._ ADDRESS I e 1 ;;.__ . A ..... 4o.l"\ A '-I:!!,, . ; - c.n ARCHITECT 'h G. A. OTHER INSPECTION DATE -'P""''-J+-f ...... C"'"'I! ,+-f ..... l ___ J'"'"--------'-- PLAN. FILE/OTHER BLDG: PERMIT LOTHER r i3 f .)Df 1-CQ $. 0 INSPECTION 0 CONCRETE 0 REINF. STEEL D MASONRY CTEJ0BN0. ll? -13.:J.c' { · REPORT NO. MATERIAL IDENTIFICATION CONG. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 MORTAR TYPE & lb/in2 0 P.T. CONCRETE ·R:EINF: STEEL:. Gl=t/S!ZE 6( (c I~ ':r' : q FIE!;'.DWE_lDING .. · STRUC:TQRAL $TEEL. 0 SH0PWELDING." HIGH-STRENGTH'B0LT MASONRY-BLOCK bTHER --..,.--- 0 BATCH PLANT D EXP.ANCHOR tJ 0THE::R -----------,-=---....:...,--_...;.. MA iERIAL SAMPLING 0 CONCRETE O MORTAR O GROUT O FIREPROOFING O MASONRY-BLOCK ,0 REINFORCING STEEL O STRUCTURA_L STEEL . 0 BQL TS O OTH!=R · .... · ... ·' . ..: . . ' •,:: .. ' ' --,_ ,-... -. -. -. -,--,--,-,'-'--,---- 1N·s·PECTfONS PERFORII/IED, MATERIA_!-, 'IDENJIFi.¢AJI.P~;)?_R.09'~~ss,· woRKREJECTED, .REMARK$ ' . : .... ·. -. :PL.EASE NOTE ANY ,RE~iNS~ECTl'CfN/TESTINGt0~'-0.THl:Rd~ROJECT ISSUES. . .. .1·· JI~ to · -C · ..J(~. . -~/:\:-·-. ,, ,"'; .. ·. ~ ~-~ <~-\¾S~~~\f:~?~·.-.-~ -s.t-.. ./. C-ertifi~ation·9:1t:Q~piiance~.~1i \Vo~k, unles~ otherwise ~.oted, complies with apf)li(:~~I~ codes and the approved plans and ~pecificatici_n$,: - PRINTED NArvt'e;· ... ·c;p;)efG.VU'\_;-7.*t;oF:;% 4.u1 O CERTIFICATION No' ... C1:>-# .. ~7,/ .. f 1441 Montiei Road-; ·suite -115 Escondido, CA 9202~ Ph (760) 746-4955 ' Fax (760) 7 46-@?QJ3;: I www.cte-inc.net ~i~:~:· Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying DAIL Y_FIELD REPORT . Client: Job Number: IO --I $" 8 ,r Job Name: Job Location: Gen. Contractor: Sub Contractor: General. Description: . r),_ 'l .. , /'}fi;i,-~ I-. ;( ,. ;,. t"I; ,, .,;d '. I "" . I ,'-; . . •.:.:--. * PLEASE NOTE· ANY ·RE-INSPECTION/TEST(NG Comments/Areas of Additional Concern: I , . .. ::-:.- ~ 7 / ···,--:· (,~(·' ----------------'.~~ ... · ... ··:.-.·:, Date(s): t/, / r7 , JUN 12 2017 . ··. · .. 1441 Montlet Road. Suite 115 I Escoodfdo, CA-92-026 I Ph (760) 746~4955 I Fax (760) 746-9806 I www.<:te-lnc.11et: ' " .. Construction Testing & Engineering, Inc. CTEJNc Inspection I Testing I Geotechnical f Environmental & Construction Engineering I Civil Engineering I Surveying R c ~ ~ n, c D r;;;:vCu llf &...., II IN 1 2 ?017 DSA File Number 6/7/2017 CONTACT SCHOOL DISTRICT SCHOOL NAME SCHOOL ADDRESS Cl I Y u!-CARLSt:3AD EU!~DINC DlVL(;lON DSA Application Number Date of Report CTE Job Number 10-13381T Page_l_of_l_ INSPECTION REPORT .INSPECTION MATERIAL INDENTIFICATION PROJECT Ostendo 1 'echnologies, lnc. o CONCRETE CONC. MIX NO. & lb/in2 ARCHITECT . DUA Architecture · D REINF. STEEL GROUT MIX NO. & lb/in2 ENGINEER Burkett & Wong Engineers o· MASONRY MORTOR TYPE & lb/in2 CONTRACTOR D.PR / Minsp.~w Brothers D P.T. CONCRETE REINF. STEEL GR/SIZE ) INSPECTION DATE 6/7/2017 0 FIELD WELDING STRUCTURAL STEEL AS'lMA36 DSA FILE NUMBER NIA D SHOP WELDING HIGH-STRENGTH BOLT DSA APP. NUMBER NIA D BATCH PLANT MASONRY BLOCK OTHER Building Permit# CBC2017-0050· D EXP. ANCHOR OTHER D OTHER MATERIAL SAMPLING D CONCRETE D MORTAR O GROUT D BOLTS o REINFORCING STEEL D STRUCTURALSTf:EL O FIREP~OOFING o MASONRY BLOCK D OTHER o OTHER · INSPECTION PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS CONSTRUCTION WAS: 0 . INSPECTED D NOT INSPECTED in accordance with the requirements of the DSA approved documents Onsite as requested to perform periodic inspection for the installation of 3/411 beam clips to existing HSS columns throughout the existing buildfug where specified at new beam locations .for the proposed equipment platform. Minshew Brothers were onsite today removing paint from areas to receive welds. No final welding was performed today, only layout and tack welding. I verified certifications for all tack welders and reviewed welding procedures to be used. Welding work is scheduled to begin on Monday for final welds. Tack welding is ongoing and is not complete at .this time, joint fit up for . clips already tacked was found acceptable upon inspection. Welding process used for tacking -SMAW, E7018. WORK INSPECTED WAS: 0 IN COMPLIANCE D NOT IN COMPLIANCE with the requirements of the approved DSA documents Certification of Compliance: All work, unless otherwise.noted, complies with the DSA approved documents. . . . PRINT NAME Gregozy Prout CERTIFICATION NO. AWS # 13011141 DATE Wednesday, June 7, 2017 cc: Architect, Structural Engineer, Project Inspector, and DSA SIGNATURE ---------------TIME IN 11:00AM TIMEOUT 15:00 1441 Montiel Road, Suite 115 .I Escondido, CA 92026 I Ph (760).746-4955 I Fax. (760) 746-9806 I www.cte-inc.net .... t; .. . t ' ·' ... . r~· .. ,· ... -:·· Construction Testing & Engineering-, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Smveying INSPECTION REPORT PROJECT NAME (<,lf'fJd6 . Techrio/0~1;[ j INSPECTION ADDRESS }¥1& f)"·-,foo {Jue O CONCRETE ·-l?ul > b t1cl Ct1 o REINF. sTEEL ARCHiTECT D <1r A D MASONRY ENGINEER.. f5 bµ.f-0 P.T. CONCRETE CONTRACTOR . D p ((__ . D FIELD WELDING PAGE } OF 1 CTE JOB NO. 16-f:?31-J REPORT NO. MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 ----- MORTAR TYPE & lb/in2 REINF. STEEL GR/SIZE /}h/f; (bo) #¾ STRUCTURAL STEEL · · · · . -"--· OTHER D . SHOP WELDING HIGH-STRENGTH BOLT ----- INSPECTION DATE bji·\:3: D PLAN FILE/OTHER D .. BATCH PLANT MASONRY BLOCK EXP.ANCHOR OTHER JI, /4; fo/1'..f 1?£ Sot. \/5 BLDG. PERMIT/OTHER L' !3C fl(lf~ < /).{25.D ,J5 OTHER ·l-' IP.>{ l/ ... le(·-£'.:, t:"~'2-s ~tY ~a t,2· • ,,.,.<:/% MATERIAL SAMPLING 0 CONCRETE O MORTAR O GROUT 0 REINFORCING· STEEL O STRUCTURAL STEEL 0 FIREPROOFING O MASONRY BLOCK 0 SOL TS O OTHER ------ JUN l 2 2017 C!TY OF CARLSBAD BU!LD:NS D!VH~!ON .. -. . Certification-of Compliance: All work, unless otherwlse·poted, co111pll~s:with applicable codes and the approved plans and speciflcatii)ns, I . PRINTED NAME , I ,s_)L{,r·Ji°(' I .__.....- CERTIFICATION NO. V 1441 ~ontiel Road, Suite 115 I Escondido, GA 92026 I Ph (760} 746-4955 I Fax (760) 746-9806 I WWw.cte-inc.net .':• i' :'·,· >. -·-1 .:-. .. :,-· INSPECTION REPORT -PROJECT NAME O :k"' ci1,; -r;C: L ADDRESS /E.1,J, k~c:;.0 Ave. ARCHITECT _b ..... ' ..___,G=···=·A--=-.-'--' ------'---- ENGINEER I\ <--..) l°?: .. CONTRACTOR. __,Q=:. -'--''.~--··;.:...re=-· -___ -_ -------------- OTHER INSPECTION DATE PLAN FJLE/OTHER ' SLOG. PERM1T10THER _9-f\.c.:2c 17 .-&so INSPECTION D CONCRETE / E'f REINF. STEEL D MASONRY tJ P.T. CONCRETE ·n _,,FIELD WELDING D SHOP WELDING ·o -BATCH PLANT D EXP.ANCHOR D OTHER MATERIAL SAMPLING PAGE OF CTE JOB NO. IV-J :S :3 C: f REPORT NO. MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 MORTAR TYPE & lb/in2 REINF. STEEL·GR./SIZE Al.cf c-· STRUCTURAL STl;E_L. HIGH,.STRENGTH BOLT MASONRY BLOCK OTHER .. 0 CONCREtE O MORTAR O GROUT . (,] REINFORCING STEEL O STRUCTURAL STEEL 0 FIREPROOFING O MASONRY-BLOCK 0 f;30L TS O OTHER INSPECTIONS ·PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTE.D.(REMA_Rf(S . PLEASE NQTE_ANY Rf-lNSPECTfON, _TESTING,·OR OTHE;R .PROJECT ISSUES . . .., '.··. :-. .-. ~--. . . : .: . -':,.:· ... JUN 12 2017 CITY OF CARLSBAD BUILDING DIVL(:HON Certiflcation-~f-C.ompllance: Ali:w~rk, unl~ss ~tnerwlse·no~e(f, com~iles VJ_it~~ap~Ji~ap·(~ ~~de~ _an~ the approved plan~ and specific_~tions: PRINTED NAME CERTIFICATJON NO. 1441 Montiel Road, Suite 115 t SIGNATUR~) / / I_,/ Escondido, CA 92026 I. Ph (760) 746-4955 I Fax"'(o/60) 746-9806 I WWW,cte-lnc.net c../4. -f ' Ile ··v,.,-·f.:..J . . . . . q::\; .. "i~,t:..i>?·. ·.,,,11~-<>. . , S,;..:n·/i.,.,,..t ; 1 ' ,,,... .. · ·, ·· .. : \ : ... :.:·-:·: . ~. . . f:h:-J, f ,·,J • •. h:\f• • I •• < • l.; ,. · t.· .ft· <. ,:T • I. .. . ·. f • • . • LY :t. .. ~.r. .f;_.o,." ·'. :. · ,.,. "~ , . ..,,~ . 4(. r· 1 ........... . f ~ . .· .. : ; ;, . 1 ·:· ,:':-· . iti, · .. ~i. ~-. 1/,.;iL n-. t . --· . . . . ' . -· ..... :.· . ··:. ·. -_ .... . ' . . . ,\ : : G.omments/ Areas of Additionai. Concem: '---·. :.-.:·,-···,' __ : . : .. •' .. ,: :;· ' .·· .•.' .. ' . -1-. f) By. r~.,.r· Job Number: 10. g3g 1 'T ' Date(s): . & • -1T n- r .f.,,,,,... ' ~, ... -. .. 111~1 1 ') ')(117 C! 1 Y OF CARLSBAD Of 111 nu, It"' r-,,; n ,-,,-,.~, Date: c,, · 1 · rt- ~ CTEJNC ~ Constru.tt~on Testing .& .. :EQQ'jQ~~ring, Inc ... , .... . .. · . ., . . · .. _._ ..... ~. ,:1~1~ ··tti g': i Geotechnicai-j ,;.~iivfrMinien~·, &" Co~~tio~ Engineeting I Civil Engineering I Surveying INSPECTION REPORT . PAGE ~?. OF -6_ .•. PRPJECT NAME 0=--:."'---~-'-'t.-=A.;..::C"-'-(o=--_t._e.=L=-:h--=-_· __ ADDRESS !El..). A"<..\.ovi A:vc. C. \S. _:~-~ ARCHITECT _)-"'~~G-~r:...+Ac....:.:... __________ _ ENGINEER t\ _v..J, ~ CONTRACTOR -~._;;;:-· _ .......... -C:...:· i:...;;..4-...;;...·• ....:...----'-"-----"---- OTHER INSPECTION. d.A TE PLAN FILE/OTHER BLDG. PERMIT/OTHER ',',,,. INSPECTION ·~ONC~ETE ...... 0 ·1 REINF. STEEL i o·. MASONRY 0 P.T. CONCRETE <(O FIELD WELDING 0 SHOP WELDING 0 BATCH PLANT 0 EXP. ANCHOR CTE JOB NO. /0-1.ue1 REPORT NO . MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 ,SC.-00 GROUT MIX NO. & lb/in2 ----- MORTAR TYPE & lb/in2 REINF. STEEL GR./SIZE ----- STRUCTURAL STEEL .. HIGH-STRENGTH BOLT ----- MASONRY BLOCK OTHER D OTHER--,....;·.,....· ,,..,-a...· -;.a·--------a....,.;.---,,..a-_,.,....,.;......-;.·""'·.·._ ... .,..· -;..-. . . . : ........ : : : : :.•. ,: : .-:· . ·-::--. ··: .. ·,: : :, _: . . .. : : . .: .. : _:: ~·: ,' :· : ':; :-',,. ' .. ·:.:-, _,, ,. MAr:reR1AL:siM·P·t1'Ntit:·,:'\_:-=·:·:;,.::· .... .-·<·.>/:.:-:-··_ .. ·· . : · ~oN'cREtE o MORTAR o .. eRout· · ··cf ,:~1~g#kcioi=i'~~: · ·if1 . .-:.·M1soNRYsi.ocK ' . . . ' ' . . o R(:INFORCING ,STEEL q STRUCTl/RAL $TSEL o B'OL TS o OTHER . ·: ·. :.'-... . . . . . . . •. ' . ' . -. .... . . . ~ . : . . . . ... . .. \ · ... . II IN 1 2 2017 C:. rY OF CARLSBAD BUILOl/,lu UlVI b!ON Certifica~on of Compliance: All work, unless otherwise not11d; co~pil~~·:Wfth::~,RP!i~a~le:cQdes anithe approved plans and ~p~c,~catf<>ns. PRINTED NAME G1ov g ,,,e,: --;;;:;_""4·1tt<> CERTIFICATION NO. Sb. ~ -'; 7i J 1441 Montiel Road, Suite 115 _ti : ''. : ., ,:::: ... :~. SIGNATU,s7;,...i '-,!/11-""·=o.t="--==·-=·=__.-....:.· ,---.,.,.,_-._-_ PROJECT NAME Ostendo Technologies ADORESS 1812 Aston Ave Carlsbad Ca ARCHITECT DGA ENGINEER BWE CONTRACTOR · DPR OTHER, INSPECTION DATE 15May2017 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2017-0050 Construction Testing & Engineering, Inc. lnspeqtion I Testing I Geotechnical I Environme~tal & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT INSPECTION D CONCRETE D REINF. STEEL ['.] MASONRY D · P.T. CONCRETE D FIELD WELDING D SHOP WELDING D BATCH PLANT D EXP.ANCHOR D OTHER MATERIAL SAMPLING PAGE 1 OF _1_ CTE JOB NO. ....,1~0-....,1~33=8~1-~- REPORT NO. MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 GROUT MIX NO. & lb/in2 MORTAR TYPE & lb/in2 REINF. STEEL GR./SIZE STRUCTURAL STEEL HIGH-STRENGTH BOLT MASONRY BLOCK OTHER D CONCRETE D MORTAR O GROUT D FIREPROOFING O MASONRY BLOCK D REINFORCING STEEL D STRUCTURAL STEEL D BOLTS D OTHER JUN 12 2017 CITY OF CARLSBAD BUILDING DIV! {510N ·certification of Compliance: All work, unless otherwis~ noted, complfes with applicable codes and the approved plans an PRINTED NAME M.G.Sulham CERTIFICATION NO. 5281716 / Sbt026 SIGNATURE 1441 Montiel Road, Suite 115 Escondido, CA 92026 Ph (760) 746-4_955 Fax (760) 746-9806 I www.cte-inc.net c--~ Const~ction Testing & Engineering, Inc. . ~,tlE !~01 Tesfing I Geote~lmical I Environmental & Construction Engineering I Civil Engineering I Surveying JUN O l 2017 INSPECTION REPqRT . PAGE OF __ CTEJOB NO. /f::?.-rJ?'J cg'/ / CITY OF CARLSBAD BUILDING DIVl.f310N PROJECT NAME &<':J:Cl.:MPf2 J];,:G{dn}lll,.n61l:j INSf!ECTION REPORT NO. MATERIAL IDENTIFICATION ADDREss , Gr) ttn'*' tcw. . ef coNcRETE CONG. MIX NO. & lb/in2 'S 6 r' '$ ,.. lf 0 CAl!t. ~ l34 f2 o REINF. STEEL ARCHITECT o &A o MASONRY ~ GROUT MIX NO. & lb/in2 -----=----- MORT AR TYPE & lb/iri2 -t:, 'j' g,.~f p; 0 ENGINEER (2Ut<k .. e1f~· "\,· wt?VfJ::; D P.T.CONCRETE REINF. STEEL GR./SIZE ____ _ CONTRACTOR D Pl< D FIELD WELDING STRUCTURAL STEEL OTHER D SHOP WELDING-HIGH-STRENGTilBOLT. ----- INSPECTION DATE -~G __ ,.-_"_3_/_ .... _,_-, ___ _ tJ BATCH"PLANT MASONRY.BLOCK PLAN FILE/OTHER BLDG. PERMIT/OTHER C'f!tC, ... ).v rt~ (f)() ~,p :·. ·. D EXP.,·N:iCHQf( .. OTHER :m/ (Yr~~~--·Gflo)rf' .. tt1ir1 tlrr .::t:ao //1. . :. . : . · .... , ... :.. ... ::. . . / fJ_;ivJPC;f.itJ/1 MATERIAL:·sAMPLING [!1' CONCRETE O MORTAR O GROUT O 'FIREPROOFING -0 MA$ONR1{BLOCK D REINFORCING STEEL_ 0. STRUCTURAL STEEL O BO.LT$ · :. '[j, : QTH,J;R . .-.:-:.· _.,_ .... ,,_ ~--~·-~·-"'w ,. ·.·. • .• ._ .. ,. .· .... · .... , ..... _. :' .... .-._. .... • • •. · ... · .· .. ';,:":.,·""",,-'---. -... -----'--- · 1NsPecr10N~J~1:.t:tFQ~M.;o~ __ A:rf:~1A~J~~-~r1r1~~1,QN;\e:R9..~~~-~-~rYiP:F:t.~--R_~JFP,.EP,i R,e,MAAAs--· _ · · ·_ · . -:e~E~NM~:R_E.;JNSPEC110N{TESTING/OR~OT:HER:.PROJECTISSUE$ •. :_:_. ~ _._:: : ... · .:· .· ... '.• ",,· .. Certification of Complia1t"ce: All-work, unress otherwis·e riot~ci;:_cgµi~_!i~_s;w!t~;~~JJ.i(cabl~ codes and the approved plans and specJf!cati~ris .. PRINTED NAME AL. C#/,,, (41: '.z CERTIFICATION NO. /t;c.. e;,-7 f!t:tzV) ... 7. : 1441 Montiel RQad, Suite 115 I Escondido, CA92026 -J ·Ph-(760)746-4955 l Fax (760) 746-9806 .I www.cte-inc.net ~;:. .. ~ ·-c· ... -.. ··,:~5~j!l·/j_:··.~-~·'\ :c\·,..·: · . :'t'·' ~J~· .• ~ ., . ·Client: /) P!2., .-r- Construction Testfrig-:&· Engineering, Inc . . .,,..., . .,.,--,---------------- ln~pection 'j Testing .j ·Geotecbnlt:ai'l Envli'onmenta1·&construction.Etigineering I Civil Engineering j Surveyl~g DAIL ,fFlE,CD-:ttEP"ORT . . : ·:-:.: ," •, : Job Number:· . ..... ~ •. .'I<>-lHSI ·./ .. Job Name: /);11(, I·· I',, Day(s):· tl~.' , :,,, ,}' . i '_l •• ~-!. "·! )~_..t,-,11; >. .. . Job t<?cation: JUZ. A,1,.J!"' ./2-1 <;. (_. l, h-~ .. 'S t'.:. "y ~ (./1. Date(s): t,-~H.l . Gen: Contractor:_. J).P'ft Sub Contract9r:· t>Plt. 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ENGINEER .' }\ {0,J -~ .'. ~'0: P.J.CONCRETE RElNF:STEELGR./SIZE. ____ _ -CON.,..RACTOR :, . ...,\; ... _ ' ..... ·_ . ...,_t'.._: ~;..i_>...,1 .... :· ..... ·. -.-., ... ---.-..,,;::-:~ _____ : ".\131.: : FfE~&:¼'.~(p!~G<-_ S~RU6TU_RAL STEEL .-·,:: .,., ·. ' <X .-__ ' ' • I • ~ OTHER • ----------------t D SHOP WEl!3ING HIGH~STRENGTH BOLT -----' '' ·D BATCH Pl.ANT MASONRY BLOCK ~. :.,. . ·::· -\~ . . !NSPECTION DATE _(&=·· ·-t.f.,_,·l· ti-,=-..,~/--~ 1_'7.__ _____ _,__ PLAN FILE/OTHER ... ,· 0 EXP. ANc1}0R -'----.~.-.-~ ... -------·' ., , ...... OTHER B1,.DG. PERMIT/OTHER C :nc ·.QD t7-: QO~ 0 D OTHER --"T-----,----------:.------ ::.:· l MATERIAL SAMPLING r-:-... . / ......... ·-~ f . .\;. l!I C.~NCRETE O MORTAR O GROUT. . :O FIREPROOFING ·o · MASONR,Y-.SlOCK ... . .";.\:.,., . • ·. :· . .-.: .· . . ;,tr -. , · .... _,.. · 't] REINFORCING,ST,EEL. Q STRUCTURAL STEEL . 0 ··sol.TS·. ·o OTHER ,-: .. /.· __ , :· . ~-:~·1'; . .·. ..:. ~: ;-.:. ,.. . ... · : ··. . -~--. . -· ·~ .· -~-. _?._.. '' •,' ,,_, 1N$PECTIQNS·RERFORMED,:MAT-E.RIAL IDENTIFICATION,·PROGRESS, WORK REJl:CTEO, REMARKS:··· ·. . --... :;., . . ":._.·P(:EAS.E'NOTE ANY'R.E-INSPECTION; TES-TING,.OR OTHER PROJECT.ISSUES. .. ..: .. ,: ..... . JUN 14 2017 ~<-, ...•. ----,--------,--------,;__--------cP.RffA1t<-' ror;;::c-1c"""A*"1~R'l-"L..., ...... s/'MB-r.A.,.,ur------ " PLJIIQ1~10Q"'''··•o·· .·: ,. • ~' I "··, '~ ·•ir · c (2 JO . C~C:~6]7-0050 ·-. ( ~ \'L 1 :12---- EsGil Corporation In Cl'artnersliip witli <jovernment for muiCaing Safety DATE: March 8, 2017 JURISDICTION: Carlsbad PLAN CHECK NO.: PC2016-0051 PROJECT ADDRESS: 1812 Aston Ave SET: II D AIJPLICANT c;J./4LJRIS. D PLAN REVIEWER D FILE PROJECT NAME: Equipment Platform & Underground Trenching Package for Ostendo Technologies ~ The plans transmitted hereyvith have been corre-cted where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes wh.en 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: ~ 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:_ Telephone#: Date contacted: .,. (w) Email: Mail Telephone Fax ~ ~:rson D REMARKS: By: Abe Doliente EsGil Corporation D GA D EJ D MB D PC Enclosures: 3/1/17 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 _, DATE: January 10, 2017 JURISDICTION: Carlsbad EsGil Corporation In <Parttiersliip witli (iovernment for (}Jui(aing Safety PLAN CHECK NO.:. :PGa016=88t'H: C&(..J.On-00f03ET: I PROJECT ADDRESS: 1812 Aston Ave ~~PLICANT ~JURIS. CJ PLAN REVIEWER CJ FILE PROJECT NAME: Equipment Platform & Underground Trenching Package for Ostendo Technologies 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 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. [8J The check list transmitt~d 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. [8J The applicant's copy of the check list has been sent to: Nancy Escano D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Nancy Escano Telephone#: 619-685-3990 _,,Pate conj.acted: \) r::,-,-(by: ~ Email: NESCANO@DGA-SD.com 4::},ail ./2~~ Fax . In Person D REMARKS: By: Abe Doliente EsGil Corporation D GA D EJ D MB D PC Enclosures: 12/28/16 _ 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 . . Carlsbad PC2016-0051 r January 10, 2017 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: PC2016-0051 PROJECT ADDRESS: 1812 Aston Ave FLOOR AREA: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: January 10, 20l 7 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad STORIES: HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/28/16 PLAN REVIEWER: Abe Doliente This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a bt,1ilding permit. I Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad PC2016-0051 January 10, 2017 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 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 TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 1. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 2. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structur:al calculations. (California Business and Professions Code). • MISCELLANEOUS 3. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. 4. Detail 3/SM-501 of the plans refers to the foundation plan for grade beam size and reinforcements, but those are not shown on the foundation plan. 4' wide X 2' deep with 7-#7 top and bottom with# 3@ 8" O.C. per structural calculations. Please clarify. 5. Detail 5/SM-501 of the plans refers to the foundation plan for dimensions of the isolated equipment pads, but there are no dimensions shown on the foundation plan. Please clarify. Carlsbad PC2016-005 l January 10, 2017 • PLUMBING 6. Building official must approve the slope of the domestic drain lines shown on the plans at 1/8": 12". 7. Show on the plans cleanouts every 100 LF for the domestic waste system. 8. Plans show a number of floor drains opening into an open trench drain system. 9. Tbe plans show an open trench drain system. The trench drains are shown to be 9ft deep. The plumbing plans show a number of floor drains connected to the open trench drain. I presume this is industrial waste. The trench is shown on sheet PM-1108 outside the building. Specify where this trench drain terminates ( I presume the termination is within an industrial waste receptor). Please clarify. If you have any questions regarding these plan review items, please contact Eric Jensen at Esgil Corporation. Thank you. • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes D No D • 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 Abe Doliente at EsGil Corporation. Thank you. , , Carlsbad PC2016-0051 January 10, 2017 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Abe Doliente BUILDING ADDRESS: 1812 Aston Ave BUILDING OCCUPANCY: B BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Air Conditioning Fire $prinklers TOTAL VALUE Jurisdiction Code CB By Ordinance I Bldg. Permt Fee by Ordinance ~ 1::rort'you cn-ecfKea Gofnp. Ke\/1ew ana Hourly at.the same time I Plan Check Fee by Ordinance i:] Type of Review: r Repetitive Fee G Repeats • Based on hourly rate Comments: P: Complete Review r Other pi Hourly EsGil Fee PLAN CHECK NO.: PC2016-0051 DATE: January 10, 2017 Reg. VALUE Mod. r Structural Only 41 Hrs.@• $100.00 ($) J $400.ooJ Sheet 1 of 1 macvalue.doc + B\VE ENGlt-:JEER: Jeff Densley DATE: December 22, 2016 PROJECT NUMBER: 12755A.1.00 STRUCTURAL • CIVIL • SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 •San Diego, CA 92123 Phone (619} 29E1-.5550 • Fax (619} 299-9934 www.bwesd.com Ostendo -Equipment Platform and Underground Package Plan Check Submittal #1 Carslbad, CA Prep~red f 2550 Fifth Ave San Diego, C CBC2017-0050 1812 ASTON AVE OSTENDO TECH: DEMO CONCRETE SLAB ADD NEW PIPING & COLUMN FOOTINGS/ STRUCTURAL FRAME FOR EQUIPMET PLATFORM (NON-OCCUPIED) 2121200600 2/1/2017 CBC2017-0050 TABLE OF CONTENTS OSTENDO EQUIPMENT PLATFORM-STRUCTURAL CALCULATIONS 12755A December 2016 . BASIS OF DESIGN GRAVITY DESIGN Gravity Loads ............................................... : ...... , .................................................... 1 General Design Criteria ............................................................................................ 2 Input Data Echo ........................................................................................................ 3 Beam Design Criteria .......................... , ................................................................... 18 Beam Design Summary ......................................................................................... 21 Floor Maps -Decks, Loads, Beam Numbers, and Beam Designs ........................ 25 Column Design Criteria ......................................................................................... 30 Column Design Summary ....... "" ............................................................................. 31 Column Load Summary ........... , ............................................................................. 35 Base Plate Design Summary .................................................................................. 40 Spread Footing Design ........................................................................................... 41 LATERAL DESIGN Seismic Design Parameters and Base Shear Calculations .................................... .42 Frame Layout and Numbers (Isometric) ............................................................... .44 Frame Model Data ................................................................................................. 46 Analysis Log .................. '. ....................................................................................... 49 Criteria, Mass, and Exposure Data ................ : ....................................................... 51 Pseudo-Flexible Diaphragm Properties ................................................................ .53 Loads and Applied Forces ..................................................................................... 54 Frame Reaction Envelope ...................................................................................... 58 Building Story Shears ............................................................................................ 61 Frame Story Shears ................................................................................................. 64 Periods and Modes ................................................................................................. 69 ASCE Stability Coefficients ........................ _ .......................................................... 71 Drift ........................................................................................................................ 72 Frame Reaction Envelope (Standard Load Combinations) ................................... 73 Steel Code Check Criteria (Standard) .................................................................... 7 6 AISC 360 Direct Analysis Validation Report ........................................................ 81 Member Code Check Summary (Standard Provisions) ......................................... 82 Frame Reaction Envelope ........................................................................................ 85 . Member Code Check Summary (Seismic Provisions) ........................................... 88 B\VE Frame Reaction Envelope (Special Seismic Combinations) ................................. 96 Diaphragm Design ................................................................................................. 99 Drag Beam Analysis ............................................................................................ 101 Drag Connection Analysis .............. ;.,. .................................................................. 106 Braced Frame Beam Design ................................................................................ 107 Braced Frame Connection Design ..................................... : ................................. 109 Braced Frame Grade Beam Design ...................................................................... 114 MISCELLANEOUS CALCULATIONS Equipment Anchorage Calculations ........... : ........................................................ 116 Wall Mounted Equipment .................................................................................... 122 Suspended Equipment. ............ , ........... :., .............................................................. 123 B\VE B\VE STRUCTURAL • CIVIL • SURVEY• LAND PLANNING 9449 Ba/boa Avenue, Suite 270 • San Diego, CA 92123 Phone {619} 299-5550 • Fax (619} 299-9934 www.bwesd.com Ostendo -Equipment Platform Basis of Design December 2016 Project Description The scope of the structural design includes a new 1-story steel-framed interior equipment support platform. Structure is built entirely within existing building space. Applicable Codes • 2013 CBC • ASCE 7-10 • AISC 341-10 • AISC 360-10 • ACI 318-11 Geotechnical Report • See soils report by CTE, Inc., Project #10-13381G, dated November 9, 2016. See also SM-001 for additional information. Design Criteria Live Loads: • Equipment Platform Roof-20 psf reducible Live Load Deflection Criteria: • Roof beams -L/240 unless otherwise noted • Beams at mechanical access bi:lys -1" maximum Seismic Design Parameters: • Risk Category II • Site Class D • Seismic Design Category D • Ss = 1.083 • S1 = 0.417 • Sos= 0.77 • S01 = 0.44 • Seismic Importance Factor= 1.0 • Redundancy Factor, p = 1.3 B\VE STRUCTURAL • CIVIL •SURVEY• LAND PLANNING 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone (619} 299-5550 • Fax (619} 299-9934 www.bwesd..com • Seismic Force Resisting System: Steel Special Concentrically Braced Frames • Response Modification Coefficient, R = 6 • Overstrength Factor, no = 2 · • Deflection Amplification Factor, Cd= 5 Wind Design Parametern: • Interior structure, not applicable Structural Materials Concrete Strengths: • Foundations -3000 psi • Slab on Grade -4000 psi Steel Strengths: • Wide Flange Shapes -A992 (50 ksi) • HSS Shapes-'-ASOO, Grade B (46 ksi) • Pipe -A53, Grade B (35 ksi) • Angles, Channels, and Miscellaneous Shapes -A36 (36 ksi) • Plates:--A36 (36 ksi) • Braced Frame Gusset Plates, Base Plates, and Miscellaneous Plates -A572, Grade 50 (SO ksi) U.O.N. Cold-Formed Steel: • 54 mil and thicker-50 ksi • 43 mil and thinner -33 ksi Structural Analysis Methods: Software: • RAM Structural System • Excel Spreadsheets • Hand Calculations Assumptions: • Non-composite steel roof framing system • Special Steel Concentrically Braced Frame system per ASCE 7-10 • Flexible diaphragm • Equivalent Lc)teral Force Procedure analysis per ASCE 7-10 1 BWE, Inc: Project: Ostendo Eauioment Platform Bv: JD !Sheet No.:' 9449 Balboa Ave, Ste 270 Location: Carlsbad, CA Date: 12121116 I San Diego, CA 92123 Client: DGA Job Nb.: 12755A.1.00 (!319)299-5550 F.ax (619)299-9934 Roof Dead Load 1-1/2" Steel Deck: 3 psf* Finishes: 6 psf Framing: 5 psf* MEP: 15 psf (equipment and piping) Insulation: 1 psf · Ceiling: 6 psf (including finishes) Partitions: 5 psf Misc: ____ 2_.p._s_f __ _ 43 psf _(total) 35 psf (RAM superimposed, min) * Denotes item that.is inlcuded in RAM self-weight criteria Live Loads Wall Weights (Non-Load-Bearing) Platform Roof: 20 psf (reducible) Interior: 8 psf (studs and finishes) II RAM Manager 15.01.00.000 RAMSlructuralSystem DataBase: Mezzanme ~/eentl~y· Building Code: IBC , General Criteria BUILDING CODE FOR LIVE LOAD REDUCTION: IBC Live Load Reduction Method: General ROOF LOADS: Consider Roof Live Loads, Ignore Snow Loads Roof Live Loads are Reducible DETERMINING NUMBER OF STORIES FOR LIVE LOAD REDUCTION: Include Roof Levels: No Include Unreducible Levels: Yes include Storage Levels: Yes SELF-WEIGHT: Automatically calculate and include Self-Weight for Member Dead Loads: Beams: Yes Columns: Yes Walls: Yes Slabs/ Decks: Yes Automatically calculate and include Self-Weight for Story Masses: Beams: Yes Columns: Yes Include half mass of columns above and below Walls: Yes . Include half mass of walls above and below Slabs / Decks: Yes 2 12/20/16 14:46:01 II RAM Manager 15.01.00.000 RAMStructuralSystem DataBase: Mezzanine ~!Bentley· Building Code: IBC Echo of Input Data Layout Types: MezzRoof Tables Selected: Deck Table: Master Steel Table: Default Steel Table: Alternate Steel Table: Column Steel Table: Reinforcement Table: Pan Form Table:. Story Data: ramdecks ramaisc ramaisc ramaisc ramaisc RAMASTM. RamCECO Level 1 Story Label Mezz Layout Type MezzRoof Noncomp.osite Deck Properties: ID Label 1 Load Properties: Surface: ID Mezzanine Deck Mechanical Unit Temporary Raceway tine: ID Interior Partition Grid Systems: , System Label DL psf 35.0 75.0 35.0 DL k/ft 0.100 Deck ConstrDL psf 0.0 0.0 0.0 Constr·DL k/ft 0.000 Type Unit Wt psf 3.00 LL psf 20.0 0.0 35.0 LL k/ft 0.000 Grids Orthogonal Grids: System: Grids Effect Thick in 0.0000 Reduct. Type Red. Red. Red. Reduct. Type Red. X Offset ft 0.000 Height (ft) 13.000 3 12/20/16 14:46:01 Poisson's Elastic Mod ksi 0.00 Partition psf 0.0 0.0 0.0 Partition k/ft 0.000 0.00 ConstrLL psf 0.0 0.0 0.0 ConstrLL k/ft 0.000 MassDL psf 35.0 75.0 35.0 MassDL k/ft 0.100 Y Offset Rotation ft 0.000 0.00 XGrids Label X MinY MaxY ft ft ft 5.8 0.0000 5.5 17.5000 5 41.5000 II RAM Manager 15.01.00.000 Echo of Input Data 4 Page 2/15 RAMStructuralSystem DataBase: Mezzanme 12/20/16 14:46:01 ~!Bentley· Building Code: IBC X Grids Label X MinY MaxY 4.5 65.5000 4 89.5000 ---- 3.5 113.5000 3 137.5000 2.3 170.0000 Y Grids Label y MinX MaxX ft ft ft F.7 0.0000 F 20.0000 E 48.0000 D 76;0000 C 104.0000 B.7 113.0000 DATA FOR FLOOR TYPE: Mezz Roof Grid Systems: Grids Columns: ID X y Shape Orientation Param* LLRed Frame ft ft Angle ksi % Type 1 0.000 113.000 HS 0.00 46.0 Cale Gravity 2 17.500 113.000 HS 0.00 46.0 Cale Gravity 3 41.500 113.000 HS 0.00 46.0 Cale Gravity 4 65.500 113.000 HS 0.00 46.Q Cale Lateral 5 89.500 113.000 HS 0.00 46.0 Cale Lateral 6 113.500 113.000 HS 0.00 46.0 Cale Gravity 7 137.500 113.000 HS 0.00 46.0 Cale Gravity 8 170.000 113.000 HS 0.00 46.0 Cale Gravity 9 0.000 76.000 HS 0.00 46.0 Cale Lateral 10 17.500 73.000 HS 0.00 46.0 Cale Gravity 11 41.500 76.000 HS 0.00 46.0 Cale Gravity 12 65.500 75.000 HS 0.00 50.0 Cale Gravity 13 89.500 76.000 HS 0.00 46.0 Cale Gravity 14 113.500 76.000 · HS 0.00 46.0 Cale Gravity 15 137.500 76.000 HS 0.00 46.0 Cale Gravity 16 170.000 76.000 HS 0.00 46.0 Cale Lateral 18 17.500 48.000 HS 0.00 46.0 Cale Gravity 19 41.500 48.000 HS 0.00 46.0 Cale Gravity 20 65.500 48.000 HS 0.00 46.0 Cale Gravity 21 89.500 48.000 HS 0:00 46.0 Cale Gravity 22 113.500 48.000 HS 0.00 46.0 Cale Gravity 23 137.500 48.000 HS 0.00 46.0 Cale Gravity 26· 17.500 20.000 HS 0.00 46.0 Cale Gravity II Echo of Input Data. RAM Manager 15 ·? 1.00.000 RAMS!ructuralSystein DataBase: Mezzanme @ilsentley· Building Code: IBC 5 Page 3/15 12/20/16 14:46:01 ID 27 28 29 30 31 32 34 35 36 37 38 39 51 52 53 54 55 59 61 X 41.500 65.500 89.500 113.500 137.500 110·.ooo 41.500 65.500 93.500 113.500 137.500 170.000 0.000 170.000 41.500 89.500 137.500 15.500 0.000 y 20.000 20.000 20.000 20.000 20.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 52.000 52:000 104.000 104.000 104.000 0.000 23.500 * Parameter: Steel -Fy Concrete -fc Other-E Beams: ID Xi Yi ft ft 1 0.000 113.000 2 17.500 113.000 3 41.500 113.000 4 65.500 113.000 Sbape HS HS HS HS HS HS HS HS HS HS HS HS HS HS HS HS HS HS HS Xj ft '17.500 41.500 65.500 89.500 Orientation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Yj Param* 5 89.500 113.000 6 113.500 113.000 7 137.500 113.000 12 89.500 76.000 13 113.500 76.000 14 137.500 76.000 113.500 137.500 170.000 113.500 137.500 170.000 ft 113.000 113.000 113.000 113.000 113.000 113.000 113.000 76.000 76.000 76.000 48.000 48.000 48.000 48.000 48.000 48.000 48.000 20.000 ksi 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50 . .0 50.0 50.0 50.0 50.0 15 0.000 48.000 16 17.500 48.000 17 41.500 48.000 18 65.500 . 48.000 19 89.500 48.000 20 113.500 48.000 21 137.500 48.000 23 17.500 20.000 17.500 41.500 65.500 89.500 113.500 137.500 170.000 41.500 Param* · LLRed 46.0 Cale 46.0 Cale 46.0 Cale 46.0 Cale 46.0 Cale 46.0 Cale 46.0 Cale 46.0 Cale 46.0 Cale 46.0 Cale 46:0 Cale 46.0 Cale 46.0 Cale 46.0 Cale 46.0 Cale 46.0 Cale 46.0 Cale 46.0 Cale 46.0 Cale Frame Gravity Gravity Gravity Gravity Gravity Gravity Lateral Lateral Gravity Gravity Gravity Gravity Lateral Lateral Gravity Gravity Gravity Gravity Gravity LLRed Type Frame User % Type Size Cale None Gravity Wl 6X26 Cale None Gravity None Cale NonC Gravity None Cale Lat Lateral W16X31 Cale NonC Gravity None ·Cale NonC Gravity None Cale None Gravity None Cale NonC Gravity None Cale None Gravity None Cale None Gravity None Cale None Gravity W16X26 Cale None Gravity W18X46 Cale None Gravity None Cale None Gravity W18X46 Cale None Gravity None Cale None Gravity None Cale NonC Gravity None Cale None Gravity None II RAM Manager 15.01.00.000 Echo of Input Data 6 Page 4/15 RAMStructuralSystem DataBase: Mezzamne 12/20/16 14:46:01 ~!Bentley· Building Code: IBC ID Xi Yi Xj YJ Param* LLRed Type Frame User 24 41.500 20.000 65.500 20.000 50.0 ·cale NonC Gravity None 25 65.500 20.000 89.500 20.000 50.0· Cale NonC Gravity None 26 89.500 20.000 113.500 20.000 50.0 Cale NonC Gravity None 27 113.500 20.000 137.500 20.000 50.0 Cale NonC Gravity None 28 137.500 20.000 170.000 20.000 50.0 Cale NonC Gravity None 29 41.500 0.000 65.500 0.000 50.0 Cale Lat Lateral Wl 6X31 30 65.500 0..000 93.500 0.000 50.0 Cale NonC Gravity None 31 93.500 0.000 113.500 0.000 50.0 Cale NonC Gravity. Wl 6X26 32 113.500 0.000 137.500 0.000 50.0 Cale NonC Gravity None 33 137.500 0.000 170.000 0.000 50.0 Cale NonC Gravity None 34 170.000 0.000 170.000 20.000 50.0 Cale NonC Gravity Wl 6X26 37 170.000 76.000 170.000 113.000 50.0 Cale NonC Gravity None 38 137.500 0.000 137.500 20.000 50.0 Cale NonC Gravity None 39 137.500 20.000 137.500 48.000 50.0 Cale NonC Gravity None 40 137.500 48.000 137.500 76.000 50.0 Cale NonC Gravity None 42 113.500 0.000 113.500 20.000 50.0 Cale NonC Gravity_ None · 43 113.500 20.000 113.500 48.000 50.0 Cale NonC Gravity None 44 113.500 48.000 113.500 76.000 50.0 Cale NonC Gravity None 45 113.500 76.000 113.500 113.000 50.0 Cale NonC Gravity None 47 89.500 20.000 89.500 48.000 50.0 Cale NonC Gravity None 48 89.500 48.000 89.500 76.000 50.0 Cale NonC Gravity None 50 65.500 0.000 65.500 20.000 50.0 Cale NonC Gravity None 51 65.500 20.000 65.500 48.000 50.0 Cale NonC Gravity None 52 65.500 48.000 65.500 75.000 50.0 Cale NonC Gravity W16X31 53 65.500 75.000 65.500 113.000 50.0 Cak NonC Gravity None 54 41.500 0.000 41.500 20.000 50.0 Cale NonC Gravity None 55 41.500 20.000 41.500 48.000 50.0 Cale NonC Gravity None 56 41.500 48.000 41.500 76.000 50.0 Cale NonC Gravity None 58 17.500 20.000 17.500 48.000 50.0 Cale NonC Gravity None 59 17.500 48.000 17.500 73.000 50.0 Cale NonC Gravity None 60 17.500 73.000 17.500 113.000 50.0 Cale NonC Gravity None 63 0.000 76.000 0:000 113.000 50.0 Cale NonC Gravity None 67 8.750 76.000 8.750 · 113.000 50.0 Cale NonC Gravity None 68 8.750 48.000 8.750 76.000 50.0 Cale NonC Gravity None 71 25.500 76.000 25.500 113.000 50.0 Cale NonC Gravity None 72 33.500 76.000 33.500 113.000 50.0 Cale NonC Gravity None 73 49.500 76.000 49.500 113.000 50.0 Cale NonC Gravity None 74 57.500 76.000 57.500 113.000 50.0 Cale NonC Gravity None _75 73.500 76.000 73.500 113.000 50.0 Cale NonC Gravity None 76 81.500 76.000 81.500 113.000 50.0 Cale NonC Gravity None 77 97.500 76.000 97.500 113.000 50.0 Cale NonC Gravity None 78 105.500 76.000 105.500 113:000 50.0 Cale NonC Gravity None 79 121.500 76.000 121.500 113.000 50.0 Cale NonC Gravity None 80 129.500 76.000 129.500 113.000 50.0 Cale NonC Gravity None 81 25.500 48.000 25.500 76.000 50.0 Cale NonC Gravity None • RAM Manager 15.01.00.000 Echo of Input Data 7 Page 5/15 RAMStrucluralSystem DataBase: Mezzanine 12/20/16 14:46:01 @jieentley· Building Code: IBC ID Xi Yi Xj Yj Param* LLRed Type Frame User 82 33.500 48:000 33.500 76.000 50.0 Cale NonC Gravity None 83 49.500 48.000 49.500 76.000 50.0 Cale NonC Gravity None 84 57.500 48.000 57.500 76.000 ,50.0 Cale NonC Gravity None 85 73.500 48.000 73.500 76.000 50.0 Cale NonC Gravity None 86 81.500 48.000 81.500 76.000 50.0 Cale NonC Gravity None 87 97.500 48.000 97.500 76.000 50.0· Cale NonC Gravity None 88 105.500 48.000 105.500 76.000 50.0 Cale NonC Gravity None 89 121.500 · 48.000 121.500 76.000 50.0 Cale NonC Gravity None 90 129.500 48.000 129.500 76.000 50.0 Cale NonC Gravity None 91 25.500 20.000 25.500 48.000 50.0 Cale NonC Gravity None 92 33.500 20.000 33.500 48.000 50.0 Cale NonC Gravity None 93 49.500 20.000 49.500 48.000 50.0 Cale NonC Gravity None 94 57.500 20.000 57.500 48.000 50.0 Cale NonC Gravity None 95 73.500 20.000 73.500 48.000 50.0 Cale NonC Gravity None 96 81.500 20.000 81.500 48.000 50.0 Cale NonC Gravity None 97 97.500 20.000 97.500 48.000 50.0 Cale NonC Gravity None 98 105.500 20.000 105.500 48.000 50.0 Cale NonC Gravity' None 99 121.500 20.000 121.500 48.000 50.0. Cale None. Gravity None 100 129.500 20.000 129.500 48.000 50.0 Cale NonC Gravity None 103 49.500 0.000 49.500 20.000 50.0 Cale NonC Gravity None 104 57.500 0.000 57.500 20.000 50.0 Cale NonC Gravity None 109 121.500 0.000 121.500 20.000 50.0 Cale NonC Gravity None 110 129.500 0.000 129.500 20.000 50.0 Cale NonC Gravity None 111 145.625 76.000 }45.625 113.000 50.0 Cale NonC Gravity None 112 153.750 76.000 153.750 113.000 50.0 Cale NonC Gravity None 113 161.875 76.000 161.875 113.000 50:0 Cale NonC Gravity None 114 145.625 48.000 145.625 76.000 50.0 Cale NonC Gravity None 115 153.750 48.000 153.750 76.000 50.0 Cale NonC Gravity None 116 161.875 48.000 161.875 76.000 50.0 Cale NonC Gravity None 117 145.625 20.000 145.625 48.000 50.0 Cale NonC Gravity None 118 153.750 20.000 153.750 48.000 50.0 Cale NonC Gravity None 119 161.875 20.000 161.875 48.000 50.0 Cale NonC Gravity None 120 145.625 0 .. 