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Home My WebLink About1890 RUTHERFORD RD; ; CB140164; PermitCity of Carlsbad t.1 \t 1635 Faraday Av Carlsbad, CA 92008 02-05-201·4 Commercial/Industrial Permit Permit No: CB140164 Building Inspection Request Line (760) 602-2725 ·Job Address: 1890 RUTHERFORD RD CBAD Permit Type: Tl Sub Type: INDUST Status: ISSUED Applied: 01/22/2014 Entered By: LSM Parcel No: 2121203500 Lot#: 0 Valaation: $45,000.00 Construction Type: NEW Occupancy Group: Reference# Plan Approved: 02/05/2014 Issued: 02/05/2014 Inspect Area Plan Check #: Project Title: GENOPtlX-INSTALL APROX 305 LINEAR LT OF PARAPET-MOUNTED ROOF SCREEN Applicant: FERGUSON PAPE ARCHITECTS STE 300 4499 RUFFIN RD SAN DIEGO CA 92123 619-231-0751 Building Permit Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check ·rnscoant Strong Motion Fee Park Fee LFM Fee Bridge Fee STD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. !'=ee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $415.27 $0.00 $290.69 $0.0() $0.00 $9.45 $0.00 $0.0Q $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1.00 $0.00 Total Fees: $716.41 Total Payments To Date: Owner: PbG CARLSBAD 47&48 LP 1825 GILLESPIE WAY #102 EL CAJON CA 92020 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $716.41 Balance Due: Clearance: $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 ?? ?? $716.41 $0.00 proval of your project irrcludes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must .follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other.required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exa-ctions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exa tion fwhich. uh ve revi sl n iven .N Tl 'E imil r o thi or a -to which the statute of limitations has reviousl otherwise ex ired. «,~ Building Permit Application Plan Check No.Cf\ i4 {) If,-,_~ - Est. Value L/5"' rJtYJ ~ CITY 1635 Faraday Ave., Carlsbad, CA 92008 OF 760-602-2717 I 2718 / 2719 , ,~f,D ,~fi CARLSBAD Fax 760-602-8558 Plan Ck. Deposit www.carlsbadca.gov Date I f~1<f lswPPP JOB ADDRESS 1890 Rutherford Rd. Carlsbad, CA 92008 SUITE#/SPACE#/UNITI rPN 212 Roof -120 -29 - Cf/PROJECT# rOT# rHAS~;A l#o~;;s l#BED~;;s #BATHROOMS I TENANT BUSINESS NAME I CDNSTR. TYPE I occ. GROUP 47 N/A Genoptix Inc. 111-8 B,A-3,a DESCRIPTION OF WORK: Include Square Feet of All'ected Area(s) ARCHITECTURAL: 1. TO INSTALL APPROX. 305 LINEAR FT. OF PARAPET-MOUNTED ROOF SCREEN. EXISTING USE . rR0No CHANGE I GARAGE (SF) PATIOS (SF) I DECKS (SF) FIREPLACE 1 AIR CONDITIONING rRE SPRINKLERS OFFICE/LAB N/A N/A NIA YESO. No[Z] vEs[Z]NoD YES(Z]NoO APPLICANT NAME (Primary Contact) F p B Id . A h't ca erguson ape a wm re I e APPLICANT NAME (Secondary Contact} MykeSmith ADDRESS ADDRESS 4499 Ruffin Rd. Ste. 300 211 O Rutherford Rd. CITY STATE ZIP CITY STATE ZIP San Dieao CA 92123 Carlsbad CA 92008 PHONE IFAX PHONE IFAX 619-231-0751 619-231-4396 760-i68-6200 EMAIL EMAIL dboyd@fpbarch.com j msmith@genoptix.com .PROPERTY OWNER NAME Diversified Properties t fr{~°ft BUS. NAME TBD ADDRESS . ADl:YRESS S ~ufuV\~""' 1825 Gillespie Wav, $uite 102 KQ'10 CITY STATE ZIP CITY STATE ZIP El Caion CA 92020 $~\J (),u:~ ~ 0\1.,0:l-,"") PHONE IFAX PHONE IFAX ~19.258.2900 619.258.2909 'tS<'~'i1-7 o~ EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS l~TATE UC.# STATE~ 6 ~ / '-t 4 'CLASS ic'1!Jj-g-os (Sec. 7031.5 Business and Professions Code: Any CiJ.y or County which requires a permit to construct, alter, improve, demolish or repair an~ structure, prior to its issuance, also requires the applicant for such permit to file a signed statement tliat he Is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500]). ' .,,, Workers' Compensation Declaration: / hereby affinn under penally of pe,jury one of the following declarations: D I have and will maintain a certificate of conseritto self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' compensation, as required by Secf!On 3700 of the Labor Code, for the performance of ~7rk for w~this P6'9Jil is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. t).