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Home My WebLink About2864 WHIPTAIL LOOP; ; CB153613; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 03-25-2016 Commercial/Industrial Permit Permit No: CB153613 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 2864 WHIPTAIL LP CBAD COMMINO Sub Type: COMM Lot#: 0 Construction Type: 38 Reference# Status: ISSUED Applied: 10/26/2015 Entered By: SLE Parcel No: Valuation: Occupancy Group: Project Title: 2091201000 $2,313,813.00 40,660 SF COLD SHELL -BLDG B Plan Approved: 03/25/2016 Issued: 03/25/2016 Inspect Area Plan Check #: LOT 13-4,088 OFFICE SHELL, 36,796 WAREHOUSE Applicant: GREGORY SPON STE 175 6363 GREENWICH DR SAN DIEGO CA 92122-5966 858-638-7277 Building Permit Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee STD #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. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $6,148.37 $0.00 $4,303.86 ($7,315.00) $0.00 $647.87 $16,264.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $8,852.00 01 $0.00 $0.00 $93.00 $0.00 Total Fees: $137,832.51 Total Payments To Date: Owner: TECHBIL T CONSTRUCTION CORP PO BOX80036 SAN DIEGO CA 92138 Meter Size Add'! Reel. Water Con. Fee Meter Fee SDCWA Fee 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 $137,832.51 Balance Due: $0.00 $356.00 $7,680.00 $0.00 $42,111.40 $0.00 $0.00 $0.00 $21,935.00 $0.00 $163.00 $2,309.00 $56.71 $0.00 $34,227.30 $0.00 $0.00 $0.00 $137,832.51 $0.00 FINAL PP OVAL Date: Z '1.~ i,,,l Clearance: ------ IIOTICE: Aeooe ta<e th:i ~ <i ya..r µqed irdL.OOS the "lrrµ:stioo" <i fees, decia:iicns, reservciicrs, cr ctrer exa'.iia1s hermter crlledively ra'ared toas '1ee!:lexa::ticns." Yoo have OOday.,frcrnthe date tHs pemitv.as issued to p,ctest irrµ:stioo <itrese fees'exa::tims. If }W p,ctest them }W rrust fdlCM1the p,ctest pmrl.res sa fath in C?o.ierrmrt am Sedicr, 00)2)(a), cnl file the p,ctest cnl a,y ctrer ~red irtarraia, v.ith the aty ~ tcr µtXX:1$irg in~ wth Catstm M.ridr:a am Sedioo 3.32.cro. Fali.re to tirray fdlCM1tta ~ wll ts" a,y sw,aµrt IEg:11 a:tioo to attoci<. re.Aew, sa asioo, \odd, cr anJ their in,::o;ition. Yoo ae tmbf Fl.RT1-ER IIOTIFlED trat ya..r rig,t to p,ctest the si:rofioo fees'exa::tiCI\S OCES I\OT .t>PFL Y to wae: cnl OONar cxmectia, fees cnl ~ty cta,ges, ra pla1irg, za-irg, gajrg cx-ctrer sinila-wicaioo µtXX:1$irg cr setvioo fees in cxmecticr, wth ttis J)tject. !\CR OCES IT JIPFL Y to a,y i · a,s v,.n have · been \,m IIOTICE sinila-to · cr o v,.n e linitai · · · City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 03-25-2016 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW150421 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: Applicant: GREGORY SPON STE 175 2864 WHIPTAIL LP CBAD SW PPP 2091201000 40,660 SF COLD SHELL 6363 GREENWICH DR SAN DIEGO CA 92122-5966 858-638-7277 Emergency Contact: SCOTISTALEY 760 522-8796 SWPPP Plan Check SWPPP Inspections Additional Fees TOTAL PERMIT FEES Status: Lot#: 0 Applied: Entered By: Issued: Inspect Area: Tier: Priority: Owner: TECHBIL T CONSTRUCTION CORP PO BOX80036 SAN DIEGO CA 92138 ISSUED 10/26/2015 SLE 03/25/2016 1 M $0.00 $228.00 $0.00 $228.00 Total Fees: $228.00 Total Payments To Date: $228.00 Balance Due: FINAL APPROVAL DAT~ SIGNATURE fyµ --- $0.00 THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING 0ENGINEERING 0BUILD1NG 0FIRE 0HEALTH 0HAZMAT/APCD ('cicyof Building Permit Applkatlon Plan Check No. Q6 15 '?>Lo\<) 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value 2., ~, i. 8:1~ .«) Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit ' email: building@carlsbadca.gov Date10-Zu-~ lsWPPPl'5042 \ www.carlsbadca.gov JOBADDR~l.04: \l'J()LOtoj \ \.m() g'U> 6' -i SUITEf/SPACEf/UNITt rPN 209 -120 -10 - CT/PROJECT# 'LOT# 'PHASE# I # OF UNITS I # BEDROOMS #BATHROOMS I TENANT BUSINESS NAME I CONSTR. lYPE I occ. GROUP 13 n/a SR Commercial 111-B B/ 5-1 DESCRIPTION OF WORK: Include Squani Feet ot Affected Atea(s) 1./()/BS~ Warehouse/ Office building: -Building &i4~sftotal building area. Interior to be permitted under separate tenant improvements. -_,. C11// ,S.hel/cep, '#h<l EXISTING USE --. -.. I PROPOSED USE I GARAG~ (SF) PATIOS(SF) I DECKS. (SF) FIREPLACE AIR CONDITIONING I FIRE sP ....... KctRs n/a B/ 5-1 . YESQt Nc{ZJ vEsONo(ZJ vEs[Z]NoO APPLICANT NAME• Gregory Spon PROPERTY OWNER NAME SR Commercial ............... _ ADDRESS ADDRESS 6363 Greenwich Dr, Suite 175 127 Lomas Santa FE Dr CITY STATE ZIP CITY STATE ZIP San DiefJO CA 92122 Solana Beach CA 92075 PHONE (AX PHONE ' IFAX 858-638-7277 858-314-3116 ' EMAIL EMAIL gspon@waremalcomb.com adam@sr-commercial.com, cj@sr-commercial.com DESIGN PROFESSIONAL Please see above CONTRACTOR BUS. NAME Ted Weeks ADDRESS ADDRESS 7460 Mission Valley Road, Suite 200 CITY STATE ZIP CITY STATE ZIP San Dieao CA 92108 PHONE rAX PHONE (AX 619-220-4881 EMAIL EMAIL TedWeeks4@tfwconstruction.com 15TATELIC. # STATE LIC.