000 145.625 20.000 50.0 Cale NonC Gravity None 121 153.750 0.000 153.750 20.000 50.0 Cale NonC Gravity None 122 161.875 0.000 161.875 20.000 50.0 Cale NonC Gravity None 126 170.000 20.000 170.000 52.000 50.0 Cale NonC Gravity None 127 0.000 52.000 0.000 76.000 50.0 Cale Lat Lateral Wl 6X31 128 170.000 52.000 170.000 76.000 50.0 Cale Lat Lateral Wl 6X31 135 41.500 76.000 41.500 104.000 50.0 Cale NonC Gravity None 136 41.500 104.000 41.500 113.000 50.0 Cale NonC Gravity None 137 89.500 76.000 89.500 104.000 50.0 Cale NonC Gravity None 138 89.500 104..000 89.500 113.000 50.0 Cale None Gravity None 139 137.500 76.000 137.500 104.000 50.0 Cale NonC Gravity None 140 137.500 104.000 137.500 113.000 · 50.0 Cale NonC Gravity None 151 89.500 0.000 89.500 20.000 50.0 Cale NonC Gravity None • RAM Manager 15.01.00.000 Echo of Innut Data 8 . . . Page 6/15 RAMStructuralSyslem DataBase: Mezzanine 12/20/16 14:46:01 ~!Bentley· Building Code: IBC ID Xi Yi Xj Yj Patam* LLRed Type Frame User 196 0.000 76.000 17.500 76.000 50.0 Cale NonC Gravity Wl 6X26 197 17.500 76.000 41.500 76.000 50.0 Cale NonC Gravity W18X50 198 41.500 76.000 65.500 76.000 50.0 Cale NonC Gravity None 199 65.500 76.000 89.500 76.000 50.0 -Cale NonC Gravity Wl 8X50 200 97.500 0.000 97.500 20.000 50.0 Cale NonC Gravity None 201 l05.500 0.000 105.500 20.000 50.0 Cale NonC Gravity None 202 73.500 0.000 73.500 20.000 50.0 Cale None Gravity None 203 81.500 0.000 81.500 20.000 50.0 Cale NonC Gravity None 204 15.500 0.000 41.500 0.000 50.0 Cale NonC Gravity None 205 0.000 23.500 15.500 0.000 50.0 Cale NonC Gravity None 206 ·0.000 23.500 0.000 52.000 50.0 Cale None Gravity None 207 2.309 20.000 17.500 20.000 50.0 Cale NonC Gravity Wl 6X26 208 17.500 0.000 17.500 -20.000 50.0 Cale NonC Gravity None 209 8.750 20.000 8.750 48.000 50:0 Cale NonC Gravity None 210 9.904 8.484 9.904 20.000 50.0, Cale NonC Gravity None 211 25.500 0.000 25.500 20.000 5D.0 Cale NonC Gravity None 212 33.500 0.000 33.500 20.000 50.0 Cale NonC Gravity None 213 0.000 60.000 8.750 60.000 50.0 Cale NonC Gravity None 214 0.000 68.000 8.750 68.000 50.0 Cale NonC Gravity None 215 161.875 60.000 170.000 60.000 50.0 Cale NonC Gravity None 216 161.875 68.000 170.000 68.000 50.0 Cale NonC Gravity None 217 0.000 52.000 8.750 52.000 50.0 Cale NonC Gravity None 218 161.875 52.000 170.000 52.000 50:0 Cale NonC Gravity None * Parameter: Steel -Fy Concrete -fc Other-E Steel Beam Properties: ID Max Min Min Steel Deft Depth Depth Width Table Criteria in in in 1 19.00 11.00 0.00 Def. Raceway/Span drel 2 19.00 11.00 0.00 Def. Raceway/Span drel 3 19.00 11.00 0.00 Def. Raceway/Span drel 4 19.00 11.00 0.00 Def. Raceway/Span drel 5 19.00 11.00 0.00 Def. Raceway/Span .drel \ 6 19.00 11.00 0.00 Def .. Raceway/Span drel • RAM Manager 15.01.00.000 Echo of Input Data 9 Page 7/15 RAMStructuralSystem DataBase: Mezzanine 12/20/16 14:46:01 ~lsentley· Building Code: IBC Ii> Max Min Min Steel Deft 7 19.00 11.00 0.00 Def. Raceway/Span drel 12 19.00 11.00 0.00 Def. 13 . 19.00 11.00 0.00 Def. Raceway/Span drel ' 14 19.00 11.00 0.00 Def. Raceway/Span drel 15 19.00 11.00 0.00 Def. 16 19.00 11.00 0.00 Def .. Raceway/Span drel 17 19.00. 11.00 0.00 Def 18 19.00 11.00 0.00 Def. Raceway/Span drel 19 19.00 11.00 0.00 .Def. 20 19.00 11.00 0.00 Def. Raceway/Span drel 21 19.00 11.00 0.00 Def. Raceway/Span drel 23 19.00 11.00 0.00 Def. Raceway/Span drel 24 19.00 11.00 0.00 Def. Raceway/Span drel 25 19.00 11.00 0.00 Def.· Raceway/Span drel 26 19.00 11.00 0.00 Def. Raceway/Span drel 27 19.00 11.00 0.00 Def. R~ceway/Span drel 28 19.00 11.00 0.00 Def. . Raceway/Span drel 29 19.00 11.00 0.00 Def. Raceway/Span drel 30 19.00 11.00 ·o.oo Def. Raceway/Span drel 31 19.00 11.00 0.00 D~f. Raceway/Span drel 32 19.00 11.00 0.00 Def. Raceway/Span drel 33 19.00 11.00 0.00 Def. Raceway/Span drel 34 19.00 11.00 0.00 Def. Raceway/Span drel 37 19.00 11.00 0.00 Def. Raceway/Span drel 38 19.00 11.00 .0.00 Def. Raceway/Span. drel • RAM Manager 15.01.00.000 Echo oflnput Data 10, Page 8/15 RAMStructuralSystem DataBase: Me:z;zan1ne 12/20/16 14:46:01 ~!Bentley· Building Code: IBC ID. Max Min Min Steel . l>efl 39 19.00 11.00 0.00 Def. Raceway/Span drel 40 19.00 11.00 0.00 Def. Raceway/Span drel 42 19.00 11.00 0.00 Def. Raceway/Span drel 43 19.00 11.00 0.00 Def. 44 19.00 11.00 0.00 Def. 45 19.00 11.00, 0.00 Def. 47 19.00 11.00 0·.00 Def. Raceway/Span drel 48 19.00 11.00 0.00 bef. .Raceway/Span drel 50 19.00 11.00 0.00 Def. · Raceway/Span drel 51 19.00 11.00 0.00 Def. Raceway/Span drel 52 19.00 11.00 0.00 bef. Raceway/Span drel 53 19.00 11.00 0.00 Def. Raceway/Span drel 54 19.00 11.00 0.00 Def. Raceway/Span drel 55 19.00 11.00 0.00 Def. Raceway/Span drel 56 19.00 11.00 0.00 Def. Raceway/Span drel . 58 19.00 11.00 0.00 Def. Raceway/Span drel 59 · 19.00 11.00 0.00 Def. Raceway/Span drel 60 19.00 11.00 0.00 Def. Raceway/Span drel 63 19.00 11.00 0.00 Def. Raceway/Span drel 67 19.00 11.00 · 0.00 Def. 68 19.00 11.00 0;00 Def. 71 19.00 11.00 0.00 · Def. Raceway/Span drel 72 19.00 11.00 0.00 Def. Raceway/Span drel 73 19.00 11.00 0.00 Def. 74 19.00 11.00 0.00 Def. 75 19.00 11.00 o,.oo Def. Raceway/Span drel • RAM Manager 15.01.00.000 Echo of Input Data 11 Page 9/15 RAMSlructuralSystem D~taBase: Mezzanme 12/20/16 14:46:01 -~!Bentley· Building Code: IBC ID Max Min Min Steel Deft 76 19.00 11.00 0.00 D~f. Raceway/Span drel 77 19.00 11.00 0.00 Def. 78 19;00 11.00 0.00 Def. 79 19.00 11.00 0.00 Def. 80 19.00 11.00 0.00 Def. Raceway/Span drel 81 19.00 11.00 0.00 Def. Raceway/Span drel 82 19.00 11.00 0.00 Def. Raceway/Span drel 83 19.00 11.00 0.00 Def. 84 19.00· 11.00 0.00 Def. 85 19.00 11.00 0.00 Def. Raceway/Span drel 86 19.00 11.00 0.00 Def. Raceway/Span drel 87 19.00 11.00 0.00 Def. 88 19.00 11.00 0.00 Def. 89 19.00 11.00 0.00 Def. 90 19.00 11.00 0.00 Def. Raceway/Span drel 91 19.00 11.00 0.00 Def. Raceway/Span drel 92 19.00 11.00 o.oo Def. Raceway/Span drel 93 19.00 11.00 0.00 Def. 94 19.00 11.00 0.00 Def. 95 19.00 11.00 0.00 Def. Raceway/Span drel 96 19.00 11.00 0.00 Def. Raceway/Span drel 97 19.00 11.00 0.00 Def. 98 19.00 11.00 0.00 Def. .99 19'.00 11.00 0.00 Def. 100 19.00 11.00 0.00 Def. Raceway/Span drel 103 19.00 11.00 0.00 Def. Raceway/Span drel 104 19.00 11.00 0.00 Def. Raceway/Span drel 109 19.00 11.00 0.00 Def. Raceway/Span drel 110 19.00 11.00 0.00 Def. Raceway/Span drel II RAM Mana~er 15.01.00.000 Echo of Input Data 12 Page 10/15 RAMS!ructuralSystem DataBase:· Mezzanme 12/20/16 14:46:01 ~!Bentley· Building Code: IBC ID Max Min Min Steel Defl 111 19.00 11.00 0.00 Def. Raceway/Span drel 112 19.00 11.00 0.00 Def. Raceway/Span drel 113 19.00 11:00 0.00 Def. 114 19.00 11.00 0.00 Def. Raceway/Span drel 115 19.00 11.00 0.00 Def. Raceway/Span drel 116 19.00 11.00 0.00 Def. 1T7 19.00 11.00 0.00 Def. Raceway/Span drel 118 19.00 11.00 0.00 Def. Raceway/Span drel 119 19.00 11.00 0.00 Def. 120 19.00 11.00 0.00 Def. Raceway/Span drel 121 19.00 11.00 0.00 Def. Raceway/Span drel 122 19.00 11.00 Q.00 Def. Raceway/Span · drel 126 19.00 11.00 0.00 Def. Raceway/Span drel 127 19.00 11.00 0.00 Def. Raceway/Span dtel 128 19.00 11.00 0.00 Def. Raceway/Span drel 135 19.00 11.00 0.00 Def. Raceway/Span drel 136 19.00 11.00 0.00 Def. Raceway/Span drel 137 19.00 11.00 0.00 Def. Raceway/Span drel 138 19.00 11.00 0.00 Def. Raceway/Span drel 139 19.00 11.00 0.00 Def. Raceway/Span drel 140 19.00 11.00 0.00 Def. Raceway/Span drel 151 19.00 11.00 0.00 Def. Raceway/Span drel 196 19.00 11.00 0.00 Def. 197 19.00 11.00 0.00 Def. Raceway/Span drel 198 19.00 11.00 0.00 Def. Echo of Input Data 13 • RAM Manager 15:01.00.000 Page 11/15 RAMSlructuralSystem DataBase: Me~z;anine 12/20/16 14:46:01 ~lsen·tley· Building Code: IBC ID Max Min Min Steel Deft 199 19.00 · 11.00 0.00 Def. . Raceway/Span drel 200 19.00 11.00 0.00 Def. Raceway/Span drel 201 19.00 11.00 0.00 Def. Raceway/Span drel 202 19.00 11.00 0.00 Def. Raceway/Span · drel 203 19.00 11.00 0.00 Def: Raceway/Span drel 204 19.00 11.00 0.00 Def. Raceway/Span drel 205 19.00 li.00 0.00 Def. Raceway/Span drel 206 19.00 11,00 0.00 De£ Raceway/Span drel 207 19.00 11.00 0.00 Def. Raceway/Span drel 208 19.00 11.00 0.00 Def. Raceway/Span ~~ drel 209 19.00 11.00 0.00 Def. 210 19.00 11.00 0.00 Def. Raceway/Span ·drel 211 19.00 11.00 0.00 Def. Raceway/Span drel 212 19.00 11.00 0.00 Def. Raceway/Span drel 213 None 0.00 0.00 Def. 214 None 0.00 0.00 De£ 215 None 0.00 0.00 Def: 216 None 0.00 0.00 Def. 217 None 0.00 0.00 Def. 218 None 0.00 0.00 Def. Slab Edges: Xi Yi Xj Yj Edge Dist ft ft ft ft in Diaphragm 1: 0.000 52.000 0.000 76.000 6.0 0.000 76.000 0.000· 113.000 6.0 0.000 113.000 17.500 113.000 15.0 17.500 113.000 41.500 113.000 15.0 41.500 113.000 65.500 113.000 15.0 65.500 113.000 89:500 113.000 15.0 89.500 113.000 113.500 113.000 15.0 113.500 113.000 137.500 113.000 15.0 Echo of Input Data RAM Manager 15.01.00.000 RAMStructuralSystem DataBase: Mezzanine ~!Bentley· Building Code: IBC Xi Yi Xj Yj Edge Dist 137.500 113.000 170.000 113.000 15.0 170.000 76.000 170.000 113.000 6.0 170.000 52.000 170.000 . 76.000 6.0 170;000 20.000 170.000 52.000 6.0 170.000 0.000 170.000 20.000 6.0 137.500 0.000 170.000 0.000 6.0 113.500 0.000 137.500 0.000 6.0 93.500 . 0.000 113.500 0.000 6.0 65.500 0.000 93.500 0.000 6.0 41.500 0.000 65.500 0.000 6.0 15.500 0.000 41.500 0.000 6.0 0.000 23.500 15.500 0.000 6.0 0.000 23.500 0.000 52.000 6.0 Deck Polygons: Deck Prop Slab Action Angle X-Coord Type ID ft Noncomposit~ 1 One.:.Way 0.00 -5.50 175.50 175.50 -5.50 -5.50 Load Polygons: . Load Properties ID X-Coord · Y-Coord ft ft Mezzanine Deck -5.50 118.17 173.33 118.17 173.33 -5.50 -5.50 -5.50 -5.50 118.17 Mechanical Unit 148.83 12.50 133.33 12.50 133.33 19.00 148.83 19.00 148.83 12.50 Mechanical Unit 148.83 30.00 133.33 30.00 133.33 36.50 148.83 36.50 . 148.83 30.00 Mechanical Unit 148.83 59.50 133.33 59.50 133.33 66.00 148.83 66.00 148.83 59.50 Y-Coord ft 119.25 119.25 -5.50 -5.50 119.25 14 Page 12/15 12/20/16 14:46:01 • RAM M~ager 15.01.00.000 Echo of Input Data 15 Page 13/15 RAMStrucftir'alSystem DataBase. Mezzanme 12/20/16 14:46:01 ~!Bentley· Building Code: IBC Load Properties ID X-Coord Y-Coord Mechanical Unit 148.83 77.00 t33.33 77.00 133.33 83.50 · 148.83 83.50 148.83 77.00 Mechanical Unit 83.33 38.75 66.83 38.75 66.83 49.17 83.33 49.17 83.33 38.75 Mechanical Unit 83.33 87.17 66.83 87.17 66.83 97.58 83.3.3 97.58 83.33 87.17 Mechanical Unit 40.50 38.75 24.67 38.75 24.67 49.17 40.50 49.17 40.50 38.75 Mechanical Unit 40.50 87.17 24.67 87.17 24.67 97.58 40.50 97.58 40.50 87.17 Temporary Raceway 17.50 113.00 41.50 113.00 41.50 0.00 17.50 0.00 17.50 113.00 1 Temporary Raceway 65.50 113.00 89.50 113.00 89.50 0.00 65.50 0.00 65.50 113.00 Temporary Raceway 129.50 113.00 153.75 113.00 153.75 0.00 12.9.50 0.00 129.50 113.00 Temporary Raceway 2.31 20.00 170.00 20.00 170.00 0.00 15.50 0.00 2.31 20.00 Echo of Input Data • RAM Manager 15.01.00.000 RAMStructuralSystem DataBase: Mezzanine ~!Bentley· Building Code: IBC Load Properties ID Temporary Raceway Mechanical Unit Mechanical Unit Mechanical Unit Mechanical Unit Mechanical Unit Mechanical Unit Mechanical Unit Mechanical Unit X-Coord 0.00 170.00 170.00 0.00 0.00 148.83 133.33 133.33 148.83 148.83 148.83 133.'33 133.33 148.83 148.83 148.83 133.33 133.33 148.83 148.83 148.83 133.33 133.33 148.83 148.83 83.33 66.83 66.83 ·83.33 83.33 83.33 66.83 66.83 83.33 83.33 40.50 24.67 24.67 40.50 40.50 40.50 24.67 24.67 40.50 40.50 Y-Coord 113.00 113.00 104.00 104.00 113.00 12.50 12.50 19.00' 19.00 12.50 30.00 30.00 36.50 36.50 30.00 59.50 59.50 66.00 66.00 59.50 77.00 77.00 83.50 83.50 77.00 38.75 38.75 49.17 49.17 38.75 87.17 87.17 97.58 97.~8 87.17 38.75 38.75 49.17 49.17 38.75 87.17 87.17 97.58 97.58 87.17 16 Page 14/15 12/20/16 14:46:01 II RAMManager15.01.00.000 Echo of Input Data 17 Page 15/15 RAMStructuralSyslem DataBase: Mezzamne 12/20/16 14:46:01 ~!Bentley· Building Code: IBC Load Properties ID X-Coord Y-Cm:>rd Mechanical Unit 83.33 62.58 66.83 . 62.58 66.83 73.00 83.33 73.00 83.33 62.58 Mechanical Unit 40.50 62.58 40.50 73.00 24.67 73.00 24.67 62.58 40.50 62.58 User Input Line L()ads: Load Properties ID Xi Yi Xj Yj .ft ft ft ft Interior Partition 0.00 52.00 0.00 76.00 Interior Partition 0.00 76.00 0.00 113.00 Interior Partition 0.00 113.00 17.50 113.00 Interior Partition 17.50 113.00 41.50 113.00 Interior Partition 41.50 113.00 65.50 113.00 Interior Partition 65.50 113.00 89.50 113.00 Interior Partition 89.50 113:00 113.50 113.00 Interior Partition 113.50 113.00 137.50 113.00 Interior Partition 137.50 113.00 170.00 113.00 Interior Partition 170.00 113.00 170.00 76.00 Interior Partition 170.00 76.00 170.00 52.00 Interior Partition 170.00 52.00 170.00 20.00 Interior Partition 170.00 20.00 170.00 0.00 lntyrior Partition 170.00 0.00 137.50 0.00 Interior Partition 137.50 0.00 113.5.0 0.00 Interior Partition 113.50 0.00 93.50 0.00 Interior Partition 93.50 0.00 65.50 0.00 Interior Partition 65.50 0.00 41.50 0.00 Interior Partition 41.50 0.00 15.50 0.00 Interior Partition 15.50 0.00 0.00 23.50 Interior Partition 0.00 23.50 0.00 52.00 Beam Desi2n Criteria RAM Steel 15.01.00.000 • RAMSlructuralSystem DataBase: Mezzanine ~lsentley· B_uilding Code: IBC TABLES SELECTED: Master Steel Table: • Default Steel Table: Alternate Steel Table: UNBRACED LENGTH: Check Unbraced Length ramaisc ramaisc ramaisc Do Not Consider'Point offuflection as Brace Point Noncomposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam does not Brace flange Calculate Cb for all Simple Span Beams Use Cb=l for all Cantilevers SPAN/DEPTH CRITERIA: Maximum Span/Depth Ratio (ft/ft): 0.00 COMPOSITE JEFF: Do.Not Reduce Ieffper AISC 360 Commentary DEFLECTION CRITERIA: Default Criteria Lid Unshored Initial (Construction Load): 0.0 Post Composite Live Load: 360.0 Total Superimposed: 240.0 Total (Init+Superimp-Camber): 240.0 Shored Dead Load: 0.0 LiveLoadz 360.0 Total Load: 240.0 Nohcomposite Dead Load: 0.0 Live Load: 360.0 Total toad: 360.0 Raceway/Spartdrel Criteria Lid Unshored fuitial (Construction Load): 0.0 Post Composite Live Load: 360.0 Total Superimposed: 240.0 Total (fuit+Superimp-Camber): 240.0 Shored Dead Load: 0.0 Live Load: 0.0 Total Load: 0.0 delta (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 delta (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 18 12/20/16 14:46:01 Steel Code: AISC 360-10 LRFD II RAM Steel 15.01.00.000 Beam Desii:n Criteria RAMStructuralSystem DataBase: Mezzanme ~!Bentley· Building Code: IBC Noncomposite Dead Load: Live Load: Total Load: -- Note: 0.0 indicates No Limit '-- 0:0. 360.0 360.0 CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber Beams with Span< 0.0 ft Do not Camber Beams with Weight< 0.0 lbs/ft Do not Camber Beams with Weight> 1000.0 lbs/ft Do not Camber Beams with Depth< 0.0 iri 'Do not Camber Beams with Depth> 100.0 in Do not Camber Beams with Cantilevers. Percent of Dead Load used for Camber: 80.00 0.0 1.0 1.0 (For Unshored Composite the specified% of Construction DL is used) Camber Increment (in): 0.250 Minimum Camber (in): 0.750 Maximum Camber (in): 4.000 CAMBER CRITERIA FOR NON COMPOSITE BEAMS: Do not Camber Beams with Span< 24.0 ft Do not Camber Beams with Weight< 30.0 lbs/ft· Do not Camber Beams with Weight> 1000.0 lbs/ft I)o not Camber Beams with Depth< 14.0 in Do not Camber Beams with Depth> 100-.0 in Do not Camber Beams with Cantilevers Percent of Dead Load used for Camber: 70.00 .. Camber Increment (in): 0.250 Minimum Camber (in): 0.750 Maximum Camber (in): 4.000 STUD CRITERIA: Stud Distribution: Use Optimum Maximum% of Full Composite Allowed: 100.00 Minimum% of Full Composite Allowed: 25.00 Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in): 5.500 Minimum Flange Width for 3 Rows of Studs-(in): 8.500 Maximum Stud Spacing: Per Code WEB OPENING CRITERIA: Stiffener Fy (ksi): 36.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 · Increment of Width (in): 0.250 , Increment of Thickness (in): 0.125· Increment of Length (in): 1.000 19 Page 2/3 12/20/16 14:46:01 Steel Code: AISC 360-10 LRFD II RAM Steel 15.01.00.000 RAMStructuralSystem DataBase_: Mezzamne ~lee~tley· Building Code: IBC Beam Desi2n Criteria bo Not Allow Stiffeners on One Side of web Alt ow Stiffeners on Two Sides of web 20 Page 3/3 12/20/16 14:46:01 Steel Code: AISC 360-10 LRFD II RAM Steel 15.01.00.000 Beam Summary 21 12/20/16 14:46:01 RAM,StruciuralSystem I)atc1,Base: Mezzamne ~leentleg· Building Code: IBC , Steel Code: AISC 360-10 LRFD STEEL BEAM DESIGN SUMMARY: Floor Type: Mezi Roof Hm# Length +Mu -Mu Mn Fy Beam Size Studs ft kip-ft ldp-ft kip-ft ,ksi 1 17.50 75.3 0.0 184.2 50.0 W16X26 u 2 24.00 138.0 0.0 227.6 50.0 W18X35 3 24:00 119.6 0.0 227.6 50:.0 W18X35 5 24.00 119.6 0.0 227.6 50.0 W18X35 6 24.00, 125.6 0.0 228.2 50.0 W18X35 7 32.50 252.0 0.0 350.9 50.0 W18X46 12 24.00 156.1 0.0 274.8 50.0 W18X40 13 24.00 170.9 0.0 279.2 50.0 W18X40 14 32.50 356.4 0.0 466.7 50.0 W18X55 15 17.50 86.1 0.0 184.2 50.0 Wl6X26 u 16 24.00 180.4 0.0 322.3 50.0 W18X46 u 17 24.00 134.8 0.0 . 227.2 50.0 W18X35 18 -24.00 180.9 0.0 3~2.3 50.0 W18X46 u 19, 24.00 134.8 0.0 227.2 50.0 W18X35 ,20 24.00 145.7 o.O 230.3 50.0 W18X35 21 32.50 303.6 0.0 4{j6.7 50.0 W18X55 23 24.00 148.5 ().0 227.2 50.0 W18X35 24 24.00 129.4 0.0 227.2 50.0 W18X35 , ,25 24.00 148.6 0,.0 227.2 50.0 W18X35 , 26 24.00 129.4 0.0 227.2 50.0 W18X35 27· 24.00 135.4 0.0 228.8 50.0 W18X35 2.8 32.50 276.6 '0.0 420.8 50.0 ,Wl8X50 30 28.00 119.5 0.0 242.4 50.0 W18X35 31 ·20.00 62.6 0.0 157.8 50.0 W16X26 u 32 24.00 80.5 0.0 144.2 50.0 W16X26 33 '32.50 ' 160-.6 0.0 420.8 50.0 W18X50 ·34 20.00 30.2 0.0 · 184.2 50.0 W16X26 u 37 37.00 89.6 0.0 225.0 50.0 W16X31 38 20.00 41.3 0.0 102.9 50.0 W12X19 39 · 28.00 81.6 0.0 225.0 50.0 · W16X31 40 28.00 81.6 o .. o 225.0 so.o W16X31 42 20.00 41.8 0.0 102.9 50.0 . W12X19 43 28.00, 62.9 0;0 184.2 50.0 W16X26 44 ·28;00 62.9 0.0 184.2 50.0 W16X26 45 37.00 110.2 0.0 225.0 50.0 W16X31 47 28.00 72.0 0.0 184.2 50.0 W16X26 48 28.00 72.0 0.0 184.2 50.0 W16X26 50 20.00 41.8 0.0 102.9 50.0 W12X19 51 28.00 7'2.8 0.0 184.2 50.0 W16X26 52 27.00 67.9 0.0 225.0 50.0 W16X31 u Beam Summary 22 . RAM Steel 15.01.00.000. Page 2/4 RAMS1ruc1uralSys1em DataBase: Mezzanine 12/20/16 14:46:01 ~!Bentley· Btiilding Code: P3C Steel Code; AISC 360-10 LRFD Bm# Length +Mu .-Mu Mn Fy Beam Size Studs 53 38.00 141.5 0.0 · 277.1 50.Q Wl8X35 54 20.00 41.8 0.0 102.9 50.0 W12Xl9 55 28.00 72.8 0.0 184.2 50.0 W16X26 56 28.00 72.3 · · 0.0 184.2 ·50.0 W16X26 58 28.00 74.1 .o.o 184.2 50.0 W16X26 59 25.00 60.1 0.0 184.2 50.0 W16X26 60 40.00 196.0 0.0 466.7 50.0 W18X55 63 ·37.00 93.9 0.0 225.0 50.0 W16X31 67 37.00 119.5 0.0 266.7 50.0 W16X36 68 28.00 68.3 0.0 184.2 50.0 W16X26 71 37.00 139.1 0.0· 277.1 50.0 W18X35 72 37.00 140.8 0.0 326.7 50.0 W18X40 73· 37.00 110.2 0.0 225.0 50.0 W16X31 . 74 37.00 110.2 0.0 225.0 50.0 W16X31 75 37.00 140.5 0.0 3i6.7 50.0 W18X40 76 37.00 · 141.6 0.0 342.9 50.0 W16X45 77 37.00 110.2 0.0 225.0 50.0 W16X31 78 .37.00 '110.2 0,0 225.0 50.0 W16X31 79 37.00 110.2 0.0 225.0 50.0 W16X31 80 37.00 128.1 0:0 . 466.7 50.0 W18X55 81 28.00 81.7 0.0 225;0 50.0 W16X31 82 28.00 80.3 0.0 . 225.0 50.0 W16X31 83 28.00 62.9 0:0 184.2 50.0 W16X26 84 28.00 62.9 0.0 · 184.2 50.0 Wl6X26 8S 28.00 80.1 0.0 225.0 50.0 W16X31 86 28.00 81.4 0.0 225.0 50.0 W16X31 87 28.00 62.9 0.0 184.2 50.0 W16X26 88 28.00 62.9 0.0 184.2 50.0 . W16X26 89 28.00 62.9 0.0 184.2 50.0 W16X26 . 90 2~.00 72.0 0.0 184.2 50.0 W16X26 91 28.00 82.5 0.0 225.0 50.0 W16X31 92 28.00. 81.8 0.0 225.0 50.0 W16X31 93 28.00 62.9 0.0 184.2 50 .. 0 W16X26 94 28.00 62.9 0.0 184.2 50.0 W16X26 95 28.00 81.7 0.0·. 22$.0' 50.0 W16X31 9.6 28.00 82.3 0.0 225.0 50.0 W16X31 . 97 28.00 62.9. 0.0 184.2 50.0 W16X26 98 28.00 62.9 0.0 184:2 50.0 W16X26 99 · 28.00 62:9 0.0 184.2 50.0 W16X26 100 28.00 72.0 0.0 184.2 50.0 W16X26 1'03 20.00 41.8 0.0 102.9 50.0 W12X19 104 20.00 41.,8 ·0.0 102.9 50.0 W12X19 109 20.00 41.8 0.0 102.9 50.0 W12X19 110 20.00 41.7 0.0 102.9 50.0 W12X19 111 37.-00 146.4 .o.o 512.5 50.0 W18X60 II RAM Ste~! 15.01.00.0?0 _Beam Summary 23 Page 3/4 lfAMSiructuralSysteni I)ataBase: Mezzanme 12/20/16 14:46:01 ~leentley' Building Code: IBC Steel Code: AISC 360-10 LRFD Bm# Length +Mu -Mu Mn Fy Beam Size Studs 112 37.00 129.4 0.0 466.7 50.0 W18X55 113 37.DO 111.5 0.0 225.0 50.0 W16X31 114 28.00 82.4 0.0 225.0 50.Q W16X31 115 28.00 72.9 0.0 184.2 50.0 W16X26 · 116 28.00 64.3 0.0 184.2. 50.0 W16X26 117 28.00 82.4 0;0 225.0 50.0 W16X31 118 28.00 72.9 0.0 · 184.2 50.0 W16X26 119 28.00 63.7 0.0 184.2 50.0 W16X26 120 20.00 41.7 0.0 102.9 50.0 W12X19 121 20.00 42.3 0.0 102.9 50.0 W12Xl_9 122 20.00 42.4 0.0 102.9, 50.0 W12X19 126 32.00 130.1 .0.0 225.0 50.0 W16X31 135 28.00 71.9 0.0 184.2 50.0 W16X26 136 9.00 8.4 0.0 72.5 50.0 W12X14 137 28.00 71.9 0.0 184.2 50.0 Wl6X26 138 9.00 8.4 0.0 72.5 50.0 W12X14 139 28.00 83.1 0.0 225.0 50.0 W16X31 140 9.00 8.5 0.0 72.5 50.0 W12X14 151 20.00 41.8 0.0 102.9 50.0 W12Xl9 196 17.50 99.5 0.0 184.2 50.0 W16X26 u 197 24.00 206.3 0.0 389.5 50.0 W18X50 u 198 24.00 156.1 0.0 274.8 50.0 W18X40 199 24.00 207.8 0.0 389.5 50.0 W18X50 u 200 20.00 41.8 0.0 102.9 ~ 50.0 W12X19 201 20.00 4l.8 0.0 102.9 .. 50.0 W12X19 202 20..-00 41.8 0.0 1.02.9. 50.0 W12X19 203 20.00 41.8 0.0 102.9 50.0 W12Xl9 204 26.00' 98.5 0.0 187.4 50.0 W16X31 205· 28.15 .67.7 0.0 . 184.2 50.0 W16X26 206 28.50 74.6 0.0 225.0 50.0 W16X31 · 207 15.19 49.5 0.0 184.2 50.0 W16X26 u 208 20.00 39.1 . 0.0 102.9 50.0 W12X19 209 28.00 67.6 0.0 184.2 50.0 W16X26 210 11.52 9.9 0.0· 72.5 50.0 W12X14 211 20.00 41.8 0.0 102.9 50.0. W12X19 212 20.00 41.8 0.0 102:9 50.0 W12X19 213 8.75 0.0 0.0 36.5 50:0 W8X10 214 8.75 0.0 0.0 36.5 50.0 W8Xl0 215 8.13 o.o 0.0 36.5 50.0 W8X10 216 8.13 0.0 0.0 36.5 50.0 W8X10 217 · 8.75 0 .. 0. 0.0 36.5 50.0 W8X10 2J8 8.13 0.0 0;0 3'6.5 50.0 W8X10 * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. Beam Summary RAM Steel 15.01.00.000 • RAMSlructuralSystem DataBase: Mezzanine ~!Bentley· Building Code: IBC u after Size denotes this size has been assigned by the User. 24 Page 4/4 12/20/16 14:46:01 Steel Code: AISC 360-10 LRFD 25 -~ 0 '° s:::t" ~ 0 92:~ --\0 I -0 -\O' 0 ('f"\ ~ u N ga -< a; "O 0 u -Cl) ~ r'-l SL 58 --11---J.!'---l--l--&-S-1---1--1----1--' ---1--1----1-zg--11---1----1-El 1----1---1--1----1----1-- tL &L &8 RAM Steel 15.01.00.000 ~ UM~.,_ PataBase: Mezzanine ~!Bentley· Building Code: IBC necks: Deck Label . (~~4jiJ Deck Floor Map Deck Type Noncomposite Page 2/2 12/20/16 14:46:01 Steel Code: AISC 360-10 LRFD Slab Action One-Way Orientation 0.00 degrees "' 0) RAM Steel 15.01.00.000 • ....,..,_. DataBase: Mezzanine ~!Bentley· Building C0de:. rnc Floor-Type: Mezz Roof •L1 ffi L1 Floor Map t1 12/20/16 14:46:01 St~el Code: AISC 360-10 LRFD ~ l-."-. -[Ii "' """ II RAM Steel 15.01.00.000 RAM·s-1sys11m DataBase: Mezzamne ~!Bentley Building Code: IBC Surface Loads ~. E:J· Line Loads LI Label Mezzanine Deck Mechanical Unit Temporary Raceway Lab~l interior Partition DL psf 35.0 75.0 35.0 DL k/ft 0.100 FloorMan CDL LL Reduction psf psf Type 0.0 20.0 Reducible 0.0 0.0 Reducible 0.0 35.0 Reducible. CDL LL Reduction k/ft k/ft Type 0.000 0.000 Reducible Page 2/2 12/20/16 14:46:01 Steel Code: AISC 360-10 LRFD PLL CLL MassDL psf psf psf 0.0 0.0 35.0 0.0 0.0 75.0 0.0 0.0 35.0 PLL CLL MassDL k/ft k/ft k/ft 0.000 0.000 0.100 I\J CX> ~ ~! • -0 Cb -.... I Ti 0 CD ~ I! I! It "1 >--3 . a!!. I~ ::§: I ~ . CD I t I U:: m W16x26 W16x26 ~· W16x36 c=3/4" • = ~ I ~ ~i~ ~ W12x19 ' W16x26 I W16x26 I W18x55 c=3/4" aj ('I) &. tti ~ -G Ef E}: ~ ::::i !)). (/l ~ (JQ C/l ..... (1) (1) n .. (1) 0 0 ~ ...... W12x19 W16x31 W16x31 W18x35 c=3/4" I j 0 ~ I --+i g-(1) G; ~ ~ ::§: •• N . ~ ~ N 0 ~ ~ 5S !).) ,_. W12x19 &l W16x31 a, W16x31 gi W18x40 c=3/4" ~-(') ..... o ::::i 0 (1) 0 0 W12x19 I W16x26 I W16x26 I W16x26 I ta,,.,. __ _.,,, I I 0 a, HI-· -!B El ' W12x19 I W16x26 W16x26 W16x31 c=3/4" ~ ::§: ~ ~ ~ §a? w w t W12x19 (J1 W16x26 (J1 W16x26 W16x31 c=3/4 •· W12x19 -(!j W16x26 [i} W16x31 D W18x35c=1" I I W12x19 W16x31 W16x31 W18x40 c=3/4" ::§: ~ ~ ::§: I 00 ~ I ~· I ~ l W12x19 W16x31 W16x31 gi W16x45 c=3/4" i,,,.· d I 0 ' ""t I W12x19 ' W16x26 ' W16x26 W16x26 -~W12x14_ ~ {;3 •f;} e:J-I i I ~ ' I W12x19 W16x26 W16x26 W.16x31 c=3/4" .l ~ ::§: ~ ::§: ~ I g ~ W12x19 &l W16x26 W16x26 W16x31 c=3/4" ~6J-W12x19 -[;:I W16x26 F;J-W16x26 I;]-W16x31 c=3/4" (J1 . W12x19 W16x26 W16x26 W'16x31 c=3/4" ::§: ~ -~ ~ ·,· I ! ~ ~ ~ W12x19 (J1 W16x26 &l W16x26 t W18x55 w HI-W12x19 {;3 W16x31 ~-W16x31 ~--W16x31 12:1~(;}1 I (/l ' ' ..... (1) ' (1) ...... W12x19 I W16x31 W16x31 W18x60 (') I 0 ,i ::§: I 0- ~ ::§: !:I: ::§: ~ .... W12x19 8l W16x26 8l W16x26 W18x55 ~ ,_. X 'il (') I § II (') I I (ll N ~ ~ ~ I (') 10 I W12x19 I W16x26 W16x26 W16x31 c=3/4" WO 0\ -I! ,~ I! 0 ,_.. I 0\ ,_. ...... .... O·_i;:. W16x26 I W16x31 c=3/4" I 0 W16x31 c=3/4" !',) r~ w ~0 08 6G 30 RAM Steel 15.01.00.000 .. • . -_ _. Gravity Column Desii:n Criteria RAMStructuralSystem DataBas~: Mezzanine ~!Bentley· Building Code: IBC 12/21/16 18:41:42 Steel Code: AISC 360-10 LRFD DEFA.UL T SPLICE LEVELS: Level Mezz· DESIGN DEFAULTS: Splice N Maximum Angle from colmpn axis at which beam reaction is not split between column sides for calculating unbalanced moments: 30.0 deg. Skip-load the Live Load around Column STANDARD COLUMN TRIAL GROUJ?S: Trial Group 1 Trial Group 2 Trial Group 3 I Section W14 W12 WIO ·Rect. HSS HSS6X6 HSS5:X:5 HSS4X4 RourtdHSS HSS20 HSSi8 HSS16 HANGING COLUMN TRIAL GROUPS: Trial Group 1 Trial Group 2 Trial Group 3 I Section Wl4 W12 Wl0 I Rect. HSS HSS22X22 HSS20X20 HSS18Xl8 RoundHSS HSS20 HSS18 HSS16 Channel Cl5 Cl2 CIO Tee WT22 WT20X16 WT20Xl2 Flat Bar FlatBar FlatBar FlatBar Round Bar RoundBar RoundBar RoundBar Single Angle L12X12 LIOXI0 L8X8 Double Angle 2L8X8 2L8X6 2L8X4 COLUMN BRACING: Deck Braces Column Maximum Angle from column axis from ,which beam braces column: 60.0 deg. BASE PLATES: Design Code: AISC360-10 LRFD Plate Fy (ksi) ----------~-~~~------ Minimum Dimension From Face of Column to Edge of Plate (in) _____ _ Minimum Dimension From Side ofColutnn to Edge of Plate (in) _____ _ Increment of Plate Dimensions (in) ---------~------ Increment of Plate Thickness (in) ----~---~~-~---- Minimum Footing Dimension Parallel to Web (ft) -~~~------- Minimum Footing Dimension Perpendicular-to Web (ft) ~-~------- Keep Base Plate Square:--~---------------~ 36.000 3.000 3.000 0.250 0.125 3.00 3.00 y II . Gravity Column Desii:n Summary 31 RAM Steel 15.01.00.000 'RAMStructuralSy:em DataBase: Mezzanine 12/21/16 18:43:17 ~leentl~y· Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 0.00ft-23.S0ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 18.6 1.7 1.3 10 0.82 Eq (HI-la) 0.0 46 HSS4X4Xl/8 Column Line 5.8-R7 Level Pu Mux Muy LC lnt~raction Eq. Angle Fy Size Mezz 19.8 3.5 3.9 1 0.69 Eq (Hl-la)' 0.0 46 HSS4X4Xl/4 Column Line 15.S0ft-0.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 22.6 5.2 1.8 8 0.71 Eq (HI-la) 0.0 46 HSS4X4Xl/4 Column Line 5.5-F Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 33.0 4.9 1.9 17 0.85 Eq (HI-la) 0.0 46 HSS4X4Xl/4 Column Line 5.5-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 40.8 5.2 1.3 14 0.71 Eq (HI-la) 0.0 46 HSS4X4X3/8 Column Line 17.50ft-73.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 49.4 0.0 16.2 10 0.81 Eq (HI-la) 0.0 46 HSS5X5X5/16 Column Line 5.5-B.7 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 39.6 3.9 6.4 8 0.84 Eq(Hl-la) 0.0 46 HSS4X4X3/8 Column tine 5-F Level Pu M~x Muy LC Interaction Eq. Angle Fy Size Mezz 38.9 0.0 0.0 1 O.l8 Eq (HI-lb) 0.0 46 HSS8X8Xl/4 Column Line 5-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 51.3 2.5 1.4 6 0.26 Eq (HI-la) 0.0 46 HSS8X8Xl/4 Column Line 5-D Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 52.3 5.4 1.3 15 OJO Eq (Hl-la) 0.0 46 HSS8X8Xl/4 Column Line 5-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size II Gravitx Column Desien Summary 32 RAM Steel 15.01.00.000 Page 2/4 • RAMStructuralSystem DataBase: Mezzanine 12/21/16 18:43:17 ~!Bentley· Building Code: IBC Steel Code: AISC 360-10 LRFD Mezz 12.1 0.0 4.5 6 0.09 Eq(HI-lb) 0.0 46 HSS8X8Xl/4 Column Line 5-B.7 Level Pu Mtix Muy LC Interaction Eq. Angle Fy Size Mezz 30.3 2.5 1.2 12 0.64 Eq (HI-la) 0.0 46 HSS4X4Xl/4 Column Line 4.5-F Level Pu Mu~ Muy LC Interaction Eq. Angle Fy Size Mezz 38.7 2.5 1.8 17 _0.79Eq (HI-la) 0.0 46 HSS4X4XI/4 Column Line 4.5-E L~vel Pu Mux Muy LC Int~raction Eq. Angle Fy Size Mezz 46.9 3.3 1.0 14 0.68 Eq (HI-la) 0.0 46 HSS4X4X3/8 Column Line 65.S0ft-75.00ft Level Pu Mux. Muy LC Interaction Eq. Angle Fy Size Mezz 59.1 0.0 19.1 IO 0.90 Eq (HI-la) 0.0 50 HSS5X5X5/16 Column Line 4-F Level Pu Mux Muy. LC Interaction Eq. Angle Fy Size Mezz 38.8 0.0 0.0. 1 0.18 Eq (HI-lb) 0.0 46 HSS8X8Xl/4 Column Line 4-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 50.0 2.5 1.5 6 0.25 Eq (Hl,.la) 0.0 46 HSS8X8Xl/4 Column Line 4-D Level Pu Mux Muy LC Int~raction Eq. Angle Fy Size Mezz 51.2 5.3 1.4 15 0.30 Eq (HI-la) 0.0 46 HSS8X8Xl/4 Column Line 4-C Level Pu Mux .Muy LC IJtteraction Eq. Angle Fy Size Mezz 11.9 0.0 4.4 6 0.09 Eq (HI-lb) 0.0 46 HSS8X8Xl/4 Column Line 93.S0ft-0.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 21.6 3.2 0.0 . 12 0.49 Eq (HI-la) 0.0 46 HSS4X4Xl/4 Column Line3.S .. F.7 Level Pu Mux Muy tc Interaction Eq. Angle Fy Size Mezz 21.6 .1.7 2.7 8 0.56 Eq (HI-la) 0.0 46 HSS4X4Xl/4 II \ Gravity Column Design Summary 33 RAM Steel 15.01.00.000 Page 3/4 RAMStrucluralSy:em DataBase: Mezzanine 12/21/16 18:43:17 ~!Bentley· Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 3.5-F Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 36.3 1.8 1.4. 17 0:70 Eq (HI-la) 0.0 46 HSS4X4Xl/4 Column Line 3.5-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 40.8 1.8 0.8 14 0.73 Eq (HI-la) 0.0 46 HSS4X4Xl/4 Column Line 3.5-D Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 48.0 2.5 2.1 17 0;95 Eq (HI-la) 0.0 46 HSS4X4Xl/4 Column Line 3.5-B.7 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 36.6 1.8 4,3 8 0.87 Eq (HI-la) 0.0 46 HSS4X4Xl/4 Column Line 3-F.7 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 28.3 3.3 2.8 8 0.74 Eq (Hl-la) 0.0 46 HSS4X4Xl/4 Column Line 3-F Level Pu. Mux Muy. LC Interaction Eq. Angle Fy Size Mezz_ 50.5 7.8 2.2 17 0.34Eq(Hl-la) 0.0 46 HSS8X8Xl/4 Column Line 3-E Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 55.7 8.4 1.5 14 0.36 Eq(Hl-la) 0.0 46 HSS8X8Xl/4 Column Line 3.,n Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 63.7 9.9 1.6 17 0.41 Eq (HI-la) 0.0 46 HSS8X8Xl/4 '- Column Line 3-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mez;z 13.3 0.0 5.1 6 0.10 Eq (HI-lb) 0.0 46 HSS8X8Xl/4 Column. Line 3..B. 7 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz 37.7 5.2 1.2 8 0.90 Eq (HI-la) . 0.0 46 HSS4X4Xl/4 Column Line 2.3-F.7 Level Pu Mux 'Muy LC Interaction Eq. · Angle Fy Size II . Gravity Column Desi2n Summary RAM Steel 15.01.00.000 • RAMStru~tural.Syst;m DataBase: Mezzanine 34 Page 4/4 12/21/16 18:43:17 ~!Bentley· Building Code: IBC Steel Code: AISC 360-10 LRFD Mezz 21.6 5.9 2.2 1 0.76 Eq (HI-la) 0.0 46 HSS4X4Xl/4 Column Line 2.3-F Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezz Column Line 2.3-B.7 Level Mezz 38.3 9.0 2.6 10 0.88 Eq (HI-la} 0.0 46 HSS4X4X3/8 Pu :33.2 Mux Muy LC Interaction Eq. Angle 8.9 3.5 I 0.86 Eq (Hl-la) 0.0 Fy Size 46 HSS4X4X3/8 • RAM Steel 15.01.00.000 Column Load Summary 35 12/21/16 18:43:32 RAMStructuralSystem DataBase: Mezzanme ~jf3entley· Building Code: IBC Steel Code: AISC 360-10 LRFD UNFACTORED COLUMN LOADS: Units: kips Column Line 0.00ft-23.S0ft Level Col# Leng!h Dead Self +Live -Live MinTot MaxTot Mezz 61 13.00 12.2 0.1 4.1 0.0 12.2 16.4 Column Line 0.00ft-52.00ft Level Col# · Length Dead Self +Live -Live MinTot MaxTot Mezz 51 13.00 12.9 0.4 3.8 0.0 13.4 17.2 Column Line 5.8-D Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 9 13.00 15.9 0.4 4.5 0.0 16.3 20.8 Column Line 5.8-B.7 Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 1 . 13.00 10.8 0.1 4.2 0.0 10.9 15.1 Column Line 15.S0ft-0.00ft Level Col# Lengtb. Dead Self +Live -Live MinTot MaxTot Mezz 59 13.00 11.8 0.1 5.8 0.0 11.9 17.7 Column Line 5.5-F tevel Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 26 13.00 19.6 0.1 8.4 0.0 19.8 28.2 Column Line 5.5-E Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 18 13.00 27.1 0.2 8.1 0.0 27.3 35.4 Column Line 17.50ft-73.00ft Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 10 13.00 31.0 0.2 9.0 0.0 31.3 40.3 II RAM Steel 15.01.00.000 Column Load Summary 36 Page 2/5 RAMStructuralSystem DataBase: Mezzanme 12/21/16 18:43:32 ~!Bentley· Building Code: IBC Steel Code: AISC 360-10 LRFD Column tine 5.5-B.7 Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 2 13.00-23.5 0.2 8.5 0.0 23.7 32.3 Column Line 5-F.7 Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 34 13.00 13.9 0.4 ' 6.4 0.0 14.3 20.8 Column Line 5-F Level Col# Length Dead Self +Live -Live MinTot · MaxTot M(;:ZZ 27 13.00 25.1 0.3 9.7 0.0 25.4 35.1 Column Line 5-E Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 19 13.00 33 .. 6 0.3 8.1 0.0 33.9 42.0 Column Line s,..D Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 11 13.00 37.2 0.3 8.9 0.0 37.5 46.4 Colq_mn Line 5-C tevel Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 5T 13.00 6.8 0.3 3.4 0.0 7.1 10.5 Column Line 5-B.7 Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 3 13.00 19.6 0.1 7.1 0.0 19.8 26.9 Column Line 4.5-F.7 Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 35 13.00 14.6 0.4 6.6 0.0 15.0 21.6 Column Line 4.5-F II R,AM Steel 15.01.00.000 Coh~111:n Load Summary 37 Page 3/5 RAMStructuralSystem DataBase: Mezzanme 12/21/16 18:43:32 ~lsentley· Building Code: IBC Steel Code: AISC 360-10 LRFD Level ·col# Length Dead Self +Live -Live MinTot MaxTot Mezz 28 13.00 25.1 0.1 9.7 0.0 25.2 34.9 Column Line 4.5-E Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 20 13.00 33.4 0.2 8.1 0.0 33.6 41.7 Column Line 65.50ft-75.00ft Level Col# Length Dead Self +l.,ive -Live MinTot MaxTot Mezz 12 13.00 38.5 0.2 9.2 0.0 38.7 47.8 Column Line 4.5-B. 7 Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 4 13.00 25.9 0.4 8.6 0.0 26.3 35.0 Column Line 4-F Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 29 13.00 24.9 0.3 9.8 0.0 25.2 34.9 Column Line 4-E Level Col# Length nead Self +Live -Live MinTot MaxTot Mezz 21 13.00 32.0 0.3 8.8 0.0 32.3 41.0 Column Line 4-D Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 13 13.00 35.7 0.3 9.5 0.0 36.0 45.5 Column Line 4-C Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 54 13.00 6.1 0.3 3.7 0.0 6.4 10.2 CQlumn Line 4-B.7 Level Col# Lengtb. Dead Self +Live -Live MinTot MaxTot Mezz 5 13.00 . 19.6 0.4 7.2 0.0 20.0 27.2 II RAM Steel 15.01.~0.000 Column Load Summary 38 Page 4/5 RAMStructuralSystem DataBase: Mezzanme 12/21/16 18:43:32 ~/Bentley· Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 93.S0ft-0.00ft Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 36 13.00 13.0 0.1 6.1 0.0 13.2 19.3 Column l.,ine 3.5-F.7 Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 37 13.00 12.3 0.1 6.0 0.0 12.4 18.4 Column Line 3.5-F Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 30 13.00 24.5 0.1 8.6 0.0 24.7 33.3 Column Line 3.5-E Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 22 13.00 28.7 0.1 7.5 0.0 28.8 36.3 Column Line 3.5-D Level Col# · Length Dead Self +Live -Live MinTot MaxTot Mezz 14 13.00 33.7 0.1 8.6 0.0 33.9 42.4 Column Line 3.5-B. 7 Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 6 13.00 23.1 0.1 8.1 0.0 23.3 31.4 Column Line 3-F.7 Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 38 13.00 16.6 0.1 7.3 0.0 16.8 24.1 Column Line 3-F Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 31 13.00 33,6 0.3 10.1 0.0 33.9 43.9 Column Line 3-E II RAM Steel 15.01.00.000 Column Load Summa-ry 39 Page 5/5 RAMStructuralSystem DataBase: Mezzanme 12/21/16 18:43:32 @i/sentley· Building Code: IBC Steel Code: AISC 360-10 LRFD Level Col#-Length Dead Self +Live -Live MinTot MaxTot Mezz 23 13.00 37.4 0.3 · 11.1 0.0 37.7 48.9 Column Line 3-D Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 15 13.00 43.9 0.3 11.6 0.0 44.2 55.8 Column Line 3-C Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 55 13-.00 6.4 0.3 4.4 0.0 6.8 11.1 Column Line 3-B.7 Level Col# Length Dead Self +Live · -Live MinTot MaxTot Mezz 7 13.00 23.5 0.1 8.9 0.0 23.7 32.5 Column Line 2.3-F.7 Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 39 13.00 10.8 0.1 5.3 0.0 10.9 16.2 Column Line 2.3-F Level Col# Length. Dead Self +Live -Live MinTot MaxTot Mezz 32 13.00 23.3 0.2 7.3 0.0 23.5 30.8 Column Line 170.00ft-52.00ft Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 52 13.00 22.2 0.4 6.0 0.0 22.6 28.6 Column Line 2.3-D Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezz 16 13.00 27.8 0.4 7.1 0.0 28.3 35.4 Column Line 2.3-B.7 Level Col# Length Dead· Self +Live -Live MinTot MaxTot Me?:z 8 13;00 18.6 0.2 6.6 0.0 18.8 25.5 II · Base Plate Design Summary 40 RAM Steel 15.01.00.000 .. 