~ ,bor,.I l,\l\)i,))\ r::, re... Policy No. We (De, 55 0 s Expiration Date /r}w ,J/~ 201'-J l]!i§, section need not be completed if the permit is for one hundred dollars ($100) or less. LJ Certificate of Exemption: I certify that in the performance of the work for which.this permitls issued, I shall not employ any person in any manner so as to become subject lo the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer.to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, d as provided or In o 3706 of the Labor code, Interest and attorney's fees. NS CONTRACTOR SIGNATURE • : ... .,I. I hereby affinn that I am exempt from Contractor's Ucense Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvemenlls sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). D D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section __ ~_Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement Oves ONo 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 (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name'/ address/ phone/ type of work): NS PROPERTY OWNER SIGNATURE 0AGENT DATE ·1 Is the applicant or future building occupant required to submit a business Pian, acutely hazardous materials registration form or risk management c1nd prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes ,/ No Is the applicant or future building occupant required to obtan a permit from the air pollution control district or air quality management district? _ Yes ./ No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? , Yes ./ _ No IF ANY OF THE ANSWERS ARE YES, AFINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS METOR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ,--,J,. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Nam Lender's Addres I certify that I have read theappHcatlon and statethattheabove lnfonnatlon Is correct and that the information on the plans Is accurate. I agree to comply with all City ordnances and Slate laws relating to bullcing construction. I hereby authorize representative of the City of Carlsbad to enter upon the above menooned property 1br inspec!ion purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, CQSTS AND l;XPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQ\JENCiE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA pennlt is required tJr excavations over 5'0' deep and demolition or conslructkln of structures over 3 stories in height. EXPIRATION: Every pennit issued by the Buiiding Official under the provisbns of this Code shall expire by imitation and become nun and void if the buiiding or IIDrk authorized by such pennit is not commenced within 180 days fiom the date of such pennit or if the buiiding or work authorized by such pennlt is suspended or abandoned at any time after the IIDrk is commenced for a period of 180 days (Section 106.4.4 Unifonn Building Code) . .,@$' APPLICANT'S SIGNATURE -~ ----DATE / / ;.,_/ 2,,0 I 4- • STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY fCommercial Projects 0 n I y I Fax (760) 602-8560, Email www.building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS -. -------BUILDING ADDRESS --· ----·--. ---------·· .. CITY STATE ZIP CITY STATE ZIP Carlsbad CA -----.. PHONE I FAX EMAIL . OCCUPANT'S BUS. LIC. NO. DMAILTO OR D FAX TO: CONTACT (Listed above) D ASSOCIATED CB#. DMAILTO OR DFAXTO:( -l D NO CHANGE IN USE/ NO CONSTRUCTION D BUSINESS ADDRESS D CONTRACTOR (Listed on page 1 of application.) D CHANGE OF USE/ NO CONSTRUCTION ..@S' APPLICANT'S SIGNATURE DATE ----~-------... --. ----. ------I Inspection List" Permit#: CB140164 Type: Tl INDUST GENOPTIX-INSTALL APROX 305 LINEAR LT OF PARAPET-MOUNTED Date Inspection Item Inspector Act Comments 04/17/2014 19 Final Structural PY AP Tuesday, May 09, 2014 Page 1 of 1 , ... ,, z~ r,. . , ., . -· \: '~ ;;, 20143374 FINAL REPORT FOR SPECIAL INSPECTION AND MATERIALS TESTING DATE: April ·16, 2014. To: City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, Californi·a 92008 SUBJECT: SATiSFACTORY COMPLETION OF WOR,K REQUIRING SPECIAL INSPECTION AND MATERIAL TESTING City of Carlsbad MAY 2 9 2014 BUILDING DIVISION PLAN FILE NO. ___ .. __ N=l ..... A _____________ ......... ________________________ _ P~RMIT-NO. -----CB-1-,1:40.164-· PROJECT ADDRESS: __ 1;.;;8;..;..9 ..... 0 __ R=u __ th ..... e ..... rf;.;;o __ rd .......... R;.;a,o=ad-;-_ ,..._C~a .... r __ ls-;;.b=ad=·---· ----------,,,---------,_ We declare under penalty of perjury that, to tt,e best of our knowledge, all the work listed below requiring special inspection, material samplintf a.rid testing, including the off-site fabrication of building components for the structur~/s con~tructed µnder the subject permits is in conformance with tt,e approved plans, the inspection and observation. program and other construction documents, and the applicable workmanship provisions of the Uniform Building Code. Executed on this 16th day of __ A .... pr...,il_____ ..;........;; __ 2=0 ..... 14 ___ ......,.. __ -MONTH YEAR Special Inspection and Materials Testing covered by this final report include the specific inspection and testing services describec;t iii our Daily Field Reports summarized as: torque testing of wedge anchors. A. If the inspection services were provided by an approved materials testing laboratory or special inspection. agency: TESTING LABORATORY ORSPECIAL INSPECTION AGENCY: _____ K __ L_E ..... IN ___ F __ EL_D __ E_..R .... 1 _IN_C __ • _____ _ ADDRESS: ______ ~------=5=0 ..... 15:a..;S=H'-'-'O=R=E=H=A=M:.:..-.:..P=LA..:.;C=E=,..:::S.:..;A:.:..::N-=D=IE=G=O=,'-'C=A.:..;9=2:.:.1=22=-------- RESPONSIBLE PROJECT MANAGER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: NAME (Print or Type) ________ R=O...:.;N--'A=L=D...aC_,_ . ..:.T.:..:H-=O--M=S=O=N=----'---,----------------- SIGNATURE: . 2&:rn,JP( C • 77,.~ - RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY} NAME (Print or Type) __ .,..,_"""JA ..... M=E=S..:::S..:.T_,_IA=D __ Y:..,------------------------------- State of California registration Number: __________ 66=2 __ 4 __ 3 ___ . __ Expiration bate: _______ 0 __ 6..:.../ 3 __ 0 __ / __ 1'-'4 __ SIGNATURE: -~ ~1'~ 20143374 Gen9ptix.doc Copyright 2013 Kleinfelder, Inc. Page 1 of 1 April 16, 2014 .·-· \ • .. ,, ~I .. c:;;,NFELCER \.'-' , Bright Peopllf, Right SolutioM. ~ Daily Field Report (DFR) <continued> ., ProJoctNilme . ~o p,.,..-,., &;, G4/cL.J'?AQ Project No. d., ~ Y . Co11tract9r . _ . . . . Prc;,ject Address / '?.9 0 £ '-'f-rl-( £ ~ra,z~ &12 . Date °'1/ Z O /t </_ DFR/Report No. ___ _ Bldg. Permit No. Cir ,./C/. 0/6,Y Reviewed By ___ --'------..,,.. Date Review~p._---'-~~-- Observations/Remarks: ·• :.. " . #~:/,/CI/Z . . . ' \ PagelotJ_ MATa13 RE'i05/08 ' ... ,•' ,, EsGil Corporation In <Partners/Up witli. <}overnment for (}Jui(aing Safety DATE: January 30, 2014 JURISDICTION: Carlsbad PLAN CHECK NO.: 14-164 SET: I PROJECT ADORESS: 1890 Rutherford Rd. PROJECT NAME: Roof Screen G~nopti.x LICANT IS. N REVIEWER t:I FILE IZJ The plans transmitted herewith have been corrected where necessary and substantially comply wi.th 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 iqentified 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: cg] 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: Date contacted: (by: Telephone #: ) Email: Mail Telephone Fax In Person D REMARKS: By: Kurt Culver EsGil Corporation 0 GA O EJ O MB O PC Enclosures: 1/24/14 Fax#: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 14-164 , January 30, 2014 [DO NOT PAY -THIS JS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver PLAN CHECK NO.: 14-164 DATE: January 30, 2014 BUILDING ADDRESS: 1890 Rutherford Rd. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE ($) PORTION ( Sq. Ft.) Multiplier Mod. Roof Screen 45,000 · Air Conditioning Fire Sprinklers . TOTAL VALUE 45,000 Jurisdiction Code cb By Ordinance I Bldg. Permit Fee by Ordinance I •] $415.271 I Plan Check Fee by Ordinance ~-...,,.J $269.931 Type of Review: Complete Review D Structural Only D Repetitive Fee '---,....[ ~ ........ , J Repeats D Other 0 Hourly EsGil Fee ----IHr.@• $232.551 Comments: Sheet 1 of 1 macvalue.doc + " . ' ~-«.~~ ¥ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 DATE: 1-27-14 PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov PLAN CHECK NO: CB 14-0164 SET#: 1 ADDRESS: 1890 Rutherford Rd APN: 212-120-35-00 ~ This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required D Yes ~ No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan ch.eek review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: dboyd@fpbarch.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: ·. --. ' \' .. ,. .. . f>LANNING -ENGINEERING FU~E PRE;VEN:TION ' . 760~!502-4610 760.:60~-2750· ., ;-' , 760~60~-4665 ,., '. ,, ' .. ' .. ~ Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregon::.Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov -Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: «~ ~ C!TY OF CARLSBAD PLAN CHECK REVIEW· TRANSMITTAL BUILDING DEP''f~ .f"" R"U'fi ~-~ Commurnvr-& Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 2/4/2014 PROJECT NAME: GENOPTIX PROJECT ID: CB140164 PLAN CHECK NO: 1 SET#: 1 ADDRESS: 1890 RUTHERFORD RD APN: ~ This plan check review is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division is required 1ZJ Yes D No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: FPBA You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: D Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov D Remarks: See Attached D Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov D D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov [8J Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D CindyWong 760-602-4662 Cynthia.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov ; m Carlsbad Fire Department ' ' ..l! i Plan Review Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: Tl , INDUST 02-04-2014 FERGUSON PAPE ARCHITECTS 4499 RUFFIN RD STE 300 SAN DIEGO CA '92123 CB140164 GENOPTIX-INSTALL APROX 1890 RUTHERFORD RD CBAD Please review carefully all Comments attached. CITY OF CARLSBAD·FIRE DEPARTMENT-APPROVED: Reviewed by: ~ Rf"K THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 02/04/2014 By: GR Action: AP . . . . . . .