12/21/16 18:43:50 RAMStructuralSystem DataBase: Mezzanine ~Jeentley· Building Code: IBC Steel Code: AISC360-10 LRFD Column Line Column Size Fy N B tp (ksi) (in) (in) (in) 0.00ft-23.50ft HSS4X4Xl/8 36 10.00 10.00 0.375 5.8-B.7 HSS4X4Xl/4 36 10.00 10.00 0.375 15.50ft-0.00ft HSS4X4Xl/4 36 10.00 10.00 0.375 5.5-F HSS4X4Xl/4 36 10.00 10.00 0.500 5..5-E BSS4X4X3/8 36 10.00 10.00 0.625 17.50ft-73.00ft HSS5X5X5/l 6 36 11.00 11.00 0.625 5.5-B.1 HSS4X4X3/8 36 10.00 10.00 0.500 5-F HSS8X8Xl/4 36 14.00 14.00 0.500 5-E HSS8X8X1/4 36 14.00 14.00 0.500 5-D HSS8X8Xl/4 36 14.00 14.00 0.500 5-C HSS8X8Xl/4 36 14.00 14.00 0.250 5-B.7 HSS4X4Xl/4 36 10.00 10.00 0.500 4.5--F HSS4:X:4Xl/4 36 10.00 10.00 0.625 4.5-:E HSS4X4X3/8 36 10.00 10.00 0.625 65.50ft-75.00ft HSS5X5X5/16 36 11.00 11.00 0.625 4-F HSS8X8Xl/4 36 14.00 14.00 0.500 4-E HSS8X8Xl/4 36 14.00 14.00 0.500 4-D HSS8X8Xl/4 36 14.00 14.00 0.500 4-C H:SS8X8Xl/4 36 14.00 14.00 0.250 93.50ft-0.00ft HSS4X4Xl/4 36 10.00 10.00 0.500 3.5-F.7 HSS4X4:Xl/4 36 10.00 10.00 0.500 3.5-F HSS4X4Xl/4 36 10.00 10.00 0.625 3.5-E HSS4X4Xl/4 36 10.00 10.00 0.625 3.5-D HSS4X4Xl/4 36 10.00 10.00 0.625 3.5-B.7 HSS4X4Xl/4 36 10.00 10.00 0.500 3-F.7 HSS4X4Xl/4 36 10.00 10.00 0.500 3-F HSS8X8Xl/4 36 14.00 14.00 0.500 3-E HSS8X8Xl/4 36· 14.00 14.00 0.500 3-D HSS8X8Xl/4 36 14.00 14.00 0.500 3-C HSS8X8Xl/4 36 14.00 14.00 0.250' 3-B.7 HSS4X4Xl/4 36 10.00 10.00 0.625 2.3-F.7 HSS4X4Xl/4 36 10.00 10.00 0.375 2.3-F HSS4X4X3/8 36 10.00 10.00 0.500 2.3-B.7 HSS4X4X3/8 36 10.00 10.00 0.500 Project: Job No.: Design Parameters Soil Capacity * Concrete, fc Reinforcemen4 fy Ostendo 12755A.1.00 2500 psf 3000 _psi 60,000 psi * Increase psffor each ft width/depth over 2.5 ft., with 500 psf max. increas~ Increase depth from = Increase · Increase width from = , Increase . Max1mum Increase - JD 12/21/2016 2.5 ft. 500 psf 2.0 ft. · 0 psf 500 psf Square Spread Footing Design -Gravity (2013 CBC) Size, WxB Area, ftA2 Footing Thickness, in. Soil :eearing Capacity P, allowable, kips Pu, allowable, P*l.55 Column Size, in. Effective Ftg, d, in. LRED Soil Pressure, ksf Shear: Punching shear, kips Vu, allowable, kips Beam shear, kips Vu, allowable, kips Bending: Mu, ft-kips Ku,psi p As, in/\2 Number of Bars Rebar size As, actual, in. A2 Ostendo BWE F3 F4 3.0 4.0 9.0 16.0 12 12 2450 2450 21 37 32 57 8 8 8 8 3.6 3.6 26 51 95 · 95 Vu OK VuOK 1.8 3.6 8.9 8.9 VuOK VuOK 2.4 5.0 42 86 0.0007 0.0015 0.27 0.74 4 4 #4 #4 0.80 0.80 AsOK AsOK F5 F6 F7 5.0 6.0 7.0 25.0 36.0 49.0 12 15 20 2450 2438 2417 58 81 106 89 126 165 8 8 8 8 11 16 3.6 3.5 3.4 83 117 151 95 156 286 VuOK VuOK Vu OK 5.3 6.1 6.2 8.9 12.3 17.9 Vu OK Vu OK Vu OK 8.4 12.4 16.8 145 114 73 0.0025 0.0019 0.0012 1.59 2.05 2.21 5 6 7 #6 #6 #6 2.20 2.64 3.08 AsOK AsOK AsOK 41 F8 8.0 64.0 28 2383 130 202 8 24 3.2 179 572 VuOK 5.3 26.8 VuOK 21.2 41 0.0007 2.10 8 #8 6.32 AsOK 42 BWE, Inc. Project: Ostendo Equ_ipm_ei,t Platform By: JD I Sheet No.:I 9449 Balboa Ave, Ste 270 Location: San Dieqo, CA. Date: 12121116 I San Diego, CA 92123 Client: DGA Job No.: ' 12755A.1.00 (619)299-5550 Fax,(619)299-9934 Risk CateQol'J Ill soc Sos So1 81 A 0.167 0.067 0.05 B 0.33 0.133 0.1 C 0.5 0.2 0.2 D 0.77 0.44 0.417 R = 6 (special steel braced frame) no=· 2 Cd= 5 I= 1 hn= 13ft x= 0.75 Ta= 0.14s Select SOC: D Select Code: 2013 CBC Eqn 12.8-2: Cs= 0.128 Eqn 12.8-3: Cs= 0.536 Eqn, 12.8-5: Cs= 0.030 Eqn 12.8-6: C -s-0.000 Eqn 12.8-1: V= 0.128 W I .p= 1.3 E = V 0.154 Floor Area Level (ft2} Roof 19360 0 0 0 .0 0- 0 0 0 0 Lever Wx(k) Roof 956 0 0 0 0 0 0 0 0 0 Total 956 FloorW Ext. Wall . Ext. Wall Ht (k) Story W (k) (psf) FloorW (k) Length (ft) (ft) (18 psf) 43 832.5 570 12 123.1 955.6 0 0.0 0 0 0.0 0.0 0 0.0 0 0 0.0 0.0 0 0.0 0 0 0.0 0.0 0 0.0 0 0 0.0 0.0 0 0.0 0 0 0.0 0.0 0 0.0 0 0 0.0 0.0 0 0.0 0 0 0.0 0.0 I.Wx (k) hx (ff) h (ft) Wxh/ (k-ft) % Fx (k) 956 956 956 956 956 956 956 956 .. 12.5 12.5 11945 100.0% 123 0 0 0 0.0% 0- 0 0 0 0.0% 0 0 0 0 0.0% ,0 0 0 0 0.0% '' 0 0 0 ff 0.0% 0 0 0 0 0.0% ·O 0 0 0 0.0% 0 11945 100.0% 123 hand calculation of base shear _/ to compare to RAM output . - 43 I.Vx (k) 123 123 123 123 123 123 123 123 taBase: .,,. ,,. ....... --"' ...... - ... ;'--~.:----- / .......... ., ........ Mezzanine __ .. _ .... ,. .... _ ......... ·-.: ..... ______ ;<::---,--_,------- .. ,.,. .. .... .,_.: ------ ...>·:: .... --, .~>-:, ~ ' ---...... .. _ ... .,,. ......... -- ', ____ _-_-:----:: ........... -·- ', G:::;-'<.-,,_ .. .... ----- ______ ; .. .,.__ ...... ::.._..,.: ........... ., .. :<;.-.;:' ...... ............ .......... "»~:-- ... .. -.... --:-; ... ,::"" ......... , --- --- ---,. ...... _."',,.v, .. ._ .............. -----...................... ............ ~ . .,.-' ,, ................. ', ............. ::;--: ', ,,..::.-..::: ,- ,,- _,,.><@ ....... ~.:-... ::--.:.-..: .... ~ ,..:--~::;-.. --......... ..,. .. ,.,. .. --..-.. --:.:: --... -....... .. ........... :-:.~:: --- .......... ...... :-..:: ........ ........... -, , __ ............ ,---- __ , :,l,,---........... ··"' --- __ ... .., .. 0 -- ... .... ,., .. ~-e: .. .. --- ,,,.;: . .,,,,.--__ ------- ------- ;' .... ,. .. ,. ....... .__ -:.;>--.... --- -----">,(2) 12/21/2016 18:49:3 ... .. _ _,-- ., ... :::. .. ------_;:.-:@;, ,-, ........... ... -_-;:---C::2;:, / --- ..i:,. .i:,. ~:: Tl/4/«:UH> uesIgn IVlaps ;:,ummary Kepon EUSGS Design Maps ·summary Report User-Specified Input Report Title Ostendo Fri November 4, 2016 20:20:3o·UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.133°N, 117.292°W Site Soil Classification Site Class D -"Stiff Soil'' Risk Category I/II/III USGS-Provided Output S5 ::: 1.083 g S1 = 0.417 .g SMS = 1.155-g SM1 = 0.660 g S05 =· 0.770 g S01 = 0.440 g For information on how the SS and 51 values above have been calculated from probapilistic (risk-targeted) and deterministic ground motions in the direction of maximum liorizontal response, please return to the application and select the "2009 NEHRP" building code reference document. -DI -·ra 1/1 MCEa Response Spectrum 1.2D l.DB D.!I, a.e.c. D.72 a.,a a.4B a.:;i, -D.u· 11.12- D.DD -1-----1--1---1---+--4-.....--if---~-4----l--1 D.1111 D.2D ·11.4D 11.,D a.ea l.llD 1.211 1.4D 1.,a l.BD 2.aa Pericid, T (sed Design Response Spectrum 11.1111 II.BIi D.72 11.'4 D.5G .... DI 11.49 -.Ill 11.4D 1/1 11.]2 11.24 11.1, 11.119 II.DD-+---+---+--+----+---+----<>---+--+--+---< a.DD D.2D D.4D a.,a II.Ba l.DC 1.20 1.40 1.,c l.ila 2.00 Period, T (sed For PGAw TL, CR5, and CR1 values, please view the detailed report. Although this.information is a product of the U.S. Geological. Survey, we provi'de no warranty, expressed or implied, as to the accuracy of.the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 45 http://ehp1-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=33.133&longitude=-117.292&siteclass=3&riskcategory=O&edition... 1/1 Frame Model Data 46 • RAMStructuralSystem RAM Frame 15.01.00.000 ~!Bentley· DataBase: Mezzanine STORY DATA: Level Story Label 1 Mezz FRAME MEMBERS Frame#l: Level: Mezz # 4 5 Ste~l Column: X ft "65.500 65.500 89.500 89.500 y ft 113.000 113.000 113.000 113:000 Steel Beam / Horiz Brace: # X y ft ft 4 65.500 113.000 89.500 113.000 Steel Brace: # Level X ft 21 Mezz 65.500 Base 77.500 22 Mezz 89.500 Base 77.500 Frame#2: Level: Mezz Steel Column: # X y ft ft 34 41.500 0.000 41.500 -0.000 35 65.500 0.000 65.500 0.000 Steel Beam / Horiz Brace: # X y ft ft 29 41.500 0.000 Layout Type MezzRoof z RigMaj ft in 13.000 0.00 0.000 0.00 13.000 0.00 0.000 0.00 z RigE)ld ft in 13.000 0.00 ' 13.000 0.00 y ft z ft 113;000 13.000 RigMin in 0.00 0.00 0.00 0.00 Fixity xyt PPF PPF· Fix xyt PPF 113.000 0.000. PPF 113.000 13.000 PPF 113.000 0.000 PPF z RigMaj RigMin ft in in 13.000 0:00 0.00 0.000 0.00 0.00 13.000 0.00 0.00 0.000 0.00 0.00 z RigEnd Fb:ity ft ,in xyt 13.000 0.00 PPF 12/21/16 18:43:50 l{eight ft 13.00 Fixity xyt FFF PPF FFF PPF Fy ksi 50 Fy Section ksi 46 HSS6X6Xl/2 46 HSS6X6Xl/2 Section W16X31 Fy · Section BRB ksi 46 HSS4X4X3/8 N 46 HSS4X4X3/8 N Fixity Fy Section xyt ksi FFF 46 HSS6X6Xl/2 PPF FFF 46 HSS6X6Xl/2 PPF Fy Section ksi 50 W16X31 T .. O T-0 N N T-0 II ·. Frame Model Data 47 Page 2/3 RAMStructuralSystem RAM Frame 15.01.00.000 ~!Bentley· DataBase: Mezzanine 12/21/16 18:43:50 # X y z RigEnd Fixity Fy Section T-0 65.500 0.000 13.000 0.00 PPF Steel Brace: # Level X y z Fix Fy Section BRB T-0 ft ft ft xyt ksi 23 Mezz 41.500 0.000 13.000 PPF 46 HSS4X4X3/8 N N Base 53.500 0.000 0.000 PPF 24 Mezz 65.500 0.000 13.000 PPF 46 HSS4X4X3/8 N N Base 53.500 0.000 0.000 PPF Frame#3: Level: Mezz Steel Column: # X y z Rigl\faj RigMin Fixity Fy Section ft ft ft in in xyt ksi 9 0.000 76.000 13:000 0.00 0.00 FFF 46 HSS6X6Xl/2 0.000 76.000 0.000 0.00 0.00 PPF 51 0.000 52.000 . 13.000 0.00 0.00 FFF 46 HSS6X6Xl/2 0.000 52.000 0.000 0.00 0.00 PPF Steel Beam / Horiz Brace: # X y z logEnd Fixity Fy Section T-0 ft ft ft in xyt ksi 127 0.000 52.000 13.000 0.00 PPP 50 W16X31 0.000 76.000 13.000 0.00 PPF Steel Brace: # Level X y z Fix Fy Section BRB T-0 ft ft ft xyt ksi 25 Mezz 0.000 52.000 13.000 PPF 46 HSS4X4X3/8 N N Base 0.000 64.000 0.000 PPF 26 Mezz 0.000 76.000 13.000 PPF 46 HSS4X4X3/8 N N Base 0.000 64.000 0.000 PPF Frame#4: Level: Mezz Steel Column: # X y z :Q.igMaj RigMin Fixity Fy Section ft ft ft in in xyt ksi 16 170.000 76.000 13.000 0.00 0.00 FFF 46 HSS6X6Xl/2 170.000 76.000 0.000 0.00 0.00 PPF -S2 170.000 52.000 13.000 0.00 0.00 FFF 46 HSS6X6Xl/2 170.000 52.000 0.000 0.00 0.00 PPF SteelBeam / Horiz Brace: • Frame Model Data 48 Page 3/3 liAf,IStructuralSystem RAM Frame 15.01.00.000 @ijeentley· DataBase: Mezzanine 12/21/16 18:43:50 .# X y z RigEnd {fixity Fy Section T-0 ft ft ft in xyt ksi 128 170.000 52.000 13.000 0.00 PPF 50 W16X31 170.000 76.000 i3.000 0.00 PPP Steel Brace: # Level X y z Fix Fy Section BRB T-0 ft ft ft xyt ksi 17 Mezz 170.000 52.000 13.000 PPF 46 BSS4X4X3/8 N N Base 170.000 64.000 0.000 PPP 18 Mezz 170.000 76.000 13.000 PPP 46 HSS4X4X3/8 N N Base 170.000 64.000 0.000 PPP NODES: # X y z Fdtn Diaphr ft ft ft (Diaph.# -Story Name) 1 0.000 52.000 13.000 N 1 -Mezz 2 0.000 76.000 13.000 N 1 -Mezz 3 41.500 0.000 13.000 N 1 -Mezz 4 65.500 0;000 13.000 N 1-Mezz 5 65.500 113.000 13.000 N 1 -Mezz 6 89.500 113.000 13.000 N 1-Mezz 7 170.000 52,000 13.000 N 1 -Mezz 8 170.000 76.000 13.000 N 1-Mezz 9 0.000 52.000 0.000 y 10 0.000 64.000 0.000 y 11 0.000 76.000 0.000 y 12 41.500 0.000 0.000 y 13 53.500 0.000 0.000 y 14 65.500 0.000 0.000 y 15 65.500 113.000 0.000 y 16 77.500 113.000 0.000 y 17 89.500 113.000 0.000 y 18 170.000 52.000 0.000 y 19 170.000 64.000 0.000 y 20 170.000 76.000 0.000 y II RAMStructuralSystem RAM Frame 15.01.00.000 Analysis Loi: 49 ~!Bentley· DataBase: Mezzanine 12/21/16" 18:43:50 1) Summary of Numerical B'ehaviGr of Model: -------------------, ________ -_______ . ___ _ 2) Summary of Equilibrium Check of Model: ===========-============================= LOAD CASE DEFINITIONS: 1 D DeadLoad RAMUSER 2 Lp PosLiveLoad RAMUSER 3 El Seismic EQ_ASCE710~X_NoE_F 4 E2 Seismic EQ_ASCE710_Y_NoE~F 5 NDl Notional NL_:AISC;360_DL_X 6 ND2 Notional NL_AISC360_DL:..._Y 7 NRl Notional NL_]i.ISC360_Rf_X 8 NR2 Notional NL AISC360 Rf Y Equilibrium Check At Foundation Level (Total Forces and Moments at the Origin): LoadCase Rx Ry Rz Mxx Myy Tzz kips kips kips kip~ft kip-ft kip-ft 1 0.000E+OOO 0.000E+OOO 1.563E+002 1.050E+004 -1.375E+004 O.OOOE+OOO 2 0. OOOE+'ooo O.OOOE+OOO 5.365E+001 3.394E+003 -4.464E+003 0.000E+OOO 3 -1.235E+002 O.OOOE+OOO O.OOOE+OOO 0.000E+OOO -1.605E+003 6.976E+003 4 0.000E+OOO -1.235E+002 0.000E+OOO 1.605E+003 O.OOOE+OOO -1.049E+004 5 -1.934E+000 O.OOOE+OOO O.OOOE+OOO O.OOOE+OOO -2.515E+001 1.093E+002 6 O.OOOE+OOO -1.934E+000 O.OOOE+OOO 2.515E+001 O.OOOE+OOO -1.644E+002 7 0.000E+OOO O.OOOE+OOO O.OOOE+OOO 0.000E+OOO 0.000E+OOO O.OOOE+OOO 8 0·. OOOE+OOO O.OOOE+OOO O.OOOE+OOO O.OOOE+OOO 0.000E+OOO O.OOOE+OOO Note: If P-Delta effects are calculated based on mass loads, shears in the global X and Y-directions may be greater than the applied forces. The additional shears represent increase in b?i,se · shears clue to the P-Delta effects-. 3) Summary of System Equation Parameters: -----------------~~~- Number of Equilibrium Equations (stiffness matrix) 48 Tot. Num. of Physical Members in Bldg= 20 Tot. Num of Physical Beams ......... = 4 Tot. Num of Physical Colµmns ..... _ .. = 8 Tot. 'Num of Physical Braces ........ = 8 Tot. Num. of Finite Elements in Bldg= 20 Tot. Number o.f Finite Elements Used for Beams . . . . . . . . . . . . 4 Columns .......... = 8 Braces ........... = 8 Number of Terms in Stiffness Matrix Number -of Nodes (joints) = 20 108 ( 0. 00 MB) Read in Model from RAM Modeler and Processing Model Data ....... . Assembly of Building Structure Stiffnes"S Matrix ................. = Assembly of Building Structure Load Matrix ..................... . Eigenvalue Analysis ............................................ . Solution of Equations for Static Load Cases Factorization of Stiffness Matrix ....................... . Forward-and Backward-Substitution in LDU Decomposition .. Processing Displacements and Memb·er Forces ..................... . 0.02 0.00 0.00 0 .11 0.00 0.00 0.00 II RAMSlrucluralSyslem RAM Frame 15.01.00.000 ~!Bentley· DataBase: Mezzanine Total Time Elapsed Analysis Lo2 50 Page 2/2 12/21/16 18:43:50 0.13 Second II Criteria, Mass and Exposure Data RAMStructuralSystem RAM Frame 15.01.00.000 ~Jsentley· DataBase: Mezzanine CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes -Ground Level: Base Mesh Criteria : Ignore Effects At Face of Joint Scale Factor: 1.00 Max. Distance Between Nodes on Mesh tine (ft) : 4.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in) : 0.0050 ·Walls Out-of-plane Stiffness Not Included in Ana1ysis. Use Reduced Stiffness for Steel Members (AISC 360): --cb = 1.00 Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis: Eigen Vectors (Subspace Iteration) DIAPHRAGM DATA: Story Mezz Db1ph # Diaph Type 1 Pseudo -Flexible Disconnect Internal Nodes of Beams: Yes Disconnect Nodes outside Slab Boundary: Yes STORY MASS DATA: Includes Self Mass of: Beams Columns (Half mass of columns above and below) Walls (Half mass of walls above and below) Slabs/Deck Calculated Values: Story Diaph # Weight Mass kips k-s2/ft Me.zz 1 961.77 29.87 Story Diaph# Combine Mezz 1 None· WIND EXPOSURE DATA: Calculated Valges: MMI Xm ft-k-s2 ft 108719 85.67 Story Diaph # Building Extents (ft) Mezz 1 STORY GRAVITY LOADS DATA: Includes Weight of: Beams Columns Walls MinX -0.50 MaxX Min Y MaxY 170.50 -0.50 114.25 51 12/21/16 18:43:50 Ym EccX ft ft 57.95 8.55 Expose Full EccY ft 5.74 Parapet ft ' 0.00 • Criteria, Mass and Exposure Data RAMSlructuralSystem RAM Frame 15.01.00.000 ~Jsentley· DataBase: Mezzanine Slabs/Deck Live Load Reduction ((:alculated) Reducible : 50.00 % Storage: Roof: Calculated Values: Story Mezz Story Mezz 0.00% 0.00% Diaph# 1 Diaph# 1 Dead Xe Ye Live kips ft ft kips 967.22 85.65 57.95 250.77 Roof Xe Ye Combine kip_s ft ft 0.00 0.00 0.00 None 52 Page 2/2 12/21/16 18:43:50 Xe Ye ft ft 86.27 55.50 •• Pseudo-Flexible Diaphra1:m Properties RAM Structural System RAM Frame 15.01 .00.000 §§laentley· DataBase: Mezzanine Load Type : Wind Story Diaph # Mezz 1 Load Type : Seismic Story Diaph # Mezz 1 Load Type: Notional-User Story Diaph# Mezz 1 Load Type : Dynamic Story Diaph# Mezz 1 Frame No# 1 2 3 4 Frame No# 1 2 3 4 Frame No# 1 2 3 4 Frame No# 1 2 3 4 Effective % (X-dir.) 50.00 50.00 0.00 0.00 100.00 Effective % (X-dir.) 50.00 50.00 0.00· 0.00 100.00 Effective % (X-dir.) 50.00 50.00 0.00 0.00 100.00 Effective % (X-dir.) 50.00 50.00 0.00 0.00 100.00 53 12/21/16 18:43:50 Effective% (Y-dir.) 0.00 0.00 50.00 50.00 100.00 Effective% (Y-dir.) 0.00 o.oo· 50.00 . 50.00 100.00 Effective% (Y-dir.) 0.00 0.00 50.00 50.00 100.00 Effective% (Y-dir.) 0.00 0.00 50.00 50.00- 100.00 II Loads and Applied Forces RAMStructuralSystem RAM Frame 15.01.00.000 ~/Bentley· DataBase: Mezzanine LOAD CASE:· Seismic Seismic ASCE 7-10 Equivalent Lateral Force Site Class: D Importance Factor: 1.00 Ss: 1.083 g Fa: 1:067 Fv: 1.583 SDs: 0.770 g Occupancy Category: IT Seismic Design Category: D Provisions for: Force Ground Level: Base Sl: 0.417 g SDI: 0.440 g 54 12/21/16 18:43:50 TL: 8.00 s Dir Eccent R Ta Equation Building Period-T X None 6.0 Std,Ct=0.020,x=0.75 Calculated y None 6.0 Std,Ct=0.020,x=0. 75 Calculated Dir Ta Cu T T-used Cs Cs(max) Cs(min) Eq12.8-2 Eq12.8-3 Eq12.8-5 X 0.137 1.400 0.349 0.192 0.128 0.383 0.034 Dir Ta Cu T T-used Cs Cs(max) Cs(min) . Eql2.8-2 Eql2.8-3 Eq12.8-5 y 0.137 1.400 0.349 0.192 0.128 0.383 0.034 Total Building Weight (kips) = 961.77 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710~X_NoE'-F Level Diaph.# Mezz 1 APPLIED STORY FORCES Type: EQ_ASCE710_:x_NoE_F Level Ht ft Mezi 13.00 APPLIED DIAPHRAGM FORCES Type: EQ_ ASCE710 _ Y _ NoE _F Level Diaph.# Mezz I Ht ft 13.00 Fx kips 123.46 Fx kips 123.46 Fy kips 0.00 123.46 0.00 Ht ft 13:00 Fx kips 0.00 Fy kips 0.00 Fy kips 123.46 Cs-used 0.128 Cs-used X ft 85.67 X ft 85.67 0.128 k 1.000 k 1.000 y ft 57.95 y ft 57.95 . • . Loads and Applied Forces RAMS!rlicturalSystem RAM Frame 15.01.00.000 ~!Bentley· DataBase: Mezzanine APPLIED STORY FORCES Type: EQ_ASCE710_Y_NoE_F Level Ht ft Mezz 13.00 Fx kips 0.00 Fy kips 123.46 0.00 123.46 55 Page 2/4 12/21/16 18:43:50 II . . Loads and Applied Forces RAMSlructuralSystem RAM Frame 15.01.00.000 ~li3entl~y· DataBase: Mezzanine LOAD CASE: Notional Notional AISC 360-05/10 Fraction of Gravity Load : 0.0020 Ground Level: Base Total Dead Load {kips) = 967 .22 Total Live Load (kips)= 250-.77 Total RoofLoad (kips)= 0.00 APPLIED DIAPHRAGM FORCES Type: NL _AISC3.60 ~DL _X Level Diaph.# Mezz 1 APPLIED STORY FORCES Type: NL_ AISC360 _DL _X Level Ht ft 13.00 Mezz APPLIED DIAPHRAGM FORCES Type: NL_AISC360_DL_Y Level Diaph.# Mezz 1 APPLIED STORY FORCES Type: NL_AISC360_DL_Y Level Ht ft Mezz 13.00 APPLIED DIAPHRAGM FORCES Type: NL ~AISC360 _ Rf_ X Level Diaph.# Mezz 1 Ht ft 13.00 , F:x kips 1.93 1.93 Ht ft 13:00 Fx kips 0.00 0.00 Ht ft 13.00 Fx kips 1.93 Fy kips 0.00 0.00 Fx kips 0.00 Fy kips 1.93 1.93 Fx kips 0.00 Fy kips 0.00 Fy kips 1.93 Fy kips 0.00 X ft 85.65 X ft 85.65 X ft 0.00 56 Page 3/4 12/21/16 18:43:50 y ft 57.95 y ft 57.95 y ft 0.00 11 · . · Loads and Applied Forces RAMStructuralSystem RAM Frame 15.01.00.000 ~/Bentley· DataBase: Mezzanine APPLIED STORY FORCES Type: NL_ AISC360 _ Rf_ X Level , Mezz Ht ft 13.00 APPLIED DIAPHRAGM FORCES Type: NL_AISC360_Rf_Y Level Diaph.# Mezz 1 APPLIED STORY FORCES Type: NL_AISC360_Rf_Y Level Ht. ft Mezz 13.00 Fx kips 0.00 Fy kips 0.00 0.00 0.00 Ht Fx ft kips 13.00 0.00 Fx Fy kips kips 0.00 0.00 0.00 0.00 Fy kips 0.00 X ft 0.00 57 Page 4/4 12/21/16 18:43:50 y ft 0.00 .• Frame Reaction Envelope RAM Frame 15.01.00:000 . ' RAf!!Structu~ISystem DataBase: Mezzanine ~leeritley· Building Code: IBC CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Ground Level: Base Mesh Criteria : Ignore Effects At Face of Joint Scale Factor: 1.00 Max. Distance Between Nodes on Mesh Line (ft}: 4.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): 'tb = 1.00 'Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad El Seismic E2 Seismic NDl Notional ND2 · Notional NRl Notional NR2 Notional RAMUSER RAMDSER EQ_ASCE710_X_NoE_F EQ_ASCE710 _ Y _NoE_ F NL AISC360 DL X ~ -- NL AISC360 DL Y --- NL~AISC360_Rf_X NL AISC360 Rf Y REACTION MAXIMA AND MINIMA: Frame#l: Node Rx Ry Rz Mxx kips kips kips , I kip-ft 15 Max: 0.00· 0.00 23.02 0.00 LC: Lp D D D Min: -0.00 0.00 -33.44 0.00 LC: El D El D 16 Max: 0.00 0.00 6.64 0:00 LC: D D D D Min: -61.73 0.00 0.00 0.00 LC: El D El D 17 Max: 0.00 0.00 33.44 0.00 LC: Lp D El D Min: -0.00 0.00 0.00 0':00 LC: El D E2 D Frame#2: Myy kip-ft 0.00 D 0.00 D 0.00 D 0.00 .D 0.00 D 0.00 D 58 12/21/16 18:43:50 Tzz kip-ft 0.00 D 0.00 D 0.00 D 0.00 D 0.00 D 0.00 D II · . Frame. Reaction Envelope 59 Page 2/3 RAM Frame 15.01.00.000 • RAMStructuralSystem DataBase: Mezzanine 12/21/16 18:43:50 ~!Bentley· Building Code: IBC Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 12 Max: 0.00 0.00 12.24 0.00 0.00 0.00 LC: D D D D D D Min: -0.00 0.00 -33.44 0.00 0.00 0.00 LC: El D El D D D 13 Max: 0.00 0.00 4.21 0:00 0.00 0.00 LC: D D D D D D Min: -61.73 0.00 0.00 0.00 0.00 0.00 LC: El D El D D D 14 Max: 0.00 0.00 33.44 0.00 0.00 0.00 LC: E2 D El D D D Min: -0.00 0.00 0.00 0.00 0.00 0.00 LC: El D E2 D D D Frame#3: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 9 Max: 0.00 0.00 11.25 0.00 0.00 -0.00 LC: El D D D D El Min: -0.00 --0.00 -33.44 0.00 0.00 -0.00 LC: E2 Lp E2 D D E2 IO Max: 0.00 0.00. 4.26 0.00 0.00 0.00 LC: E2 D D E2 El El Min: 0.00 -61.73 0.00 0.00 -0.00 -0.00 LC: D E2 El D E2 D 11 Max: 0.00 0.00 33.44 0.00 0.00 0.00 LC: EI D E2 D D E2 Min: -0.00 0.00 0.00 0.00 0.00 0.00 LC: E2 Lp El D D El Fram~-#4: Node Rx Ry Rz Mxx Myy Tzz kip$ kips kips kip-ft kip-ft kip-ft 18 Max: 0:00 0.00 -18.99 0.00 0.00 0.00 LC: D D D D D D Min: ·o.oo -0.00 -33.44 0.00 0.00 0.00 LC: D E2 E2 D D D 19 Max: 0.00 o·.oo -7.30 0.00 0.00 0.00 LC: D D-D n D D Min: 0.00 -61.73 0.00 0.00 0.00 0.00 • . Frame Reaction Envelope RAM Frame 15.01.00.000 • RAMSµuc1ur:..1sys1em DataBase: Mezzanine ~leentley~ Building Code: IBC ~~ h ~ ~ Mn ~ 20 LC: D E2 El D D Max: LC: Min: LC: 0.00 D 0.00 D 0.00 El -0.00 E2 33.44 E2 · 0.00 El 0.00 D 0.00 D 0.00 D 0.00 D Tzz D 0.00 D 0.00 D 60 Page 3/3 12/21/16 18:43:50 Buildin.2 Story Shears 11 . RAMStructuralSystem RAM Frame 15.01.00.000 @iieentley· DataBase: Mezzanine CRITERIA: Rigid End Zones: Member Force Output: P-,Delta: Yes Ground Level: Base Mesh Criteria: Ignore Effects At Face of Joint Scale Factor: 1.00 Max. Distance Between Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): -rb = 1.00 Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace .Iteration) Load Case: D DeadLoad RAMUSER Level Diaph. # Shear-X Shear-Y kips kips Mezz 1 0.00 0.00 Summary -Total Story Shears Level Shear-X Change-X kips kips Mezz 0.00 0.00 Load Case: Lp PosLiveLoad RAMUSER Level Diaph. # Shear-X Shear-Y kips kips Mezz 1 0.00 0.00 Summary -Total Story Shears Level Shear-X Change-X kips kips Mezz 0.00 0.00 Load Case: El Seismic EQ_ASCE710 _ X _ NoE _F Level Diaph. # Shear-X Shear-Y kips kips Mezz 1 123.46 0.00 Summary -Total Story Shears Level Shear-X Cb.ange-X kips kips Mezz 123.46 123.46 Shear-Y kips 0.00 Shear-Y kips 0:00 Shear-Y kips 0.00 61 12/21/16 18:43:50 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 II Buildini: Story Shears RAMStructuraJSystem RAM Frame 15.01.00.000 ~/Bentley· DataBase: Mezzanine Load Case: E2 Level Mezz Seismic EQ_ASCE710_Y_NoE_F Diaph. # Shear-X kip~ 1 0.00 Summary -Total Story Shears Level Shear-X kips Mezz 0.00 Load Case: NDl Notional NL_ AISC360 _))L_X Level Diaph. # Shear-X kips Mezz 1 1.93 Summary -Total Story Shears Level Shear-X kips Mezz 1.93 Load Case: ND2 Notional NL AISC360 DL Y --- Level Diaph. # Shear-X kips Mezz 1 0.00 Summary -Total Story Shears Level Shear-X kips Mezz 0.00 Load, Case: NRl Notional NL AISC360 Rf X Level Diaph. # Shear-X kips Mezz 1 0.00 Summary -Total Story Shears Level Shear-X kips Mezz 0.00 Load Case: NR2 Notional NL _AISC360 _Rf_ Y Level Diaph. # Shear-X kips Mezz 1 0 . .00 Shear-Y kips 123.46 Change-X kips 0.00 Shear-Y kips 0.00 Change-X kips 1,93 Shear-Y kips 1.93 Change-X kips 0.00 . Shear-Y kips 0.00 Change-X kips 0.00 Shear-Y kips 0.00 Shear-Y kips 123.46 Shear-Y kips 0.00 Shear-Y kips 1.93 Shear-Y kips 0.00 62 Page 2/3 12/21/16 18:43:50 Change-Y kips 123.46 Change-Y kips 0.00 Change-Y_ kips 1.93 Change-Y kips 0.00 II RAMSlrucluralSystem RAM Frame 15.01.00.000 ~!Bentley· DataBase: Mezzanine Summary -Total Story Shears Level Mezz Buildin1: Story Shears Shear-X Change-X kips kips 0.00 0.00 63 Page 3/3 12/21/16 18:43:50 Shear-Y Change-Y kips kips 0.00 0.00 Frame Story Shears • RAMStr~ctura)Sysiem RAM Frame 15.01.00.000 ~!Bentley· DataBase: Mezzanine CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Ground Level: Base Mesh Criteria : Ignore Effects At Face of Joint Scale Factor: 1.00 Max. Distance Between Nodes on Mesh Line (ft): 4.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in) :. 0.0050 Walls Out .. of-plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): -cb = 1.00 Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis: Eigen Vectors (Subspace Iteration) Frame#l LoadCase: D DeadLoad RAMUSER Level Shear-X Change-X kips kips Mezz 0.00 0.00. Load Case: Lp PosLiveLoad RAMUSER Level Shear-X Change-X kips kips Mezz 0.00 0.00 Load Case: El Seismic EQ_ASCE710-'"X_NoE-'-F Level · Shear-X Change-X kips. kips Mezz 61.73 61.73 Load Case: E2 Seismic EQ_ASCE'710:._ Y __ NoE _F Level Shear-X Change-X kips kip~ Mezz 0.00 0:00 Load Case: NDl Notional NL_AISC360_DL_X Level Shear-X Chauge-X kips kips Mezz 0.97 0.97 Shear-Y kips 0.00 Shear-Y kips 0.00 Shear-Y kip,s 0.00 Sh'ear-Y kips 0.00 Sbear-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0:00 64 12/21/16 18:43:50 II RAMStructuralSystem RAM Frame 15.01.00.000 Frame Story Shears ~/Bentley· DataBase: Mezzanine Load Case: ND2 Notional NL AISC360 DL Y --- Level Shear-X Change-X Shear-Y kips kips kips Mezz 0.00 0.00 0.00 Load Case: NRl Notional NL_AISC360_Rf_X Level Shear-X Change-X Shear-Y kips kips kips Mezz 0.00 0.00 0.00 Load Case: NR2 Notional NL_AISC360 _R,f_ Y Level Shear-X Change-X Shear-Y kips kips kips Mezz 0;00 0.00 0.00 Frame#2 Load Case: D DeadLoad RAMUSER Level Shear-X Change-X Shear-Y kips kips kips Mezz 0.00 0.00 0.00 Load Case: Lp PosLiveLoad RA.MUSER Level Shear-X Change-X Shear-Y kips kips kips Mezz 0.00 0.00 0.00 Load Case: El Seismic EQ..:..ASCE710_X_NoE_F Level Shear-X Change-X Shear-Y kips kips kips Mezz 61.73 61.73 0.00 Load Case: E2 Seismic EQ ASCE710 Y NoE F ----Level Shear-X Change-X Shear-Y kips kips kips Mezz 0.00 0.00 0.00 Load Ca~e: NDl Notional NL AISC360 DL X --- Level Shear-X Change-X Shear-Y · kips kips kips Mezz 0.97 0.97 Q.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0;00 65 Page 2/5 12/21/16 18:43:50 ••• Frame Story Shears RAMStruc1ufalSystem RAM Frame 15.01.00.000 ~le~ntley· DataBase: Mezzanine Load Case: ND2 Notjonal NL AISC360 DL Y ---Level Shear-X Change-X kips kips Mezz 0.00 0.00 Load Case: NRl Notional NL_AISC360_Rf_X Level Shear-X Change-X kips kips Mezz 0.00 0.00 Load Case: NR2 Notional NL AISC360 Rf Y ---Level She.ar-X Change-X kips kips Mezz 0.00 0;00 Frame#3 Load Case: D DeadLoad RAMUSER Level Shear-X Change-X kips kip~ Mezz 0.00 0.00 Load Case: Lp PosLiveLoad RAMUSER Level Shear-X Change-X kips kips Mezz 0.00 0.00 Load Case: El Seismic EQ_ASCE710_X_NoE_F Level Shear-X Change-X kips kips Mezz 0.00 0.00 Load Case: E2 Seismic EQ_ASCE710_Y_NoE_F Level Shear-X Change-X kips kips Mezz 0.00 0.00 Load Case: ND1 Notional NL_AISC360_DL~X Level SJ:i,ear-X Change-X kips kips Mezz 0.00 0.00 Shear-Y kips 0.00 Shear-Y kips· 0.00 Shear-Y kips 0.00 Shear-Y kips 0.00 Shear-Y kips 0.00 Shear-Y kips 0.00 Shear-Y kips 61.73 Shear-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 61.73 Change-Y kips 0.00 66 Page 3/5 12/21/16 18:43:50 II Frame Story Shears RAMSlruclura(Syslem RAM Frame 15.01.00.000 ~!Bentley· DataBase: Mezzanine Load Case: ND2 Level Mezz Load Case: NRl Level Mezz Load Case: NR2 Level Mezz Frame#4 LoadCase: D Level Mezz Load Case: Lp Level Mezz Load Case: El Level Mezz Load Case: E2 Level Mezz Load Case: NDl Level Mezz Notional NL AISC360 DL Y ---Shear-X Change-X kips kips 0.00 0.00 Notional NL AISC360 Rf X Shear-X Change-X kips kips 0.00 0.00 Notional NL AISC360 Rf Y Shear-X Change-X kips kips 0.00 0.00 DeadLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00· PosLiveLoad RAMUSER Shear-X Change-X kips kips 0.00 0.00 Seismic EQ_ASCE710_X_NoE_F Shear-X Change-X kips kips 0.00 0.00 · Seismic EQ_ASCE710_Y_NoE_F Shear-X Change-X kips kips 0.00 0.00 Notional NL AISC360 DL X ---Shear-X Change-X kips kips 0.00 0.00 Shear-Y kips 0.97 Shear-Y kips 0.00 Shear-Y kips 0.00 Shear-Y kips 0.00 Shear-Y kips 0.00 Shear-Y kips 0.00 Shear-Y kips 61.73 Shear-Y kips 0.00 Change-Y kips 0.97 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 0.00 Change-Y kips 61.73 Change-Y kips · 0.00 67 Page 4/5 12/21/16 18:43:50 • RAMStructuralSystem RAM Frame 15.01.00.000 Frame Story Shears ~!Bentley· DataBase: Mezzanine Load Case: ND2 Notional NL_AISC360_DL_Y Level Shear-X Change-X Shear-Y kips kips kips Mezz 0.00 0,00 0.97 Load Case: NRl Notional NL;__AISC360 _Rf_X Level Shear-X Change-X Shear-Y kips kips kips Mezz 0.00 0.00 0.00 Load Case: NR2 · Notional NL_AISC360-'-Rf_Y Level Shear-X Change-X Shear-Y kips kips kips Mezz 0.00 0.00 0.00 Change-Y kips 0.97 Change-Y kips 0.00 Change-Y kips 0.00 68 Page 5/5 12/21/1.6 18:43:50 •• Periods and Modes RAMStructuralSystem RAM Frame 15.01.00.000 ~!Bentley; DataBase: Mezzanine CRITERIA: Rigid End Zones: P-Delta: Yes Ground Level: Base Mesh Criteria : Ignore Effects Scale Factor: 1.00 Max. Distance Between Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): 'tb = 1.00 Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis: Eigen Vectors (Subspace Iteration) Load Case: Eigen Solution FREQUENCIES AND PERIODS: Mode Period ( T) Cyclic Frequency ( f) . Circular Frequency ( ro) sec Hz rad/sec 1 0.3495 2.8615 17.9793 2 0.3495 2.8615 17.9793 3 0.3495 2.8615 17.9793 4 0.3495 2.8615 17.9793 5 0.1212 8.2502 51.8375 6 0.1212 8.2502 51.8375 7 o.121z ~.2502 51.8375 8 0.1212 8.2502 51.8375 MODAL PARTICIPATION FACTORS: Mode X-Dir Y-Dir Rotation 1 13.3870 0.0000 0.0000 2 0.0000 13.3870 0.0000 3 13.3870 0.0000 0.0000 4 0.0000 13.3870 0.0000 5 0.0000 0.0000 0.0000 6 0.0000 .:0.0000 0.0000 7 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 MODAL DIRECTION FACTORS: Mode X-Dir Y-Dir Rotation 1 100.00 0.00 0.00 2 0.00 100.00 0.00 3 100.00 0.00 0.00 4 0.00 100.00 0.00 5 0.00 100.00 0.00 6 0.00 100.00 0.00 7 100.00 0.00 0.00 69 12/2.1/16 18:43:50 Eigenvalue (rad/sec)**2 323.2560 323.2560 323.2560 323.2560 2687.1274 2687.1274 2687.1274 2687.1274 Periods and Modes· 70 • RAMStructura(System RAM Frame 15.01.00.000 ~!Bentley· DataBase: Mezzanine Page 2/2 12/21/16 18:43:50 8 100.00 0.00 0.00 MODAL EFFECTIVE MASS FACTORS: Mode X-Dir Y-Dir Rotation %Mass %SumM l 50.00 50.0Q 2 0.00 50.00 3 50.00 100.00 4 0.00 100.00 5 0.00 100.00 6 0.00 100.00 7 0:00 100.00 8 0.00 100.00 MODE SHAPES: %Mass 0.00 50:00 0.00 50.00 0.0b 0.00 0.0b 0.00 %SumM Q.00 50.00 50.00 100.00 100 .. 00 100.00 100.00 100:00 %Mass 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 %SumM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Note 1: Mode shapes are normalized with respect to building mass matrix: Qi"T x M x Qi= 1 where Qi: ith mode shape and M is the building mass matrix. Normalized mode shapes are consistent with units of "kip" and "in". · Note 2: Mode shapes for meshed diaphragms are not included by default. Turn on "Include Results for All Nodes" to include mode shapes for meshed diaphragms. This may substantionally in.crease the length of the report for large models. ASCE 7 Stability Coefficients II RAMStructuralSystem RAM Frame 15.01.00.000 ~!Bentley' DataBase: Mezzanine CRITERIA: · Rigid End Zones: Member Force Output: P-Delta: Yes Ground Level: Base Mesh Criteria : Ignore Effects At Face of Joint Scale Factor: 1.00 Max. Distance Between-Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 · Walls Out-of-plane Stiffness Not included in Analysis. Use·Reduced Stiffness for Steel Members (AISC 360): 'tb = 1.00 Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) STABILITY COEFFICIENTS:ASCE 7-10 Eq. (12.8-16) ~= 1.00 Cd: X-Dir = 5.00 Y-Dir = 5.00 Note that the reported drifts are unfactored elastic story drift values. 71 12/21/16 18:43:50 Calculated vertical load includes dead, live and roof loads. Live loads are reduced with live load reduction factors. Calculated vertical load is the sum of the total vertical load at and above story. ·, VerticalLoff;d Factors: Dead Load : 1.00 Live Load : 1.00 Roof Load : 1 .00 Snow toad : 1.00 LOAD CASE: Seismic Type: EQ_ASCE710_X_NoE_F Level Diaph. # Ht ShearX ShearY DriftX ft kips kips in Mezz 1 13.00 123.46 0.00 0.08 Level Diaph. # 0x 0y 0x/(1+0x) 0y/(1+0y) Mezz 1 0.005 0.000 0.005 0.000 Type: EQ_ASCE710_Y_NQE_F Level Diaph. # Ht ShearX ShearY DriftX ft kips kips in Mezz 1 13.00 0.00 123.46 0.00 Level Diaph. # 0x 0y 0x/(1+0x) 0y/(1+0y) Mezz 1 0.000 0.005 ·0.000 0.005 DriftY Vertical Load in kips 0.00 1279.02 0xmax 0ymax 0.100 0.100 DriftY Vertical Load in kips 0.08 1279.02 0xmax 0ymax 0.100 0.100 II RAM Frame 15.0LQ0.000 RAMSlructuralSystem DataBase: Mezzanine ~!Bentley· Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint Drift P-Delta: Yes Scale Factor: 1.00 · Ground Level: Base Use Reduced Stiffness for Steel Members (AISC 360): 'tb:= 1.00 LOAD CASE DEFINITIONS: D DeadLoad Lp El E2 NDl ND2 NRl NR2 RESULTS: PosLiveLoad Seismic Seismic Notional Notional Notional Notional Loc_ation (ft): (81.757, 60.872) RAMUSER RAMUSER EQ_ ASCE7l0 _ X_ NoE _F EQ_ASCE710_Y~NoE_F NL AISC360 DL X ---- NL_AISC360_DL_Y NL AISC360 Rf X ---NL_ AISC360 Rf. Y Story LdC Displacement Story Drift X y X y in in in in Mezz D -0.0005 0.0008 -0.0005 0.0008 Lp -0.0003 0.0004 -0:0003 ·0.0004 El 0.0767 0.0000 ·0.0767 0.0000 E2 0.0000 0.0767 · 0.0000 0.0767 NDl 0.0012 o.oono 0.0012 0.0000 ND2 0.0000 0.0012 0.0000 0.0012 NRl 0.0000 o.ooob 0.0000 0.0000 NR2 0.0000 0.0000 0.0000 0.0000 X '0.0000 0.0000 0.0005 0.0000 0.0000 0.0000 0.0000 0.0000 72 12/21/16 18:43:50 Steel Code: IBC Drift Ratio y 0.0000 0.0000 0.0000 0.0005 0.0000 0.0000 0.0000 0.0000 II. : Frame Reaction Envelope RAM Frame 15.01.00.000 RAMStructumlS;.m Dat~Base: Mezzanine ~!Bentley· Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects At Face of Joint Member Force Output: P-Delta: Yes Scale Factor: 1.00 Ground Level: Base Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): 'Cb= 1.00 Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis : Eigen Vectors (Sllbspace· Iteration) LOAD CASE DEFINITIONS: D DeadLoad RAMUSER RAMUSER Lp PosLiveLoad El Seismic EQ_ ASCE710 _X _ NoE _F EQ ASCE710 Y NoE F E2 Seismic ----NDI Notional NL AISC360 DL X --- ND2 Notional NL AISC360 DL Y LOAD COMBINATIONS: User Specified 1 * 1.400 D + 1.400 NDI 2 ·* 1.400 D + 1.400 ND2 3 * 1.400 D-1.400 NDI 4 * 1.400 D -1.400 ND2 5 * 1.200 D + 1.200 NDl + 1.600 tp 6 * 1.200 D + 1.200 ND2 + 1.600 Lp 7 * 1.200 D -1.200 NDI + 1.600 Lp 8 * · 1.200 D -1.200 ND2 + 1.600 Lp 9 * 1.354 D + 0.500 Lp + 1.300 El 10 * 1.354 D + 0.500 Lp + 1.300 E2 11 * L.354 D + 0.500 Lp -1.300 El 12 * 1.354 D + 0.500 Lp -1.300 E2 13 . * 1.354 D + 1.300 El 14 * 1.354 D + 1.300 E2 15 * 1.354 D -1.300 El 16 * 1.354 D -1.300 Ei 17 * 0.746 D + 1.300 El · 18 * 0.746 D + 1.300 E2 19 * 0.746 D -1.300 El 20 * 0.746 D -1.300 E2 * = Load combination currently selected to use 73 12/21/16 18:43:50 • Frame Reaction Envelope 74 RAM Frame 15.01.00.000 Page 2/3 .. RAMStruct~ralSystem DataBase: Mezz~nine 12/21/16 18:43:50 ~!Bentley· Building Code:. IBC REACTION MAXIMA AND MINIMA: Frame#l: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 15 Max: 0.00 0.00 78.40 0.00 0.00 0.00 LC: 11 1 11 1 1 1 Min: -0.00 0.00 -26.29 0.00 0.00 0.00 LC: 13 1 17 1 1 1 16 Max: 80.25 0:00 13.23 0.00 0.00 0.00 LC: 11 1 5 1 1 1 Min: -80.25 0.00 4.96 0.00 0.00 0.00 LC: 9 1 18 1 1 1 17 Max: 0.00 0.00 69.05 0.00 0.00 0.00 - LC: 19 1 9 1 1 1 Min: -0.00 o.oo -31.03 0.00 0.00 0.00 LC: 9 1 19 1 1 1 Frame#2: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 12 Max: 0.00 0.00 62.78 0.00 0.00 0.00 LC: 11 1 11 1 1 1 Min: -0.00 0.00 -34.34 0.00 0.00 0.00 LC: 17 1 17 1 1 1 13 Max: 80.25 0.00 9.30 0.00 0.00 0.00 LC: 11 1 s 1 1 1 Min: -80.25 0.00 3.14 0.00 0.00 0.00 LC: 9 1 18 1 1 1 14 Max: 0.00 0.00 63.79 0.00 0.00 0.00 LC: 19 1 9 1 1 1 Min: -0.00 0.00 -33.84 0.00 0.00 0:00 LC: 9 1 19 1 1 1 Frame#3: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 9 Max: 0.00 0.00 60,29 0.00 0.00 0.00 LC: 12 1 12 1 1 12 Min: -0.00 0.00 -35.08 0.00 0.00 -0.00 LC: 10 17 18 1 1 10 10 Max: 0.00 80.25 7.55 0.00 0.00 0.00 • . Frame Reaction Envelone 75 RAM Frame 15.01.00.000 Page 3/3 RAMSlr~cturalS;,m DataBase: Mezzanine 12/21/16 18:43:50 ·~/Bentley· Building Code: IBC Node Rx Ry Rz Mxx Myy Tzz LC: 10 12 5 10 12 2 Min: --0.00 -80.25 3.17 -0.00 -0.00 -0.00 LC:· 12 10 18 12 10 5 '11 Max: 0.00 0.00 64.64 0.00 0.00 0.00 LC: 12 1 10 1 1. 10 Min: -0.00 0.00 -32.89 0.00 0.00 -0.00 LC: 10 17 20 1 1 12 Frame#4: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 18 Max: 0.00 0.00 71.68 0.00 0.00 0.00 LC: 1 12 12 1 1 1 Min: 0.00 -0.00 -29.30 0.00 0.00 0.00 LC: 1 10 18 1 1 1 19 Max: 0.00 80.25 13.78 0.00 0.00 0.00 LC: 1 12 5 1 1 1 Min: 0.00 -80.25 5.44 0.00 0.00 0.00 LC: 1 10 17 1 1 1 20 Max: 0.00 0.00 79.89 0.00 0.00. 