-. ··. . .. . . .. . · .... ·.:·::w'.1s:eMAN·:f·R'O:H:Y ··• · < i s.i) Uc TU RiC EN G1 r-tEE ~ s STRUCTUR·AL CALCULATIONS 9915 Mira Mesa Blvd. TEL. (858) 536-51.66 FOR Genoptix Roof Screens Carlsbad, CA January 13, 2014 W+R Job #12-085 Sulfe200 WRENGINEERS.COM San Diego, CA 92131 FAX. (858) 536-5163 e.&\&t,-Olfo'f .. ,. .......... --!i' ~----~-=·· ----··-· ----··-·---·---- · WISEMAN + ·10HY ...... _ . STRUaURAL .. ENGINEERS ______ . a, ;5c:Q, DATE GT/13 PR011a_.;;.PI-q-:,....~ .. a? .... n .... x...,.__ ______ _ SHEET NO. ~-OF __ _ ::= -........... _ -................. _, _____ ......... --·-·--··· ·-·-·-......................... ---·-·-·--------. ~ !<tor -~~$NS., C~) Jo\61$ Df6\'.'.:)~ ~ R B.g z \(, Mt> W-AU.-11~ FbP4 ,D-\E'. 'T'o ~1.SMI'-·· ,t.,..h~D '" fAd-1 .Jo1=n · .. f~ · 1teo-if--~ fn(J.-,.. ......... ·· -·-·---------·-----· . ··----·---- <. tcx _.,.._ oK ·. . -=-. c- IOI NO. 12-of)S 31::,'' ') . / TRJB= ( iz.)( 4 · . $) +:x; · ...... : -. . ... _;::_:Z.3.~-'l. . ' ~ ·,. ~+ic:t I Mj\~. -1='=· =====:!.' .: }2-1 1 Mlt-1• ,,) .. ---.. ·-. ----·--····· ········-----···-----------·-··--------····-··--....... ---···· :::r (""'-\ . } ..... -· _;__ d-r:/ -f--r'ti;)------t;-----·----.. --.. ------ ......................... ----------·-· -----·-···----· ............... -- .... -... ---....... -· . --------------------· ........... _ .. ___ ,, __ . --·. ·-···--·-----------------------··. -----·--------··-·-. ----------------. ---··-·-.. -- • i-••• . . . ' (--.) ..... ---~ --1-------~-----·--- --i ' . ----··----···-----------·. ··---· ·-'·-··-··--····-···· ....... ,_,.. __ ., ---····-~--.................. ,-·--····· -------· ... . WISEMAN+ROHY Structural Engineers WIND LOAD TABLES (ASCE 7.05 Chapter e, Method 2) December2013(2012 IBC/2013 CBC/ ASCE.7-10, Sup#1 & 2) PROJECT: Genopllx Roof Screens LOCATION: Cartsbad, CA JOB NO: 12-085 WIND LOADS {LRFD) Components & Cladding: Parapets Top of Parapet= Parapet Height = Roof Slope= Roof Angle= Exposure= Kh= K,.= Kd= V= Risk Category= 36 ft 9 ft 0,375 :12 1.8 degrees C 1.02 1.00 0.85 110.00 II qh = 0.00256 K, K,1 Kd V2 I qh = 26.87 psf . CASE A: (Windward) ASCE 7-10 Section 30.9: Ht< 60 ft. Walls -Figure 30.4-1 Area < 700 square feet CASE A: Positive Wall Load to Front Side (Figure 6-11A) Negative Edge or Corner to Back Side (Figure 6-11B) CASE B: Positive Wall Load to Back Side (Figure 6-11A) Negative Wall Load to Front Side (Figure 6°11A) NOTE: G<;,1 will cancel out and·in not considered for both of these cases. Area Not at comer zone At corner zone sq. ft. + Wall (4) Roof Up·(2 Total + Wall (5) Roof 10 24.19 -48,37 -4,µ'1 20 22.90 -42,71 -42.71_ 30 22.15 -39.40 22.1:' . -39.40 40 21.61 -37.05 d,i1 -37.05 50 21,20 -35.22 21.20 -35,22 56.43 60 20.86 -33.74 54:so 20.86 -33,74 54.60 70 20.58 -32.48 53,0S 20.58 -32.48 53.05 80 20.33 -31.38 51.71 20.33 -31.38 51.71 90 20.11 -30.42 50,53 20.11 -30.42 50,53 100 19.92 -29.56 49.48 19.92 -29.56 49.48 150 19.16 -29.56 48.72 19.16. -29.56 48.72 200 18.63 -29,56 48.19 18.63 -29.56 48.19 250 18.22 -29.56 47.78 18.22 · -29.56 47.78 300 17.88 -29.56 47.44 17.88 -29.56 47.44 400 17.34 -29.56 46.91 17.34 -29.56 46.91 500 16.93 -29.56 46,49 16.93 -29.56 46.49 CASE B: (Leeward) Area Not at corner (zone 4) sq. ft. +Wall(4) -Wall (4) Total 10 24.19 -26.61 20 22.90 -25.32 -54.19 30 22.15 -24.57 -29.79 -51.93 40 21.61 -24.03 21.61 -28.72 -50.33 50 21.20 -23:62 -44.82 21.20 -27.89 -49.09 60 20.86 -23.28 -44.14 20.86 -27.21 -48.08 70 20.58 -23.00 -43.57 20.58 -26.64 -47.22 80 20,33 -22.75 -43.08 20.33 -26.15 -46.47 90 20.11 -22.53 -42.64 20.11 -25.71 -45.82 100 19.92 -22.33 -42.25 19.92 -25.32 -45.23 150 19.16 -21.58 -40.74 19.16 -23.81 -42.98 200 18.63 -21.0S -39.68 18.63 -22.75 -41.38 250 18.22 -20.63 -38.85 18.22 -21.92 -40.13 300 17.88 -20.30 -38.17 17.88 -21.24 -39.12 400 17,34 -19.76 -37.11 17.34 -20.17 -37.52 500 16,93 -19.35 -36.28 16.93 -19.35 -36.28 7... 1/14/2014 p$f' Av·b-. \.µ-c"'" &-;.~ ~ !we"') 1-~.'=,o ::-3B.\ Avt:.. 'l-0,bO = 28.5" ..... ' ·, WISEMAN+ROHY Structural Enginffra PROJECT: Genoptix LOCATION: Carlsbad, CA WIND LOAD TABLES (ASCE 7C05 Chapter I, Method 2) May2011 (2009IBC/2010CBC/ASCE7-05, Sup#1 &2) JOB NO: 12-085 10/1/2013 WIND LOADS Components & Cladding: Parapets Top of Parapet= 36 ft Parapet Height= 9 ft RoofSiope= 0.25 :12 Roof Angle= 1.2 degrees Exposure= C Kz= 1.02 K11= 1.00 Kd= 0.85 V= 85.00 I= 1.00 Qh = 0.00256 K1 Kzt Kd V2 I qh= 16.05 p~ CASE A: (Windward) Area sq. ft. 10 14.44 -28.88 20 13.67 -25.50 30 13.23 -23.52 40 12.91 -22.12 50 12.66 -21.03 60 12.46 -20.14 70 12.29 -19.39 80 12.14 -18.74 90 12.01 -18.17 100 11.89 -17.65 150 11.44 -17.65 200 11.12 -17.65 250 10.88 -17.65 300 10.67 -17.65 400 10.36 -17.65 500 10.11 -17.65 CASE B: (Leeward) _________ .,. ... ASCE 7-05 Section 6.5.12.4.4: Ht< 60 ft. Walls -Figure 6-11A Area < 700 square feet CASE A: Positive Wall Load to Front Side (Figure 6-llA) Negative Edge or Corner to Back Side (Figure 6-118) CASE B: Positive Wall Load-to Back Side (Figure 6-11A) Negative Wall Load to Front Side (Figure 6-llA) NOTE: GCp1 will cancel out and in not considered for-both of these cases .. ------+---Ai<>.. 13.23 -23.52 12.91 -22.12 12.66 -21.03 33.69 32.60 12.46 -20.14 32.60 31.68 12.29 -19.39 31.68 30.88 12.14 -18.74 30.88 30.17 12.01 -18.17 30.17 29.54 11.89 -17.65 29.54 29.09 11.44 -17.65 29.09 28.78 11.12 -17.65 28.78 28.53 10.88 -17.65 28.53 28.33 10.67 -17.65 28.33 28.01 10.36 -17.65 28.01 27.76 10.11 -17.65 27.76 Area Not at comer (zone 4) sq. ft. +Waif (4) -Wall (4} Total AY6i. 10 14.44 -15.89 -34:66 20 13.67 -15.12 -32.36 30 13.23 -14.67 -17.78 -31.01 40 12.91 -14.35 -27.26 12.91 -17.15 -30.05 50 12.66 -14.10 -26.76 12.66 -16.65 -29.31 60 12.46 -13.90 -26.36 12.46 -16.25 -28.71 70 12.29 -13.73 -26;02 12.29 -15.91 -28.19 80 12.14 -13.58 -25.72 12.14 -15.61 -27.75 90 12.01 -13.45 -25.46 12.01 -15.35 -27.36 100 11.89 -13.34 -25.23 11.89 -15.12 -27.01 150 11.44 -12.89 -24.33 11.44 -14.22 -25.66 200 11.12 -12.57 -23.69 11.12 -13.58 -24.71 250 10.88 -12.32 -23.20 10.88 -13,09 -23.96 300 10.67 -12.12 -22.79 -10.67 -12.68 -23.36 400 10.36 -11.80 -22.16 10.36 -12.05 -22.40 500 10.11 -11.55 -21.66 10.11 -11.55 -21.66 j . PtF ZB.3 WISEMAN+ROHY Structural Engineers WIND LOAD TABLES {ASCE 7-05 Chapter 8, Method 2) December 2013 (2012 IBC / 2013 CBC/ ASCE 7-10, Sup #1 & 2) WIND LOADS (LRFD) Components & Cladding: Walls Eave Height = 28 ft Roof Slope= 0.375 :12 Roof Angle= 1.8 degrees GCp1 = +/-0.18 Exposure= C Kh= 0.97 Kzt= 1.00 K.i= 0.85 V= 110.00 Risk Category = II qh = 0.00256 K, K,t Kd V2 I qh = 25.49 psf GCp Factors: Area Windward Leeward Zones sq. ft. 4 & 5 (cmr) 4 5 (corner) 10 0.900 -0.990 -1.260 20 0.852 -0.942 -1,'.!-64: 30 0.824 -0.914 -1.108 40 0.804 -0.894 -1.069 50 0.789 -0.879 -1.038 60 0.776 -0.866 -1.013 70 0.766 -0.856 -0.991 80 0.756 -0.846 -0.973 90 0.748 -0.838 -0.957 100 0.741 0 0,831 -0.942 150 0.713 -0.803 -0.886 200 0.693 -0.783 -0:846 250 0.678 -0.768 -0.816 300 0.665 -0.755 -0.790 400 0.645 -0.735 -0.751 500 0.630 -0.720 -0.720 PROJECT: Genoptix Roof Screens LOCATION: Carlsbad, CA JOB NO: 12-085 1/14/2014 ASCE 7-10 Section 30.4: Ht< 60 ft. Walls -Figure 30.4-1 Area < 700 square feet Area greater of (Span x Width) or (1.33 x Span) h = mean roof height (eave height for 0 < 10 deg) Least Building Dimension = 150 ft 10% of least bldg. Dim = 15.0 ft 40% height= 11.2 ft 4% of least bldg. Dim = 6.0 ft Three Feet= 3.0 ft Corner Zone 'a' = 11.20 ft Design Pressures 'p' (psf): Windward Leeward Zones 4 & 5 (crnr) 4 5 (comer) 27.53 -29.82 -36.70 26.31 -28.60 -34.27 25.60 -27.89 -32.84 25.09 -27.38 -31.83 24.70 -26.99 -31.04 24.38 -26.67 -30.40 24.10 -26.40 -29.86 23.87 -26.16 -29.39 -24.16 -25.38 21.54 -23.84 -24.74 21.04 -23.33 -23.72 2Q.65 -22.94 -22.94 WISEMAN+ROHY Structural Engineers WIND LOAD TABLES (ASCE 7-06 Chapter 6, Method 2) May 2011 (2009 IBC/2010 CBC/ ASCE 7-05, Sup#1 &2} WIND LOADS Components & Cladding: Walls Eave Height = 28 ft Roof Slope= 0.25 :12 Roof Angle= 1.2 degrees GCp1 = +/-0.18 Exposure= C Kz = 0.97 K.t = 1.00 Kd= 0.85 V= 85,00 I= 1.00 qh = ·o.00256 Kz Kzt Kd V2 I qh = 15.22 psf . GCP Factors: Area Windward Leeward Zones sq. ft. 4&5 (cmr) 4 5 (corner) 10 0.900 -0.990 -1.260 20 0.852 -0.942 -1.164 30· 0.824 -0.914 -1.108 40 0.804 -0.894 -1.069 50 0.789 -0.879 -1.038 60 0.776 -0.866 -1.013 70 0.766 -0.856 -0.991 80 0.756 -0.846 -0.973 90 0.748 -0.838 -0.957 100 0.741 -0.831 -0.942 150 0.713 -0.803 -0.886 20() 0.693 -0.783 -0.846 250 0.678 -0.768 -0.816 300 0.665 -0.755 -0.790 400 0.645 -0.735 -0.751 500 0.630 -0.720 -0.720 PROJECT: Genoptix LOCATION: Carlsbad, CA JOB NO: 12-085 ASCE 7-05 Section 6.5.12.4: Ht< 60 ft. Walls -Figure 6-llA Area< 700 square feet Area greater of (Span x Width) or (1.33 x Span) h = mean roof height (eave height for 8 < 10 deg) Least Building Dimension = 150 ft 10% of least bldg. Dim = 15.0 ft 40% height= 11.2 ft 4% of least bldg. Dim = 6.0 ft Three Feet= 3.0 ft Corner Zone 'a' = 11.20 ft Design Pressures 'p' (psf): Windward Leeward Zones 4 & 5 (cmr) 4 5 (corner) 16.44 -17.81 -21.92 15.71 -17.08 -20.46 15.28 -16.65 -19.61 14.98 -16.35 -19.00 14.75 -16.12 -18.53 14.55 -15.92 -18.15 14.39 -15.76 -17.83 14.25 -15.62 -17.55 14.13 -15.50 -17.30 14.02 -15.39 -17.08 13.59 -14.96 -16.23 ~ ~ -15.62 13.06 -14.43 -15.15 12.86 -14.23 -14.77 12.56 -13.93 -14.17 12.33 -13.70 -13.70 5 10/1/2013 •:· ·1· ·· ...... -··"HS.s z1/q>'-.iYLf ~/26" r . e?, z.!...fdl ~~- !: I I I .. · · · +&:::-6" 1 I · . ft i • x2.Yz.x d-2. t. ·· .:: -,. ... ___ , . : . s~ (rtP. or: 7-) .. . · U'\ · Wl:LD-12> 1""~ ~ · · ·. • 11 · · · • fouR w51p ft1!;!'1 KB-re . ~~·~ f?P. I~-RE'a)'"D~ (7"M") 4·~ . . 