0.00 LC: 1 20 10 1 1 1 Min: 0.00 -0.00 -25.11 0.00 0.00 0.00 LC: 1 10 20 1 1 1 ,-II: RAM Frame 1s.01:oo.ooo Steel Code Check Criteria RAM Struct~ra1svsiem DataBase: Mezzanme ~!Bentley· Building Code: IBC MEMBER CODE CHECK CRITERIA -GLOBAL: Bl and B2 Criteria Apply Bl Factor B2 Factor Not Applied K-Factor: Kx: l(y: Compression Flange Bracing: Columns: Deck Braces Column Columns 1.000 1.000 Knee Brace Does Not Brace Column Beams 1.000 1.000 Max Angle for which Beam Braces Column: 60.00 deg Beams / Horiz Braces: · Top Flange Continuously Braced Bottom Flange Not Continuously Br<1ced · Do Not Consider Point of Inflection as Brace Point Column Design Moments: Percent of Gravity Load Moments to include in design of steel columns: Dead Load: 100.00 % Live Load: Roof Load: Axial Slenderness Limits 100.00 % 100.00 % Check KL/r exceeds 200 for Compression Members Check.L/r exceeds 300 for Tension Members (excludes rods) MEMBER CODE CHECK CRITERIA -ASSIGNED Frame#l: Braces 1.000 1.000 12/21/16 18:54:38 Steel Code: AISC360-l0 LRFD --..J O') II RAM Frame 1s.01:oo.ooo RAMStructuralSystem DataBase: Mezzanme ~!Bentley· Building Code: IBC Steel Code Check Criteria· Level: Mezz Steel Column: # K-Factor Kx Ky 4 J.00 1.00 5 1.00 1.00 Steel Beam: # K-Factor Kx Ky 4 1.00 LOO Steel Brace: # .K-Factor Kx . Ky 21 Global Global 22 Global Global Frame#2: Level: Mezz Steel Column: # · K-Factor Kx Ky 34 1.00 1.00 35 1.00, 1.00 Steel Beam: # K-Factor Kx Ky 29 1.00 1.00 Steel Brace: Flange Bracing . Major · Minor Global Global Global Global Flange Bracing Major Minor Global Global ;Unbraced Length Unbraced. Length Lx 150.00 150.00 Ly Lby 150:00 Global 150.00 Global Unbraced Length Lx Global Ly Lby Global Global Lx 185.00 185.00 Ly Lby 185.00 · Global 185.00 Global Flange Bracing Unbraced Length Major Minor Global Global Global Global Lx 150.00 150.00 Ly Lby 150.00 Global 150.00 Global Flange Bracing Unbraced Length Major Minor Global Global Lx Global Ly Lby Global Global RBS N RBS N Page 2/5 12/21/16 18:54:38 Steel Code: AISC360-10 LRFD -.J -.J • RAM Frame 15.01:00.000 RAMStructuralSystem DataBase: Mezzamne ~!Bentley-Building Code: IBC Steel c·ode Check Criteria # K-Factor Kx Ky 23 -Global Global 24 Global Global Frame#3: Level: Mezz Steel Column: # K-Factor Kx Ky 9 1.00 1.00 51 1.00 1.00 Steel Beam: # K-Factor Kx Ky 127 1.00 1.00 Steel Brace: # K-Factor Kx Ky 25 Global Global 26 Global Global Frame#4: Level: Mezz Steel Column: # K-Factor Kx Ky 16 1.00 1.00 52 1.00 1.00 Steel Beam: Unbraced Length Lx 185.00 185.00 Ly Lby 185.00 Global 185.00 Global Flange Bracing Major Minor Unbraced Length Global Global Global Global Lx 150.00 150;00 Ly Lby 150.00 Global 150.00 Global Flange Bracing Major Minor Unbraced Length Global Global Lx Global Unbraced Length Lx 185.00 185.00 Ly Lby 185.00 Global 185.00 Global Ly Lby Global Global Flange Bracing Major Minor Unbraced Length Global Global Global Global Lx 150.00 150.00 Ly ·Lby 150.00 Global 150.00 Global RBS N Page 3/5 12/21/16 18:54:38 Steel Code: AISC360-10 LRFD --.J CX) II RAMFrame 1s.01:oo.ooo Steel Code Check Criteria RAMStructuralSystem DataBase: Mezzanme ~!Bentley· Building Code: IBC # '. K-Factor · Flange Bracing Unbraced Length RBS Kx Ky 128 1.00 1.00 Steel Brace: # K-Factor Kx Ky 17 Global Global 18 Global Global Major Minor Lx Global Global Global Unbraced Length Lx 185.00 185.00 Ly Lby 185.00 Global 185.00 Global JOINT CODE CHECK CRITERIA Material Properties Web plate Ey (ksi): Stiffner plate Fy (ksi): Geometry Maximum angle between a beam and column to assume the beam frames into column flange: Ly iby Global Global 36.00 36.00 N One diagonal stiffener designed if the difference in beam depth$ at a joint is less than (in): 45.0 4.00 Design Force Use actual beam forces Consider axial load in beam Optimization Stiffners Optimize each stiffner c;tt joint Minimum Thickness: . Minimum Width: Thickness Increment (in): Width Increment (in): Clip (cope) dimension (in): Web Plates Maximum Thickness: Minimum Thickness (in): Per Code Max Beam Flange Width at Joint 0.125 0.125 0.750 Same as Column Web 0.250 Page 4/5 12/21/16 18:54:38 Steel Code: AISC360-10 LRFD -,J co II RAM Frame 15.01:00.000 RAMStructuralSystem DataBase: Mezzanme ~!Bentley· Building Code: IBC Thickness Incr~ment (in): CJP groove weld plate to column. No web plate plug weld. Steel Code Check Criteria 0.125 Page 5/5 12/21/16 18:54:38 Steel Code: AISC360-10 LRFD co 0 AISC 360 Direct Analysis Validation Report II . RAMStructuralSystem RAM Frame 15.01.00.000 ~!Bentley· ·nata13ase: Mezzanine DESIGN CODE AISC 360-10 LRFD SECOND-ORDER ANALYSIS P-Delta analysis was performed With mass loads. Scale factor : 1.00 Bl Facton: Bl factors were calculated and applied to gravity load case moments. B2 Factors: RMX= 1.000 RMY= 1.000 Maximum B2 = 1.006 on Level Mezz at an angle of 180.00 degrees. Load Combination: 1.354 D + 0.500 Lp + 1.300 El. B2 factors were not applied. NOTIONAL LOADS Fraction of gravity loads used for Notional Loads: Global X-axis : 0.0020 Global Y-axis : 0.0020 Generated Load Com.binations: Number ofSelected Load Combinations = 20 Notional Loads were included with gravity combinations only. REDUCED STIFFNESS Flexural Stiffness: the flexural stiffnesses were reduced. Number of members with required 'tb < 1.0 == 0 'tb used in Analysis : 1. 000 Axial Stiffness: The axial stiffnesses were reduced. 81 12/21/16 18:54:38 • RAM-Frame 15.01:00.000 RAMStructuralSystem DataBase: Mezzanine ~Jsentl~y· Building Code: IBC Code Check Summary CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Ground Level: Base Mesh Criteria : Ignore Effects At Face of Joint Scale Factor: 1.00 Max. Distance Between Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): -rb = 1.00 Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) LOAD COMBINATION CRITERIA: 82 12/21/16 18:54:38 Steel Code: AISC360-l O LRFD Notional Loads Live Load factor fl (0.5 or 1.0) Sds (for Ev) Consider with Combinations containing only gravity loads 0.500 RhoX RhoY LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad El Seismic E2 Seismic ND 1 Notional ND2 Notional 0.770 · 1.300 1.300 RAMUSER RAMUSER EQ_ ASCE710 _ X _ NoE _F EQ_ASCE710 _ Y _NoE _F . NL AISC360 DL X --- NL AISC360 DL Y --- LOAD COMBINATIONS: IBC 2012 / ASCE 7-10 LRFD 1 * 1.400 D + 1.400 ND 1 2 * 1.400 D + 1.400 ND2 3 * 1.400 D -1.400 NDI 4 * 1.400 D -1.400 ND2 · 5 * 1.200 D + 1.200 NDl + 1.600 Lp 6 * 1.200 D + 1.200 ND2 + 1.600 Lp 7 * 1.200 D -1.200 NDl + 1.600 Lp 8 * 1.200 D -1.200 ND2 + 1.600 Lp 9 * 1.354 D + 0.500 Lp + 1.300 El 10 * 1.354 D + 0.500 Lp + 1.300 E2 11 * · l.354 D + 0.500 Lp -1.300 El 12 * 1.354 D + 0.500 Lp -1.300 E2 13 * 1.354 D + 1.300 El 14 * 1.354 D + 1.300 E2 15 * 1.354 D -1.300 El 16 * 1.354 D -1.300 E2 II RAMFrame 15.01:00.000 Code Check Summary 83 Page 2/3 RAMS!ructuralSystem DataBase: Mezzamne 12/21/16 18:54:38 ~!Bentley· Building Code: IBC Steel Code: AISC360-10 LRFD 17 * 0.746 D + 1.300 El 18 * 0.746 D + 1.300 E2 19 * 0.746 D -1.300 El 20 * 0:746 D -1.300 E2 * = Load combination currently selected to use Frame#l: Level: Mezz Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 4 78.40 0.00 0.00 0.00 0.00 11 0.26 (HI-la) 46 HSS6X6Xl/2 5 -69.05 -0.00 0.00 0.00 0.00 9 0.23 (Hl-la) 46 HSS6X6Xl/2 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 4 -5.87 138.72 0.00 -18.12 0.00 5-0.69 (Hl-lb) 50 W16X31 Brace Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 21 66.40 0..00 0.00 0.00 0.00 9 0.98 (Hl-la) 46 HSS4X4X3/8 22 66.40 0.00 0.00 0.00 o.oo. 11 0.98 (Hl-la) 46 HSS4X4X3/8 Frame#2: Level: Mezz Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 34 62.78 0;00 0.00 0.00 0.00 11 0.21 (HI-la) 46 HSS6X6Xl/2 35 63.79 -0.00 0.00 0.00 0.00 9 0.21 (HI-la) 46 HSS6X6Xl/2 Beam Pu Mux Mny Vux Vuy .LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 29 -4.29 81.01 0.00 -10.72 0.00 5 0.41 (Hl-lb) 50 W16X31 Brace Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 23 63.94 0.00 0.00 0.00 0.00 .9 0.94 (HI-la) 46 HSS4X4X3/8 24 63.94 0.00 0.00 0.00 0.00 11 0.94 (HI-la) 46 HSS4X4X3/8 Frame#3: Level: Mezz Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 9 64.64 -0.00 0.00 0.00 -0.00 10 0.22 (Hl-la) 46 HSS6X6Xl/2 51 60.29 0.00 -0.00 0.00 -0.00 12 0.20 (Hl-la) 46 H£S6X6Xl/2 II RAM Frame 1s.01:oo.ooo Code Check Summary 84 Page 3/3 RAMS!ructuralSystem DataBase: Mezzanine 12/21/16 18:54:38 ~!Bentley· Building Code: IBC Steel Code: AISC360-10 LRFD Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size #' kip kip-ft kip-ft kip kip ksi 127 -3.48 39.03 0.00 -6.49 . 0.00 5 0.20 (HI-lb) 50 W16X31 .. Brace Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 25 63.60 0.00 0.00 0.00 0.00 10 0.94 (HI-la) 46 HSS4X4X3/8 26 63.60 0.00 0.00 0.00 0.00 12 0.94 (HI-la) 46 HSS4X4X3/8 Frame#4: Level: Mezz Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 16 79.89 0.00 -0.00 0.00 0.00 10 0.27 (Hl-la) 46 HSS6X6Xl/2 52 71.68 0.00 0.00 0.00 ·o.oo 12 0.24 (HI-la) . 46 HSS6X6Xl/2 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 128 -6.3.6 37.26-0'.00 -6.19 0.00 5 0.19 (HI-lb) 50 W16X31 Br.ace Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 17 66.95 0.00 0.00 0.00 ·0~oo 10 0.98 (HI-la) 46 HSS4X4X3/8 18 66.95 0.00 0.00 0.00 0:00 12 0.98 (Hl-la) 46 HSS4X4X3/8 85 RAM Frame 15.01.00.000 • • . Frame Reaction Envelope RAMSlructuralSv,tem DataBase: Mezzanine 12/21/16 18:54:38 ~jsentley· Building Code: IBC CR1TER1A: Rigid End Zones: Ignore Effects At Face of Joint Member Force Output: P-Delta: Yes Scale Factor: 1.00 Ground Level: Base Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft): 4.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360}: 'tb = 1.00 Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations· · Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) LOAD COMBINATION CRITERIA: Roof Live Load: Reducible . Notional Loads Consider with Combinations containing only gravity loads 0.500 Live Load factor fl (0.5 or 1.0) Sds (for Ev) 0.770 RhoX 1.300 RhoY 1.300 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER RAMUSER Lp El E2 NDl ND2 PosLiveLoad Seismic Seismic · Notional Notional EQ~ ASCE710 _ X _ NoE _F EQ_ ASCE710 _ Y _ NoE _F NL~ AISC360 _DL _X NL_AISC360_DL_Y LOAD COMBINATIONS: IBC 2012 / ASCE 7-10 LRFD 1 * 1.400 D + 1.400 NDI 2 * 1.400 D + 1.400 ND2 3 * 1 .400 D -1.400 NDl 4 * 1.400 D -1.400 NP2 5 * 1.200 D + 1.200 NDI + 1.600 Lp 6 * 1.200 D + 1.200 ND2 + 1.600 Lp 7 * 1.200 D -1.200 NDI + 1.600 Lp 8 * 1.200 D -1.200 ND2 + 1.600 Lp 9 * 1.354 D + 0.500 Lp + 1.300 El 10 * 1.354 D + 0.500 Lp + 1.300 E2 11 * 1.354 D + 0.500 Lp -1.300 El 12 * 1.354 D + 0.500 Lp -1.300 E2 13 * 1.354 D + 1.300 El 14 * 1.354 D + 1.300 E2 15 * 1.354 D -1.300 El II Frame Reaction Envelone 86 RAM Frame 15.01.00.000 Page 2/3 .. RAMSlructuralSys'!em DataBase: Mezzanine 12/21/16 18:54:38 ~!Bentley· Building Code: IBC 16 * 1.354 D -1.300 E2 11 * 0:746 D + 1.300 El 18 * 0.746 D + 1.300 E2 19 ·* 0.746 D -1.300 El 20 * 0.746 D -1.300 E2 * = Load combination currently selected to use REACTION MAXIMA AND MINIMA: Frame#l: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 15 Max: 0.00 0.00 78.40 0.00 0.00 0.00 LC: 11 1 11 1 1 1 Min: -0.00 0.00 -26.29 0.00 0.00 0.00 LC: 13 1 17 1 1 1 16 Max: 80.25 0.00 13.23 0.00 0.00 0.00 LC: 11 1 5 1 1 1 Min: -80.25 0.00 4.96 0.00 0.00 0.00 LC: 9 1 18 1 1 1 17 Max: 0.00 0.00 69:05 0.00 0.00 --·0.00 LC: 19 1 9 1 1 1 Min: -0.00 0.00 -31.03 0.00 0.00 0.00 LC: 9 1 19 1 1 1 Frame#2: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 12 Max: 0.00 0.00 62.78 0.00 0.00 0.00 LC: 11 1 11 1 1 1 Min: -0.00 0;00 -34.34 0.00 0.00 0.00 LC: 17 1 17 1 1 1 13 Max: 80.25 0.00 9.30 0.00 0.00 0.00 LC: 11 1 5 1 1 1 Min: -80.25 0.00 3.14 0.00 0.00 0.00 LC: 9 1 18 1 1 1 I 14 Max: 0.00 0.00 63.79 0.00 0.00 0.00 LC: 19 1 9 l 1 1 .Min: -0.00 0.00 -33.84 0.00 0.00 0.00 LC: 9 1 19 1 1 1 Frame#3: • Frame Reaction Envelope 87 RAM Frame 15.01.00.000 Page 3/3 .. RAMStructuralSystem DataBase: Mezzanine 12/21/16 18:54:38 ~!Bentley· Building Code: IBC Node Rx Ry Rz Mxx Myy Tzz kips kips ·kips kip-ft kip-ft kip-ft 9 Max: 0.00 0.00 60.29 0.00 0.00 0.00 LC: 12 1 12 1 1 12 Min: -0.00 0.00 -35.08 0.00 0.00 -0.00 LC: 10 17 18 1 1 10 10 Max: 0.00 80.25 7.55 0.00 0.00 0.00 LC: 10 12 5 10 12 2 Min: .:.o.oo -80.25 3.17 -0.00 -0.00 -0.00 LC: 12 10 18 12 10 5 11 Max: 0.00 0,00 64.64 0.00 0.00 0.00 LC: 12 1 10 1 1 10 Min: -0.00 0.00 -32.89 0.00 0.00 -0.00 LC: 10 17 20 1 1 12 Frame#4: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 18 Max: 0.00 0.00 71.68 0.00 . 0.00 0.00 LC: 1 12 12 1 1 1 Min: 0.00 -0.00 -29.30 0.00 0.00 0.00 LC: 1 10 18 1 1 1 19 Max: 0.00 80.25 13.78 0.00 0.00 0.00 LC: 1 . 12 5 1 1 1 Min: 0:00 -80.25 5.44 0.00 0.00 0.00 LC: 1 10 17 1 1 1 20 Max: 0.00 0.00 79.89 0.00 0.00 0.00 LC: 1 20 10 1 1 1 Min: 0.00 -0.00 -25.11 0.00 0.00 0.00 LC: 1 10 20 1 1 1 88 : RAM Frame 15.01.00.000 • • Seismic Provisions Member _Code Check Summary RAMSlructuralSystem DataBase: Mezzanine 12/21/16 18:54:38 ~!Bentley· Building Code: IBC Frame#l: Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Steel Code: AISC341-10 -LRFD Story:Mezz Column: 4 Type: Special Concentrically Braced Frame Size:HSS6X6Xl/2 Fy (ksi): 46.00 D 1.4a Required Strength ---OK D2.5b Column Splices -Required Strength F2.6d. Column Splices F2.5a Basic Requirements (D 1.1 Highly Ductile) ---OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designat~ a single line of bracing Story:Mezz Column: 5 Type: Special Concentrically Braced Frame Size:HSS6X6Xl/2 Fy (ksi): 46.00 D 1.4a Required Strength ---OK D2.5b Column Splices -Required Strength F2.6d Column Splices F2.5a Basic Requirements (D 1.1 Highly Ductile) ---OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single ljne of bracing Stocy:Mezz Beam: 4 Type: Special Concentrically Braced Frame Size:Wl6X31 Fy (ksi): 50.00 F2.5a Basic Requirements (D 1.1 Moderately Ductile) ---Additional Check Required Criteria Apply one and two story exceptions whe.re applicable Use frame numbers to designate a single line of bracing Story:Mezz Brace: 21 Type: Special Concentrically Braced Frame Size:HSS4X4X3/8 ;Fy (ksi): 46.00 F2.4a Lateral Force Distribution_;._ OK F2.5 Bracing Members ---OK F2.5a Basic Require:qients (D 1.1 Highly Ductile) ---OK F2.5b(l) Slenderness ---OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single.line of bracing • Seismic Provisions Member Code Check Summary RAM Frame 15.01.00.000 . RAMStructuralSystem DataBase: Mezzanine 89 Page 2/8 12/21/16 18:54:38 ~/Bentley· Building Code: IBC Steel Code: AISC34 l-10 -LRFD Story:Mezz Brace: 22 Type: Spe~iai Concentrically Braced Frame Size:HSS4X4X3/8 · Fy (ksi): 46.00 F2.4a Lateral Force Distrioution ---OK F2.5 Bracing Members ---OK F2.5a Basic Requirements (Dl.1 Highly Ductile) ---OK F2.5b(l) Slenderness ---OK El Seismic Provisions Member Code Check Summary 90 liiit1 RAM Frame 15.01.00.000 RAMStructuralS;em-DataBase: Mezzanine ~!Bentley· Building Code: IBC Page 3/8 12/21/16 18:54:38 Steel Code: AISC34 l-10 -LRFD Frame#2: Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Story:Mezz Column: 34 Type: Special Concentrically Braced Frame Size:HSS6X6Xl/2 Fy (ksi): 46.00 Dl.4aRequired Strength---OK D2.5b Column Splices -Required Strength F2.6d Column Splices F2.5a Basic Requirements (D L 1 Highly Ductile) ---OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Story:Mezz Column: 3'5 Type: Special Concentrically Braced Frame Size:HSS6X6Xl/2 Fy (ksi): 46.00 Dl.4a Required Strength ---OK D2.5b Column Splices -Required Strength F2.6d Column Splices F2.5a Basic Requirements (Dl.1 Highly Ductile) ---OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Story:Mezz Beam: 29 Type: Special Concentrically Bra~ed Frame Size:W16X:H Fy (ksi): 50.00 F2.5a Basic Requirements (D 1.1 Moderately Ductile) ---Additional Check Required Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Story:Mezz . Brace: l3 Type: Special Concentrically BracecJ. Frame Size:HSS4X4X3/8 Fy (ksi): 46.00 F2.4a Lateral Force Distribution ---OK F2.5 Bracing Members ---OK F2.5a Basic Requirements (D 1.1 Highly Ductile) ---OK F2.5b(l) Slen.demess ---OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing II Seismic Provisions Member Code Check Summary RAM Frame 15.01.00.000 • RAMSlructuralSystem DataBase: Mezzanine 91 Page 4/8 12/21/16 18:54:38 ~/Bentley· Building Code: IBC Steel Code: AISC341-10 -LRFD ' Story:Mezz Brace: 24 Type: Special Concentrically Braced Frame Size:HSS4X4X3/8 Fy (ksi): 46.00 - F2.4a Lateral Force Distribution---OK F2.5 Bracing Members ---OK F2.5a Basic Requirements (Dl.1 Highly Ductile) ---OK F2.5b(l) Slenderness ----OK II Seismic Provisions Member Code Cbeck Summary RAM Frame 15.01.00.000 • RAMStriicturalSystem DataBase: Mezzanine 92 Page 5/8 12/21/16 18:54:38 ~!Bentley· Building Code: IBC Steel Code: AISC34 l-10 -LRFD Frame#3: Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Story:Mezz Column: 9 Type: Special Concentrically Braced Frame Size:HSS6X:6Xl/2 Fy (ksi): 46.00 Dl.4a Required Strength ---OK D2.5b Column Splices -Required Strength. F2.6d Column Splices F2.5a Basic Requirements (Dl .1 Highly Ductile) ---OK Criteria Apply one ~nd two story exceptions where applicable Use frame numbers to designate a single line of bracing Story:Mezz Column: 51 Type: Special Concentrically Braced Frame Size:HSS6X6Xl/2 Fy (ksi): 46.00 Dl.4a Required Strength ---OK D2.5b Column Splices -Required Strength F2.6d Column Splices F2.5a Basic Requirements (Dl.1 Highly Ductile)---OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Story:Mezz Beam:127 Type: Special Concentrically Braced Frame Size:W16X31 Fy (ksi): 50.00 F2.5a Basic Requirements (D 1.1 Moderately Ductile) ---Additional Check Required . Criteria Apply one and two story exceptions where applicable Use frame numbers· to designate a single line of bracing Story:Mezz Brace: 25 Type: Special Concentrically Braced Frame Size:HSS4X4X3/8 Fy (ksi): 46.00 F2.4a Lateral Force Distribution ---OK F2.5 Bracing Members ---OK F2.5a Basic Requirements (Dl .1 Highly Ductile) ---OK F2.5b(l) Slenderness ---OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing • Seismic Provisions Member Code Check Summary RAM Frame 15.01.00.000 RAMStr~cturalSy:em DataBase: Mezzanine ~!Bentley· Building Code: IBC 93 Page 6/8 12/21/16 18:54:38 Steel Code: AISC341-10 -LRFD Story:Mezz Brace: 26 Type: Special Concentrically Braced Frame Size:HSS4X4X3/8 Fy (ksi): 46.00 F2.4a Lateral Force Distribution ---OK F2.5 Bracing Members ---OK F2.5a Basic Requirements (D 1.1 Highly Ductjle) ---OK F2.5b(l) Slenderness ---OK --Seismic Provisions Member Code, Check Summary RAM Frame 15.01.00.000 • RAMStructuralSystem DataBase: Mezzanine 94 Page 7/8 12/21/16 18:54:38 ~!Bentley· Building Code: IBC Steel Code: AISC34 l-10 -LRFD Frame#4: Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Story:Mezz Column: 16 Typ~: Special Concentrically Braced Frame Size:HSS6X6Xl/2 Fy (ksi): 46.00 D 1.4a Required Strength ---OK D2.5b Column Splices -Required Strength F2.6d Column Splices F2.5a Basic Requirements (D 1.1 Highly Ductile) ---OK Criteria Apply one and two ~tory exceptions where applicable Use frame numbers to designate a single line of bracing Story:Mezz Column: 52 Type: Special Concentrically Braced Frame Size:HSS6X6Xl/2 Fy (ksi): 46.00 DL4a Required Str~ngth---OK D2.5b Column Splices -Required Strength F2.6d Column Splices F2.5a Basic Requirements (D 1.1 Highly Ductile) ---OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing / Story:Mezz Beam:128 Type: Special Concentrically Braced Frame Size:W16X31 Fy (ksi): 50.00 F2.5a Basic Requirements (D 1.1 Moderately Ductile) ---Additional Check Required Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Story:Mezz Brace: 17 Type: Special Concentrically Braced Frame Size:HSS4X4X3/8 Fy (ksi): 46.00 F2.4a Lateral Force Distribution ---OK F2.5 Bracing Members ---OK F2.5a Basic Requirements (Dl.l Highly Ductile) ---OK F2.5b(l) Slenderness ---OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing .• Seismic Provisions Member Code Check Summary RAM Frame 15.01.00.000 . .. RAMStructuralSystem DataBase: M~zzanine 95 Page 8/8 12/21/16 18:54:38 Steel Code: AISC341-10 -LRFD ~!Bentley· Building Code: IBC Story:Mezz Brace: 18 Type: Special Concentrically Braced Frame Size:HSS4X4X3/8 Fy (ksi): 46.00 F2.4a Lateral Force Distribution ---OK F2.5 Bracing Members ---OK F2.5a Basic Requirements (D 1.1 Highly Ductile) ---OK F2.5b(l) Slenderness ---OK • . · Frame Reaction· Envelope RAM Frame 15.01.00.000 • RAMSltucturalSystem DataBase: Mezzanine ~lsentley· Building Code: IBC CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Ground Lev.el: Base Mesh Criteria : Ignore Effects At Face of Joint Scale Factor: 1.00 Max. Distance Between Nodes on Mesh Line (ft): ·4.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): -cb = 1.00 Sign considered for Dynamic Load Case Results . . Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue. Analysis: Eigen Vectors (Subspace Iteration) LOAD CASE DEFINITIONS: D Dead.Load Lp PosLiveLoad El Seismic E2 Seismic RAMUSER RAMUSER EQ_,ASCE710 _ X _ NoE _F EQ_ ASCE710 _ Y _ NoE _F LOAD COMBINATIONS: -None - 1 * 1.354 D + 0.500 Lp + 2.000 El 2 * 1.354 D + 0.500 Lp + 2.000 E2 3 * 1.354 D + 0.500 Lp -2.000 El 4 * 1.354 D + 0.500 Lp -2.000 E2 5 * 1.354 D + 2.000 El 6 * 1.354 D + 2.000 E2 7 * 1.354 D -2.000 E1 8 * 1.354 D -2.000 E2 9 * 0.746 D + 2.000 El 10 * 0.746 D + 2.000 E2 11 * 0.746 D -2.000 El 12 * 0.746 D -2.000 E2 * = Load combination currently selected to use 96 12/21/16 18:54:38 Code checks requiring Emh use (+ 1. 000 Emh) for LRFD and(+ 0. 700 Emh) forASD in a set of generated load combinations independent of the combinations shown above. REACTION MAXIMA AND MINIMA: Frame#l: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 15 Max: 0.00 0.00 101.81 0.00 0.00 0.00 LC: 3 1 3 1 1 1 Min: -0.00 0.00 -49.70 0.00 0.00 0.00 II Frame Reaction Envelope 97 RAM Frame 15.01.00.000 Page 2/3 - RAMStructuralSystem DataBase: Mezzanine 12/21/16 18:54:38 ~leentley· Building Code: IBC - Node Rx Ry Rz Mxx Myy Tzz LC: 5 1 9 1 1 1 16 Max: 123.46 0.00 10.64 0.00 0.00 0.00 LC: 3 1 2 1 1 1 Min: -123.46 0.00 4.96 0.00 0.00 0.00 LC: 1 1 10· 1 1 1 17 Max: 0.00 o.oo · 92.46 0.00 0.00 0.00 LC: 11 1 1 1 1 1 Min: -0.00 0.00 -54.43 0.00 0.00 0.00 LC: 1 1 11 1 1 1 frame #2: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 12 Max: 0.00 0.00 86.19' 0.00 0.00 0.00 LC: 3 1 3 1 1 1 Min: -0.00 0.00 -57.75 0.00 0.00 0.00 LC: 9 1 9 1 1 1 13 Max: 123.46 0.00-7.02 0.00 0.00 0.00 LC: 3 1 1 1 1 1 Min: -123.46 0.00 3.14 0.00 0.00 0.00 LC: 1 1 9 1 1 1 14 Max: 0.00 0.00 87.20 0.00 0.00 0.00 LC: 11 1 1 1 1 1 Min: -0.00 0.00 -57.25 0.00 0.00 0.00 LC: 1 1 11 1 1 1 Frame.#3: Node Rx Ry. Rz Mxx Myy Tzz kips kips kips kjp-ft kip-ft kip-ft 9 Max: 0.00 0.00 ·83.70 0.00 0.00 0.00 LC: 4 5 4 1 1 4 Min: -0.00 0.00 -58.49 0.00 0.00 -0.00 LC: 2 9 10 1 1 2 10 Max: 0.00 123.46 6.52 0.00 0.00 0.00 LC: 2 4 2 2 4 2 Min: -0.00 -123.46 3.17 -0.00 -0.00 -0.00 LC: 4 2 10 4 2 1 11 Max: 0.00 0.00 88.05 0.00 0.00 0.00 LC: 4 1 2 1 1 2 • · .. Frame Reaction Envelope 98 Page 3/3 RAM Frame 15.01.00.000 • RAMStructuralSystem DataBase: Mezzanine 12/21/16 18:54:38 ~laentle\;r Building Code: IBC Node Rx Ry Rz Mxx Myy Tzz Min,: -0.00 Q.00 -56.30 0.00 0.00 -0.00 LC: 2 9 12 1 1 4 Frame#4: Node Rx Ry Rz Mxx Myy Tzz kips .kips kips kip-ft kip-ft kip-ft 18 Max: 0.00 0.00 95.08 0.00 0.00 0.00 LC: 1 4 4 1 1 1 Min: 0.00 -0.00 -52.71 0.00 0.00 0.00 LC: 1· 2 10 1 1 1 19 Max: 0.00 123.46 11.45 0.00 o.oo 0.00 LC: 1 4 4 1 1 1 Min: 0.00 -123.46 5.44 0.00 0.00 0.00 LC: 1 2 12 1 1 1 20 Max: 0.00 0.00 103.30 ·o.oo 0.00 0.00 LC: 1 12 2 1 1 1 Min: 0.00 -0.00 -48.51 0.00 0.00 0:00 LC: 1 2 12· 1 1 1 DATE---------B\VE SHEET ENGINEERED TO EXCEED EXPECTATIONS JOB NO -------- PROJECT-----------------------------------,. ~ 11\) °Epx ~ O , "?..$ r:,S :r w'i")( -=-o. 1 .54 \"/'P',c. ( Y'5"8(3--.:::-0, 1"2-'S \.N ) I ,, ~ --74-z.oo . n I-, {_ -=\-'?.-OD V-piJr;:,-93' :: SKo~---.;1~~ . J :r 99 "'D I t"'\ . I ?.rrw }J 'F ~en B--~.5'" ~-0'2:,1 0 ····-·t\"0~"--d' .. 79f'lF. ·t=orL· .. $'i:iKe;·~ ·i"Ril,.v · ·-z.o ...:3~ ,; "'P~1c._ ,r . . · . 1·""2--o ,c, SV~r.J~ O,t( "P~~ 't'O F-1--v-rH- .... " .. ,. i~J---... . "t.. o. ~<f-.. X'. 170 'Qi<; /1~ ' i .-IV .. ( Nffi'-f~,r.,._s.. ~t'1'i"~c;;:, 'fO ~--e-F-0~~) ~--~~-.....__~ ,.,.. __ .,,.._ ,,, ·--..--', .. ,.,,-.,., ..... ., .... ~ .. -. ; ,,, ...... '.37o.:;; -z. fb /7_ : ~~~.JI ?~' 7"-Atv 'po(r-.,_,.~ rz:.oru.e-s ( ~.::-{~0017,,\-)~ 4,4-J. S,~ r;z:,o._~~-1.-0 -p"",4C.-t-~. 'FDlL. ~~ ~~,4-1'-'\ 4--c.ov'>.J~~ ~ ©----- 0 I i ] i ! ~~ ~ ~-~ Cip cp ~ ~cp 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 i i i i i i i i i i i i i i i i i i i 1.~ i t' ,c i j i i i i .,J J.. ,~=r'55 i ""'.:"" \01 .'5 i i i i l i \~ 4\;' ! I ~ i i ! lL ! i ~--..... ··---~·-··---~------------~------------+----v;,-.,..._: ~-, --------~---v' ---~--T~.~.: u~l-'r------~--~--------------® I I I t I C 20 , I f I ! ! I ! -4o . ! ! ! ! ! ! @------------r--------. I I I I I 1 1 ·_ .• · 1 __ Ju 1 • " L--------~--~-------------_£;\ ! i i •1 r~rr, ,-, 1"8.F..' .- g ;. ~, ~, w ..... ~ AL,_.,~, .. ~.}11£21 ~ ;. l.HTjWJt ~ ~ ~. ~ ~, ~, 3 i i ~, ;. ~, i ii ;. ~ ;. I I i i FUTllE 9IIOGE ' ~ --f" -"7 Ii-"--···m14 1 Wl2X14 1 W1"'5 I I I W1"'5 I 'I I W1"'35 I I I' W1"'35 I t I W1BX3S _ I I I · 1 1· I I I I I I I Wl6X2il' " WEIGHT.4,IXX>lbl W1axso I w12X14 I w1zx14 I w12X14 I' w1a,r· I C•l'4' I I t I W18X35 , Wl8X35 I I I' Wl&X35 i -t--------------0 I j i i "'" FUTllE 1Ebw.c.i. UU, W.XYEIGHT: ..... i~ I . I g g r j j i ! ~ I ~ I I I I I I I IJMT,IW< ·i I IC • "+ I W18l(35 • Wl8l(35 \\£k1HT,lT W18l(35 ~ ___: T ~ _ 1-~ -~ s1l:; ii ,17 W12X1 I 'I ~ ;. r wJ55 T. I ;. 31 wwt1l:-:t./wtnr£.J ,•'Ml;;:1'.f I I I ' I t/2:'20gaGAlVANIZEO{G60) fCIWilCAL F1JTOOE MECH.WC'Al g . FlI11.ftE MECI-WICAL l ft ....... -ftU -·ft Cb :11GHT. ~MAX~IGHT. 3:, ~MAXWEIGHT: 1 g ~ ~ ~§ !',j ~ ~.; ~ ~· -1,l 1,l ~ ~--"-!' = 1,l 1,l 1.l,...,.-'-,--l-=,L-l 1,l " . I ,-,-,-W12X11 W12X1' Wl2X14! !',j "' "' "' 10Wl2Xl4 1 "' ..;. 'X14 I ' I 3 I ' l ·17,. I I I I I X<D W1"'4D Wl2X!:. Wl2Xl4 -;;;;x,t-W1BX40 ~~J WI ! ___________ J~ ~1 1 1 1 WlBXSO 1 ,~~~ 1 r i l'-4-.a stj·"-,-. ---- C•l\'4' I I FUTLIEM IHT,M.ll( ...... _LI 11 'W12X14 I Wll IECIMCAI. I.HT.MAX Vr9GHT·4,00Cb i ,, -1· 1" ~ kV/,;;:((;;:;,·: ~ ii; "'ii; ii 1.l i --,. -i:; -i:; -i:; g ,.::.;:.:?, ~ fl l:i fl ': 1.l ~/,.:;;., / / · ;. J ~ .:; ;; J , § ~ §,~ ii ;t fl I !~J L1 lil_ J ! J ;. ,: //~, / "' " "' " "' W12XI< Wl2Xl< ! -+- ;. u "' " "' "' "' Wl2XI<~ ,. 1 "" ;. 1 ''to ,._ IE IWIC/,1. " ii; B 1.; t ... ""'1 ;:; noo:r- 1 ij >, l;! " !;i , "'' M,\J( l! • -' v.-£ '0--© · 1 -. -· EC (.) WEl<iHMOOOlll ;:, u ~ c.::a _ ------f"'~----------c ©------~----l------~--_------------· ----------------·----: ---"' ~--~ '.:____ _ __ !_.-'-----~ ---· ----------i - ' ./ . ~ -\). • f,S'j 7'\7 § ii W1BX3S "' W18l(35 __ _j _____________ --'s.7' ~ r "' Wl8l(35 ·' '1 -e:J ,,~-: Wl" W18l(35 ' ' V I : ! ' §---------·-r--------1 Wllll.W.L1.LLJ..1...-u.y-<411~.....,.. ' ! ~"J,f!l ' ! ---, -.i...r?"'"/. l'--,L_ ! IC I i ! ! ! ! i\ V;,,.,,-<f-:F ! 14-=-JS.~ ' I FUTLIESTAlR -I I ' ' I I I . LOCAllOOAOO YOOTPEll I I I i ''"'it _ -:_ T .... : f'r.-i' _ _±""~-~,~ _ _i ::r ~:..~~( -1 -:r ~ .. ~1:""'t·---4-~ ------------------© 0---------~--*·tq; i·.oe · --· -· ·-l t t ! ! i " i ' I I I I , , , i -i:-= iz.oc-(,54€;~~0 1 Fe~@· 0· ~ + ,b @ © ,,.L__ A-s.s 4 ~ \.:J ~ ~ ~ 3 ~ 0 0 C) DATE--------- . ENGE--.-~--.----------- B\VE ENGINEERED TD EXCEED EXPECTATIONS PROJECT-----------'--------,--,---- ~. ~~A-r'I:-$ SHEET JOBNQ _______ _ ' ' . . ,009,..,-, --·--·-·-,·t,N?-Fi7·~-----····. ·wit:x~ -':,jj1··c,-;;,_:.;: e·,-----····· t?.;_:; _,, ,, /-S,'it ~ 1q5'~ . ("&,-....vN -t:5"~(\) . r~.,.. "74-,5'1::. vi ... .,.... . /-/pi:--1--i ::: O,'fSf-~-1CA'n 13,--i 1b-'3 ~ ) 101 . .. --, ,, .. -7~;, +· . '¾ x.o; 44-:-on, (o ~f -,., ,/ I ,J:. . iooo/' It.. . W\lo 't-"'>5' .,_;/ Li,z--~ ,/j7 c,J r'3,,s-1: "c.."BS" (lhvVIJ 4 ~ 4-.S-) ?~:: 1 O, .-e IC.. , , ' ~ ., --"--,,~-----, ... ___ -·-·--· · -·.--+---" ----·----.· -.... -----.--:-·¥nv;·::, ... o.,S-~--{!FZ-lrtv1.. :u,,.'!"'.f -DP;'3o/· .. --·- 1to~ + -o, s;s-.c-o .~fo~) V'l(ti~:3$ ..., /1-i:,= ~I 1' P~ r '2,@,~\C' ____ , _______ ,. __ c~.,.....,,-1-__ 3 ,S'::~4-:Y : _ .... -........ 4?"~~70'< r!~t") ,., : C> S'S ( 'iZA-1'1 °i5t-'1 # S ) 0. . , ' CJ '; , ; -• ~----... -:._. ........ _...,_ ' ......... 4 ............ -~t: ................... _ .. ·~ ' 1 II RAM Steel 15.01.00.000 Gravity Beam Desi2n RAMSlrucluralSystem DataBase: Mezzamne ~]Bentley· Building Code: IBC Floor Type: Mezz Roof Beam Number== 30 SPAN INFORMATION (ft): I-End (65.50,0.00) J,.End (93.50,0.00) Maximum Depth Limitation specified= 19.00 in Minimum Depth specified= 11.00 in Beam Size (Optimum) = W18X35 Total Beam Length (ft) = 28.00 Mp (kip-ft) = 277.08 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 8.000 3.23 2.80 8.5 0.00 0.00 0.0 0.00 16.000 3.23 2.80 8.5 0.00 0.00 0.0 0.00 24.000 3.23 2.80 8.5 0.00 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.100 0.000 0.0% Red 0.000 28.000 0.100 0.000 0.000 2 0.000 0.002 0.000 NonR 0.000 28.000 0.002 0:000 0.000 3 0.000 0.018 0.010 8.5% Red 0.000 28.000 0.018 0.010 0.000 4 0.000 0.035 0.000 NonR 0.000 28.000 0.035 0.000 0.000 102 12/21/16 18:54:38 Steel Code: AISC 360-10 LRFD Fy = 50.0 ksi Red% PartL 0.0 0.00 0.0 0.00 0.0 0.00 SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 16.47 kips l.00Vn = 159.30 kips MOMENTS (Ultimate): Span Cond Loa4Combo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ l.2DL+l.6LL 119.5 16.0 8.0 1..07 0.90 218.12 Controlling l.2DL+ l.6LL 119.5 16.0 8.0 1.07 0.90 218.12 REACTIONS (kips): Left Right DLreaction 6.31 7.70 Max +LL reaction 3.42 4.52 Max +total reaction (factored) 13.06 16.47 DEFLECTIONS: Dead load (in) at 14.14 ft = -0.516 LID = 652 Live load (in) at 14.14 ft = -0.303 . LID = 1108 Net Total load (in) at 14.14ft --0.819 LID = 410 II RAM Steel .15.01.00.000 Gravity Beam Desi2n RAMStructuralSystem DataBase: Mezzanine ~Jaentley· Building Code:-IBC Floor Type: Mezz Roof Beam Number= 31 SPAN INFORMATION (ft): I-End (93.50,0.00) J..-End (113.50,0.00) Maximum Depth Limitation specified= 19.00 in Minimum Depth specified = 11.00 in Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 20.00 Mp (kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 4.000 3.23 2.80 0.0 0.00 0.00 0.0 0.00 12.000 3.23 2.80 0.0 0.00 0.00 0.0 0.00 tINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.100 0.000 0.0% Red 0.000 20.000 0.100 0.000 0.000 2 0.000 0.002 0.000 NonR 0.000 20.000 0.002 0.000 0.000 3 0.000 0.018 0.010 0.0% Red 0.000 20.000 0.018 0.010 0.000 4 0.000 0.026 0.000 NonR 0.000 20.000 0.026 0.000 0.000 103 12/21/16 18:54:38 Steel Code: AISC 360-10 LRFD Fy = 50.0 ksi Red% PartL 0.0 0.00 0.0 0.00 SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 11.93 kips 0.90Vn = 105.97 kips MOMENTS (Ultimate): Span Cond Load Combo Mu @ Lb Cb Phi Phi*Mn kip-ft . ft ft kip-ft Center Max+ l.2DL+ l.6LL 62.6 12.0 8.0 I.IO 0.90 142.03 Controlling l.2DL+l.6LL 62.6 12.0 8.0 I.IO 0.90 142.03 REACTIONS (kips): Left· Right DLreaction 5.33 4.04 Max +LL reaction 3.46 2.34 Max +total reaction (factored) 11.93 8.59 DEFLECTIONS: Dead load (in) at 1-0.00 ft. = -0.221 LID = 1086 Live load (in) at 9.90 ft = -0.144 LID = 1668 Net Total load (in) at 9.90 ft = -0.365 LID = 658 Gravity Beam Desi2n 104 • RAM Steel 15.01.00.000 . RAMStructuralS~em. DataBase: Mezzanme ~!Bentley· Building Code: IBC 12/21/16 18:54:38 Steel Code: AISC 360-10 LRFD Floor Type: Mezz Roof Beam Number= 5 SPAN INFORMATION (ft): I-End (89.50,113.00) J-E_nd (113.50,113.00) Maximum Depth Limitation specified= 19:00 in Minimum Depth specified= 11.00 in Beam Size (Optimum) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 24.00 Mp (kip-ft) = 277.08 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.000 6.20 3.91 16.3 0.00 0.00 0.0 0.00 0.0 16.000 6.20 3.91 16.3 0.00 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red¾ Type PartL 1 0.000 0.100 0.000 0.0% Red. 0.000 24.000 0.100 0.000 0.000 2 0.000 0.004 0.000 NonR 0.000 24.000 0.004 0.000 0.000 3 0.000 0.044 0.025 16.3% Red 0.000 24.000 0.044 0.025 0.000 4 0.000 0.035 0.000 NonR 0.000 24.000 0.035 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 15.71 kips 1.00Vn = 159.30 kips MOMENTS (Ultimate):. Span Cond Load Combo Center Controlling Max+ REACTIONS (kips): DLreaction Max +LL reaction l.2DL+ 1.6LL L2Dt+l.6LL Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) · at Net Total load (in) at Mu kip-ft 119.6 119.6 Left 8.39 3.53 15.71 12.00 ft 12.00 ft 12.00 ft @ ft 12.0 12.0 Right 8.39 3.53 15.71 = = = -0.448 -0.198 -0.646 Lb ft 8.0 8.0 Cb 1.00 1.00 LID LID LID = = = PartL 0.00 0.00 · Phi 0.90 0.90 643 1453 446 Phi*Mn kip-ft 204.87 204.87 II RAM Steel 15.01.00.000 RAMStructuralSystem DataBase: Mezzanine ~jeentley· Building Code: IBC Gravity Beam Desi~n Floor Type: Mezz Roof Beam Number= 126 105 12/21/16 18:54:38 Steel Code: AISC 360-10 LRFD SPAN INFORMATION (ft): I-End (170.00,20.00) J-End (170.00,52.00) Maximum Depth Limitation specified= 19.00 in Minimum Depth specified= 11.00 -in . Beam Size (Optimum) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 32.00 Mp{kip-ft) -225.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 28.000 15.53 8.11 26.4 0.00 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.100 0.000 0.0% Red 0.000 :32.000 0.100 0.000 0.000 2 0.000 0.012 0.000 ---NonR, 0.000 32.000 0.012 O.QOO 0.000 3 Q.000 0.142 0.081 26.4% Red 0.000 32.000 0.142 0.081 0.000 4 0.000 0.002 0.000 NonR-0.000 32.000 0.002 0.000 0.000 5 0.000 0.018 .0.010 26.4% Red 0.000 32.000 0.018 0.010 0.000 6 0.000 0.031 0.000 NonR 0.000 32.000 0.031 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 32.24 kips 1.00Vn = 131.18 kips MO1\1ENTS (Ultimate): Span Cond Load Combo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+ l .6LL 130.1 23.4 0.0 1.00 0.90 202.50 Controlling 1.2DL+l.6LL 130.1 . 23.4 0.0 1.00 0.90 202.50 REACTIONS (kips): Left Right DLreaction 6.82 18.47 Max +LL reaction 1.82 6.30 Max +total reaction (factored) 11.10 32.24 DEFLECTIONS: (Camber= 3/4) Dead load (in) at 17.12ft = -1.287 LID = 298 Live load (in) at 17.12ft = -0.387 LID = 992 Net Total load (in) at 17.12ft = -0.924 LID = 416 DATE--------B\VE 106 SHEET 'ENGINEERED TO EXCEED EXPECTATIONS ENGR-.-.-.. --.. --------JOB NO -------- PROJECT ------------------------- 1,:.,,~,_, , , tf'J'I' 7Z-,'\ x.o,"2:..7S ::---z:ol'-(-01c...) "T.;!';c~ l '"a;~/Ju, -bv l=otL \.~lbJ(Jl JC-?' u.J I/ 1 ~o " ;::;-0, 9' )(~,0 ,-<, 0,"3 -:: /'o f-1.JN { e,,w U) 0 ::: --Z:.-10 IL ( 0 It-) , ~--,...._-,,,~,._....,,. r.,,..,_ -'•~:.,,.~.,.....,,, .• ..,,..,,. C .: '\ . ... -'· ,, -.... ' _, -,...,.,_ ... ·- 107 BWE Project:! .0stendo Bv: · JD !Sheet No.:I 9449 Balboa Ave. Suite 270 Location:! Carlsbad Date: 12122116 I San Diego, CA 92123 Clieht:I DGA Job No,: 12755 (619)299,5550 Fax (619)299-9934 Braced·Frame Floor Beams -Strength Checks per AISC 341-10 Brace Size . Ag (in') r (in) P0-i(k) HSS4x4x3/8 4.78 1.47 308 ABOVE BEl:OW RAM Frame ID Brace, Size L (ft) Angle(deg) Kur· Fcre (ksi) Brace Size L(ft) Angle (deg) KUr F,,e (ksi) 1 {1/S301) HSS4x4x3/8 15.25 46.4 124.5 16:2 2 (2/S301) HSS4x4x3/8 15.25 46.4 124.5 16.2 3 (3/S301) HSS4x4x3/8 15.25 46.4 124.5 16.2 4.(41S301) HSS4x4x3/8 15.25 46.4 124.5 16.2 F2.3Cii'"PROVISIONS F2.3(iil PROVISIONS ABOVE BELOW Beam Forces .ABOVE BELOW Beam Forces RAM Frame ID C1 (k) T1 /kl C2/kl T2(k) Pv /kl. Pxlkl C1 (k) T1 (k) C2/kl T2/kl Py(k) Pxlkl 1 (1/S301) 88 308 0 164 26 308 0 138 2 (2/S301) 88 308 0 232 26 308 0 196 3 (3/S301) 88 308 0 150 26 308 0 127 4·(4/S301) 88 308 0 164 26 308 0 138 ., BF Beams.xis 108 BWE Proiect:'I Ostendo By: JD ISheet No.:' 9449 Balboa Ave. Suite 270 Location:! Carlsbad Date: 12/22/16 ·1 , San Diego, CA 92123 Clierit:I -DGA Job No.: -12755 (619)299-5550 Fax (619)299-9934 Braced Frame Floor Beams-Strength Checks per AISC 341-fO . PROVISIONS FOR F2.3(i) . Load Case 1 Load Case2 RAM Fra,me ID Vo(k) VL (k) VEmh (k) M0 (k-fl) ML (k-fl) Memh (k} Vu (k) Mu (k-ft) Pu (k) Vu (k) Mu(k-fl) Pu(k) 1 (j/S301) 15 15· 0 74 31 0 29 121 164 10 50 164 J (2/5301) 15 15 0 36 23 0 29 64 232 10 25 232 3 (3/$301) 15 15 0 23 7 0 29 37 150 10 16 150 4 (4/S301) 15 15 0 22 7 0 29 35 164 10 15 164 PROVISIONS FOR F2.3(iil. Load Case 1 Load Case2 RAM Frame ID Vo(k) VL (k) Vemh (k) Mo(k-ft) _ML (k-ft) MEmh (k), V~(k) Mu (k-ft) Pu (k) Vu(k) Mu (k-fl) Pu(k) 1 (1/S30~) 15 15 0 74 31 0 29 121 138 10 50 138 2 (2/S301) 15 15 0 36 23 0 29 64 196 10 25 196 3·(3/S301) 15 15 0 23 7 Q 29 37 127 10 16 127 4 (4/S301) 15 15 0 22 7 0 29 35 138 10 15 138 ,, ' - Axial Caoacitv Flexural Caoacitv . F2.3/il ~ Interaction F2.3(ii) -Interaction RAM Frame I_D · BeamSiz!l ~L(ft) p (k") Lb(ft) b.(kip-ff) LC 1 LC2 LC 1 LC2 ·check 1 (1/S30.1) W16x36 8 2.89 8 4.12 0.97 0.68 0.90 0.61 OK 2 (2/S301) W16x36 8 2.89 8 4.12 0.93 0.77 0.83 0.67 OK 3 (3/8301) W16x36 8 2.89 8 '· 4.12 0.58 0:50 0.52 0.43 OK 4 (4/S301) W16x36 8 2.89 8 4.12 0.62 0.54 0.54 0.46 OK - BF Beams.xis project: Ostendo by: B\VE location: Carlsbad, CA JD date: job no: FRAMES 1 THRU 4 12/22/16 12755A Brace Frame-Connection AISC 341-10 Brace to Beam & Column Inputs: Fy = 46 ksi Fu= 58 ksi Ry= 1.4 Rt= 1.3 Brace 8 (Deg) 8 (Rad) Ag(in2) Lb (ft) r (in) tdes (in) D (in) K Bl HSS4x4x3/8 46 0.810 4.78 15.3 1.47 0.35 4.00 1.0 B2 .HSS4x4x3/8 46 0.810 4.78 15.3 1.47 0.35 4.00 1.0 Expected Brace Strengths (F2.3) T1 (kips) C1 (kips) C2 (kips) Bl 307.8 88.3 26.5 B2 307.8 88.3 26.5 Brace to Gusset Design NOTES •Check Shear Rupture; Weld Size Upper: 5/16 in Shear Weld Ru (kips) An/I (in2) l,eq'd (in) l,eq'd (in) Use: CK Bl 82 307.8 1.396 6.50 11.06 12 OK 12 OK 307.8 1.396 6.50 11.06 Use Upper: Lap Brace to Gusset Length= 12in Minimum •Check Block Shear: Bl B2 Fy,Gusset = tGusset, Upper = Ru (kips) 307.8 307.8 50 ksi 0.750 in 1 18 1 18 65 ksi 3 551.3 OK 3 551.3 OK A/SC 360-1014.2 A/SC 360-1014.3 109 B\VE •Check Brace Reinforcement: tRelnf (in) Use PL t x w: 0.25 Xerace (in) F y,Relnf = 50 Ry= 1.1 1/Z*Aerace (in2) project: O$tendo location: Carlsbad; CA FRAMES 1 THRU 4 WRelnf (in) 3 ·ksi Fu,Reinf = 65 ksi Weld·Size: 3/16 in . XRelnf (in)_ ARelnf (in2) Xrot (in) U Bl B2 1.5 1.5 2.13 2.125 0. 75 1.66 Bl -B2 B3 B4 2.13 Ru,Reinf (kips) ldevelop (in) 41.25 4.94 41.25 41.25 41.25 4.94 4.94 4.94 2,125 0.75 1.66 date: 12/22/16 ~(iri2]CK 0.86 4.96 OK 0.86 4.96 OK Use. Upper: Develop Reinforcement.Sin Beyond.Gusset End Ea. Side 110 by: JD job no: 12755A F2.5b(3} B\VE •Check. Gusset Buckling: Beam: Column: Base Plate: Whitmore Size W16x36 HSS6x6xl/2 PL1" project: Ostendo location: Carlsbad, CA FRAME,S 1 THRU 4 Fy (ksi) · D·(in) tw (in) 50 15.90 0.30 50 6.00 0.50 0.75 k (in) t1(in) 0.83 0.43 0.75 0.50 Ru,Guss et (fate: 12/22/16 by: JD job no: 12755A F2.6c{2) Section (in) L1 (in) L2 (in) ee.