7 ... +~· ... ou .. · . ~ ·-. (e) _1it ~ _.J __ . WAL~__:-.,. ___ . 'II. -. • .. -~, rJ - TYP. . . . WISEMAN + ROHY ;:_stRU.CTURAUflGINEERS ............ . 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I• -• -·---------·-·-: --.. --·-----·-------·.-................. -........ -... ----·-~ www;hlltl.us Company: Specifier: Address: Phone I Fax: E-Mail: Sp~lfl"" -mfi BoO p ... b . . : . . 1 lnputdata Anchor type and diameter: Effective embedment depth: Matelial: Evaluation Service Report: Issued I Valid: Proot Stand-off installation: Kwlk Bolt TZ. CS 5/8 (4) her= 4.000 in., h00m = 4.438 In. Carbon Steel ESR-1917 5/1/2013 I 5/1/2015 design method ACI 318 / AC193 eb = 0.000 in. (no stand-off); t = 0;500 in. ,:,,-; •• Profis Anchor 2.4.5 Page: Project: Sub-Project I Pos. No.: Date: 1/14/2014 Anchor plate: Profile: Ix x ly x t = 10.000 in. x 10.000 In. x 0.500 in.; (Recommended plate thickness: not calculated} Rectangular plates and bars (AISC}; (L x W x T} = 9.000 in. x 1.000 in. x 0.000 in. Base material: cracked concrete, 3000, fc' = 3000 psi; h·= 420.000 in. Reinforcement: tension: condition B, shear: condition B; no. supplemental splitting reinforcement present edge reinforcement: none or< No. 4 bar Seismic loads (cat. C, D, E, or F} no Geometry [In.] &·Loading [lb, In.lb] ' :z ' ' ' ' ' ' ' ' ' ' ' ' ' !t ' ' ' ' ~o ' ' ' ' ' Input data and resutts must be checked for agreement with the eldating oonditlons and for plausiblliJyl PROFIS Anchor ( c) 2003-2009 Hllli AG, FL-9494 Schaan Hllli Is a registered Trademark of H!U AG, Sehaan ' ' ' ' ' ' ............ ~ www.hilti.us Company: Page: Spec.ifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: E-Mall: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Date: Anchor Tension force Shear force Shear force x Shear force y 1 2847 0 0 2 0 0 0 3 2847 0 0 4 0 0 0 max. concrete compressive-strain: 0.14 (%a] max. concrete compressive stress: 601 (psi] resulting tension force in {x/y)=(-3.500/0.000): 5694 (lb] resulting compression force in (x/y)=(4.474/0.000): 4742 (lb] 3 Tension load Load Nua [lb] Steel Strength* Pullout Strength* Concrete Breakout Strength** 2847 NIA 5694 * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N.. = ESR value q, N,1eel .!: Nua . Variables n 1 Calculations N,.[lb] 17170 Results . N,1 [lb] 17170 refer to ICC-ES ESR-1917 ACI 318-08 Eq. (D-1) fu11 [psi] 0.16 106000 ;steel +N .. Ubl 0.750 12877 Nua [lb] 2847 Input data and rasults must be checked for agreement with 1he existing conditions and for plausibltttyl 0 0 0 0 Capacity +Nn [lb] 12877 NIA 5750 PROF!S Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hllti is a raglaterad Trademark of HHti AG, Schaan 03 0 Tension 23 N/A 100 1:11--;;.1 Profls Anchor 2.4.5 2 1/14/2014 L Status OK NIA OK www.hlltl.us Company: Specifier: Address:- Phone I Fax: E-Mail: 3.2 Concrete Breakout Strength NcbQ = (::,:) ljlec,N ljled,N ljlc,N ljlcp,N Nb + Ncbg l!: Nua A'Nc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 n!1 ljlec,N ={1+~e~)su) 3 her ljled,N = 0.1 + o.3 G~:.,) s 1.0 ljlcp,N = MAX(~~". 1~~•') s 1.0 Nb =~A, .Jr. h!l Variables h,r[in.] ec1,N [in.] ec2,N [in.) 4.000 0.000 0.000 c10 [in.] kc A, 6,750 17 1 Calculations ~[in.2) ~c0[in.2J \Jlec1,N 190.00 144.00 1.000 Results N~[lb) fccncmo !N~[lb] 8846 0.650 5750 ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6). ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11} ACI 318-08 Eq. (b-13) ACI 318-08 Eq. {D-7) Ca.min [in.] 4.000 {0 [psi) 3000 ljloc2,N 1.000 Nua [lb] 5694 Input data and resutts must be.chocked for agreement with the existing condttlons and for plausibility! PROFIS Anchor ( c ) 2003-2009 HIit! AG, FL-9494 Schaan Hilti Is a registered Tradama11< of Hilti AG, Schaan 1:11'59'1 Profis Anchor 2.4.5 Page: 3 Project: Sub-Project I Pos. No.: Date: 1/14/2014 \Jlc,N 1.000 . \Jlad,N ljfcp,N Nb[lb) 0.900 1.000 7449 www.hlltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 4Shearload Steel Strength* Steel failure (with lever arm)* Pryout Strength* Load Vua [lb) NIA NIA NIA c;:oncrete edge failure in direction •• NIA • anchor having the highest loading **anchor group (relevant anchors) SWarnings •=iiS•• Profls Anchor 2.4.5 Page: 4 Project: Sub-Project I Pos. No.: Date: 1/1412014 Capacity +vn [lb) Utilization ry = Vu.J+Vn Status NIA N/A NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The·<!