(in) ~ (in) K (kips) cl>Rn (kips) CK Bl B2 13.95 B.95 5.97 9.59 5.97 9.59 3.1 3.1 14 14 i.2 97.1 1.2 97.1 •Gusset Forces to Beam, Column & Base Plate: Case#l P (kips) Tension Ve (kips) He (Kips) Vb (kips) Hb(Kips) 81 307.8 35.1 66.9 177.2 156:0 B2 307.8 35.1 66.9 177.2 156.0 Case#2 P (kips)Comp Ve (kips) He {Kips) Vb (kips) Hb (Kips) Bl 88.3 10.1 19.2 50.8 44.7 B2 88.3 10.1 19.2 50.8 44.7 •Check Gusset to Column: Bl B2 Bl B2 Bl B2 Gusset Shear: Ru (kips) 35.1 35.1 cl>Rn (kips) CK 70.8 OK 70.8 OK Coiumn Local We~ Yielding: Ru (kips) cl>Rn {kips) CK 19.2 106.7 OK 19.2 106.7 OK Column Shear: Ru (kips) cl>Rn_(kips) CK 66.9 90.0 OK 66.9 90.0 OK Gusset Tension: Ru (kips) _ cliRn (kip! CK 66.9 106.2 OK 66.9 106.2 OK Column locaiWeb Crippling: _ Ru (kips) cl>Rn (kipiCK 19.2 261.6 OK 19.2 2(?1.6 OK 470.3 OK 470.3 OK . 14.1 &)4.2 110.2 & )10.3 G2.1 111 81 82 project: O~tendo B\VE location: Carlsbad, CA FRAME~ 1 THRU 4 Gusset/Column Weld: Ru (kips) cl>Rn (kips) CK 75.5 75.5 318.4 OK 318.4 OK - Upper Weld Size: 5/16 in Lise Upper: Provide 5/11?" Weld ~a. Side qf Gusset to-Column by: JD date: job ho: 12/22/16 12755A •Check Gusset to Stub Beam or Plate: 81 82 Gusset·Shear: Ru (kips) 156.0 156.0 Size W16x57 Fy {ksi) so cl>Rn (kips) CK 315.0 OK 315.0 OK Beam Local Web Yielding: Ru: (kips) cl>Rn (kips) CK 50.8 307.0 OK 50.8 307.0 OK D (in) tw {in) k {in) t1 {in) A {in2) ry {in) . 16.40 0.43 1.12 0.72 16.80 1.60 Gusset Tension: 14.1 &14.2 Ru (kips) cl>Rn (kip! Ci< 1n.2 472.s oi< 177.2 472.5 OK Beam Local Web ·crippling: }10.2 & 110.3 Ru (kips) cl>Rn (kip! CK _ 50.8 215.3 OK SQ.8 215.3 OK 112 Bl 82 projec\: Ostendo ·13\VE locati9n: Carlst:>ad, CA . F~f\1.ES 1 THRU 4 Gusset/Beam or·PlateWeld: Ru (kips) <!>Rn (kips) CK 236.1 236.l 258.2 OK 258.2 OK Upper Weld Sjze: 5/16 in Use Upper: Provide 5/1.6" Weld Ea. Side of Gussetto Beam •Check Stub·B.eam to Column: Bl 82 Bl 82 Stub Beam Shear: Ru (kips) <!>Rn (kips) CK 187.2 187.2 211.6 OK 211.6 OK Column Local Web Yielding: Ru (kips) <j,R0 (kips) CK 124.2 124.2, Stub Beam Weld: 388.3 OK 388.3 OK Ru {kips) <!>Rn Jkips) CK 202.3 202.3· 220.0 OK 220.0 OK · Stub Beam Compression: Ru (kips) <!>Rn (kip: CK 124.2 756.6 OK 124.2 756.0 OK Column Local·Web·Crippling: Ru (kips) <j,R0 (kip: CK 124.2. 261.6 OK 124.2 261.6 OK Upper Weld Size: 5/16 in Use Upperi Provide 5/16" Weld Ea. Side of Beam Web to Column 113 by: JD date: job no: 12/22/16 12755A 62.1 &14.4 110.2 & 110.3 ' ' Df>iTE ---------- ENGR ---.,------'<-·--·--·-···· ·--·~ ~ ......... , ....... " . -# ....... . B\VE ENGINEERED TO EXCEED EXPECTATIONS SHEET JOB NO _______ _ PROJECT-----,------....----------- ... ~i?o.;:--JZ.1'). f;;;:-.::-~"'2.~'-. l _..__, ___ ., ---;~-·-"L_..,_,,....,.., ..,....,._, o ,9-P-r f G. =-o. crv't't,'3G- ~'-'ce-t\-1o,--~7' ~/4 A-sc.e-, ..... l O ·~ /'Z,('3 I 4 4 i \f\J• X '"2--1-P . ~~~-£3ekl"' vtpef.,. I "o" ~ 50M t--10t1~ ~o,.__,,... ''O ,, 'I l~.,.-;-t'Z.. ,t ----1------·~ ... J\1ar.-... ~ .. {Lt3.·~ @:?.-:_><i .. L-=h.~1 .J'l<.'9,?T: .. '8~0 ~ K~ ~ ~, oi~ 1"2 41!-,.. :+ o,i::i i< t'2. C s-e'll.T-t-"2..-4-) +-\~~ ( Ls)(.-r+-1~-.-) 1 114 o,1'51(.c..~ 1<. '"Z-1:,(41x (Z4>t-'2.L.t)(.T") ; ··-··----. -·-· .::: . -Z-B 'ca; ,\--2 I 4-l~i--. ,,,-. 0 . lvt~-= 10. ca Ls~-r-+ ~o. 't) 4l'-,.-,t--Z'S9 ,-z.. ,;-('ZtSS-r-'"2, 4-Le-)C.,...) C Li;v.r-+-t"2.) . i/ ,,,--' V. V ,/ . ::: ~1,-b L~)(..T' t-Z-59,'1.. +-~.'8 Le-)(.,... -1-'3·c:µs-,,6 t-Z,tL-~~-z. t-~."oL&-r . . . ----,--,!------···· ----·-· -·--······-: ............... ~-·~-·· ................ ···-········--·-·· --· ... . fvt.tz... = : Z, C\-L.t".; !-r 79', 'Z-~.,.. +-b::> c:z:. '8 ,.. 1 • z.. s-H., ,-=-I lioo 1,(---f,f: ' i . ·M~"'. o:,"1,-,-z.-,.:b +--o.j"}'l~'i.x30 +-· ;+'3,"2-( .G.1--t"Z--) . . ----1 ·-1-----,-............. ~ ............... t----·----~-:,.,..,.,. -~ ..... --... ·~-~-...... ~ ................. ~.,~ ........ -..... , "., .. '. t I e ;: ------.J....----------·--·-,., ....... ,. __ ""·-·' ,. • I ' ' ~-Ho, Z:-W 'IH,G ·"o~ ·· # ,' . :-'f-, 41 .. -~ .. i,.5!;> ___ -i---·-.' . -- l 1 zi\1~)(. -t i , C). i . ; ' .__ ,P ---~..,,..,. ... .-...,,.,. ,_,. .... .,.~ ....... _ .. ~ -·-.... ~ -· i ' ic-f-i=-.,: /Lb b . ' 1-1~,.. ;: ·1.'J.~ -,?J:::--). "DATE ---------B\VE 115 SHEET ENG/H~EREP TO EXCEED EXPECTATIONS JOB NO -------- -,.._ ) PROJECT-------------------,------ I' r--''-""{2. :r. 'P-::;, . e.. '\.:..!..-. ---'i-:------·-··"'. ·--Le,// . . -~·s (L-.. :,. _. :-' ~---... -·· • .... t\,(LV!riN'J -~. -~r-~ ·:-~~~. ;:--'3-z;~~ \JS:>c-( 7) f:!=-7 -.~ A_, C q..,? .. .JN't; -A! i--:, (t-, ,· d.=-7.-0" b,...r ~ ,, ·oi.;, ~h -~-\ !'-:1 O~J;,.- 0 cpfvtvi::- : . 4?\14, ;-· 0,75 I<. -z,._ +s,., 20 ~,;o~ 1,. ;.r~ ~' _____ ..,. ____________ ..,..,._. ____ ----~-· ---..---..~ .... ·--' -----,-... ~--~-. ... --.,.,.....,... --~, ___ ,,._. ~· --~--,_. ----, ___ _ 78,Cf w.. {<0_1'--) __ . 0 ~C-. 1:p-; 3 ,, STl~?',9, e..-'8 . o ... e-, --i-o . cl . 1-1~e.r r'?-9rr~ivt (,) $;7 -,-+'o 1.-1DNG.1Wr::,,,~ ____ Jr---·-·---. ... ........ -----, ',.,,._~-...-~-... _._.,._,_,.,,_., __ [ ---·-·~-----·---"' -· -.-... ,- ) ' I i l -------;--·---···-• ... ,_,._,_,,, .. , .. ,_ ·i ,.,.,..•,..,._..._"'~-~~ .... <--we.....-,~ • ._. •• __ ,,_,._~,.···• • • ,, ' Project: 0stendo Date: 12/22/2016 · Job#: 12755A ,Engineer.: JD EQUIPMENT ANCHORAGE Sos= 0.77 Ip= 1 Equipment ID aP Rp !1 ' 0 z/h Wp(lbs) Small EF Units , 2.5 2 2.5 1 4000 Medium CD Units 2.5 2 2.5 1 '6000 Large AB Units 2.5 2 2.5 1 7000 112.5 kVA Trans 1 2.5 2.5 0 1200 Fp (lbs} Fv(lbs) H(in) L(in) 4620 616 66 186 6930 924 71 190 8085 1078 82 198 277 185 50 31 'B\VE Seism(c Check on Equipment per-ASCE C,hp. 13 (CBC 2013) W(in) Hcg (in) 4iJ,(in) W09 (in) Mounting 80 33.0 93.0 40.0 Base·Mounted 113 35.5 95.0 56.5 Base Mounted 12!3 41.0 99.0 63.0 Base Mounted 23 25.0 15.5 1.1.5 Base Mounted' ~ ...,,, 0) ,, Project: Ostendo Date: 12/22/2016 Job#: 12755A Engineer: JD EQUIPMENT ANCHORA~E Sos= 0.77 Ip= Equipment ID WP (lbs} Fp_(lbs} Fv(lbs} #_Bolts, L #_Bolts, W Small EF Units. 4000 4620 616 2 2 Medium CD Units 6000 6930 924 2 2 Large AB Units 7000 8085 1078' 2 2 112.5 kVA Trans 1200 277 185 2 2 Anchor to Cone? (YIN) N N N y B\VE Seism(c Chec;k_on E9..uip_TT1E1_nt per ASCEChp. 13 (CBC 2013) Anchor to steel beams by welding, spring isolators from unit.to steel supports; use double-sided 2" long flare bevel welds at 24110.c. MR(l.1(11>-in) Upll!t_L MR(W)(lb-ln) Upll!t~W 277512 -o 119366 414· 246015 425130 0 252903 0 331485 516978 0 328986 20 17325 13876 111 10295 306 Anchor tq concrete isolation pads, no isolators from unit to concrete; use Simpson Strong-Bolt 2, 1/2"dia x 4" embed (ICC ESR-~037) ...,_ ...,_ --..J '-". Jeff Densley From: Sent: Ruan, Eric < Eric.Ruan@pmgroup-global.com > Thursday, December 15, .2016 11:21 AM To: Trey Post; Jeff Densley Cc:·. Casey Warren; Charlie Colvin; Galvin, Jer; Metzger, Benjamin; Hurt, Andrew; Dunn, Joseph Subject: RE: Ostendo Deliverables Attachments: CSAA Dimension Drawings.pdf; (SAA Mechanical Specifications.pdf; CSAA Product Report.pdf; CLCH-PRC023B-EN_092015_Performance CSAA Dimensional Data.pdf Hi, Trey, This is the information we get from Trane, including the· dimensions and w~ights: Recirculation AH units at equipment platform 1. Small EF 4nits Trane Performance Climate Changer CSAA 9k CFM (CSAA SIZE 25) 2237 W motor power 2660 RPM i56010 BTUH Heating 410010 ·BTUH Cooling .Operating Weight 3.85 kip L X W X H = 15'6" X 6'-811 X S'S" 2. Medium Cb units Trane Performance-Climate Changer .C'$AA 16k CFM (CSAA SIZE 35) 3728.5 W motor power 2378 RPM 435140· BTUH Heating 732690 BTUH Cooling Operating Weight 5.45 kip L X W X H = 15'10" X 9'5" X 5'11" 3. Large AB ·units Trane Performance Climate Changer CSAA 20k CFM (CSAA SIZE SO) 5592.75 W motor power. · 2663°RPM 929310 BT.UH Heating 916670 BTUl'f Cooling Operating Weight 6.59 kip L X W X H = 16'6" X 10'6" X 6'10" DOAH (MUAH1-3) units are the same model as the recirculation units. The cut sheet of CSAA is in the attached PDF. Andrew will send the big electrical gear info to you today. Please let me ~now if you have any questions. 1' 118 119 120 1 ~ B ~~~l . . 252--"---'-''---,,----,-~-"""""-----"----,----,--,---6 . OVerd El.evatloo View:. R.lgit -Shipping-splits lndlcatecM:7; bol<::f: out!lhe. -Meii~urements In Inches ! Pos.# 1. 2 3 4 5, 6 7 8 ,):,,,.,.l<-,_ .. ,,;- ~oc11.11e ~ng~ yve1gtit FIiter section -37 114 745 .55 coii~caon 1 o. 425 .6.6 Coil secllOn 48· 1l8 2021.61 Coll,setqQn 1Q 118 4ii~.4~ ;.t.cces~ ~c;tion 19 ~01:_oo Fan seCIIOn 60•,5/8 2036,89 Access.sect1Qri 19 118 324.78 Ol~chargt P.le,ril,IIJ'l 48 709.94 Installed Unit,Welght 7014.88 lbs i Basic OVefaQ Plan View: Top -Measurements In Inches · _UJI 1fnloW: 1:.a," .c.fm S•n Frari~Js:e-9 Ml"1 Qffle• . 1 s ~ l fllflNI• .t,.Jll::llCI C•a• c•a191 f ,Arlialdlt• • APPROXIMATE CENTER OF GRAVITY 49.0~ I• • I [1241J I I 24.45 I• [621J 16.57_ I [4?1] SEISMIC QUALIFICATION J 3.68 [93] WIRE .ACCESS TO BE COMPLIANT WITH THE SEISMIC REQUIREMENTS ,OF ASCE/SEI 7. THIS UNIT IS SELF CERTIFIED TO ICS ES AC156 BY SHAKE TABLE QUALIFICATIONS TESTING. THE ENCLOSURE ABOVE IS 22K. NOTES: UL LISTED TO UL 1561, FILE NUMBER E6868. NEMA ST-20 (2014) ROUTINE TESTS ARE COMPLETED ON ALL UNITS. MANUFACTURED IN IS09001 FACILITIES GREEN PREMIUM (RoHS/REACH COMPLAINT, PRODUCT ENVIRONMENTAL PROFILE) REGISTERED TO DOE VIA 10 CFR 429 MINIMUM SIDE AND REAR CLEARANCE 1/2 INCH PER UL1561 ALCOVE TESTING. FRONT ACCESS MUST COMPLY WITH NEC WORK SPACE /REQUIREMENTS. • I' 28.45 [723] __ ..., APPROXIMATE CENTER OF GRAVITY 24.45 [621] ~ 25 , 4:50 J J. · e: [ 5 ] ~114] • 1.00. · L · . [25] 3.00 3.88 [99] [76] I Ills. 3'7 25.38 [645] 1.00 [25] 31.00 [787] IIF I 3:IJ 8.00 (203] "· Ii [ TRANSFORMER SPECIFICATION 112.5kVA 3 PHASE 60 HERTZ II ' PRIMARY VOLTAGE: 480V DELTA, 6 -2.5% 2+4-TAPS SECONDARY VOLTAGE: 208Y /120V 80 DEG C RISE ABOVE 40 DEG C AMBIENT 220 DEG C INSULATION SYSTEM ALUMINUM WINDING MAXIMUM WEIGHT: 1,192 LBS TYPE 1 UL 250 PAINT PROCESS ANSI 49 GREY -STANDARD MINIMUM EFFICIENCY 98.74% @ 35% LOADING 75 DEG C COMPLYING WITH 10 CFR 431 (78 FR 23335-APRIL 18, 2013) DUAL DIMENSIONS: INCHES MILLIMffiRS LOW VOLTAGE DISTRIBUTION TRANSFORMERS DOE 2016 ~·€·Nh=I_· WIRE ACCESS SHOWN SHADED ABOVE. LOCATIONS ARE FRONT SIDES AND FRONT BOTTOM. DRY 1YPE TRANSFORMERS CATALOG NO EX112T3HB 3 PHASE, 480 DELTA, 208Y/120 DWG# EX112T3HB NO. by Schneider Electric MARCH 2016 q;$12T3HE ....,,_ ·.BWE Project: Ostendo By: JD !Sheet No.: 9449 Balboa Ave. Suite 270 Location: Carlsbad, CA Date: 1212211s I San Diego, CA 92'123 Client: DGA Job No.: 12755A Tel (619)299-5550 Fax (619)299-9934 EQUIPMENT ANCHORAGE Equipment Description Wall Mounted with Symmetrical Rectangular Bolt Group Pattern (2013 CBC) = T pica! Wall Mo:unted Equipment 100# maic, see 17/S102 Wall Standing on floor? (Y/N) Wp = weight of equipment H = height between supports B. = breadth between supports D = depth of equipment d = distance of C.G. to wall h = ht. of C.G·. to bot. anchor n_r =#of anchorage points per row n_c =#of anchorage points per column Seismip Accelerations apfactor Rp Factor z/h Jp = importance factor = Steel.studs N I• = 100 .fb = 12 in = ti .in = 12 in = 6 in = 6 in = 1 = 2 = = 2.5 = 0.75 = 1 Sos= coefficient = 0.77 ----Fp = 0.4*ap*Sds*Wp/(Rp/lp)*(1+2*z/h) = = 31 lb Fv =· vertical force= 0.2*S0s*Wp = 15 lb Under"W1' T max = W*d/H/n_r = 50 lb Vmax = W/(2*(n_r-1+n.:..c-1)) = 50 lb Under''Fv" Tmax =·Fv*d/H/n_r = 8 lb Vmax = Fv/(2*(n_r-1+n_c-1)) = 8 lb Under'!Fp" a1a WALL T.max = Fp*[h or (H-h )]/H/n_r = 15 lb - Vrnax =0 ... 0 lb Under "Fp" 11 WALL Tmax = Fp*d/8/n_c "' 816 V max. :" Fp/(2*(n_r-1 +n_c-1 )) :i: 15 IP. Anchor Allowables EPONTFIEV SIDE EI EV Fp(min) = 0.3*S os */p*Wp = 23 Fp(max) = 1.6*S os */p*Wp = 123 I Load Combination: W+Fv+Fe At Each Anchorage Point: Tmax = 73 lb Vmax = 60 lb # of Screws at Ea. Anchorage Point = 1 At Each Anchor: Tmax = 74 lb/Screw Vmax = 60 lb/ Screw ,. Anchor Type = I #l0sSMS thru 16Ga . l!J Ta= Tension Allowable Va = Shear Allowable Tension and Shear Interaction (Vmaxiva)+(Tmax/Ta). < 1.0 = =, 137'1b _3?.0'.lb = 0.16 + 0.54 < 1.0 OK Screws 1~ 2 I DATE ...,.-....._ _____ _ B\VE 123 SHEET ,ENGINEERED TO EXCEED EXPECTATIONS JOB NO -------- . '\ PROJECT -------------------,.,.--------------,-' ·-·-· ~ --· --.. ,-,----~-· "\l\.[1"7;--~-¢-. ~.It-~ ,:;;; ;'-l '2, S' ¢- 0 . ' .,.__._ • .,.,..,.,._ . ...., ----t ..,_,....,,.,_,.,..,. __ .,.., _ _. .... ._._..,.. ,,.,~, .. ~,w.,.,.,,, ... _, •< ' -. ' ;, : : ' ___ ..,...,......,.,.._..,._,__' -----~-----. ....... c<, • ., __ • ;..,...,.,..,, ~ ........ , f t ·- '>-7,79 ·;... 0/77; ~~ =-l,o J:'rp-::;--I .o C\'f .,.,. "2,.~ , rz.1'1 ~2-5" C v , "!!>~ l?V i 9.,, -~ei) l ~Onf,:, I~ -'Z 'r~ S1N50 e>~ <:JZ:.oD' S,t~ev~ fbrt--c.£)~ees1t:JV fo ~ .~~6 -: .. c:1~ ~'9~ (i<. zj i--t-'lt'2.y ~- 12/22/2016 PRODUCTS Crane Rqpe Centres Wire Rope Selection Rope Inspection, Handling, and Maintenance OVERHEAD CRANE AND GENERAL PURPOSE WIRE ROPl;TYPES: Class 6x19 IWRC and Fiber Core Class 6x37 IWRC and Fiber Core Compac®6 Python® Construct-6 8x19 / Bx26 / Bx36 JWRC Metric Overhead Crane Wire Ropes Python® Super BR Pytlion® Super BC Python® Super BV Python® Mul1;i Python® Power-9 Python® Ultra ROTATION RESISTANT AND NON-ROTATING WIRE ROPE TYPES; Bx19 / Bx36; Spin Resistant 19x7 Rotation Resistant Python® Compac 18 Python® Compac 35 GALVANIZED AND STAINLESS ST.EEL SO CALLED 'AIRCRAFT CABLE': Galvanized Cable (Carbon Steel) Stainless Steel Wire Rope and <;:able Galvanized Cable (Carbon Steel) 124 1 800 457 9997 \. LOCATIONS 9 CAREERS 0 SEARCH FRENCH 111•1 WIAEROPE ABOUT US PRODUCTS TESTING & SERVICES TRAINING & SEMINARS FAQ'S CONTACT ROPES I WIRE ROPES I GAL VAN/ZED CABLE (CARBON STEEL) _____ ,. _______________ --·-··· ----·-·--·--·· .... _. .. ,. .... ,,_ .......... --· ·---- Galvanized Cable (Carbon Steel) Avallable Construction: 7x19 (Fiextble) GALVANIZED CABLE 1X7 7x7 (Coat,idl 7x19 (Coated) Rope dia. Nominal Strength Weight 1;000 ft Inch lbs lbs ! ...... i--... ~~~ .J .. ___ .. 5.~:..... .L --. ~-7 ---... L~J -o· i , ...,1 _ 1 ! 1m 1 185 i 2.5 .,,.. I ; o·:· -. 3~~-. "'1 ' --. 3;~: ... ··--. -· ----;5, .... ··--~· · ol · 1-~1; l .. -~~~-· -· · ~, .... , ... ··~:~ · · -,. ·;. l 5/64 i 800 j 14.0 ml ,. ,J,.,_ . .,_ ...... , .. •' ------------------··· .. ., , .. ,' -,.,,, -I 3/32 1 1,200 20.0 ;w~•,,} n•t••• ••~•..-• ~--~••• .. ••~~-~••.-•, • l ; ., . 7/64 _ j . _1·~-~ .. --_j ... __ 21.~-·-·-~-. i l 118 ! 2,100 i 3s.o ml ! -I (i" [~~;lab;~o-~1~:~:~;;~1:-· _.,., • • . .. ••• ••. • .. --·-1 . / -~ _No~-~-~~~ it~m~~~~or delivery time. _., __ j GALVANIZED CABLE 7X7 ........ ,., ............. ~, ... , .. ,~l Ropedia. Inch Nominal Strength Weight 1,000 ft lbs lbs 1----; _,.__ .,. -1· -~----· ....... r ....... , ............ r--····1 l0/ 3/64 ! 270 i 4.2 11:tt1· ! -·-t . . ·-· ----· I .... ·---··-· --·-.• __ ...... -· t ··--1 : 0 l 1/16 480 l 7.5 ! l I ----,· . .. -~·-~--,~.._ ... , .. _.., ·----·--.. ! .,.: , ...... ·----·--·· .i M ·--f l .... L .. :'6.4 ... J. ..... -~:0 ___ L. .. '.~--~-__ ., .. L~J ... ,_,_,., .... _., __ ... ,-.. ~· ·-·· .... _ ...... , .. ~--··· .. -~ .. ~, ...... , ............... ,_ ., ... ,~, ... ,..._-., GALVANIZED CABLE 1X19 : Ropedla. Nominal Strength lbs Weight 1,000 ft Inch GALVANIZED CABLE 7X19 185 375 ! .. lbs ' ••••• .,.. .. ___ i 2.5 • ..i.~l 5.5 : tttl j • -~-.... ,'""1 Rope dla. inch Nominal Strength Weight 1,000 ft lbs lbs 0 ;'. ;/3;·-· 1,000 , -~ •H,• • -~i 16.0 ; ml· 0 ! 1/8 _.....,., ·-···-·· -... ·--· -. 2,000 -.. -------..; 29.0 l ·,i1 .. ~~;· ·----· ... ;:~~~ .... ., ·t· .. ·~-............ -· , .... ------~-.. L -- . • -· ., ·-·1 45.0 I ......... ..! http://ooirope.com/ropes/galvanized-cable-carbon-steel/ 1/3 Stiismic :Sway B.r~t:e ·system .. Through the use of aircraft cable with swivel anchors, piping, ductwork and suspended equipment can be safely prevented from swinging out of control during earthquak,es or when exposed to wind .. SCB-Seismic Cable Brace Swivel Anchor with All Parts l;lectro-Galvanlzed . Cable braces are designed so when they are Installed wtth sufficient slack they do not interfere with neoprene or spring isolator function but effectively control movement, preventing equipment detachment and excessive damage. ~D ~ GALVANIZED AIRCRAFT CABLE / 7X19STRANDCORE . V SCB-0 SCB-0 15/16 11/2 3/4 15/16 13/4 -SCB-1 13/8 2 1 15/16 33/8 11/2 SCB-2 13/8 · 23(4 13/8 13/16 43/e 13/4 SCB-3 .2 31/2 1314 17/16 43/4 2 SCB-3-2B 2 43/4 1 17/18 43/4 2 SCB-4. 31/8. 5 21/2 115/18 . 53/4 21/4 SCB-0 38 19 24 44 SCB-1 51 25 24 86 38 SCB-2 70 35 30 111 44 SCB-3 89 41 37 121 51 SCB-3-2B 121 25 37 121 51 1 6 SSBS-Seismic SoUd Brace-Strut Anchor .,.. tAtlachment nuts must ~ stamped teeth to achieve these values. ss'as-12 .. 17M, 13 3/8 & 1/2 9 & 13 SSBS-20 25/32, 20 5/8 &31416 & 19 SSBS-25 11fJ2 26 718 & 1 22 & 25 Finish: All parts are Zinc Electro Plated. 7/16 1/2 9/16 1/2 11/16 5/8 13/16 3/4 13/16 3/4' 15/16 .. 1 13 13, 14 13 17 16 21 19 21 19 33 SS~ Seismic Solid Brace Swivel Anchor wtth All Parts Electro- . . Galvan~. Angle or Channel is substituted for Cable. Swivel ended anchors simplify Installations as braces do not have to be cut to exact length. The anchor will swivel to provide solid anchorage when· bolting. 9/16 11/16 SCB-3-2B SOLID BRACE ANCHOR (Fanned SteeQ ---f J I') F SSB-3&-4 Construction Testing & Engineering, Inc. ~ ·CT~c Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying GEOTECHNICAL INVESTIGATION PROPOSED OSTENDO TECHNOLOGIES IMPROVEMENTS 1812ASTON AVENUE CARLSBAD, CALIFORNIA Prepared for: OSTENDO TECHNOLOGIES ATTENTION: MR. WAYNELUTJE 6185 PASEO DEL NORTE #200 CARLSBAD, CALIFORNIA 92011 Prepared by: CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CALIFORNIA 92026 ---------------------,,.---. - CBC2017-0050 1812 ASTON AVE CTE JOB NQ.: 10-13381G OSTENDO TECH: DEMO CONCRETE SLAB ADD NEVV PIPING & COLUMN FOOTINGS/ STRUCTURAL FRAME FOR EQUIPMET PLATFORM (NON-OCCUPIED) 2121200600 2/1/2017 CBC2017-0050 TABLE OF CONTENTS 1.0 INTRODUCTION AND SCOPE OF SERVICES ................... , ................................................ 1 1.1 Introduction ................................................................................................. -.................. 1 1.2 Scope of Services ........................................................................................................... 1 2.0 SITE DESCRIPTION ............................................................................................................... 2 3.0 FIELD INVESTIGATION AND LABORATORY TESTING ................................................ 2 3.1 Field Investigation ....................................... , ................................................................ 2 3.2 Laboratory Testing ................................................................................................... 1 •••• 3 4.0 GEOLOGY ................................................... : ........................................................................... 3 4.1 General Setting ............................................................................................................. 3 4.2 Geologic Conditions ..................................................................................................... 3 4.2.1 Quaternary Previously Placed Fill (Qppf) ..................................................... 4 4.2.2 Residual Soil .................................................................................................. 4 4.2.3 Mesozoic Metasedimentary and Metavolcanic Rocks, undivided (Mzu) ..... 4 4.3 Groundwater Conditions ............................................................................................... 5 4.4 Geologic Hazards .......................................................................................................... 5 4.4.1 Surface Fault Rupture .................. : ................................................................. 5 4.4.2 Local and Regional Faulting .......................................................................... 6 4.4.3 Liquefaction and Seismic Settlement Evaluation .......................................... 6 4.4.4 Tsunamis and Seiche Evaluation ................................................................... 7 4.4.5 Landsliding ...................... .' ............................................................................. 7 . ,,,':'.-:;! 4.4.6 Compressible and Expansive Soils ................................................................ 8 r"··:.~~ · 4.4.7 Con·osive Soils ............................................................................................... 8 L.~: .... ~; .. ~_' -~"";: 5.0 CONCLUSIONS AND RECOMMENDATIONS ............................... , ................................... 9 ···~f~ 5.1 General .......................................................................................................................... 9 {''. w";·,''.'.:' , \~ • • 9 , . : . : .1 5 .2 Site Preparation ............................................................................................................. . 1.. • .-. ~ .... -1;:1 .... ,f,. t··• 5 3 s·t E t· 11 .. 1 • i e xcava ion ......................................................................................................... .. · t,/ :-:~-: · _j 5 .4 Fill Placement and Compaction .................................................................................. 11 5.5 Fill Materials ............................................................................................................... 11 5.6 Temporary Construction Slopes ................................................................................. 12 5.7 Foundations and Slab Recommendations ................................................................... 13 5.7.1 Foundations .................................................................................................. 13 5. 7 .2 Foundation Settlement ................................................................................. 14 5.7.3 Foundation Setback ........................................... , ............................................ 14 5.7.4 Interior Concrete Slabs ................................ , ............................................... 15 5.9 Seismic Design Criteria .............................................................................................. 16 5 .10 Lateral Resistance and Earth Pressures ....................... : ............................................ 17 5 .11 Exterior Flatwork ...................................................................................................... 19 5.12 Pavements ................................................................................................................. 19 5.13 Drainage ............................. : ...................................................................................... 21 5.14 Slopes ........................................................................................................................ 21 5 .15 Plan Review ............................................................................................................... 22 5 .16 Construction Observation ......................................................................................... 22 6.0 LIMITATIONS OF INVESTIGATION ................................................................................. 23 Geotechnical Investigation Page 1 Proposed Ostendo Technologies Improvements 1812 Aston A venue, Carlsbad, California November 9, 2016 CTE Job No.: 10-133810 1.0 INTRODUCTION AND SCOPE OF SERVICES 1.1 Introduction This report presents the results of the geotechnical investigation, performed by Construction Testing ai:id Engineering, Inc. (CTE), and provides preliminary conclusions .and recommendations for the proposed improvements at the subject site located in Carlsbad, California. This investigation was performed in general accordance with the terms of CTE proposal G-3913, dated October 8, 2016. CTE understands the proposed site improvements are to consist of new structures within an existing warehouse building, including but not limited to spread footings to support a proposed mezzanine. Preliminary recommendations for excavations, fill placement, and foundation design for the proposed improve~nts are presented in this report..:.. Reviewed references are provi_~ed in Appendix A. 1.2 Scope of Services The scope of services provided included: • Review of readily available geologic and geotechnical reports. • Coordination of utility mark-out and location. • Excavation of an exploratory borings and soil sampling utilizing a truck-mounted drill rig and limited-access equipment. • Laboratory testing of selected soil samples. • Des~ription of site geology a.nd_evaluation of potential geologic hazards. • Engineering and geologic analysis: • Preparation of this geotechnical investigation report. \\Esc _server\projects\10-13381 G\Rpt_ Geotechnical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812_ Aston Avenue, Carlsbad, California November 9, 2016 Page2 CTE Job No.: 10-133810 2.0 SITE DESCRIPTION The project site is lo_cated east of Faraday Avenue and west of College Boulevard in Carlsbad, California (Figure 1 ). The irregular shaped site is bounded by Aston Avenue to the southeast, commercial structures to the northeast and southwest, and an approximately 80 feet high 2.5:1 (horizontal: vertical) descending slope to the northwest. The project area is generally flat at an approximate elevation of255 feet msl (above mean sea level). 3.0 FIELD INVESTIGATION AND LABORATORY TESTING 3 .1 Field Investigation 'CTE conducted a field investigation on October 19 and 20, 2016, which included visual reconnaissance and the excavation of six exploratory borings. Borings B-1 and B-2 were excavated with a CME-45 truck-mounted drill rig and boring B-3 was excavated with a CME-75 truck- mounted drill rig. Both rigs were equipped with eight-inch-diameter, hollow-stem augers that extended to a maximum depth of approximately 20 feet below the ground surface (bgs). Borings HA-1 through HA-3 were excavated in the interior of the structure utilizing a manually operated three-inch diameter auger to depths ranging from approximately 4.3 to 6.0 feet bgs. Bulk and relatively undisturbed samples were collected from the cuttings and by driving Standard Penetration Test and Modified California samplers. The soils were logged in the field by a CTE Engineer or Geologist and were visually classified in general accordance with the Unified Soil Classification System. The field descriptions have been modified, where appropriate, to reflect laboratory test results. Boring logs, including descriptions of \ \Esc _ server\projects\10-13381 G\Rpt_ Geo technical.doc · Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston Avenue, Carlsbad, California November 9, 2016 Page 3 CTE Job No.: 10-133810 the soils encountered, are included in Appendix_B. The approximate locations of the borings are presented on Figures 2A and 2B. 3 .2 Laboratory Testing Laboratory tests were conducted on selected soil samples for classification purposes, and to evaluate physical properties and engineering characteristics. Laboratory tests included: Expansion Index (EI), Atterberg Limits, Consolidation, Direct Shear, Modified Proctor, and Chemical Characteristics. Test descriptions and laboratory test results for the selected soils are included in Appendix C. 4.0GEOLOGY 4.1 General Setting Carlsbad is located within the Peninsulc:tr Ranges physiographic province that is characterized by northwest-trending mountain ranges, intervening valleys, and predominantly northwest trending regionai faults. The greater San Diego Region can be further subdivided into the coastal plain area, a central mountain-valley area and the eastern mountc:tin valley area. The project site is located within the coastal plain area that is characterized by Cretaceous, Tertiary, and Quaternary sedimentary deposits thaLonlap an eroded basement surface consisting of Jurassic and Cretaceous crystallip.e rocks. 4.2 Geologic Conditions Based on the regional geologic map prepared by Kennedy and Tan (2007), the near surface geologic unit that underlies the site consists of metasedimentary and meta volcanic rock. Based on the recent explorations and as-graded map, Previously Plc:tced Fill was observed overlying residual soil with \\Esc _server\projects\l Os 13381 G\Rpt_ Geo technical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston Avenue, Carlsbad, California November 9, 2016 Page4 CTE Job No.: 10-13381G metasedimentary and metavolcanic rock at depth. Descriptions of the geologic and soil units encountered are presented below. 4.2.1 Quaternary Previously Placed Fill (Oppf) Where observed, the Quaternary Previously Placed Fill generally consists of medium dense or very stiff to hard, reddish brown to olive brown, clayey fine to medium grained sand and sandy clay. This unit was placed in 1991 under the observation of Geosoils, Inc. to create the existing building pad. The fill depths were found to range from approximately 6.0 to 16.0 feet bgs during CTE' s subsurface investigation, however, localized deeper fills may be encountered during grading and construction. 4.2.2 Residual Soil Residual Soil was observed in Boring HA-1 beneath the Previously Placed Fill. This unit generally consists of very stiff, dark reddish.brown fine grained sandy clay. The Residual Soil is anticipated to be relatively thin and blanket the metasedimentary rock. 4.2.3 Mesozoic Metasedimentary and Metavolcanic Rocks, undivided (Mzu) The underlying metasedimentary and metavolcanic rocks were encountered in borings B- l through B-3. Where observed, these materials generally consist of very dense, light brown to reddish brown, clayey fine grained sandstone and sandy claystone. This unit is anticipated at depth throughout the site. \\Esc _ server\projects\l 0-13381 G\Rpt_ Geotechnical.doc Geotechnical Investigation Proposed Ostendo Technologies lmprovements- 1812 Aston Avem,.1.e, Carlsbad, California November 9, 2016 4.3 Groundwater Conditions Page 5 CTE Job No.: 10-13381G During the recent investigation, groundwater was not encountered in the exploratory borings, which were advanced to a maximum explored depth of approximately 19 .5 feet bgs. While groundwater conditions may vary, especially following periods of sustained precipitation or irrigation, it is generally not anticipated to affect the proposed construction activities or the completed improvements, if proper site drainage is designed, installed, and maintained as per the recommendations of the project civil engineer. 4.4 Geologic Hazards Geologic hazards that were considered to have potential impacts to site development were evaluated based on field observations, literature review, and laboratory test results. It appears that the geologic hazards at the site are primarily limited to those caused by shaking from earthquake-generated ground motions. The following paragraphs discuss the geologic hazards considered and their potential risk to the site. 4.4.1 Surface Fault Rupture Based on the site reconnaissance and review of referenced literature, the site is not within a State of California-designated Alquist-Priolo Earthquake Fault Studies Zone or Local Special Studies Zone and no known active fault traces underlie, or project toward, the site. According to the California Division of Mines and Geology, a fault is active if it displays evidence of activity in the last 11,000 years (Hart and Bryant, revised 2007). Therefore, the · potential for surface rupture from displacement or fault movement beneath the proposed improvements is considered to be low .. \\Esc _ server\projects\l 0-13381 G\Rpt_ Geo technical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston A venue, Carlsbad, California November 9, 2016 4.4.2 Local and Regional Faulting Page 6 CTE Job No.: 10-133810 The California Geological Survey (CGS) and the United States Geological Survey (USGS) broadly group faults as "Class A" or "Class B" (Cao, 2003; Frankel et al., 2002). Class A faults are generally identified based upon relatively well-.defined paleoseismic activity, and.a fault-slip rate of more than 5 millimeters per year (mm/yr). In contrast, Class B faults have comparatively less defined paleoseismic activity and are considered to have a fault-slip rate less than 5 mm/yr. The nearest known Class B fault is the Rose Canyon Fault, which is approximately 10.0 kilometers west of the site (Blake, T.F ., 2000). The nearest known Class A fault is the Temecula segment of the Elsinore Fault, which is located approximately 37.6 kilometers northeast of the site. The site could be subjected to significant shaking in the event of a major~earthquake on any of the faults noted above or other faults in the southern California or northern Baja California area. 4.4.3 Liquefaction and Seismic Settlement Evaluation Liquefaction occurs when saturated fine-grained sands or silts lose their physical strengths · during earthquake-induced shaking and behave like a liquid. This is due to loss of point-to-point grain contact and transfer of normal stress to the pore water. Liquefaction potential varies with water level, soil type, material gradation, relative density, and probable intensity and duration of ground shaking. Seismic settlement can occur with or without liquefaction; it results from densification of loose soils. \\Esc _server\projects\10-13381 G\Rpt_ Geo technical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston Avenue, Carlsbad, California November 9, 2016 Page 7 CTE Job No.: 10-133810 The site is underlain by medium dense or very stiff Previously Placed Fill and very dense metasedimentary rock. If encountered, relatively loose near-surface soils are to be overexcavated and recompacted beneath proposed improvement areas, as recommended herein. Therefore, the potential for liquefaction or significant seismic settlement at the site is considered to be negligible. 4.4.4 Tsunamis and Seiche Evaluation AcGording to State of California Emergency Management Agency mapping, the site is not located within a tsunami inundation zone ba&ed on distance from the coastline and elevation above sea level. Damage resulting from oscillatory waves ( seiches) is considered unlikely due to the absence of nearby confined bodies of water. 4.4.5 Landsliding According to mapping by Tan-(1995), the site is Gonsidered "Most Susceptible" to landsliding, and a landslide is mapped on the descending slope west of the site. Based on our review of topography and aerial images as well as site observations, it appears that site is adequately set back from the upper limit of the landslide feature. The upper limit of the escarprp.ent appears to end near the base of the fill slope that creates a building pad for the office building west of the site. Based on the findings, landsliding is not considered to be a significant geologic hazard at th~ site .. \ \Esc _ server\projects\10-13381 G\Rpt_ Geo technical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston Avenue, Carlsbad, California November 9, 2016 4.4.6 Compressible and Expansive Soils Page 8 CTE Job No.: 10-13381G The upper portion of the Previously Placed Fill and residual soil is considered to be potentially compressible. The upper portion of the Previously Placed Fill should be overexcavated, processed, and placed as a properly compacted fill as recommended herein, where near grade improvements are proposed. Based on the field data, site observations, and laboratory results, the underlying Previously Placed Fill and metasedimentary rock are not considered to be subject to significant compressibility under the proposed loads. Based on observation and laboratory test results, soils at the site are generally anticipated to exhibit High expansion potential (Expansion Index of 130 or less). Recommendations presented herein are intended to reduce the potential adverse impacts of these clayey, highly expansive soils. Additional evaluation of potential expansive conditions should be conducted during grading and construction to confirm that the soils encountered are as anticipated. 4.4:7 Corrosive Soils Chemical testing was performed to-evaluate the potential effects that site soils may have on concrete foundations and various types of buried metallic utilities. Soil environments detrimental to concrete generally have elevated levels of soluble sulfates and/or pH levels less than 5.5. According to American Concrete Institute_(ACI) Table 318 4.3.1, .specific guidelines have been provided for concrete where concentrations of soluble sulfate (S04) in \\Esc _ server\projects\l 0-1338-1 G\Rpt_ Geotechnical.doc. Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston A venue, Carlsbad, California November 9, 2016 Page 9 CTE Job No.: 10-133810 soil exceed 0.1 percent by weight. These guidelines include low water: cement ratios, . increased compressive $trength, and specific cement type requirements. Based on results of representative area testing, site soils are ge:nerally anticipated to exhibit a moderate to severe corrosion potential for concrete. Therefore it is recommended that Type V Portland cement concrete be used. Additionally, site soils are generally anticipated to exhibit a severe corrosion potential for buried metallic elements. Therefore, protection of buried metallic improvements and use of plastic piping should be implemented, as feasible. CTE does not practice corrosion engineering. Therefore, a corrosion engineer or other qualified consultant could be contacted if site specific corrosivity issues are of concern .. 5.0 CONCLUSIONS AND-RECOMMENDATIONS 5.1 General CTE concludes that the proposed improvements at the site are feasible from a geotechnical standpoint, provided the recommendations in this report ate incorporated into the design and construction of the project. Recommendations for the proposed earthwork and improvements are included in the following sections and Appendix D. However, recommendations in the text of this report supersede those presented in Appendix D should variations exist. These recommendations should either be evaluated as appropriate and/or updated during or following rough grading at the site. 5.2 Site Preparation Prior to gtading (if proposed), new improvement areas should be cleared of existing debris and \\Esc _server\projects\10-13381 G\Rpt_ Geo technical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston Avenue, Carlsbad, California November 9, 2016 Page 10 CTE Job No.: 10-133810 deleterious materials. Vegetation and other materials not suitable for structural backfill should be properly disposed of offsite. In areas to receive structures and new footings, existing undocumented fills and any loose or disturbed soils should be over excavated to the depth of suitable Previously Placed Fill material. In order to provide relatively uniform conditions under proposed structures, overexcavation should extend to a minimum depth of two feet below proposed or existing grades, or to the depth of suitable material, whichever is deeper. In proposed flatwork or pavement areas, if/where proposed, existing soils should be excavated to a minimum depth of 24 inches below the bottom of proposed surface improvements such as pavements or flatwork, or to the depth of suitable material, whichever is greater. Following any recommended overexcavations, exposed subgrades should be scarified, moisture conditioned, and properlfcompacted, as described below, prior to receiving compacted fill. Depending on the conditions encountered, it may be uecessary to proof roll or scarify, moisture condition, and properly compact the exposed subgrade prior to placement of fill or concrete. A CTE representative should observe the exposed bottom of excavations prior to placement of compacted fill or improvements. Iflocalized areas ofloose or 1,U1suitable materials are encountered at the base of the recommended excavations or overexcavations, deeper removals to the depth of competent soil may be necessary. \ \Esc _server\projects\l 0-13381 G\Rpt_ Geo technical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston Avenue, Carlsbad, California November~' 2016 5 .3 Site Excavation Page 11 CTE Job No.: 10-133810 Based on the. investigation findings, it is anticipated that shallow excavation of site materials may be accomplished with heavy-duty construction equipment under normal conditions. 5.4 Fill Placement and Compaction Fill and backfill should be compacted to a minimum relative compaction of 90 percent at a moisture content of at least three percent above optimum, as evaluated by ASTM D 1557. The optimum lift thickness for fill soil .will depend on the type of compaction equipment used. Generally, backfill should be placed in uniform, horizontal lifts not exceeding eight inches in loose thickness. Fill placement and compaction should be conducted in conformance with local ordinances. 5.5 Fill Materials Based on laboratory testing, site soils derived from the on-site excavations are anticipated to exhibit medium to high expansion potential (51 < EI < 130). Materials to be reused on the site as compacted fill should exhibit an Expansion Index of 90 or lower and be screened of organics and materials generally greater than three inches in maximum dimension. Irreducible materials greater than thre~ inches in maximum dimension and/or with an Expansion Index greater than 90 should generally not be used in shallow fills (within three feet of proposed grades). Blending of clayey soils with more granular low expansion materials (EI< 5 0) maybe an appropriate way to lower the Expansion Potential. In utility trenches, a~equate bedding should surround pipes. \\Esc _server\projects\10-13381 G\Rpt_ Geotechnical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston Avenue, Carlsbad, California November 9, 2016 Page 12 CTE Job No.: 10-13381G Imported fill beneath structures, flatwork, and pavements should have an Expansion Index of 20 or less (ASTM D 4829). Imported fill soils for use in structural or slope areas should be evaluated by the geotechnical engineer before being imported to the site. Retaining wall backfill located within a 45-degree wedge extending up from the heel of the wall should consist of soil having an Expansion Index of 20 or less (ASTM D 4829) with less than 30 percent passing the No. 200 sieve. The upper 12 to l8 inches of wall backfill could consist oflower permeability soils, in order to reduce surface water infiltration behind walls. The project structural engineer and/or architect should detail proper wall backdrains, including gravel drain zones, fills, filter fabric, and perforated drain pipes. However, a conceptual wall backdrain detail, which may or may not be suitable for use at the site, is provided as Figure 4. 5.6 Temporary Construction Slopes The following recommended slopes should be relatively stable against deep-seated failure, but may experience localized sloughing. On-site soils are considered Type B and Type C soils with recommended slope ratios as set forth in Table 5.6. ,~-· -=-=-,,-_,,,_,-"Tf//4' ,~m , ~---·~ 1_, . .. . .. , .. ,. ,., •..• , .. ·t·· .• ,, . , .. I .. . .. ·11'··· t,~: . ilj~-, "'~ .:1e;~., , "· 1; . . . • .,. ~~., ':;'~ " -,i,,-.. '<' • ·,. •J • ;' •.; • • • • " ·, • • • lf'.\j;.) !'>ii~;i'• •"· J , I ~,<•, • ; ., "' i,-• "'"' '1-< ~ ~ • -+ ,. ... "' • ~. ~ "' ,. :~ ' -::. ~ ~ ': ; ~ { ~; t '. "·,:; ~ \ : · .. )1~1fil1i~1,~0:1~.@~;(c1)1J1.~J~l~;}~.z-~t1,:if11.01;{;i(i,~.n'.(c 1 • ~ , ~ J·"' f j I r-t .t:i , 4~ , ,. , ~fd2..--,.,..,.~~~~~-~*~-·---r....-,.,,,,,~~-"r""""' ~~"':,_. _,,_ ___ ,.,::~..,--~~ ,1;.;.!. "~--~~~, ... ..1.-~~ '1fJ ~ SOIL TYPE SLOPE RATIO MAXIMUM HEIGHT (Horizontal: vertical) B (Metasedimentary Rock) 1:1 (OR FLATTER) 10 Feet C (Previously Placed Fill, 1.5:1 (OR FLATTER) 10 Feet Residual Soil) \ \Esc _ server\projects\10-13381 G\Rpt_ Geo technical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston A venue, Carlsbad, California November 9, 2016 Page 13 CTE Job No.: 10-133810 Actual field conditions and soil type designations mu&t be verified by a "competent person" while excavations exist, according to C~l-OSHA regulatiorts. In addition, the above sloping recommendations do not allow for surcharge loading at the top of slopes by vehicular traffic, equipment or materials. Appropriate surcharge setbacks must be maintained from the top of all unshored slopes. 5.7 Foundations and Slab Recommendations The followingrecommendations are for preliminary design purposes only. These recommendations should be reviewed after completion of earthw<;>rk to document that conditions exposed are as anticipated and that the recommended structure design parameters are appropriate. 5.7.1 Foundations Following the recommended excavation and preparatory grading, continuous and isolated spread footings are anticipated to be suitable for use at this site. It is anticipated that strucwre footings will be founded entirely in properly compacted fill. Footings should not span cut/fill transitions. Foundation dimensions and reinforcement should be based on an allowable bearing value of 2,500 pounds per square foot for footings founded in suitable fill materials and embedded a minimum of 30 inches below the lowest adjacent rough .subgrade elevation. If utilized, continuous footings should be at least 18 inches wide; isolated footings should be at least 24 inches in least dimension. If deepened &pread or pier footings are proposed, the bearing value may be increased by 250 psf for each additional six inches of embedment up to a \\Esc _server\projects\10-13381 G\Rpt_ Geotechnical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston Avenue, Carlsbad, California November 9, 2016 Page 14 CTE Job No.: 10-133810 maximum static value of3,000 psf. The above bearing values may also be increased by one third for short duration loading which includes the effects of wind or seismic forces. Minimum footing reinforcement for continuous footings should consist of four No. 6 reinforcing bars; two placed near the top and two placed near the bottom, or as per the project structural engineer. The structural engineer should design isolated footing reinforcement. Footing excavations should generally be maintained a minimum of three percent above optimum moisture content until concrete placement. If materials are allowed to dry out, presoaking may be required. 5.7.2 Foundation Settlement The maximum total static settlement is expected to be on the order of one inch and the maximum differential settlement is expected to be on the order of½ inch over a distance of approximately 40 feet. Due to the absence of a shallow groundwater table and the generally stiff to hard nature of underlying materials, dynamic settlement is not.expected to adversely affect the proposed improvements. 5.7.3 Foundation Setback Footings for structures should be designed such that th~ horizontal distance from the face of adjacent slopes to the outer edge of the footing is at least 10 feet. In addition, footings should bear beneath a 1: 1 plane extended up from the nearest bottom edge of adjacent trenches and/or excavations. Deepening of affected footings may be a suitable means of attaining the prescribed setbacks. \ \Esc _server\projects\l 0-13381 G\Rpt_ Geotechnical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvemep.ts 1812 Aston A venue, Carlsbad, California November 9, 2016 5. 7.4 Interior Concrete Slabs Page 15 CTE Job No.: 10-13381G Lightly loaded concrete slabs should be a minimum of five inches in thickness. Minimum slab reinforcement should consist of #4 reinforcing bars placed on maximum 15-inch centers each way, at above mi1-slab height, but with proper cover. Slabs subjected to heavier loads may require thicker slab sections and/ or increased reinforcement. Sub grade materials should be maintained at three percent above optimum moisture content until slab underlayment or concrete are placed. If materials are allowed to desiccate, presoaking may be required. In moisture-sensitive floor areas, a suitable vapor retarder of at least fifteen-mil thickness (with all laps or penetrations sealed or taped) overlying a four-inch layer of consolidated minimum ½-inch crushed aggregate gravel should be installed per the current building code. An optional maximum two-inch layer of similar aggregate material may be placed above the vapor retarder to further protect the membrane during steel and concrete placement, if desired. This recommended moisture protection is generally considered typical of the area. However, CTE fa not an expert at preventing moisture penetration through slabs. If proposed floor areas or coverings are considered especially sensitive to moisture emissions, additional recommendations from a specialty consultant could be obtained. A qualified architect or other experienced professional should be contacted if moisture penetration is a more significant concern. -\\Esc _ server\projects\l 0-13381 G\Rpt_ Geo technical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston A venue, Carlsbad, California November 9, 2016 5.9 Seismic Design Criteria Page 16 CTE Job No.: 10-13381G The seismic ground motion values listed in the table below were derived in accordance with the ASCE 7-10 Standard and 2013 CBC. This was accomplished by establishing the Site Class based on the soil properties at the site, and then calculating the site coefficients and parameters using the United States Geological Survey Seismic Design Maps application using the site coordinates of 3 3 .13 3 2 degrees latitude and -117 .2912 degrees longitude. These values are intended for the design of structures to resist the effects of earthquake ground motions. PARAMETER Site Class Mapped Spectral Response Acceleration Parameter, Ss Mapped Spectral Response Acceleration Parameter, S1 Seismic Coefficient, Fa Seismic Coefficient, Fv MCE Spectral Response Acceleration Parameter, SMs MCE Spectral Response Acceleration Parameter, SM1 Design Spectral Response Acceleration, Parameter Sos Design Spectral Response Acceleration, Parameter S01 Peak Ground Acceleration PGAM VALUE D 1.082 0.417 1.067 1.583 1.154 0.660 0.770 0.440 0.454 CBC REFERENCE (2013) ASCE 7, Chapter 20 Figure 1613.3.1 (1) Figure 1613.3.1 (2) Table 1613.3.3 (1) Table 1613.3.3 (2) Section 1613.3.3 Section 1613.3.3 Section 1613.3.4 Section 1613.3.4 ASCE 7, Section 11.8.3 \ \Esc _ server\projects\l 0-13381 G\Rpt_ Geo technical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston Avenue, Carlsbad, California November 9, 2016 5. 1-0 Lateral Resistance and Earth Pressures · Page 17 CTE Job No.: 10-133810 Lateral loads acting against structures may be resisted by friction between the footings and the supporting soil or passive pressure acting against structures. If frictional resistance is used, we recommend allowable coefficients-of friction of0.30 (total frictional resistance equals the coefficient of friction multiplied by the dead load) for concrete· cast directly against compacted fill. A design passive resistance value of 250 pounds per square foot per foot of depth (with a maximum value of 1,250 po~nds per square foot) may be used. The all9wable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance, provided the passive resistance does not exceed two-thirds of the total allowable resistance. Retaining walls up to approximately eight feethigh and backfilled using granular soils ( either select onsite or suitable import) may be designed using the equivalent fluid weights given in Table 5.9 below. WALL TYPE CANTILEVER WALL (YIELDING) RESTRAINED WALL LEVEL BACKFILL 30 60 SLOPE BACKFILL 2: 1 (HORIZONTAL: VERTICAL 48 75 \\Esc _server\projects\l 0-13381 G\llpt_ Geotechnical.doc Geotechnical Investigation Page 18 Proposed Ostendo Technologies Improvements 1812 Aston Avenue, Carlsbad, California November 9, 2016 CTE Job No.: 10-13381G Lateral pressures on cantilever retaining walls (yielding walls) over six feet high due to earthquake motions may be calculated based on work by Seed and Whitman (1970}. The total lateral thrust against a properly drained and backfilled cantilever retaining wall above the groundwater level can be expressed as: For non-yielding ( or "restrained") walls, the total lateral thrust may be similarly calculated based on work by Wood (1973): Where PA= Static Active Thrµst (given previously Table 5.9) PK= Static Restrained Wall Thrust (given previously Table 5.9) L1P AE = Dynamic Active Thrust Increment = (3/8) kh yH2 L1PKE = Dynamic Restrained Thrust Increment = kh yH2 kh = 2/3 Peak Ground Acceleration == 2/3 (PGAM) H = Total Height of the Wall y = Total Unit Weight of Soil :=::: 13 5 pounds per cubic foot The increment of dynamic thrust in both cases should be distributed trapezoidally with a line of action located at 0.3H above the bottom of the wall. These values assume non-expansive backfill and free-draining conditions. Measures should be taken to prevent moisture buildup behind all retaining walls. Drainage measures should include free- draining backfill materials and sloped, perforated drains. These drains should discharge to an appropriate off-site location. Figure 4 shows conceptual wall drainage details that may be appropriate for proposed walls at the subject site. Waterproofing should be as specified by the project architect. \ \Esc _ server\projects\ 10-13381 G\Rpt_ Geo technical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston A venue, Carlsbad, California November 9, 2016 5 .11 Exterior Flatwork Page 19 CTE Job No.: 10-133810 To reduce the potential for cracking in exterior flatwork for non-traffic areas caused by minor movement of subgrade soils and typical concrete shrinkage, it is recommended that such flatwork measure a minimum 5. 0 inches thick ap.d be installed with crack-controlj oints at appropriate spacing as designed by the project architect. Addidonally, it is recommended that flatwork be installed with at least No. 4 reinforcing bars on maximum 15-inch centers, each way, at above mid-height of slab but with proper concrete cover, or other reinforcement per the project consultants. Doweling of flatwork joints at critical pathways or similar could also be beneficial in resisting minor sub grade movements. All subgrades should be prepared according to the earthwork recommendations previously given before placing concrete. Positive drain~ge should be established and maintained next to all flatwork. _ Subgrade materials shall be· maintained at, or be elevated to, at least three percent above optimum moisture content prior to concrete placement. 5.12 Pavements If proposed at near grade elevations, pavement sections provided are based on assumed Resistance "R" -Value results, estimated. traffic indices, and the assumption that the upper foot of compacted fill sub grade and overlying aggregate base materials are properly compacted to a minimum 95% relative compaction at a minimum of three percent above optimum moisture content (as per ASTM D 1557). R-value testing should be performed on the subgrade materials after following the completion of grading to verify that the· provided sections below are appropriate. Beneath proposed pavement \\Esc _server\projects\10-13381 G\Rpt_ Geotechnical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston A venue, Carlsbad, California November 9, 2016 Page 20 CTE Job No.: 10-133810 areas, loose or otherwise unsuitable soils are to be removed to the depth of competent material as recommended in Section 5.2. '. ' ' ., , ,. ·~' l .. 1 r-.i ,, :· \ _;fAfiL1tSrl~ ;..• ' ·,' ,, ·\', ., ' ~ ; ,. "•1 : • ,' •I-; ,, " " ., ,, ·RECOMMENDED AC OR l>CC PAVEMENT SECTION THICKNESSES : I, . , ",' ' ',•,. '< ' ' : ' ' ' • . ' Traffic Area Assumed Preliminary Asphalt Pavements Portland Cement Traffic Index Subgrade AC CalTrans Class II or Concrete "R"-Value Thickness Crushed Miscellaneous Pavements On (INCHES) Aggregate Base Subgrade Thickness (INCHES) (INCHES) Auto Parking 5.0 5+ 3.0 10.0 7.0 and Light Drive Areas Moderate to 6.0 5+ 4.0 12.0 7.5 Heavy Drive Areas Asphalt paved areas should be designed, constructed, and maintained in accordance with, for example, the recommendations of the Asphalt Institute, or other widely recognized authority. Concrete paved areas should be designed and constructed in accordance with the recommendations of the American Concrete Institute or other widely recognized authority, particularly with regard to thickened edges, joints, and drainage. The Standard Specifications for Public Works construction ("Greenbook") or Caltrans Standard Specifications may be referenced for pavement materials specifications. \\Esc _server\projects\ I 0-13381 G\Rpt_ Geo technical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston Avenue, Carlsbad, Califomi::i November 9, 2016 5 .13 Drainage Page 21 CTE Job No.: 10-13381G Surface runoff should be collected and directed away from improvements by means of appropriate erosion-reducing devices, and positive drainage should be established around proposed improvements. Positive drainage should be directed away from improvements and slope areas at a minimtun gradient of two percent for a distance of at least five feet. However, the project civil engineer should evaluate the on-site drainage and make necessary provisions to keep surface water from affecting the site. Generally, CTE recommends against allowing water to infiltrate building pads or adjacent to slopes and improvements. However, it is understood that some agencies are encouraging the use of storm- water cleansing devices. Therefore, if storin water cleansing devices· must be used, it is generally recommended that they be underlain by an impervious barrier and that the infiltrate be collected via subsurface piping and discharged off site. If infiltration must occur, water should infiltrate as far away from structural improvements as feasible. Additionally, any reconstructed·slopes descending from infiltration basins should be equipped with subdrains to collect and discharge accumulated subsurface water (Appendix D contains general or typical details for internal fill slope drainage). 5.14 Slopes Based on observed conditions and anticipated soil strength characteristics, cut and fill slopes, if proposed at the site, should be constructed at ratios of 2: 1 (horizontal: vertical) or flatter. These fill slope inclinations should exhibit factors of safety greater than 1.5. \\Esc _server\projects\10-13381 G\Rpt_ Geo technical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston A venue, Carlsbad, California November 9~ 2016 Page 22 CTE Job No.: 10-133810 Although properly constructed slopes on this site should be grossly stable, the soils will be somewhat erodible. Therefore, runoff water should not be permitted to drain over the edges of slopes unless that water is confined to properly designed and· constructed drainage facilities. Erosion-resistant vegetation should be maintained on the face of all slopes. Typically, soils along the top portion of a fill slope face will creep laterally. CTE recommends against building distress- sensitive hardscape improvements within five feet of slope crests. 5 .15 Plan Review CTE should be authorized to review the project grading, shoring, and foundation plans, prior to commencement of earthwork to identify potential conflicts with the intent of the geotechnical recommendations. 5 .16 Construction Observation The recommendations provided in this report are based on preliminary design information for the proposed construction and the subsurface conditions observed in the explorations performed. The interpolated subsurface condition~ should be checked in the field during construction to verify that conditions are as anticipated. Foundation recommendations may be revised upon completion of grading and as-built laboratory test results. \\Esc _ server\projects\l 0-13381 G\Rpt_ Geotechnicatdoq Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston Avenue, Carlsbad, California November 9, 2016 Page 23 CTE Job No.: 10-13381G Recommendations provided in this report are based on the understanding and assumption that CTE will provide the observation and testing services for the project. All earthwork should be observed and tested to verify that grading activities have been performed according to the recommendations contained within this report. CTE should evaluate all footing trenches before reinforcing steel placement. 6.0 LIMITATIONS OF INVESTIGATION The field evaluation, laboratory testing, and geotechnical analysis presented in this report have been conducted according to current engineering practice and the standard of care exercised by reputable geotechnical consultants performing similar tasks in this area. No other warranty, expressed or implied, is made regarding the conclusions, recommendations and opinions expressed in this report. Variations may exist and conditions not observed or described in this report may be encountered during construction. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should.not be relied upon after a period of three years. \ \Esc _ server\projects\10-13381 G\Rpt_ Geotechnical.doc Geotechnical Investigation Proposed Ostendo Technologies Improvements 1812 Aston A venue, Carlsbad, California November 9, 2016 Page 24 CTE Job No.: 10-133810 The recommendations presented herein have been developed in order to reduce the potential adverse effects of expansive soils and differential fill settlement. However, even with the design and construction precautions provided, some post-construction movement and associated distress should be anticipated. CTE's conclusions and recommendations are based on an analysis of the observed conditions. If conditions diffe~ent from those described in this report are encountered, this office should be notified and additional recommendations, if required, will be provided. The opportunity to be of service on this project is appreciated. If you have any questions regarding this report, please do not hesitate to contact the undersigned. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. -· Dan T. Math, GE #2665 Principal Engineer Aaron J. Beeby, CEG #2603 Project Geologist AJB/CJK/DTM:nri Colm J. Kenny1 RCE #84406 Project Engineer \ \Esc _ server\projects\ 10-13 3 81 G\Rpt_ Geotechnical.doc SITE INDEX MAP OSTENDO TECHNOLOGIES 1812 ASTON AVENUE CARLSBAD, CALIFORNIA SCALE: DATE: AS SHOWN 11/16 CTE JOB NO.: FIGURE: 10-133816 1 Cl ~ "O C: ,Q ..... ~ 0 0.. X w N Cl 5-(.!) .... OCl r<) r<) ' 0 :;, Cl) ..... 0 -~ e -( ~ L. :gl 0 Cl) ~ ( 0,') ' EXISTM tull't'/roROOM G HA-3 ""'" APPROXIMATE HAND AUGER LOCATION Qppf Mzu QUATERNARY PREVIOUSLY PLACED FILL OVER METASEDIMENTARY & METAVOLCANIC ROCK CONCEPT 9 -CENTRAL SPINES Will-I PHASED INSTALLA110N F E LEGEND B A, 1----1-------{ 7 __._ __ __,' 4 ,' APPROXIMATE GEOLOGIC CONTACT QUERIED WHERE UNCERTAIN DPLORA.TION LOCATION DP (lNTBBIOR) s~: 40, DA~l/io OSTBNDO TICBNOLOGIBS N 1812 ASTON AVINUI i--!!CTE!!!!!""'J~OB!!""!'!'NO!!!"'.: ...... !l!!!l'!l_.--1 CARISJW>, CALD'ORNIA 10-13381G 2A: .-co I') I") T 0 ;;, 1/) o B-3""'" .!!; ~ .Qppf ~ 'MZU LEGEND APPROXIMATE BORING LOCATION QUATERNARY PREVIOUSLY ~'. PLACED FILL OVER :r;rs ;\\\. :CQnstructi.orj 'Tesjing & Et:l~ineering, In<~~ ~~~ :t~~AEN~~ AR~ct . , , ~(; 1441 M~tlei R$1 Ste 115i:scgnq@p; c;J,..:9.2026 Ph.(760}7464l55: i 0 1/) ~ :....~_,, APPROXIMATE GEOLOGIC CONTACT BXPIDBATION LOCATION KAP (.UtmOR) s~:,.. 60, DA~/lB . QUERIED WHERE UNCERTAIN o~~wr=rs , CTE JOB NO.: FIGURE: CARISBAD, CALIFORNIA 10-13381G 2B OI 3:: "t? C: 0 !;:; 0 L.. 0 0.. X w N Cl ~: ,... IX) I') ·n 'i" o LEGEND ;::, (I) o B-3 -'i'-APPROXIMATE BORING LOCATION .!!; e Q f QUATERNARY PREVIOUSLY ~--( pp PLACED Fill OVER -chz ..:\ '\ , J3.0.h&tfUC~!OJ1, TesJitig '& t~gineering, Inc. ~ Mzu ~~~:t~~~tN~6AR~Ct . •e;,c {AMM@d.er·R~t:s~-:i1'st~nllid9;,~A-~o26 Ph(760}74ti45$· j "~_,, APPROXIMATE GEOLOGIC CONTACT DPLORATION LOCATION IUP (ll'tDIOR) SCALE1.: 60, t>ATE_ll:/lB (I) -i--· · . Oln'XNDO TBCBNOLOGIES "' :;::: QUERIED WHERE UNCERJAIN 1812 ASI'ON AVINUE · 1-.... CTE ..... J"""os.-N ... o-.:-f'!!!'FIG!!!!'U!!!!RE""": --1 CARIBBAD, CALIPORNIA 10-13381G 2B .,,.,., ~1, \ ''\ ~ .. •:. -1<.., .. c..,,,, \ ~ ... -\~ . -,} • ·;7t. ·:~ . . ~t ,\ .. ...... -~. _... ·· ...... ~· ., . _, l ........ ... .... ..... "" ' . ")..... ........ , OTES: FAULT ACTIVITY MAP OF CALIFORNIA, 2010, CALIFORNIA GEOLOGIC DATA MAP SERIES MAP NO. 6; EPICENTERS OF AND AREAS DAMAGED BY M~ 5 CALIFORNIA EARTHQUAKES, 1800-1999 ADAPTED AFl'ER TOPPOZADA, BRANUM, PETERSEN, IULISI'ORM:, CRAMER, AND REICHLE, 2000, CDMG MAP SHEET 49 REFERENCE FOR ADDITIONAL EXPI!NATION; _ MODIFIE.D -~ CISN AND !}SGS SE~C_ MAPS . c:::z::;:;;_..,~~~~ =-~?,-,;, - -····---7- 12 0 6 12 LEGEND I ~-1 I -~ 1 inch = 12 mi. HISTORIC FAULT DISPLACEMENT (LAST 200 YEARS) HOLOCENE FAULT DISPLACEMENT (DURING PAST 11,700 YEARS) LATE QUATERNARY FAULT DISPLACMENT (DURING PAST 700,000 YEARS) QUATERNARY FAULT DISPLACEMENT (AGE UNDIFFERENTIATED) PREQUATERNARY FAULT DISPLACEMENT (OLDER THAN 1.6 MILLION YEARS) 1800- 1868 ~7.00 6.5-6.9 0 5.5-5.9 0 5.0-5.4 0 1869- 1931 • • 1932- 2010 e . . 0 ~ LAST TWO DIGITS OF M :::_ 6.5 ~ EARTHQUAKE YEAR ~: ·;~~ti>-. ·--:.,~~,\. f ~!.,'<!'l •. c,lr-~;.-'~ -~ ....... , ·~~· '._~i I I I, ·M E C Cl-~ Construction Testin_g & Engineering, Inc. ·-,.~C : .. _· .. REGIONAL FAULT AND SEISMICITY MAP 1 --------1 PROPOSED OSTENDO TECHNOLOGIES IMPROVEMENTS 8m.. . ~ 1812 ASTON AVENUE CARLSBAD, CAIJFORNIA 3 RETAINING WAL FINISH GRADE WALL FOOTING 12" Tb 18" OF LOWER PERMEABILITY NATIVE MATERIAL COMPACTED TO 90% RELATNE COMPACTION CTEJOBNO: 10-133810 RETAINING WALL DRAINAGE DETAIL Lil: NO SCALE DATE: FIGURE: 11/16 4 REFERENCES 1. American Society for Civil Engineers, 2010, "Minimum Design Loads for Buildings and Other Structures," ASCE/SEI 7-10. 2. A,STM, 2002, "Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort," Volume 04.08 3. Blake, T.F., 2000, "EQFAULT," Version 3.00b, Thomas F. Blake Computer Services and Software. 4. California Building Code, 2013, "California Code of Regulations, Title 24, Part 2, Volume 2 of 2," California Building Standards Commission, pubfished by ICBO, June. 5. California Division of Mines and Geology, CD 2000-003 "Digital Images of Official Maps of Alquist-Priolo Earthquake Fault Zones of California, Southern Region," compiled by Martin and Ross. 6. California Emergency Management Agency/California Geological Survey, "Tsunami Inundation Maps for Emergency Planning. 7. Frankel, A.D., Petersen, M.D., Mueller, C.S., Haller, K.M., Wheeler, R.L., Leyendecker, E.V., Wesson, R. L., Harmsen, S.C.,. Cramer, C.H., Perkins, D.M., Rukstales,K.S.,2002, Documentation for the 2002 update of the National Seismic Hazard Maps: U.S. Geological Survey Open-File Report 2002-420, 39p 8. Geosoils, Inc., 1991, Final Improvements and Compaction Report, Carlsbad Tract 85-24, Unit 4, Lot 70, Cobra Golf Facility, Carlsbad Research Center, 1812 Aston Avenue, Carlsbad, California, W.O. 1219-SD, dated June 4. 9. Hart, Earl W., Revised 2007, "Fault-Rupture Hazard Zones in California, Alquist Priolo, Special Studies Zones Act of 1972," California Pivision of Mines and Geology, Special .Publication 42. 10. Jennings, Charles W., 1994, "Fault Activity Map of California and Adjacent Areas" with Locations and Ages of Recent Volcanic Eruptions. 11. Kennedy, M.P. and Tan, S.S., 2007, "Geologic Map of the Oceanside 30' x 60' Quadrangle, California", California Geological Survey, Map No. 2, Plate 1 of 2. 12. McCulloch, D.S., 1985, "Evaluating Tsunami Potential" in Ziony, J.I., ed., Evaluating Earthquake Hazards in the Los Angeles Region -An Earth-Science Perspective, U.S. Geological Survey Professional Paper 1360. 13. Reichle, M., Bodin, P., and Brune, J., 1985, The June 1985 San Diego Bay Earthquake swarm[abs.]: BOS, v. 66, no. 46, p.952. 14. Rick Engineering Company, 1988, As-Graded Geotechnical Map, The Koll Company, Carlsbad Research Center, Phases 3 & 4, Carlsbad, California, Sheet 5A of 10, project No. CT 85-24. 15. Rick Engineering Company, 1987, Grading Plans for Carlsbad Tract No. 85-24, , Carlsbad Research Center, Unit 3 & 4, Carlsbad, Sheet 5 of 10, project No. CT 85-24. 16. SEAOC, Blue Book-Seismic Design Recommendations, "Seismically Induced Lateral Earth Pressures on Retaining Structures and Basement Walls," Article 09.10.010, October 2013. 17. Seed, H.B., and R.V. Whitman, 1970, "Design of Earth Retaining Structures for Dynamic Loads," in Proceedings, ASCE Specialty Conference on Lateral Stresses in the Ground and Design of Earth-Retaining Structures, pp. 103-14 7, Ithaca, New York: Cornell University. 18. Simons, R.S., 1979, Instrumental Seismicity of the San Diego area, 1934-1978, in Abbott, P .L. and Elliott, W.J., eds., Earthquakes and other perils, San Diego region: San Diego Association of Geologists, prepared for Geological Society of America field trip, November 1979, p.101-105. ' 19. Sowards & Brown Engineering, Inc., Grading Plans for Cobra Golf Facility, Sheets 1 & 2, project No. CT 85-24 20. Tan, S. S., and Giffen, D. G., 1995, "Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California: Oceanside and San Luis Rey Quadrangles, Landslide Hazard Identification Map No. 35", California Department of Conservation, Division of Mines and Geology, Open-File Report 95-04, State of California, Division of Mines and Geology, Sacramento, California. · 21. Wood, J.H. 1973, Earthquake-Induced Soil Pressures on Structures, Report EERL 73-05. Pasadena: California Institute of Technology. APPENDIXB EXPLORATION LOGS Construction Testing & Engineering, Inc. 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 DEFINITION OF TERMS PRIMARY DMSIONS GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO.4 SIEVE SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO.4SIEVE CLEAN GRAVELS <5% FINES GRAVELS WITH FINES CLEAN SANDS <5% FINES SIL TS AND CLAYS LIQUID LIMIT IS LESS THAN 50 SIL TS AND CLAYS LIQUID LIMIT IS GREATER THAN 50 HlµHL Y ORGANIC $OILS SYMBOLS SECONDARY DIVISIONS WELL GRADED ORA VELS, ORA VEL-SAND MIXTURES LITTLE OR NO FINES POORLY GRADED ORA VELS OR ORA VEL SAND MIXTURES, LITTLE OF NO FINES SILTY ORA VELS, ORA VEL-SAND-SILT MIXTURES, NON-PLASTIC FINES CLAYEY ORA VELS, ORA VEL-SAND-CLA Y MIXTURES, PLASTIC FINES WELL GRADED SANDS, GRAVELLY' SANDS, LITTLE OR NO FINES POORLY GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS SLIGHTLY PLASTIC CLAYEY SILTS INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY SANDY SIL TS OR LEAN CLAYS ORGANIC SILTS AND ORGANIC CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS ELASTIC SILTS INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY CLAYS PEAT AND OTHER HIGHLY ORGANIC SOILS GRAIN SIZES - BOULDERS COBBLES GRAVEL SAND SILTS AND CLAYS COARSE FINE COARSE MEDIUM FINE 12" 3" 3/4" 4 10 40 200 CLEAR SQUARE SIEVE OPENING U.S. STANDARD SIEVE SIZE ADDITIONAL TESTS (OTHER THAN TEST PIT AND BORING LOG COLUMN HEADINGS) MAX-Maximum Dry Density GS-Grain Size Distribution SE-Sand Equivalent BI-~xpansion Index CHM-Sulfate and Chloride Content , pH, Resistivity COR -Corrosivity SD-Sample Disturbed PM-Permeability SG-Specific Gravity HA-Hydrometer Analysis AL-Atterberg Limits RV-R-Value CN-Consolidation CP-Collapse Potential HC-Hydrocollapse REM-Remolded PP-Pocket Penetrometer WA-Wash Analysis DS-Direct Shear UC-Unconfined Compression MD-Moisture/Density M-Moisture SC-Swell Compression OI-Organic Impurities FIGURE: BLl PROJECT: CTEJOBNO: LOGGEP·BY: -0 I-- .~ ... -. ... -~ --- -5- -- I--•• ... - ... -~ .. 10-... I ---. ... -- --I .... , - ... 15- .... - ... - -..;. -- 20- ... - ... - I-- --- · 25- ... -. ~ CTEmc ~ Q 0 0 ..e, ,...., Construction Testing & Engineering, lnc. 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 DRILLER: SHEET: of DRILL METHOD: DRILLING DATE: SAMPLE METHOD; ELEVATION: t t ;:R. bO e.., Cl.l 0 .....1 BORING LEGEND Laboratory Tests 5 e C/l 0 E c,j "' c ·s C/l 0 ~ ::i "SM" 0 :a a DESCRIPTION Blockor Chunk Sample Bulle Sample Standard Penetration Test Modified Split-Barrel Drive Sampler (Cal Sampler) Thin Walled Army Corp. of Engineers Sample Groundwater Table \__ , __________ ----·---------------------------------------------------------- '---'-Soil Type or Classification Change -?----?--?--· ?--?--?--?- \_ F~rmation ~hange f(A~proxi):nat~ boundari~s queried ;?)l Quotes are placed around classifications where the soils exist in s1tu as bedrock · FIGURE: I BL2 ~ Construction Testing & Engineering, Inc. CT~c 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746--4955 PROJECT: Ostendo Technologies DRILLER: Baja Exploration SHEET: 1 of 1 CTEJOBNO: 10-13381G DRILL METHOD: CME45HSA DRILLING DATE: 10/20/2016 ~ LOGGED BY: CJK SAMPLE METHOD: Bulk, SPT, CAL ELEVATION: -252 Feet <I) Q 'o l <I) 0 s ,...._ ! 9 -t ~ 01) BORING: B-1 Laboratory Tests <I) 00 ~ 0 ._,, 0 <I) 0 ! ....i ~ ~ ,:::1 czi 0 g <I) fl "' A cJ :El ~ ] "' ~ g. 'E -~ a ·5 ~ m ill· A ill ::g cl DESCRIPTION '-0 Asphalt: 0-6" '---CL Base Material: 6-9" QUATERNARY PREVIOUSLY PLACED FILL: '--Very stiff, slightly moist, olive gray CLAY w/ trace gravel. MAX, EI, ATT, '--12 '--17 20 Becomes hard, gray, no gravel '""5 16 '--I 22 .... 26 ... - ,_ - ' Becomes light gray to light brown fine graiend sandy CLAY. ,_ - 1-1e-... 7 ------- ,_ -10 SC Medium dense, light gray, clayey fine grained SAND. 19 ------- ,_ -CL Hard, moist, grayish brown, fine grained sandy CLAY. ~ - i:.. - -15--I 11 --18 50/2'' "SP" METASEDIMENTARY AND METAVOLCANICROCK: ---Very dense, slightly moist, light brown with oxidized mottling Poorlv irraded fine to medium !!:rained SANDSTONE. --Total Depth: 171 (Refusal in Dense Metasedimentarv Rock) No Groundwater Encountered -- '-26- '-· - ... - ... - ... - '-25- .I B-1 PROJECT: CTEJOBNO: LOGGED BY: -0 .. ... - ... - ... -..... / 10 13 ... -.__ 13 ... 5-4 6 ... -7 .:.. ... ,, ... - ... ·- ... l<t ..... 10 ... -1· 26 31 .__ ... - ... - ·~ - 1-15-9 10 ... - ,:. 18 ... ... - I-· - 1-2(,· ... - ... - ... - ... - ... 25- Ostendo Technologies 10-133810 CJK. CL "SP" Construction Testing & Engineering, Inc. 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 DRILLER: DRILL METHOD: SAMPLE METHOD: Baja Exploration CME45 HSA Bulle, SPT, CAL SHEET: 1 DRILLING J;)ATE: ELEVATION: of 1 10/20/2016 -254 Feet BORING:· B-2 Laboratory Tests . DJ:!:SCRI.PTXON Asphalt: 0-6" Base Material: 6-9" QUATERNARY PREVIOUSLY PLACED FILL: · Very stiff, slightly moist, brown CLA Yw/ trace gravel. Becomes stiff Becomes hard, light gray fine grained sandy CLAY. METASEDIMENTARY AND META VOLCANIC ROCK: Very dense~ slightly moist, light brown with oxidized mottling Poorlv 1rraded fine to medium 1rrained SANDSTONE. Total Depth: 17' (Refusal in Dense Metasedimentarv Rock) No Groundwater Encountered · I B-2 PROJECT: CTEJOBNO: LQGGEDBY: Ostendo Technologies 10-133810 CJK Q 'o <.> ,.e, ~ 1 .£' ., '-' i::: ~ Cl) OJ Q c..i a 1 Cl) :::5 bJJ 0 ..-l <.