> factor is increased·for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • _Refer to the manufacturer's product literature for cleaning and-installation instructions . . • Checking the transfer of loads into the base·materiaJ and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and n,sults muat be checked for agreement with the existing conditions and for plausibility! PROFIS AnchOr ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hlltl Is a reglsten,d Trademark of Hiltl AG, Schaan fl{ •=liS•• www.hlltl.us Profls Anchor 2.4.5 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 1/14/2014 E-Mail: 6 Installation data Anchor plate, steel: • Anchor type and diameter: Kwik Bolt TZ -CS, 5/8 (4) Profile: Rectangular plates and bars (AISC); 9.000 x 1.000 x 0.000 in. lnstaliation torque: 720.001 in.lb Hole diameter In the fixture: d1 = 0.688 in. Hole diameter in the base material: 0.625 in. Plate thlckness.(input): 0.500 in. Hole depth in the base material: 4.750 in. Recommended plate thickness: not calculated -Minimum-thickness of the base material: 8.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. y 5.000 1.500 7.000 Coordinates Anchor In. Anchor X y c .. C+x C-y c+r 1 -3.500 -3.500 4.000 2 3.500 -3.500 11.000 3 -3.500 3.500 4.000 4 3.500 3.500 11.000 Input dala and rasulta must be checked for agreement with the existing conditions and for plausibllityl PROFIS Al)chor ( c) 2003-2009 Hitt! AG, FL-9494 Schaan Hilti Is a registered Trademark of HilH AG, Schaan 5.000 1.500 0 0 "! ... 0 0 0 0 "! ... 0 8 in 0 0 C! LI') X ,:iis., www.hlltl.us Profis Anchor 2.4.5 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 1/14/2014 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the-Software concern solely the use of Hilli products and ar~ based on the principles, formulas and security regulations in accordance with Hlltl's technical directions.and operating,.mounling and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,_you bear the sole responsibility for the absence of errors, the completeness and the relevance of-the data to be put in by you. Moreover, you bear sole responsibility for-having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The.Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and tne relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the-current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and resulll must be checked tor agreement w!lh !he existing condillons and for plauslbilityl PROFIS Anchor ( c) 2003-2009 Hilt! AG, FL-9494 Schaan Hllti ia a registered.Trademark cif HtlU AG, Schaan www.hlltl.us Company: Specifier: Address: Phone I Fax: .j E-Mail: 1 lnputdata C----' Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Kwlk Bolt TZ • CS 5/8 (4) her= 4.000 in., hnom = 4.438 in. Carbon Steel ESR-1917 5/1/201315/1/2015 design method ACI 318 / AC193 eb = 0.000 In. {no stand-off); t = 0.500 In. 1:11-;.;1 Profis Anchor 2.4.5 Page: Project: Sub-Project I Pos. No.: Date: 1/14/2014 Ix x ly x t = 16.000in. x 3.000 In. x 0.500 in.; {Recommended plate thickness: not calculated) Rectangular plates and bars (AISC); (L x W x n = 9.000 In. x 1.000 in. x 0.000 in. cracked concrete, 3000, fc' = 3000 psi; h = 420,000 in. tension: condrtion B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or< No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [In.] & Loading [lb, In.lb] ' Z! ' ' i!t ' ' ' ' <fo :-, Input data and results must be checked tor agreement with the existing condilJOnS and for plausibHityl ,,{~_...J_,:,,,,,,-------.. ., ........ l'ROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Y-- ' ' ...... , ..... x www.hlltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchorreactlons [lb) Tension force:.(+ Tension, -Compression) Page: Project: Sub-Project I Pos. No.: Date: Anchor Tension force Shear force Shear force x Shear force y 1 0 0 2 3511 0 max. concrete compressive strain: 0.16 [%•] max. concrete compressive stress: 680 [psi] resulting tension fo~ce in (x/y)=(-6.500/0.000): 3511 [lb) resulting compression force in (x/y)=(7.164/0.000): 2559 (lb] 3 Tension load 0 0 Load Nua [lb] Steel Strength* 3511 Pullout Strength* NIA Concrete Breakout Strength-3511 * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N58 = ESR value + Nsteel <!: Nua Variables n 1 Calculations N51 [1b] 17170 Results N51 [lb) 17170 refer to ICC-ESESR-1917 ACI 318-08'Eq. (0-1) fu1a [psi} 106000 fsteel + N11 [1b] 0.750 12877 Nua [lb) 3511 Input data and resulta must be cheqkad fer agreement with the exlsUng condttlons and for plausibllltyl 0 0 Capacity +Nn [lb] 12877 NIA 3631 PROFIS Anchor ( c) 2Q03.2009 Hiltl AG, FL-9494 Schaan HilU Is a registered Trademari( cf H11ti AG, Schaan 28 N/A 97 1:11-;.;1 Profis Anchor 2.4.5 2 y 1/1 /2014 Status OK N/A OK www.hiltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.2 Concrete Breakout Strength Ndlg (ANc) = ~cO ljlec,N ljled,N ljlc,N ljlcp,N Nb ACI 318-08 Eq. (D-5) , Nc1>g ~ Nua ACI 318-08Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ~cO =9~1 ACI 318-08 Eq. (D-6) ljlec,N = ( 1 ) e~) s 1.0 ACI 318-08 Eq. (D-9) 3 h,r ljled,N = 0.7+ 0.3(~:.,) S 1.0 ACI 318-08 Eq. (D-11) ljlcp,N" = MNC(1:kl, 1;=•') s 1.0 ACI 318-08 Eq.