> :E g Construction Testing & Engineering, Inc. 1441 Montiel Rd Ste, 115, Escondido, CA 92026 Ph (760) 746-4955 DRILLER: DRILL METHOD: SAMPLE METHOD: Baja Exploration CME75HSA Bulk, SPT, CAL SHEET: 1 DRILLING DATE: ELEVATION: of 1 10/20/2016 -251 Feet BORING: B-3 Laboratory Tests DESCRIPTION ... 0-+--+--+---+---+--+---+--+-,---,--,,,,_....,~:-:-------'---------------+---------1 Asphalt: 0-6" .... - f-- ... - ... -.... .... - ... - -- -rn-. - lt -- -- -- -,- .... --- f-- .... - f-- -- -- -- -- 32 44 50/5" 33 50/6" 20 13 23 . CL "CL" Base Material: 6-9" QUATERNARY PREVIOUSLY PLACED FILL: Hard drv li11:ht reddish brown CLAY. METASEDIMENTARY AND META VOLCANIC ROCK: Hard, slightly moist, gray with reddish brown mottljng CLAYSTONE . Becomes purplish brown with carbonate nodules Becomes reddish brown Total Depth: 19.5' No Groundwater Encountered EI,ATT I B-3 PROJECT: GTE JOB NO: LOGGED BY: Ostendo Technologies 10-13381G AJB 3 0 ;.a g Construction Testing & Engineering, Inc. 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph_ (760) 746-4955 DRILLER: DRILL METHOD: SAMPLE MET-HO:(?: CTE, Inc Hand Auger Bulk SHEET: 1 DRILLING DATE: ELEVATION: of 1 10/19/2016 -254 Feet BORING: HA-1 Laboratory Tests i------,---------,----------------1 DESCRIPTION ~o-+--+--+---t-,------+--+---+--+,,.---,---.,....,,....,,.,,..----------------------1-------,----1 Conrete: 0-5.5" SC -- ,.. - -- CL -- -- -- ..:.Ht -- ,.. - -- -- -,15- -- -.... -- ,.. - -20-- -- -- ,.. - -2.s- QUATERNARY PREVIOUSLY PLACED FILL: Medium dense; moist, reddish brown, clayey fine to medium grained SAND with fine angular gravel. RESIDUAL SOIL: Verv stiff moist datk reddish brown fine grained sandv CLAY. Total Depth: 6' (Refusal on Gravel} No Groundwater Encountered CHM I HA-1 c~ Construction Testing & Engineering; Inc. ~c 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 PROJECT: Ostendo Technologies DRILLER: CTE, Inc SHEET: 1 of 1 CTEJOBNO: 10-13381G DRILL METHOD: Hand Auger DRILLING DATE: 10/19/2016 LOGGED BY: AJB SAMPLE METHOD: Bulle ELEVATION: -254 Feet ., Q 0 l ., 0 s 'o' 's C'' .t oJ) BORING: HA-2 rn ~ 0 e ;,-. 0 Laboratory Tests ., rn ., 0 "' e ,..i ~ ~ 5 Cl) 0 I 5 "' 0 .a cj :a ~ :;:: "' l > 15 ·a Cl) '3 i§ 0 "' ~ :;s ::i A i:o DESCRIPTION -o Conrete: 0-5.5" --SC QUATERNARY PREVIOUSLY PLACED FILL: Medium dense, moist, reddish brown, clayey fine to medium --grained SAND with fine angular gravel. CHM ,.. - -- .. 5- .... -Total Depth; 5.5' (Refusal on Gravel) .. -No Groundwater Encountered .. - .... - ...,l(t -- -- .;.. - -- -15- -- .. - f-·- .... - f-2{t .. - ;,., - -- -.- -25- I HA-2 · PROJECT: CTEJOBNO: LOGGED BY; Ostendo Technologies 10-133810 AJB ""' 0 u ,.e, ,..._ "e .€ ::R $: ~ "' ] i:: c/2 ., c.5 Q c -~ c/2 0 Q ;:g ::5 00 0 ....i u I Construction Testing & Engineering, Inc. 1441 Montiel Rd Ste 115, Esc0ndido, CA 92026 Ph (760) 746-4955 DRILLER: CTE, Inc DRILL METHOD: Hand Auger SAMPLE METHOD: Bulk SHEET: i DRILLING DATE: ELEVATION: of 1 10/19/2016 -254 Feet BORING: HA-3 Laboratory Tests DESCRIPTION -o--~~1----1-----1--+--+---11-=-----..,,,...--.......,_---.......,_-------------11-----------1 Conrete: 0-6" SC ,-- ,_ - ,_ - .... - -5- -- ..,.. - f.-- .... - --16· -- -- .,.. - ,_ - .... - ... - -- -- .... - ,_ - ... - -- QUATERNARY PREVIOUSLY PLACED FILL: Medium dense, moist, reddish brown, clayey fine to medium grained SAND with fine angular gravel. - Total Depth: 4.3' (Refusal on Gravel) No Groundwater Encountered EI I HA-3 APPENDIXC LABORATORY METHODS AND RESULTS Laboratory Testing Program . Laboratory tests were performed on representative soil samples to detect their relative engineering properties. Tests were performed following test methods of the American Society for Testing Materials or other accepted standar~s. The following presents a brief description of the various test methods U$ed. Expansion Index Expansion testing was performed on selected samples of the matrix of the on-site soils according to ASTMD4829. Atterberg Limits The procedure of ASTM D4518-84 was used to measure the liquid limit, plastic limit and plasticity index of representative samples. Direct Shear I)irect shear tests were performed on either samples directJromthe field or on samples recompacted to a specific density. Direct shear testing was performed in accordance with ASTM D 3080. The samples were inundated during shearing to represent adverse field conditions. Consolidation To assess their compressibility and volume change behavior when loaded and wetted, relatively undisturbed samples of representative samples from the investigation were subject to consolidation tests (ASTM D2435). Modified Proctor Laboratory maximum dry density and optimum moisture content were evaluated according to ASTM D 1557, Method A. A mechanically operatedrammer was used during the compaction process. Chemical Analysis Soil materials were collected with sterile sampling equipment and tested for Sulfate and Chloride content, pH, Corrosivity, and Resistivity. LOCATION B-1 B-3 HA-3 LOCATION B-1 B-3 LOCATION B-1 LOCATION HA-1 HA-2 LOCATION HA-1 HA-2 LOCATION HA-1 HA-2 LOCATION HA-1 HA-2 CJ~ Construction Testillg & Engineering, Inc. ~c. 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 DEPTH (feet) 0-5 0-5 EXPANSION INDEX TEST ASTMD4829 DEPTH EXPANSION INDEX (feet) 0-5 98 0-5 89 0-6 82 ATTERBERG LIMITS LIQUID LIMIT PLASTICITY INDEX 52 36 32 15 MODIFIED PROCTOR ASTMD 1557 EXPANSION POTENTIAL IDGH MEDIUM MEDIUM CLASSIFICATION CH CL DEPTB MAXIUM DRY DENSITY OPTIMUM MOISTURE (feet) (],'CF) (%) 0-5 117.8 12.8 SULFATE DEPTH RESULTS (feet) ppm 0-4 2283.6 ·o-5 1386 CHLORIDE DEPTH RESULTS (feet) ppm 0-4 178.2 0-5 124.7 p.H. DEPTH RESULTS (feet) 0-4 7.51 0-5 7.89 RESISTMTY CALIFORNIA TEST 424 DEPTH RESULTS (feet) ohms-cm 0-4 583 0-5 869 LABORATORY SUMMARY CTE JOB NO. 10-133810 APPENDIXD STANDARD SPECIFICATIONS FOR GRADING Appendix D Page D-1 Standard Specifications for Grading Section 1 -General Construction Testing & Engineering, Inc. presents the following standard recommendations for grading and other associated operations on construction projects. These guidelines should be considered a portion of the project specificatio11s. Recommendations contained in the body of the previously presented soils report shall supersede the recommendations and or requirements as specified herein. The project geotechnical consultant shall interpret disputes arising out of interpretation of the recommendations contained in the soils report or specifications contained herein. Section 2 -Responsibilities of Project Personnel The geotechnical consultant should provide observation and testing services sufficient to general conformance with project specifications and standard grading practices. The geotechnical consultant should report any deviations to the client or his authorized representative. The Client should be chiefly responsible for all aspects of the project. He or his. authorized representative has the responsibility of reviewing the findings and recommendations of the geotechnical consultant. He shall authorize or cause to have authorized the Contractor and/or other consultants to perform work and/or provide services. During grading the Client or his authorized representative should remain on-site or should remain reasonably accessible to all concerned p3:rties in order to make decisions necessary to maintain the flow' of the project. The Contractor is responsible for the safety of the project and satisfactory completion of all grading and other associated operations on construction projects, including, but not limited to, earth work in accordance with the project plans, specifications and controlling agency requirements. Section 3 -Preconstruction Meeting A preconstruction site meeting should be arranged by the owner and/or client and should include the grading contractor, design engineer, geotechnical consultant, owner's representative and representatives of the appropriate governing authorities. Section 4 -Site Preparation The client or contractor should obtain the required approvals from the controlling authorities for the project prior, during and/or after demolition, site preparation and removals, etc. The appropriate approvals should be obtained prior to proceeding with grading operations. STANDARD SPECIFICATIONS OF GRADING Page 1 of 26 AppendixD Page D-2 Standard Specifications for Grading Clearing and gtl¼bbing should consist of the removal of vegetation such as brush, grass, woods, . stumps, trees, root of trees and otherwise deleterious natural materials from the areas to be graded. Clearing and grubbing should extend to the outside of all proposed excavation and fill areas. Demolition should include removal of buildings, structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts, tunnels, etc.) and other man-made surface and subsurface 'improvements from the areas to be graded. Demolition of utilities should inchide proper capping and/or rerouting pipelines at the project perimeter and cutoff and capping of wells in accordance with the requirements of the governing authorities and the recommendations of the geotechnical consultant at the time of demolition. Trees, plants or man-made improvements not planned to be removed or demolished should be protected by the contractor from damage or injury. Debris generated during clearing, grubbing and/or demolition operations should be wasted from areas to be graded and disposed off-site. Clearing, grubbing and demolition operations should be performed under the observation of the geotechnical consultant. Section 5 -Site Protection Protection of the site durirrg the period of grading should be the responsibility of the contractor. Unless other provisions are ~ade. in writing and agreed upon among the concerned parties, completion of a portion of the project should not be considered to preclude that portion or adjacent areas from the requirements for site protection until such time as the entire project is complete as identified by the geotechnical consultant, the client and the regulating agencies. Precautions should be taken during the performance of site clearing, excavations and grading to protect the work site from flooding, ponding or inundation by poor or improper surface drainage. Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work site. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. Rain related damage should be considered to include, but may not be limited to, erosion, silting, saturation, sweHing, structural distress and. other adverse conditions as determined by the geotechnical consultant. Soil adversely affected should be classified as unsuitable materials and should be subject to overexcavation and replacement with compacted fill or other remedial grading as recommended by the geotechnical consultant. STANDARD SPECIFICATIONS OF GRADING Page 2 of 26 AppendixD Page D-3 Standard Specifications for Grading The contractor should be responsible for the stability of all temporiJ.ry excavations. Recommendations by the geotechnical consultant pertaining to temporary excavations ( e.g., backcuts) are made in consideration of stability of the completed project and, therefore, should not be considered to preclude the responsibilities of the contractor. Recommendations by the geotechnical consultant should not be considered to preclude requirements that are more restrictive by the regulating agencies. The contractor should provide during periods of extensive rainfall plastic sheeting to prevent unprotected slopes from becoming saturated and unstable. When deemed appropriate by the geotechnical consultant or governing agencies the contractor shall install checkdams, desilting basins, sand bags or other drainage control measures. In relatively level areas and/or slope areas, where saturated soil and/or erosion gullies exist to depths of greater than 1.0 foot; they should be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below proposed finished grade, remedial grading by moisture conditionin.g in-place, followed by thorough recompaction in accordance with the applicable grading guidelines herein may be attempted. If the desired results are not achieved, all affected materials should be ove~excavated and replaced as compacted fill in accordance with the slope repair recommendations herein. If field conditions dictate, the geotechnical consultant may recommend other slope repair procedures. Section 6 -Excavations 6.1 Unsuitable Materials Materials that are unsuitable should be excavated under observation and recommendations of the geotechnical consultant. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured, weathered, soft bedrock and nonengineered or otherwise deleterious fill materials. Material identified by the geotechnical consultant as unsatisfactory due to its moisture conditions should be overexcavated; moisture conditioned as needed, to a uniform at or above optimum moisture condition before placement as compacted fill. If during the course of grading adverse geotechnical conditions are exposed which were not anticipated in the preliminary soil report as determined by the geotechnical consultant additional exploration, analysis, and treatment of these problems may be recommended. STANDARD SPECIFICATIONS OF GRADING Page 3 of 26 AppendixD Page D-4 Standard Specifications for Grading 6.2 Cut Slopes Unless otherwise recommended by the· geotechnical consultant and approved by the regulating agencies, permanent cut slopes should not be steeper than 2: l. (horizontal: vertical). The geotechnical consultant should observe cut slope excavation and if these excavations expose loose cohesionless, significantly fractured or otherwise unsuitable material, the materials should be overexcavated and replaced with a compacted stabilization fill. If encountered specific cross section details should be obtained from the Geotechnical Consultant. When extensive cut slopes are excavated or these cut slopes are made in the direction of the prevailing drainage, a non-erodible diversion swale (brow ditch) should be provided at the top of the slope. 6.3 Pad Areas All lot pad areas, including side yard terrace containing both cut and fill materials, transitions, located less than 3 feet deep should be overexcavated to a depth of 3 feet and replaced with a uniform compacted fill blanlc~t of 3 feet. Actual depth of overexcavation may vary and should· be delineated by the geotechnical consultant during grading, especially where deep or drastic transitions are present. For pad areas created above cut or natural slopes., positive drainage should be established . away from the top-of-slope. This may be accomplished utilizing a berm drainage swale and/or an appropriate pad gradient. A gradient in soil areas away from the top.:of-slopes of 2 percent or greater is recommended. Section 7 -Compacted Fill All fill materials should have fill quality, placement, conditioning and compaction as specified below or as approved by the geotechnical consultant. . 7 .1 Fill Material Quality Excavated on-site or import materials which are acceptable to the geotechnical consultant may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placement, All import materials anticipated for use on-site should be sampled tested and approved prior to and placement is in co~formance with the requirements outlined. STANDARD SPECIFICATIONS OF GRADING Page 4 of 26 AppendixD Page D-5 . Standard Specifications for Grading Rocks 12 inches in maximum and smaller may be utilized within compacted fill provided sufficient fill material is placed and thoroughly compacted over and around all rock to effectively fill rock voids. The amount of rock should not exceed 40 percent by dry weight passing the 3/4-inch sieve. The geotechnical consultant may vary those requirements as field conditions dictate. Where rocks greater than 12 inches but less than four feet of maximum dimension are generated during grading, or otherwise desired to be placed within an engineered fill, special handling in accordance with the recommendations below. Rocks greater than four feet should be broken down or disposed off-site. 7.2 Placement of Fill Prior to placement of fill material, the geotechnical consultant should observe and approve the area to receive fill. After observation and approval, the exposed ground surface should be scarified to a depth of 6 to 8 inches. The scarified material should be conditioned (i.e. moisture added or air dried by continued discing) to achieve a moisture content at or slightly above optimum moisture conditions and compacted to a minimum of 90 percent of the maximum density or as otherwise recommended in the soils report or by appropriate government agencies. Compacted fill should then be placed in thin horizontal lifts not exceeding eight inches in loose thickness prior to compaction. Each lift should be moistun~ conditioned as needed, thoroughly blended to achieve a consistent moisture content at or slightly above optimum and thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a like manner until the desired finished grades are achieved. The contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of fill being placed m consideration of moisture retention properties of the materials and weather conditions. When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:1 (horizon,tal: vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area. Keying and benching should be sufficient to provide at least six-foot wide benches and a minimum of four feet of vertical bench height within the firm natural ground, firm bedrock or engineered compacted fill. No compacted fill should be placed in an area after keying and benching until the geotechnical consult~nt has reviewed the area. Material generated by the benching operation should be moved sufficiently away from STANDARD SPECIFICATIONS OF GRADING Page 5 of 26 AppendixD Page D-6 Standard Specifications for Grading the bench area to allow for the recommended review .of the horizontal bench prior to placement of fill. Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a false slope, benching should be conducted in the same manner as above described. At least a 3-foot vertical bench should be established within the firm core of adjacent approved compacted fill prior to placement of additional fill. Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved. Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted fill should be processed by scarification, moisture conditioning as needed to at or slightly above optimum moisture content, thoroughly blended and recompacted to a minimum of 90 percent of laboratory maximum dry density. Where unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be over-excavated. Following a period of flooding, rainfall or.overwatering by other means, no additional fill should be placed until damage assessments have been made and remedial grading performed as described herein. Rocks 12 inch in maximum dimension and ·smaller may be utilized in the compacted fill provided the fill is placed and thoroughly compactt!d over and around all rock. No oversize material should be used within 3 feet of finished pad grade and within 1 foot of other compacted fill areas. Rocks 12 inches up to four feet maximum dimension should be placed below the upper 10 feet of any fill and should not be closer than 15 feet to any slope face. These recommendations could vary as locations of improvements dictate. Where practical, oversized material should not be placed below areas where structures or deep utilities are proposed. Oversized material should be placed in windrows on a clean, overexcavated or unyielding compacted fill or firm natural ground surface. Select native or imported granular soil (S.E. 30 or higher) should be placed and thoroughly flooded over and around all windrowed rock, such that voids are filled. Windrows of oversized material should be staggered so those successive strata of oversized material are not in the same vertical plane. It may be possible to dispose of individual larger rock as field conditions dictate and as recommended by the geotechnical consultant at the time of placement. STANDARD SPECIFICATIONS OF GRADING Page 6 of 26 AppendixD Page D-7 Standard Specifications for Grading The contractor should assist the geotechnical consultant and/or his representative by digging test pits for removal determinations and/or for testing compacted fill. The contractor should provide this work at no additional cost to the owner or contractor's client. Fill should be tested by the geotechnical consultant for compliance with the recommended relative compaction and moisture conditions. Field density testing should conform to ASTM Method of Test D 1556-00, D 2922-04. Tests should be conducted at a minimum of approximately two vertical feet or approximately 1,000 to 2,000 cubic yards of fill placed. Actual test intervals may vary as field conditions dictate. Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the geotechnical consultant. 7 .3 Fill Slopes Unless otherwise recommended by the geotechnical consultant and approved by the regulating agencies, permanent fill slopes 'should not be steeper than 2: 1 (horizontal: vertical). Except as specifically recommended in these grading guidelines compacted fill slopes should be over-built two to five feet and cut back to grade, exposing the firm, compacted fill inner core. The actual amount of.overbuilding may vary as field. conditions dictate. If the desired results are not achieved, the existing slopes should be overexca:vated and reconstructed under the guidelines of the geotechnical consultant. The degree of overbuilding shall be increased until the desired compacted slope sunace condition is achieved. Care should be taken by the contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface. At the discretion of the geotechnical consultant, slope face compaction may be attempted by conventional construction procedures including backrolling. The procedure must create a firmly compacted material throughout the entire depth of the slope face to the surface of the previously compacted firm fill intercore. During grading operations, care should be taken to extend compactive effort to the outer edge of the slope. Each lift should extend horizontally to the desired finished slope surface or more as needed to ultimately established desired grades. Grade during construction should not be allowed to roll off at the edge of the slope. It may be helpful to elevate slightly the outer edge of the slope. Slough resulting from the placement of individual lifts should not be allowed to drift down over previous lifts. At intervals not STANDARD SPECIFICATIONS OF GRADING Page 7 of 26 AppendixD Page D-8 Standard Specifications for Grading exceeding four feet in vertical slope height or the capability of available equipment, whichever is less, fill slopes should be thoroughly dozer trackrolled. For pad areas abovy fill slopes, positive drainage should be established away from the top-of-slope. This may be accomplished using a berm and pad gradient of at least two percent. Section 8 -Trench Backfill Utility and/or other excavation of trench backfill should, unless otherwise recommended, be compacted by mechanical means. Unless otherwise recommended, the degree of compaction should be a minimum of 90 percent of the laboratory maximum density. Within slab areas, but outside the influence of foundations, trenches. up to one foot wide and two feet deep may be backfilled with sand and consolidated by jetting, flooding or by mechanical means. If on-site materials are utilized, they should be wheel-rolled, tamped or otherwise compacted to a firm condition. For minor interior trenches, density testing may be deleted or spot testing may be elected if deemed necessary, based on review of backfill operations during construction. If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, the contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conduit with clean, granular material, which should be thoroughly jetted in-place above the conduit, prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review of the geotechnical consultant at the time of construction. In cases where clean granular materials are proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to review by the geotechnical consultant. Clean granular backfill and/or bedding are not recommended in slope areas. Section .9 -Drainage Where deemed appropriate by the geotyc];mical consultant? canyon subdrain systems should be installed in accordance with CTE's recommendations during grading. Typical subdrains for compacted fill buttresses, slope stabilization or sidehill masses, should be installed in accordance with the specifications. . STANDARD SPECIFICATIONS OF GRADING Page 8 of 26 AppendixD Page D-9 Standard Specifications for Grading Roof, pad and slope drainage should be directed away from slopes and areas of structures to suitable disposal areas via non-erodible devices (i.e., gutters, downspouts, and concrete swales). For drainage in extensively landscaped areas near structures, (i.e., within four feet) a minimum of 5 percent gradient away from the structure should be maintained. Pad drainage of at least 2 percent should be maintained over the remainder of the site. Drainage patterns established at the time of fine grading should be maintained throughout the life of the project. Property owners should be made aware that altering drainage patterns could be detrimental to slope stability and foundation performance. Section 10 -Slope Maintenance _10.1 -Landscape Plants To enhance surficial slope stability, slope planting should be accomplished at the completion of grading. Slope planting should consist of deep-rooting vegetation requiring little watering. Plants native to the southern California area and plants relative to native plants are generally desirable. Plants native to other semi-arid and arid areas may also be appropriate. A Landscape Architect should be the best party to consult regarding actual types of plants and planting configuration. 10.2 -Irrigation Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into slope faces. Slope irrigation should be minimized. If automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall. 10.3 -Repair As a precautionary measure, plastic sheeting should be readily available, or kept on hand, to protect all slope areas from saturation by periods of heavy or prolonged rainfall. This measure is strongly recommended, beginning with the period prior to landscape planting. If slope failures occur, the geotechnical consultant should be contacted for a field review of site conditions and development of recommendations for evaluation and repair. If slope failures occur as a result of exposure t? period of heavy rainfall, the failure areas and currently unaffected areas should be covered with plastic sheeting to protect against additional saturation. STANDARD SPECIFICATIONS OF GRADING Page 9 of 26 AppendixD Page D-10 Standard Specifications for Grading In the accompanying Standard Details, appropriate repair procedures are illustrated for superficial slope failures (i.e., occurring typically within the outer one foot to three feet of a slope face). STANDARD SPECIFICATIONS OF GRADING Page 10 of 26 FINISH CUT SLOPE --------· ----- BENCHING FILL OVER NATURAL FILL SLOPE 10' TYPICAL SURFACE OF FIRM EARTH MATERIAL 15' MIN, (INCLIN!=D 2% MIN. INTO SLOPE) .BENCHING FILL OVER CUT FINISH FILL SLOPE SURFACE OF FIRM EARTH MATERIAL 10' TYPICAL --- 15' MIN OR STABILITY EQUIVALENT PER SOIL ENGINEERING (INCLINED 2% MIN. INTO SLOPE) NOTTO SCALE BENCHl·NG FOR COMPACTED FILL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 11 of 26 --- MINIMUM DOWNSLOPE . KEY DEPTH TOE OF -SLOPE SHOWN ON GRADING PLAN FILL ------------------_'I'-...,...._ .,,,.,. I\.\.. .,,,.,. -.,,,.,. .,,,-:'\~~\r .,,,.. .,,,.. .,,,.,. '.\~ W'~ .,,,.. .,,,.. .,,,.,. 4' .,,,.. .,,,.,. .,,,.. ~ ~~~ .,,,.. .,,,.,. .,,,.. .,,,.,. ~ ~~\.,: .,,,.,. .,,,.,. _.,,,.,. ~5ux ~,.....,,,.,. _________ ---t .,,-\) .,,,.,. .,,,.. .,,,.,. .,,,.. 1 O' TYPICAL BENCH / .,,,.,. .,,,.,. .,,,.,. WIDTH VARIES /11 .,,,...,,,.,. /'r .,,,.,. .,,,.. / 1 _.,,,.. COMPETENT EARTH / .,,,.,..,,,.,. MATERIAL _.,,,.. 2% MIN--- 15' MINIMUM BASE KEY WIDTH TYPICAL BENCH HEIGHT PROVIDE BACKDRAIN AS REQUIRED PER RECOMMENDATIONS OF SOILS ENGINEER DURING GRADING WHERE NATURAL SLOPE GRADIENT IS 5:1 OR LESS, BENCHING IS NOT NECESSARY. FILL IS NOT TO BE PLACED ON COMPRESSIBLE OR UNSUITABLE MATERIAL. NOTTO SCALE FILL SLOPE ABOVE NATURAL GROUND DETAIL STANDARD SPECJFICATIONS FOR GRADING Page 12 of 26 C/J ~ z 0 )> JJ 0 C/J . "O -o m !l,) 0 cc -CD !! ...I. 0 tu ::j 0 --I, 0 NZ 0) C/J "Tl 0 :D Ci) :D )> 0 z Ci) REMOVE ALL TOPSOIL, COLLUVIUM, AND CREEP MATERIAL FROM TRANSITION CUT/FILL CONTACT SHOWN ON GRADING PLAN CU"f/FILL CONTACT SHOWN· ON "AS-BUil T" NATURAL ~ -- TOPOGRAPHY -------------CUT SLOPE* -- ---------FILL -----c~o'\J~ ----c?-~~?,?-t.-- ----'7;0\..'--'r-111J\.J\ p;-10 ....,-----,o?so\\...:..-------, -rr----~ --14'TYPICAL I 15' MINIMUM NOTTO SCALE 10'TYPICAL BEDROCK ORAPPROVED FOUNDATION MATERIAL *NOTE: CUT SLOPE PORTION SHOULD BE MADE PRIOR TO PLACEMENT OF FILL - FILL SLOPE ABOVE CUT SLOPE DETAIL ---- --~ SURFACE OF COMPETENT MATERIAL ---------~--------- 0 -TYPICAL BENCHING SEE DETAIL BELOW ,,.. ,,,,,,,,, COMPACTED FILL / ~ // / DETAIL REMOVE UNSUITABLE MATERIAL INCLINE TOWARD DRAIN AT 2% GRADIENT MINIMUM --------------------- MINIMUM 9 FT3 PER LINEAR FOOT OF APPROVED FILTER MATERIAL CAL TRANS CLASS 2 PERMEABLE MATERIAL FILTER MATERIAL TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUAL: 14" MINIMUM SIEVE SIZE PERCENTAGE PASSING 1" 100 90-100 40-100 25-40 18-33 5-15 0-7 MINIMUM 4" DIAMETER APPROVED PERFORATED PIPE (PERFORATIONS DOWN) 6" FILTER MATERIAL BEDDING APPROVED PIPE 'TO BE SCHEDULE 40 POLY-VINYL-CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 psi PIPE DIAMETER TO MEET THE FOLLOWING CRITERIA, SUBJECT TO FIELD REVIEW BASED ON ACTUAL GEOTECHNICAL CONDITIONS ENCOUNTERED DURING GRADING LENGTH OF RUN INITIAL 500' 500' TO 1500' > 1500' PIPE DIAMETER 4" 6" 8" NO.4 N0.8 NO.30 N0.50 NO. 200 0-3 NOTTO SCALE TYPICAL CANYON SUB-DRAIN DETAIL STANDARD SPECIFICATIONS 'FOR GRADING Page 14 of 26 TYPICAL BENCHING CANYON SUBDRAIN DETAILS --~---------------' ~ -....... ' // <', COMPACTED FILL /"/ \\ /I \ I \\ I ,, /I '"---II..,_,,,, A--"" SURFACE OF COMPETENT MATERIAL ' / REMOVE UNSUITABLE MATERIAL SEE DETAILS BELOW TRENCH DETAILS 611 MINIMUMOVERLAP INCLINE TOWARD DRAIN · AT 2% GRADIENT MINIMUM OPTIONAL V-DITCH DETAIL MINIMUM 9 FT3 PER LINEAR FOOT OF APPROVED DRAIN MATERIAL 0 24" MINIMUM MINIMUM 9 FT3 PER LINEAR FOOT OF APPROVED DRAIN MATERIAL MIRAFI 140N FABRIC OR APPROVED EQUAL APPROVED PIPE TO BE SCHEDULE 40 POLY- VINYLCHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 PSI. DRAIN MATERIAL TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUAL: PIPE DIAMETER TO MEET THE FOLLOWING CRITERIA, SUBJECT TO FIELD REVIEW BASED ON ACTUAL GEOTECHNICAL CONDITIONS ENCOUNTERED DURING GRADING SIEVE SIZE 1 ½" 1" ¾" ¾" NO. 200 PERCENTAGE PASSING 88-100 5-40 0-17 0-7 0-3 LENGTH OF RUN INITIAL 500' 500' TO 1500' > 1500' NOTTO SCALE GEOFABRIC SUBDRAIN STANDARD SPECIFICATIONS FOR GRADING Page 15 of 26 PIPE DIAMETER 4" 6" 8" FRONT VIEW CONCRETE CUT-OFF WALL SUBDRAIN PIPE · SIDE VIEW 6" Min. 6" Min. 24" Min. 6"Min. -j 12•; Min.~ 6" Min. CONCRETE CUT-OFF WALL __ _.,•.,..__-.':.-.. · I ,_ ... I \, 6"Min. .. .. .. . SOILD SUBDRAIN PIPE .... , ... . " 'i " ' PERFORATED SUBDRAIN PIPE . ' -. ' . -· . ~ . . NOTTO SCALE RECOMMENDED SUBDRAIN CUT-OFF WALL STANDARD SPECIFICATIONS FOR GRADING Page 16 of 26 FRONT VIEW SUBDRAIN OUTLET PIPE (MINIMUM 4" DIAMETER) -·. .! • -•• ,i,.•,i,.•,i,.• -f".,~.,.o.,, .... , ,. . _,._ ,._, ,, • t,., • ' • b. • ' • b. • .0. • ' .!,. • ' ""' • ' SIDE VIEW ALL BACKFILL SHOULD BE COMPACTED IN CONFORMANCE WITH PROJECT SPECIFICATIONS. COMPACTION EFFORT SHOULD NOT DAMAGE STRUCTURE -.. -.. -.. . . -, .. -, •., ,, ,, b. I 1, b. I ' b. I .0. • ' .0. ' .!,. ' i---24"Min. 1---24" Min. NOTE: HEADWALL SHOULD OUTLET AT TOE OF SLOPE OR INTO CONTROLLED SURFACE DRAINAGE DEVICE ALL DISCHARGE SHOULD BE CONTROLLED THIS DETAIL IS A MINIMUM DESIGN AND MAY BE MODIFIED DEPENDING UPON ENCOUNTERED CONDITIONS AND LOCAL REQUIREMENTS NOTTO SCALE 24" Min. 12" TYPICAL SUBDRAIN OUTLET HEADWALL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 17 of 26 1' 2'MI 4" DIAMETER PE_RFORATl;D PIPE BACKDRAIN 4" DIAMETER NON-PERFORATED PIPE LATERAL DRAIN SLOPE PER PLAN FILTER MATERIAL H/2 AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR SLOPE IN EXCESS OF 40 FEET HIGH. KEY-DIMENSION PER SOILS ENGINEER (GENERALLY 1/2 SLOPE HEIGHT, 15' MINIMUM) DIMENSIONS.ARE MINIMUM RECOMMENDED NOTTO SCALE · TYPICAL SLOPE STABILIZATION FILL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 1-8 of 26 4" DIAMETER PERFORATED PIPE BACKDRAIN 4" DIAMETER NON-PERFORATED PIPE LATERAL DRAIN SLOPE PER PLAN FILTER MATERIAL ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR SLOPE IN EXCESS OF 40 FEET HIGH. KEY-DIMENSION PER SOILS ENGINEER DIMENSIONS ARE MINIMUM RECOMMENDED NOTTO SCALE TYPICAL BUTTRESS FILL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 19 of 26 20' MAXIMUM FINAL LIMIT OF . EXCAVATION OVEREXCAVATE OVERBURDEN (CREEP-PRONE) DAYLIGHT LINE FINISH PAD OVEREXCAVATE 3' AND REPLACE WITH COMPACTED FILL COMPETENT BEDROCK TYPICAL BENCHING LOCATION OF BACKDRAIN AND OUTLETS PER SOILS ENGINEER AND/OR-ENGINEERING GEOLOGIST DURING GRADING. MINIMUM 2% FLOW GRADIENT TO DISCHARGE LOCATION. EQUIPMENT WIDTH (MINIMUM 15') NOTTO SCALE DAYLIGHT SHEAR KEY DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 20 of 26 PROPOSED GRADING ------------------------------------ NATURAL GROUND 1V / ___,/ COMPACTED FILL ----- / / ----- --------------- ----- -- PROVIDE BACKDRAIN, PER BACKDRAIN DETAIL. AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR BACK SLOPES IN EXCESS OF BASE WIDTH "W" DETERMINE;D BY SOILS ENGINEER NOTTO SCALE 40 FEET HIGH. LOCATIONS OF BACKDRAINS AND OUTLETS PER SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING. MINIMUM 2% FLOW GRADIENT TO DISCHARGE LOCATION. TYPICAL SHEAR KEY DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 21 of 26 FINISH SURFACE SLOPE 3 FT3 MINIMUM PER LINEAR FOOT APPROVED FILTER ROCK* CONCRETE COLLAR PLACED NEAT A COMPACTED FILL 2.0% MINIMUM GRADIENT A 4" MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIREMENTS 4" MINIMUM APPROVED PERFORATED PIPE** (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET DURING GRADING TYPICAL BENCH INCLINED TQWARD DRAIN **APPROVED PIPE TYPE: MINIMUM 12" COVER SCHEDULE 40 POLYVINYL CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 PSI BENCHING DETAIL A-A TEMPORARY FILL LEVEL MINIMUM 4" DIAMETER APPROVED SOLID OUTLET PIPE *FILTER ROCK TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE SIZE 1" ¾" ¾" NO.4 NO.30 NO.50 NO. 200 PERCENTAGE PASSING 100 90-100 I 40-100 25-40 5-15 0-7 0-3 NOTTO SCALE TYPICAL BACKDRAIN DETAIL ' " -. STANDARD SPECIFICATIONS FOR GRADING Page 22 of 26 FINISH SURFACE SLOPE MINIMUM 3 FT3 PER LINEAR FOOT OPEN GRADED AGGREGATE* TAPE AND SEAL AT COVER CONCRETE COLLAR PLACED NEAT COMPACTED FILL A 2.0% MINIMUM GRADIENT A MINIMUM 4" DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIREMENTS MINIMUM 12" COVER *NOTE: AGGREGATE TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE SIZE PERCENTAGE PASSING 1½•( 100 1" 5-40 ¾" 0-17 3/s" 0-7 NO. 200 0-3 TYPICAL BENCHING DETAIL A-A MINIMUM NOTTO SCALE MIRAFI 140N FABRIC OR APPROVED EQUAL 4" MINIMUM APPROVED PERFORATED PIPE (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET BENCH INCLINED TOWARD DRAIN TEMPORARY FILL LEVEL MINIMUM 4" DIAMETER APPROVED SOLID OUTLET PIPE BACKDRAIN DETAIL (GEOFRABIC) STANDARD SPECIFICATIONS FOR GRADING Page 23 of 26 SOIL SHALL BE PUSHED OVER ROCKS AND FLOODED INTO VOIDS. COMPACT AROUND AND 9VER l;:ACH WINDROW. l . STACK BOULDERS END TO END. DO NOT PILE UPON EACH OTHER. FILL SLOPE 10' ,/'O O o ~ 0 0 ~10'MINO NOTTO SCALE ROCK DISPOSAL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 24 of 26 0 STAGGER ROWS FINISHED GRADE BUILDING 10' SLOPE FACE NO OVERSIZE, AREA FOD_R FOUNDATION, UTILITIES, AND SWIMMING POOLS STREET _/ 5' MINIMUM OR BELOW DEPTH OF DEEPEST UTILITY TRENCH (WHICHEVER GREATER) ~ 0 0 0 ~ 4•L-. WINDROW~ TYPICAL WINDROW DETAIL (EDGE VIEW) GRANULAR SOIL FLOODED TO FILL VOIDS HORIZONTALLY PLACED COMPACTION FILL PROFILE VIEW NOT TO' SCALE ROCK DISPOSAL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 25 of 26 0 GENERAL GRADING RECOMMENDATIONS CUT LOT ---- ----------------:" . _. _.,,.. _,.-UNWEA THERED BEDROCK . OVEREXCAVATE AND REGRADE i CUT/FILL LOT {TRANSITION) COMPACTED FILL TOPSOIL, C~VIUM _,, _,,' . .,,AND WEATHERED .,,, ' BEDROCk _,,, ________ __, .,,,, ,,,,, .,,,, ., UNWEATHERED BEDROCK NOTTO SCALE TRANSITION LOT DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 26 of 26 _;_..-ORIGINAL ~ _.,GROUND .,,,, ,,,,, 'MIN 3'MIN OVEREXCAVATE AND REGRADE Business Name 6185 PASEO DEL NORTE, SUITE 200 SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OSTENDO TECHNOLOGIES, INC. Business Contact WAYNE LUTJE Project Address 1812 ASTON AVENUE Mailing Address 6185 PASEO DEL NORTE, SUITE 200 City CARLSBAD City CARLSBAD OFFICE USE ONLY RECORD ID# _________________ _ PLAN CHECK# ________________ _ State CA State CA Telephone# 760-710-3011 Zip Code 92008 Zip Code 92011 BP DATE APN# 212-120-60 Plan File# Project Contact TREY POST Applicant E-mail Telephone# TPOST@DGA-SD.COM 619-685-3990 The following questions represent the 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, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION (HMDl: 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 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. 0 CalARP Exempt I FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 1. 2. 3. 4. 5. 6. 7. 8. YES NO (for new construction or remodeling projects) Is your business listed-on the reverse side of this form? (check all that apply). D IX! D IX! Will your business dispose of Hazardous Substances or Medical Waste in any amount? D !XI Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? D D D D D IX) Will your business store or handle carcinogens/reproductfve toxins in any quantity? IX) Will your business use an existing or install an underground storage tank? IX) Will your business store or handle Regulated Substances (CalARP)? IX! Will your business use or install a Hazardous Waste Tank System (Title 22, Article 1 0)? !XI Will your business store petroleum-in tanks or containers at your facility with a total facility storage capacity equal to or realer than 1,320 allons? California's Above round Petroleum Stora e Act . Date Initials D CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcomp@sdcounty.ca.gov (858) 586-2650). [*No stamp required if Q1 Yes and Q3 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except -those with more than one building• on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate burns; residences forming part of a larger project. [·Excludes garages & small outbuildings.] 1. 2. 3. YES NO IXI D D IX! IXI D Will the project disturb 160 square feet or more of existing building materials? Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 4. D IX! (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 1 0 working days prior to commencing asbestos removal. 5. D IZI Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.org/info/facts/permits.pdf) for typical equipment requiring an APCD permit. 6. D 00 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school bounda Briefly describe business activities: Briefly describe proposed project: NO BUSINESS ACTIVITIES ASSOCIATED WITH PERMIT CONSTRUCTION ACTIVITIES ONLY I declare under penalty of perjury that to the best of my knowledge and belief t e responses made herein are true and correct. I I Name of Owner or Authorized Agent Signature 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* APCD COUNTY-HMD APCD COUNTY-HMO APCD .. *A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (08/15) County of San Diego -DEH -Hazardous Materials Division · .. ,.v -----•~---~•-·---- ,~---f {._C1cyo· Carlsbad NONRESIDENTIA~ GREEN BUILDING CODE STANDARDS MANDATORY MEASURES CERTIFICATION CHECKLIST 8-52 _Development Services Buildi'"'g Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form, signed and completed, and .all receipts for the recycled materials shall be submitted to th, Building Inspector prior to Final Inspection. . . . ' .. V ~' • , -~ . '.,. '-. .. .... . ~ .. ,.~ . '""'' '. ,. -;·• • n .,• ~-~, .. , -~ ,', . ~., ~--' v., . . ' '" -~ '),. . .. ,I, ,' ,,,, •-jviimct~tJty: i ·. Site Oeve'.lopment. 1 ; '-:· .. ' ,"_ . ,'-: ~· ·:_-· . .- ' ..... . . ,: .. .. , •• < ',. . , C . .. < ' ~ ., ,_ ., . • -~ .. '·:.. <» < •• ,·, '"""' /, -t ·-·~ •• >,., ' ,~_.., •• ~-. . , · 5.106.1 Storm water pollution prevention plan. For projects of one acre or less, develop a Storm Water Pollution Prevention Plan (SWPPP) that has been designed specific to its site, conforming to (X) the·State Storm water NPDES Construction Permit or localon:linance; whichever is stricter, as is required for projects over one acre. The plan should cover prevention of so.ii loss by storm water run-off and/or wind erosion, of sedimentation and/or of dustloarticulate matter air oollution. 5.106:4 Bicycle parking and changing rooms. Comply with Sections 5.106.4.1 and 5.106A.2; or (X) meet local ordinance, whichever is stricter. 5.106.4.1 Short-Term bicycle parking. If the project is expected to generate visitor traffic, provide permanently anchored bicycle racks within 200 feet of the visitor's entrance, readily visible to (X) passers-by, for 5 percent of visitor motorized vehicle parking capacity, with a minimum of one two- bike capacity rack. 5.106.4.2 Long Term bicycle parking. For buildings with over 10 tenant-occupants, provide secure bicycle parking for 5 percent of tenant-occupied motorized vehicle parking capacity, with a minimum (X) of one space. 5.106.5.2 Designated parking. Provide designated parking for any combination of low emitting, fuel-efficient and carpool/van pool vehicles as shown in Table A5.106.5.3.1. (X) 5.106.8 Light pollution reduction. Comply with lighting power requirements in the California Energy Code and design interior lighting such that zero direct-beam illumination leaves the building (X) site. Meet or exceed exterior light levels and uniformity ratios for lighting zones 1-4 as defined in Chapter 10-of the California Administrative Code, using the following strategies: 1. Shield all exterior luminaries or use cutoff luminaries (X) 2. co·ntain interior lighting within each source (X) 3. Allow no more than .01 horizontal foot candle· 15ft. beyond the site (X) 4. Contain all exterior lighting within property boundaries (X) Exception: See part 2, Chapter 12, Section 1205.6 for campus lighting requirements for parking facilities and walkways. 5.106.10 Grading and paving. The site ~hall be planned and developed to keep surface water away from buildings. Construction plans shall indicate how site grading or drainage system will (X) . manage all surface water flows. ·-··.-. . .. , ... ·. . .. '" .. ,:: ·-:: 1·:. :··:;:·-·, . •, . '' ~---·· . J_:-; .'. ~· '". :..: . ·w~ter E:fficiency iind :Conservation_: '. -. ; ':' -i-,, ·,,, ,. " ._-, ,; '·. : • > ' I·-'-.' C ·-. : . -:..·,';' --'.:s -' ·~ ~: ,, , : ' ~,di:;;,-~, ,,/;,j'", .,ft~.: ,-1' .1:. _:._--.-. .. ,. ,,-:,_· . ,, ': '' ' ··-:·· -.. ,_. ·-=-' ':,C ... ' ·~ ' a:· -. ., ... . -' ',, -. -.-: -Indoor Water Use ·. . ,;_" . . ~·, 'l'. "1· -. · ' .. . , > • ' -' ~ .-., ·-__ ,, ·) 1'. > .. ' -: ' ~ --.. '., '' ,_, .. .· __ : ,,,,, . " .-1 In•• ' -~· ' ,_,..; _.,. . .::,. ,~--,,,.:· ·. " ' .', 5.303.1 Meters. Separate meters shall be installed for the uses described in Sections 503.1.1 (X) through 503.1.3. 5303.1.1 Buildings in excess of 50,000 square feet. Separate sub-meters shall be installed as follows: (X) 1. For each individual leased, rented, or other ten~nt space within the building projected to consume more than 100 gal/day. 2. For spaces used for laundry or cleaners, restaurant or food service, medical or dental office, laboratorv or beautv salon or barber shoo oroiected to consume more than 100 aal/dav. 8-52 Page 1 of 5 Rev. 11/15 • 5.303.1.2 Excess consumption. Any building within a project or space within a building that is projected to consume more than 1,000 gal/day. 5.303.2 20 Percent savings. A schedule of plumbing fixtures and fixture fittings that will reduce the overall use of potable water within the building by 20 percent shall be provided (Calculate savings by Water Use Worksheets or utilize Table 5.303.2.3). 5.303.2.1 Multiple showerheads serving one shower. When single shower fixtures are served by more than one showerhead, the combined flow rate of all the showerheads shall not exceed the maximum flow rates specified in the 20 percent reduction column contained in Table 5.303.2.3 or the shower shall be designed to allow only one showerhead to be in operation at a time. 5.303.4 Wastewater reduction. Each building shall reduce the generation of wastewater by one of the following methods: 1. The installation of water-conserving fixtures 2. Utilizing nonpotable water systems · 5.303.6 Plumbing fixtures and fittings. Plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the requirements listed for each type in items listed in Table 5.303.6. 1. Water closets (toilets) -flushometer type 2. Water closets (toilets)-tank type 3. Urinals 4. Public lavatory faucets 5. Public metering self-closing faucets 6. Residential bathroom lavatory sink faucets 7. Residential bathroom lavatory sinks 8. Residential showerheads 9. Single shower fixtures served by more than one showerhead · O,utdoor Wate.r Use ,. ' 1 , (,,, I , t __ 5.304.1 Water Budget. A water budget shall be developed for landscaping irrigation use. 5.304.2 Outdoor potable water use. For new water service, separate meters or submeters shall be installed for indoor and outdoor potable water use for lc1ndscaped areas between 1,000 and 5,000 square feet. 5.304.3 Irrigation design. In new nonresidential projects with between 1,000 and 2,500 square feet of landscaped area (the level at which the MLO applies), ,install irrigation controllers and sensors which include the following criteria and meet manufacturer's recommendations. 5.304.1.1 Irrigation controllers. Automatic irrigation system controllers installed at the time of final inspection shall comply with the following: 1. Controllers shall be weather-or soil moisture-based controllers that automatically adjust irrigation in response to changes in plant's needs as weather conditions change. 2. Weather based controllers without integral rain sensors or communication systems that account for local rainfall shall have separate wired or wireless rain sensors which connects or communicates with the controller(s). Soil moisture-based controllers are not required to have rain sensor input. ' :11· ,,'';, j,,' I' j, "' 1>, .,,: : 5.408.1 Construction waste diversion. Establish a construction waste management plan or meet local ordinance, whichever is more stringent. 5.408.2 Construction waste management plan. Submit plan per this section to enforcement authority within the city. 5.408.2.1 Documentation. Provide documentation of the waste mc1nagement plan (see form B-59) that meets the requirements listed in Section 5.408.2 Items 1 thru 4 and the plan is · accessible to the enforcement authority. 5.408.3 Construction waste. Recycle and/or salvage for reuse a minimum of 50 percent of . nonhazardous construction and demolition debris or meet local ordinance, whichever 1s more stringent. Exceptions: B-52 Page 2 of 5 (X) (X) ()() As applicable (X) (X) As applicable (X) (X) (X) (X) (X) (X) (X) (X) (X) (X) (X) (X) As applicable (X) (X) (X) (X) (X) Rev. 11/15 \ - 1. Excavated soil and land-clearing debris 2. Alternate waste reduction methods, developed by working with local agencies if diversion or recycle facilities capable of compliance with this item do not exist. 5.408.4 Excavated soil and land clearing debris. 100 percent of trees. Stumps, rocks and associated vegetation and soils resulting,.primarily from land clearing shall be reused or recvcled. _ __ _ • _ I -•• • .. ___ • -, ·-.· .,,._ .. ---·:~=--::_z· _-_, .... '·\~;~,,, _,. .,~ ~-, · -~,.-• ;._~-uil~i~~ Mai~tena~ce ~nfOp,~r~tio~: · __ ~· _, "; ,:_~ :,. ___ ~>~-:~--:: .: . ,, :':_ .:. _: ~-· ~ 5.410.1 Recycling by occupants. Provide readily accessible areas that serve the entire building arid are identified for the depositing, storage ahd collection of nonhazardous materials for recycling. · _ · 5.410.2 Commissioning. For new buildings 10,000 square feet and over, building commissioning for all building systems covered by T24, Part 6, process systems and renewable energy systems shall be included in the design and construction processes of the building project. Commissioning requirements shall include items listed in Section 5.410.2. · 5;410.2.1 Owner's Project Requirements (QPR). Documented before the design phase of the project begins the OPR shall include items listed in Section 5.410.4. -5.410.2.2 Basis of Design (BOD). A Written explanc;1tion of how the design of the building systems meets the OPR shall be completed at the design phase of the building project and updated periodically to cover the systems listed in Section 5.410.2.2. · 5.410.2.3 Commissioning plan. A commissioning plan describing how the project Will be commissioned shall be started during the design phase of the building project and shall include items listed in Section 5.410.2.3. 5.410.2.4 Functional performance testing shall demonstrate the correct installation and operation of each component, system and system-to-system interface in accordance with the approved plans and specifications. 5.410.2.5 Documentation and training. A Systems manual c;1nd systems operations training are required. 5.410.2.5.1 Systems manual·. The systems manual shall be delivered to the· building owner or representative and facilities operator and shall include the items listed in Section 5.410.2.5.1. 5.410.2.5.2 Systems operations training. The training of the appropriate maintenance staff for each equipment type and/or system shall include items listed in Section 5.410.2.5.2. -5.410.2.6 Commissioning report. A complete report of commissioning process activities undertaken through the design, construction and reporting recommendations for post construction phases of the building project shall be completed and provided to the owner or representative. 5A10.4 Testing and adjusting. Testing and adjusting of systems shall be required for buildings less than 10,000 square feet. · 5.410.4.2 Systems. Develop a written plan of procedures for testing and adjusting systems. Systems to be included for testing and adjusting· shall include, as applicable to the project, the systems listed in Section 5.410.3.2. 5.410.4.3 Procedures. Perform testing and adjusting procedures in accordance with industry best practices and applicable national standards on each system. 5.410.4.3 HVAC balancing. Before a new space-conditioned system serving a building or space is operated for normal use, the system should be balanced in accordance with the procedures deflned by national standards listed in Section 5.410.3.3.1. 5.410.4.4 Reporting. After completion of testing, adjusting and balancing, provide a final report of testing signed by the individual responsible for. performing those services . . maintenance instructions and copies of guaranties/warranties for each system prior to final inspection. 5.410.4.5 Operation and maintenance manual. Provide the building owner with detailed operating and maintenance manual 5.410.4.5.1 Inspection and reports. Include a copy of all inspection verifications and reports required by the enforcinQ aQencv. 8-52 Page 3 of 5 (X) (X) (X) (X) (X) (X) (X) (X)· (X) (X) (X) (X) (X) (X) (X) (X) Rev. 11/15 -- · • f;nvironmental Q~a'lity ,, 1 ,: .l,' ,, '! ' ~ ' f . 5.503.1 Install only a direct-vent sealed-combustion gas or sealed wood-burning fireplace or a sealed woodstove and refer to residential requirements in the California Energy Code, Title 24, Part 6, Subchapter 7, Section 150. 5.503.1'.1 Woodstoves. Woodstoves shall comply with US EPA Phase II emission limits. 5.407.1 Weather protection. Provide a weather-resistant exterior wall and foundation envelope as required by California Building Code Section 1403.2 and California Energy Code Section 150, manufacturer's installation instruction instruction~ or local ordinance, whichever is more stringent. 5.407.2 Moisture control. Employ moisture control measured by the following methods: 5.407.2.1 Sprinklers. Prevent irrigation spray on structures. 5.407.2.2 Entries and openings. Design exterior entries and openings to prevent water intrusion into buildinQs. Pollution C()ntfJe:>I , ,, 5.504.3 Covering of duct openings and protection of mechanical equipment during construction. At the time of rough installation or during storage on the construction site and until final start up of the heating and cooling equipment, all duct and other related air distribution component openings shall be covered with tape, plastic, sheet metal or other methods to reduce the amount of debris or duct which may collect in the system. 5.504.5.3 Filters. In mechanically ventilated buildings, provide regularly occupied areas of the building with outside and return air prior to occupancy that orovides at least a MERV of 8. 5.504.4 Finish material pollutant control. Finish materials shall comply with Sections 5.504.4.1 through 5.504.4.4 5.504.4.1 Adhesives, sealants, caulks. Adhesives and sealants used on the project shall meet the requirements of the following standards: 1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks shall comply with local or regional air pollution control or air quality management district rules where applicable or SCAQMD Rule 1168 voe limits as shown in Tables 5.504.4.1 and 5.504.4.2. 2. Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking compounds (in units of product, less packaging, which do not weigh more than one pound and do not consist of more than 16 fluid ounces) shall comply with statewide voe standards and other requirements, including prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17, commencing with Section 94507. 5.504.4.3 Paint and coatings. Architectural paints and coatings shall comply with Table 5.504.4.3 5.504.4.3.1 Aerosol paints and coatings. Aerosol paints and coatings shall meet the Product- Weighted MIR limits for ROC in Section 94522 (a)(3) and other requirements, including prohibition on use of certain toxic compounds and ozone depleting substances (CCR, Title 17, Section 94520 et seq.). , 5.504.4 Carpet systems. All carpet installed in the building interior shall meet the testing and product requirements of one of the standards listed in Section 5.504.4.4. 50504.4.4.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the Carpet and Rug Institute Green Label Program. 5.504.4.4.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 804.4.1. 5.504.4.5 Composite wood products. Hardwood, plywood, ,particleboard and medium density fiberboard composite wood products used on the interior or exterior of the building shall meet the requirements for formaldehyde as specified in Table 5.504.4. 5.504.4.5.2 Documentation. Verification of compliance with this section shall be provided as requested by the enforcing agency. Documentation shall include at least one of the following: 1. Product certification and specifications 2. Chain of custody certifications 3. Other methods acceptable to the enforcing agency 5.504.4.6 Resilient flooring systems. Comply with the voe emission limits defined in the 2009 CHPS criteria and listed on its Low-emitting Materials List (or product registry) or certified under the FloorScore orooram of the Resilient Floor CoverinQ Institute. 8-52 Page 4of 5 (X) As Applicable (X) tx) {><).' '(X) (X) (X) (X) Rev. 11/15 ... .,- ,; -- 5.505.1 Indoor moisture control. Buildings shall meet or exceed the provisions of the California '\','. Building Code, Title 24 Part 2, Sections 1203 (Ventilation) Chapter 14.1. . .·:. JX;Y , .. · 5.506.1 Outside air delivery. For mechanically or natui:~lly ventilated spaces in buildings, meet the (X) minimum requirements of Section 121 of the California Energy. Code, CCR, iitle 24, Part 6 and Chapter 4 of CCR, Title 8 or the applicable local code, whichever is more stringent. 5.506.2 Carbon DIOXIDE (CO2) monitoring. For buildings equipped with demand control ventilation, CO2 sensors and ventilation controls shall be specified and installed in accordance with the requirements of the latest edition of the California Enerav Code, Title 24, Part 6, Section 121 (c). (X) , , -' _,' _-,' " -' ·-: f, ,-~, ", --·, !, -_,-'' -=· j __ 1, -, '" " , '.,. ,<~ ;, , ,Oµtdoor Air Q1,1ality , , , ; .. , . . · " . . , " ..... ~ •. " '" "·-·· " " • "'""" _. •=•,,.:_ --"" ••••••'' 0 ,•,,~ , •·'-·• "a"-',•-•-•• ,'>, ::r-_._ -~ , ••••",, "•" .._....__. ~·-·--•'-•·•~ r 5.508.1 Ozone depletion and global warming reductions. Installations of HVAC, refrigeration and fire suppression equipment shall comply With Sections 5.508.1.1 and 5.508.1.2. 5.508.1 CFCs. Install HVAC c;3nd refrigeration equipment that does not contain CFCs. 5.508.1.2 Halons. Install fire suppression equipment that does not contain Halons. As applicable (X) (X) I, as the professional responsible for this project, certify that, to the best of my knowledge, the mandatory items listed on this form have been incorporated into the project in order to comply with Title 24, Part 11 of the 2013 California Green Building Standards. All receipts for recycleq materials have been attached to this form. Project Address: //ll 2_ A--s ffi,n ·4ue ~ rd~ '¥t,d Plan Check Number: C.l3 C:JCJ 17-(!JO~rt) PrintName: /{-;.sC-x--: /.e.y'::':1' License Number:· ______ __,._ Date: --B~--L~if_,...~t-2~- ·s-52 Page 5 of 5 Rev. 11/15 Print Date.: 08/25/2017 Job Address:. Permit Type: Parcel No: Valu~tion: Occupar:icy Group: # Dwelling Units: Bedrooms: Project Title: 1812 Aston Ave BLDG-Permit Revision 2121200600 $ 0.00 City of Carlsbad · 1635 Faraday Av Carlsbad, CA 92008 Permit Permit No: PREV2017-0080 www.carlsbadca.gov Work Class: Lot#: Reference #: C~mstruction Type: Bathrooms: Orig. Plan Check#: Plan Check#: Residential Permit Revisi Status: Applied: Issued: Finaled: Inspector: tBC2017-0050 Completed 04/27/2017 05/16/2017 Description: OSTENDO TECH: EXPANDING DEMO SCOPE// ADDING 3 NEW SLABS AND MODIFYING DEMENSIONS OF PREVIOUSLY PROPOSED// STRUCTURAL FRAMING CHANGES// RELOCATE TRENCH, LIFT & WEIGHTS Applicant: TREY POST 2550 Fifth Ave SAN DIEGO, CA 92103 619-685-3990 MANUAL BUILDING PERMIT FEE Total Fees: $ 435.00 Owner: OSTENDO TECHNOLOGIES INC -6231 6185 Paseo Del Norte Mi.ke Zaparyniuk, 200 Carlsbad, CA 92011-1152 760-710-3000 Total Payments To Date : $ 435.00 $435.00 Balance Due: $ 0.00 Ccityof Carlsbad PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Pian Check Revision No. PREV~O 11-00~0 Original Plan Check No. ~17-0060 ~ Project Address 1812 ASTON AVE., CARLSBAD CA 92008 Contact TREY POST TPOST@DGA-SD.COM Ph 619-685-3990 CWARREN@DGA-SD.COM Date APRIL 27, 2017 Fax Email Contact Address 2550 FIFTH AVENUE, SUITE 115 City SAN DIEGO Zip 92103 General Scope of Work NON OCCUPIED EQUIPMENT Pl,.ATFORM AND UNDERGROUND TRENCHING Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: (Z]Plans 0 Calculations D Soils o-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 ADDITION OF DEMO SCOPE (2 ROOMS} AM-101 ADDITION OF 3 ISOLATION SLABS AND MODIFICATION TO DIMENSIONS OF AM-100, AM-101, ALREADY PROPOSED SLABS AM-111, SM-111 TRENCH AND LIFT STATION LOCATIONS/DIMENSIONS AM-100, AM-101, AM-111, SM-111, PM-110A, PM-110B, PPM-110B STRUCTURAL FRAMING PLAN SM-112 WEIGHTS AND LOCATIONS OF FUTURE MECHANCIAL EQUIPMENT MM-401 5. Does this revision, in any way, alter the exterior of the project? 0 Yes [ZI No 6. Does this revision add ANY new floor area(s}? D Yes 0 No 7. Does this revision affect any fire related issues? D Yes 0 No 8. Is this~ comp~ 0 Yes O No ~Signature ~ _ l 635 Faraday Ave , Carlsbad, CA 92008 fh: 760-602-27 l 9 ,fax: 760-602-8558 flil.a.it building@carlsbadca.gov www.cartsbad91.gov EsGil Corporation In <Partnersliip witli (]01Jernment for (Jjui{tfin9 Safety DATE: May 9, 2017 Cl APPLICANT ~ JURIS. JURISDICTION: Carlsbad Cl PLAN REVIEWER Cl FILE PLAN CHECK NO.: CBC2017-0050/CBPREV2017-0080 ___ SET: I PROJECT ADDRESS: 1812 Aston Avenue PROJECT NAME: Underground process plumbing and equipment platform for Ostend• C8J The plans transmitted herewith have been corrected where necessary and substantially compl with the jurisdiction's building codes. D The plans transmitted herewith. will substantially comply with the jurisdiction's codes when minor deficiencies .identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check I 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 fot the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: f5 ()p Telephone#: Date contacted: (by: --f1' Email: Mail Telephone Fax In Person D REMARKS: By: Eric Jensen Enclosures: EsGil Corporation D GA tJ EJ D MB D PC 05/01 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad CBC2017-0050 / CBPREV2017-0080 May 9, 2017 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad 0050/CBPREV2017-0080 PLAN CHECK NO.: CBC2017- PREPARED BY: Eric Jensen BUILDING ADDRESS: 1812 Aston Avenue BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION (Sq.Ft.) Multiplier Air Conditioning Fire Sprinklers TOTAL, VALUE Jurisdiction Code . cb By Ordinance Bldg. Permit Fee by Ordinance ~ • J P-lan Gheck Fee by Ordinance Type of Review: D Complete Review DATE: May 9, 2017 Reg. VALUE Mod. D Structural Only D Repetitive Fee =3 Repeats D Other 0 Hourly EsGil Fee 31 Hrs.@* =====$=1=1=s-=oo: • .Based on hourly rate Comments: ($) $435.ooj $348.ool Sheet 1 of 1 macvalue.doc + 13\VE ENGINEER: Jeff Densley DATE: April 26, 2017 PROJECT NUMBER: 12755A.1.0l STRUCTURAL • CIVIL • SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 •San Diego, CA 92123 Phone (619} 299-5550 • Fax (619} 299-9934 www.bwesd.com Ostendo -Equipment Platform and Underground Package Pian Check Su bm itta I #3 Carslbad, CA I Prepared for I 2550 Fifth Ave, S San Diego, CA I I I PREV2017-0080 1812 ASTON AVE OSTENDO TECH: EXPANDING DEMO SCOPE II ADDING 3 NEW SLABS AND MODIFYING DEMENSIONS OF PREVIOUSLY PROPOSED// STRUCTURAL FRAMING CHANGES II RELOCATE TRENCH, LIFT & WEIGHTS 2121200600 CBC2017-0050 4/27/2017 PREV2017-0080 II RAM Steel 15.03.00.000 RA1u .... 11n1Sysmn DataBase: VE Mezzanine ~lae11tt~Y' Building Code: IBC Beam Desi2n. Criteria TABLES SELECTED: Master Steel Table: Default Steel Table: Alternate Steel Table: UNBRACED LENGTH: Check Unbraced Length tamaisc ramaisc ramaisc Do Not Consider Point of Inflection as Brace Point Noncomposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam does not Brace flange Calculate Cb for all Simple Span Beams Use Cb=l for all Cantilevers SP AN/DEPTH CRITERIA: Maximum Span/Depth Ratio (ft/ft): 0.00 ·coMPOSITE JEFF: Do Not Reduce Ieffper AISC 360 Commentary DEFL:t:CTION CRITERIA: Defaµlt Criteria Lid Unshored Iriitial (Construction Load): 0.0 Post Composite Live Load: 360.0 Total Superimposed: 240.0 Total (Init+Superimp-Camber): 240.0 Shored Dead Load: 0.0 Live Load: 360.0 Total Load: 240.0 Noncomposite Dead Load: 0.0 Live Load: 360.0 Total Load: .360.0 Raceway/Spandrel Criteria Lid Unshored Initial (Construction Load): 0.0 Post Composite Live Load: 360.0 Total Superimposed: 240.0 Total (Init+Superimp-Cambet): 240.0 Shored Dead Load: 0.0 Live Load: 0.0 Total Load: 0.0 delta (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 delta (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 04/20/17 15:56:24 Steel Code: AISC 360-10 LRFD • RAM Steel 15.03.00.000 11.',M~~Sf!!!m DataBase; VE Mezzamne ~!Bentley-Building Code: IBC Beam Desi2n Criteria Noncomposite Dead Load: Live Load: Total Load: Note: 0.0 indicates No Limit 0.0 360.0 360.0 CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber Beams with Span< 0.0 ft Do not Camber Beams with Weight< 0.0 lbs/ft Do not Camber Beams with Weight> 1000.0 lbs/ft Do not Camber Beams with Depth< 0.0 in Do not Camber Beams with Depth> 100.0 in Do not Camber Beams with Cantilevers Percent of Dead Load used for Camber: 80.00 0.0 1.0 1.0 (For Unshored Composite the specified % of Construction DL is used) Camber Increment (in): 0.250 Minimum Camber (in): 0.750 Maximum Camber (in): 4:000 CAMBER CRITERIA FOR NONCOMPOSITE BEAMS: Do not Camber Beams with Span< 24.0 ft Do not Camber Beams wjth Weight< 30.0 lbs/ft Do not Camber Beams with Weight> 1000.0 lbs/ft Do not Camber Beams with Depth< 14.0 in Do not Camber Beams with Depth > 100.0 in Do not Camber Beams with Cantilevers Percent of Dead Load used for Camber: 70.00 Camber Increment (in): 0.250 Minimum Camber (in): 0.750 Maximum Camber (in): 4.000 STUD CRITERIA: Stud Distribution: Use Optimum Maximum% of Full Composite Allowed: 100.00 Minimum% of Pull Composite Allowed: 25.00 Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in): 5.500 Miriimum Flange Width for 3 Rows of Studs (in): 8.500 Maximum Stud Spacing: Per Code WEB OPENING CRITERIA: Stiffener Fy (ksi): 36.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 Increment of Width (in): 0.250 Increment of Thickness {in): 0.125 Increment of Length (in): 1.000 Page 2/3 04/20/17 15:56:24 Steel Code: AISC 360-10 LRFD • RAM Steel 15'°3.00.000 RAMS1ructuri1s,...m DataBase: VE Mezzanme ~laentlt!!f Building Code: IBC Beam Desi2n Criteria Do Not Allow Stiffeners on One Side of web Allow Stiffeners on Two Sides of web Page 3/3 04/20/17 15:56:24 Steel Code: AISC 360-10 LRFD II RAM Steel 15.03,00.000 RAMSlruc1U11ISyttem DataBase: VE Mezza1ilne ~Jeentley• Building Code: IBC Floor Type: Mezz Roof Floor Map 04/20/17 15:56:24 S~eel Code: AISC 360-10 LRFD w 1 .. 2 · 8.7·-~--ttJ------='-----{9 3 t!J 4 E!:f 5 E!J 6 [!j 7 · tg C •II• ~ 8 ~ 213 ffil 11s ~ 0 <D El ~I [:] fll 07 D 00 0 "' \,) ;::: I 1o1 ~ a, ~ "' I I ·~ --· ·D ~ ~ ~ 197 I ' q ~1 ffll 16 I I ··[;] ~ 12 23 I i:;:i "' st N "' 204 ~63 ( 5 ) ~ ;:!: ig :e :e I 198 I -cb I 199 I l:ll ~I fill :21 :gJ I I I I I 17 18 {;:I ra 3; 1o ill ~ I 24 I I 25 I D "' ~ 0 ~ l:l 0 ~ ~ "' "' "' 29 @,, 30 ( 4.5) ~ 0-----·,--·--·--•-·----, ·--·- I:: E'! ' I G} ~1 1ol I I El !;j: ~ D I 1o 8 ~ "' ( 4 ) [iJ ~ 12 I ~1 19 26 a) a, 0 "' 31 I I ~ ' [LI ~1 I [;:I ~ i:;:i "' st :ttb { 3.5 a, ... I ~1 a, a, a, a ~ I I 0 a) 13 ., gl 20 I 8 27 I ~, 32 j -· --· ·-f:3 !!l fII I ~1 I (;:I ~ D ~1 ~ ~ ~ I I ~I \::: I ~1 ~ ~ ~ ~ .. [;; 11 I I ~ ~I "'I ~ ;::~ __g1!l_ ~ ~ ~ 18 ~I ~I st "' ! l • .. E' .._ C J Q) ~ Q1 . . i~ I @ II RAM Steel 15.03.00.000 RAMs1rUll1uri1s111em DataBase: VE Mezzamne ~!Bentley· Building Code: IBC Decks: Deck Label I::;;:; Deck Floor Map Deck Type Noncomposite Page 2/2 04/20/17 15:56:24 Steel Code: AISC 360-10. LRFD Slab Action One-Way Orientation 0.00 degrees 'q" Q <:'l ~ \0 If) If) 0 --r---I -0 0 \0 M ~·u 's::too o< 0 'tj 0 D -0 0 ..... ti.) 0 Q) 0 ·§ 0 0 cd NU 0. ~ ea M 0. ::E .. If) ~ 0 -> -g ...... Q) .. u Q) ~ en .... tl.l cd ~ ~~~ cd ::I ~ 0 .i:Q 1113 ~ .!! i 'E ]i GI ii QI I il\1 ~ C ~ ISi ~ ~ Gi =-:>. E-4 -C C -r-« r L 1*!11'.1!1.\'!11'.U!.j!!~ ~tll~-~lil~~-IW' (# $ i'.« lW tfl!t !)I, f,! I· ~•~•~IJI•• r. ,,.,,,,, 1'1!11'.l!l~ll({l.l!I~· ' ~l:11 .... ' ilt(ll.!il'"~,Z,\ll'lJ'l!lli!il! !»'.lll I·-l!lau~w•••~•~•~-~~ !II &'.('J jlll'j'.j$lJ't;tli(~.!I J.lar.lJ( (I< ti liHillilllffl II' llilillll"IIIIIIIIIIIIIIIMII !:»' :ltlf .\'ll' I»'~ llt ,!¥ 1)1: (): lit :lt I) !;I. jjt;<f, ,.~ ~ PDIUl II _ lll,1J\71li,JJJ1>~!Wtl()!~~l».~~llf{!i· (.) (") N II RAM Steel 15.03.00.000 Floor Map Page 2/2 RAMStn1e111ra1sy111m DataBase: VE Mezzamne 04/20/17 15:56:24 ~laentley' Building Code: IBC Steel Code: AISC 360-10 LRFD -- Surface Loads Label DL CDL LL Reduction PLL CLL MassDL psf psf psf Type psf psf psf Mezzanine Deck 35.0 0.0 20:0 Reducible 0.0 0.0 35.0 Mechanical Unit 75.0 0.0 0.0 Reducible 0.0 0.0 75.0 Temporary Raceway 35.0 0.0 35.0 Reducible 0.0 0.0 35.0 Line Loads Label DL CDL LL Reduction PLL CLL MassDL k/ft k/ft k/ft Type k/ft k/ft k/ft Ll Interior Partition 0.100 0.000 0.000 Reducible 0.000 0.000 0.100 ~ ~~ I -0 ~~ I! I! 0 (D s I! "'I a. ! ~ i" -! ~ ~ '-< u:; L W16x26 W16x26 W18x40 c=1" "O ~ ~ ~ t:;d t1 i . 0) ~ s. ~ 01 W12x19 W16x31 W16x31. W18x55 c=3/4" . ~ s: th Cl -t:) G D ~ s· p) [/1 :;c c,q t'-' M' ('I) ('I) 0 .. ('I) W12x19 W16x31 W16x31 W18x55 c=3/4" 0 0 < -0 § ~ ::E ~ ..... g. tI'.l -V, ~ 0, c» ~ .. ~ 0 ~ ~ td ('I) w W12x19 0 W16x31 0) W16x31 0 W18x55 0 0 F:l 0 § 0 W12x19. I W16x26 W16x26 I W16x26 W12x14 -· 0 -[] [J ::;i -Ii] . EJ-('I) 0 W12x19 W16x26 W16x26 W18x35 c=1" ::E ~ ::E ~ ~ c» W12x19 8l W16x26 8l W16x26 8 W18x35 c=1" ~ W12x19 G:I W16x31 @ W16x31 E]-W18x50 01 W.12x19 W16x31 W16x31 W18x55 ::E ::E ::E ::E c» f ~ ~ W12x19 ~ W16x31. JS, W16x31 gJ W18x86 0 0) ~ -0 W12x19 W16x26 W16x26 W16x26 W12x14 0 -i;J !;I I;] -0 "'"C ~ W12x19 W16x26 W16x26 W18x35 c=1" ~ ::E ::E ::E ::E ~ ~ i ~ W12x19 8l. W16x26 8l W16x26. ~ W18x35 c=1" ,,., W12x19 -G W16x26 13 W16x26 W18x35 c=1" . 01 W12x19 W16x26 W16x26 W18x35 c=1" ::E ::E ::E ~ I "" c» 0, 0, W12x19 ~ W16x26 8l W16x26 ~ W18x50 c=3/4". 01 0) W12x19 W16x31 I W16x31 W16x31 W12x14 "' -(8 8 El· D W12x19 W16x31 W16x31 W18x55 c=3/4" [/1 M' ('I) ::E ::E ~ ('I) -::E c» ~ 0 W12x19 ~ W16x26 W16x26 0, W18x50 c=3/4" ~ g 0 C, C, g. gJ II II C, "' "' ~ ~ ~ ~ W12x19 W16x26 W16x26 W18x35 c=1" 0 I! I! It [/1 ~ 0 w 0 IV W16x26 W16x31 c=3/4" W18x35 c=1" 0\ ---(,) 0 -I -...l --0 V, s V, 0\ N t1 ~ • RAM Steel 15.03.00.000 Beam Summary 04/20/17 15:56:24 RAM~lSys&in DataBase: VE Mezzanme ~/aentiey' Building Code: IBC Steel Code: AISC 360-10 LRFD . STEEL BEAM DESIGN SUMMARY: Floor Type: Mezz Roof Bm# Length +Mu -Mu tf>Mn Fy Beam Size Studs ft kip-ft kip-ft kip-ft :{{si 1 17.50 84.4 0.0 165.8 50.0 W16X26 u 2 24.00 148.5 0.0 204.7 50.0 W18X35 3 24.00 131.5 0.0 204.7 50.0 Wl8X35 5 24.00 131.5 0.0 204.7 50.0 W18X35 6 24.00 136.8 o.o 205.2 50.0 W18X35 7 32.50 274.3 0.0 378.8 50.0 W18X50 12 24.00 168.7 0.0 247.3 50.0 W18X40 13 24.00 186.7 0.0 294.6 50.0 W18X46 u 14 32.50 390.0 0.0 461.3 50.0 W18X60 15 17.50 89.8 0.0 165.8 50.0 W16X26 u 16 24.00 175.9 0.0 290.1 50.0 W18X46 u f7 24.00 139.8 0.0 205.3 50.0 W18X35 lB 24.00 177.7 0.0 290.0 50.0 W18X46 u 19 24.00 134.8 0.0 204.5 50.0 W18X35 20 24.00 147.1 0.0 207.4 50.0 W18X35 21 32.50 306.7 0;0 420.0 50.0 W18X55 23 24.00 152.0 0.0 247.3 50.0 W18X40 24 24.00 131.9 0.0 204.6 50.0 W18X35 25 24.00 154.3 0.0 247.4 50.0 W18X40 26 24.00 129.4 0.0 204.5 50.0 W18X35 27 24.00 136.9 0.0 206.0 50.0 W18X35 28 32.50 279 .. 3 0.0 378.8 50.0 W18X50 30 28.00 120.9 0.0 218.3 50.0 W18X35 31 20.00 62.6 0.0 142.0 50.0 W16X26 u 32 24.00 80.2 0.0 129.8 50.0 W16X26 33 32.50 162.1 0.0 378.8 50.0 W18X50 u 34 20.00 30.2 0.0 165.8 50.0 Wl6X26 u 31 42.00 118.8 0.0 249.4 50.0 Wl8X35 38 20.00 40.2 0.0 92.6 50.0 Wl2X19 39 28.00 80.8 0.0 202.5 50.0 Wl6X31 40 28.00 80.4 0.0 202.5 50.0 W16X31 42 20.00 41.8 0;0 92.6 50.0 W12X19 43 28.00 62.9 0.0 165.8 50.0 Wl6X26 44 28.00 62.9 0.0 165.8 50.0 W16X26 45 42.00 144.4 0.0 249.4 50.0 W18X35 47 28.00 71.9 0.0 165.8 so.o W16X26 48 28.00 71.9 0.0 165.8 50.0 W16X26 50 20.00 40.2 0.0 92.6 50.0 W12X19 51 28.00 75.0 0.0 202.5 50.0 W16X31 52 28.00 75.0 0.0 202.5 50.0 W16X31 u • RAM Steel 15.03.00.000 Beam Summary Page 2/4 RAMs-iura•S,sliiii DataBase: VE Mezzanme 04/20/17 15:56:24 ~Jaentl~l:f Building Code: IBC Steel Code: AISC 360-10 LRFD Bm# Length +Mu -Mu <JlMn Fy Beam Size Studs 53 42.00 161.9 0.0 378.8 50.0 W18X50 #u 54 20.00 41.8 0.0 92.6 50.0 W12X19 55 28.00 71.9 0.0 165.8 50.0 Wl6X26 56 28.00 71.9 0.0 165 . .8 50.0 W16X26 58 28.00· 77.7 0.0 202.5 50.0 W16X31 59 28.00 77.6 0.0 202.5 50.0 Wl6X31 60 42.00 176.7 0;0 420.0 50.0 Wl8X55 63 42.00 125.5 0.0 294.0 50.0 W18X40 67 42.00 161.1 0.0 294.0 50.0 W18X40 u 68 28.00 70.8 0.0 165.8 50.0 W16X26 71 42.00 182.7 0.0 420.0 50.0 W18X55 72 42.00 178.2 0.0 420.0 50.0 Wl8X55 #u 73 42.00 144.4 0.0 249A 50.0 W18X35 74 42.00 144.4 0.0 249.4 50.0 W18X35 75 42.00 176.1 0.0 420.0 50.0 W18X55 #u • 76 42.00 185.1 0.0 697.5 50.0 Wl8X86 77 42.00 144.4 0.0 249.4 50.0 W18X35 78 42.00 144.4 0.0 249.4 50.0 W18X35 79 42.00 144.4 0.0 249.4 50.0 W18X35 80 42.00 164.7 0.0 378.8 50.0 W18X50 81 28.00 81.7 0.0 202.5 50.0 Wl6X31 82 28.00 82.5 0.0 202.5 50.0 W16X31 83 28.00 62.9 0.0 165.8 50.0 W16X26 84 28.00 66.0 0.0 165.8 50.0 W16X26 85 28.00 80.4 0.0 202.5 50.0 Wl6X31 86 28.00 82.3 0.0 202.5 50.0 W16X31 87 28.00 62.9 0.0 165.8 50.0 Wl6X26 88 28.Q0 62.9 0.0 165.8 50.0 W16X26 89 28.00 62.9 0.0 165.8 50.0 W16X26 90 28.00 71.8 0.0 165.8 50.0 W16X26 91 28.00 81.5 0.0 202.5 50.0 W16X31 92 28.00 82.3 0.0 202.5 50.0 W16X31 93 28.00 62.9 0.0 165.8 50.0 W16X26 94 28.00 66.0 0.0 165.8 50.0 W16X26 95 28.00 80.2 0.0 202.5 50.0 W16X31 96 28.00 82.3 0.0 202.5 50.0 W16X31 97 28.00 62.9 0.0 165.8 50.0 Wl6X26 98 28.00 62.9 0.0 165.8 50.0 W16X26 99 28.00 62.9 0.0 165:8 50.0 Wl6X26 100 28.00 72.0 0.0 165.8 50.0 Wl6X26 103 20.00 41.8 0.0 92.6 50.0 W12X19 104 20.00 41.2 0.0 92.6 50.0 W12X19 109 20.00 41.8 0.0 92.6 50.0 W12X19 110 20.00 41.0 0.0 92.6 50.0 W12X19 111 42.00 186.4 0.0 420.Q 50.0 W18X55 • RAM Steel 15.03.00.000 Beam Summary Page 3/4 iiAr.tSwc11nis;-, DataBase: VE Mezzamne 04/20/17 15:56:24 ~ls~nt\ey Building Code: IBC Steel Code: AISC 360-10 LRFD Bm# Length +Mu -Mu <l>Mn Fy Beam Size Studs 112 42.00 165.4 0.0 378.8 50.0 W18X50 113 42.00 146.2 0.0 249.4 50.0 W18X35 114 28.00 81.2 0.0 202.5 50.0 W16X31 115 28.00 73.2 0.0 165.8 50.0 Wl6X26 116 28.00 64.3 0.0 165.8 50.0 Wl6X26 117 28.00 81.7 0.0 202.5 50.0 W16X31 118 28.00 73.0 0.0 165.8 50.0 W16X26 119 28.00 63.7 0.0 165.8 50.0 Wl6X26 120 20.00 40.6 0.0 92.6 50.0 Wl2X19 121 20.00 42.0 0.0 92.6 50.0 W12X19 122 20.00 42.4 0.0 92.6 50.0 W12X19 126 32.00 130.6 0.0 202.5 50.0 W16X31 135 28.00 71.9 0.0 165.8 50.0 W16X26 136 14.00 20.3 0.0 65.3 50.0 W12X14 137 28.00 71.9 0.0 165.8 50.0 W16X26 138 14.00 20.3 0:0 65.3 50.0 W12X14 139 28.00 81.2 0.0 202.5 50.0 W16X31 140 14.00 20.5 0.0 65.3 50.0 W12X14 151 20.00 41.8 0.0 92.6 50.0 W12X19 196 17.50 111.3 0.0 165.8 50.0 W16X26 u 197 24.00 216.3 0.0 350.7 50.0 Wl8X50 u 198 24.00 170.0 0.0 247.4 50.0 W18X40 199 24.00 215.4 0.0 351.2 50.0 W18X50 u 200 20,.00 41..8 0.0 92.6 50.0 Wl2X19 201 20.00 41.8 0.0 92.6 50.0 W12X19 202 20.00 40.1 0.0 92.6 50.0 Wl2X19 203 20.00 41.2 0.0 92.6 50.0 W12X19 204 26.00 98.5 0.0 168.7 50.0 W16X31 205 28.15 68.1 0.0 16.5.8 50.0 Wl6X26 206 28.50 75.7 0.0 202.5 50.0 Wl6X31 207 15.19 50.8 0.0 165.8 50.0 W16X26 u 208 20.00 39.1 0..0 92.6 50.0 W12X19 209 28.00 70.6 0,0 165.8 50.0 W16X26 210 11.52 9.9 0.0 65.3 50.0 W12X14 211 20.00 41.8 0.0 92.6 50.0 W12X19 212 20.00 41.8 0.0 92.6 50.0 W12X19 213 8..75 0.0 o~o 32.9 50.0 W8XIO 214 8.75 0.0 0.0 32.9 50.0 W8X10 215 8.13 0.0 0.0 32.9 50.0 W8X10 216 8.13 0.0 0.0 32.9 50.0 W8XIO 217 8.75 0.0 0.0 32.9 50.0 W8XIO 218 8.13 0.0 0.0 32.9 50.0 W8X10 * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. II RAM Steel 15.03.00.000 RAMs~uc111ra1Syscem Data)3ase: VE Mezzamne ~!Bentley-Building Code: IBC Beam Summary u after Size denotes this size has been assigned by the User. Page 4/4 04/20/17 15:56:24 Steel Code: AISC 360-10 LRFD