(D-13) Nb =k.,1..v{.~l . ACI 318-08 Eq. (D-7) Variables h01 [in,] ec1,N [in.] ec2,N[in.] Ca.min [in.] 4.000 0.000 0.000 4.000 c.cPn.J kc 7,. (0 [psi] 6.750 17 1 3000 Calculations ~[in.2] ANcO [in.2] ljlec1,N ljloc2,N 120.00 144.00 1.000 1.000 Results N~[lb] !concrete ! N!?!!ll [lb] Nua [lb] 5587 0.650 3631 3511 Input data and resullS must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hiltl AG, FL-9494 Schaan Hilti is a registered Trademarl< of Hilti AG, Schaan 1:1159'1 Profis Anchor 2.4.5 Page: 3 Project: Sub-Project I Pos. No.: Date: 1/14/2014 ljlc,N 1.000 ljled,N ljl<:p,N Nb[lb] 0.900 1.000 7449 1:11s~1 www.hiltl.us Profls Anchor 2.4.5 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 1/1412014 E-Mail: 4Shearload Load v •• [lb] Capacity +vn [lb] Utilization py = VuJ+Vn Status Steel Strength* Steel failure (with lever arm)* Pryout Strength* Concrete edge.failure in direction** NIA NIA NIA NIA * anchor having the highest loading **anchor group (relevant anchors) 5Warnings NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA N/A NIA • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re-distributions on the anchors due to elastic deformations of the.anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The <I> factor is increased for non-steel Design strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plauslbliltyl PROFIS-Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Sehaan HIit! is a n,gistered Trademark of H11ti AG, Schaan •=iiS•• www.hlltl.us Profls Anchor 2.4.5 Company: Page: 5 Speclffer: Address: Project: Sub-Project I Pos. No.: Phone I Fax: Date: 1/14/2014 E-Mail: 6 Installation data Anchor plate, steel: -Anchor type and diameter: Kwik Bolt TZ -CS, 5/8 (4) Profile: Rectangular plates and bars (AISC); 9.000 x 1.000 x 0.000 In. Installation torque: 720.001 in.lb Hole diameter in the fixture: d1 = 0.688 In. Hole diameter in the base material: 0.625 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 4.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Cleaning: Manual cleaning ofthe drilled hole according to instructions for use Is required. 2 1.500 Coordinates Anchor In. Anchor 1 2 X 6.500 -6.500 y 0.000 0.000 8.000 c .• 17.000 4.000 C.y y 13.000 Input data and resulla must be checked for agreement with the existing conditions and for plauslbilityl PROFIS Anchor ( c) 2003-2009 Hllti AG, FL-9494 Schaan Hllti is a registered Trademllk of Hiltt AG, Schaen 8.000 1.500 0 0 ~ z. \ 1:11-;;.1 www;hlltl.us Profls Anchor 2.4.5 Company: Page: 6 Specifier: Project: Address: Sub-Project·! Pos. No.: Phone I Fax: Date: 1/14/2014 E-Mail: 7 Remarks; Your Cooperation Duties • Any and.all information and data contained in the Software concern solely the .use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hllti's technical directions and operating, mounting anc;I assembly instructions, etc., that must be strictly complied with by the 1,1ser. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,.you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all n:ecessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, If applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the Auto Update function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt! Website. Hllti wlll not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable·breach of duty by you. Input data and resuits must be checked for agreement wilh lhe existing conditions and for plausibility! PROFIS Anchor ( c:) 2003-2009 Hllll AG, FL-9494 Schaan Hilll Is a registered Trademark of Hilti AG, Schaan CB140164 1890 RUTHERFORD RD r"!Cl\lr'\n11v ,,.,.....,-r.,, ·---~, t\ ~1 1 Lf ID r c_,A-1..) J CC\ R.-t / es&/ C ~ ~ft. 1 /z.£/ 1 L{ fv-1\V '1U '1¾) uft>~ \ !st\ 1Lf ~)4114 i/rlt'I- ~ (f! fC (\..UJ)..._ r~OK.. R-xT., --tJ ~ / Cb-f\.+ro-dor t AJ-fb I.sSll0J Final ·Jnspection required by: D Plan CJ CM&I D Fire CJ SW OISSUED Approved Date BUILDING 1/~0/r+ PLANNING /-z_ 71 IL/ ENGINEERING .,,:::::-.. '1/4 FIRE Expedite? v( N j JJ'-f-l 1'-1- DIGITAL FILES Required7 y N HazMat APCD- Health Forms/Fees Sent Rec"d Encina Fire HazHealthAPCD PE&M School Sewer Ston:nwater Special Inspection CFD: y N LandUse: Density: lmpArea: FY: Annex: PFF: y N Comments Date Date Date Building Planning Engineering Fire Need? &xl"fr-cu:::to, ,.-, fh I Dev. By Kt' ~ Kl (.'!r/t Due? By y N y N y N y N y N y N y N y N Factor: Date '4oone. .,.a Done Q'Done aoone