# ICB 1r~s(bl"10 42-1~~--, (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct. alter, improve, demolish or repair any structure, pnor to its 1SSuance, also re(!u1res the applicant for such permit to file a signed statement ttiat he is licensed pursuant to the provisions of the Contractor's License Law !Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exem11t 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 flVe hundred dollars ($500)). WORKERS' COMPENSATION Workers' Compensation Declarallon: I hereby afflnn under penalty of perjury one of the following declarations: QI have and wlU maintain a Cffliflcate of consent to self-in111re for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ~I have and wm maintain workerg' ~58!lon, as 4red~ ~~;;. of the Labor Code, for the perfoonance of the work for which this permit is issued. My workers' compensationlt{L:rrier and policy numberare:lnsuranceCo. 0£0:, 'bZ. ~~ PolicyNo.9,D,:7bZ4 ExpirationDate ~ I b T!Ji§.section need not be completed n the permit is for one hundred dollars ($100) or less. LJ Certificate of Exemption: I certify that in the pertormance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Fat lure to secure w pensation 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, for · · 3 f the , nterest and attorney's feel. NS CONTRACTOR SIGNATURE I hereby afflnn that I am exempt from Contractor's License Law for the following reason: D D D I, as owner of the property or my employees with wages as theirwle 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 himsen or through his own employees, provided that such Improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 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 Lk:ense 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. 0Yes Do 2. I (have I have not) sigled 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 I phone I 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 I address I phone I contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of work): NS PROPERTY OWNER SIGNATURE 0AGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes -I No ts the applicant or future building occupant required to obtain a pem,it from the air pollution control district or air quality management district? Yes I No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes I No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I certify that I have read the application and state lhatthe aboYe lnfonnation is conect and that the infonnation on the plans ls accurate-I ag,eeto complywtth aH Cilyonlillances and State laws ielallnglo buikllng conslnlCtion. I heleby authorize representative of lhe City of Gallsbad to enter upon 1he above menooned property la iispedion purposes. I ALSO AGREE TO SAVE, INOEMNFY ANO KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITTES, JUDGMENTS, COSTS ANO EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: AA OSHA pennit is required la excavations over 5'0' deep and demolioon or conslruction of slructures over 3 sklries in height. EXPIRATION: Every permit issued by the Buildi1g OOcial under the pro'lisioos of U,is Code shal expie by tnitation and become nul and void l lhe llUl'klilg or WOii< au1horized by such pennit is not commenred within 180days from the date of such permit or if the buiding orworl( authorized by such perrnl is suspended or abandoned at anytime after the WOik is commenced la a peood ol 180days(Secliln 106.4.4 Unifolm Building Code). ~ APPLICANT'S SIGNATURE GMS DATE • STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email 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 Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) CONTRACTOR (On Pg. 1) OCCUPANT (Listed above) MAIL/ FAX TO OTHER:---------------- _g APPLICANT'S SIGNATURE NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION DATE ZIP RACTOR SHALL BE RESPONSIBLE FOR THE c;oMPt.ETE ANO TE WHILE JOB IS I PRC>Gf'IESS ANO UNTIL 1lE DRAWING NOTES ESS OTHEllWISE NOTED OR INDICATED, AU.1ll~()N l SE TO FACE OF CURB. FACE OF CONCRETE OR~. F; "',NE Of GRIDS. 0 ~ DIMENSIONS SHOWN ARE FROM FLOOR Sl.AB.U.O.N. 3 SHOWN IN FIGURES TAKE PA£C£06NCEOVl!A INSPECTION RECORD 0 9CSNC'nON MCOIIDCAIIDwsnt APP1tOV1D PLANS MUST a lmPl'ON nm .I09 lit CAll. llD'mS &ilRm l'Olt NIXl'WOIIIC DAY 1NSNCnC1N 0 fOlt Nl&NIG IIIIIPIKTIONCAU.: 760-602..Z725 OllCE OfYIOWIOII ·, FROMORA I lARGESCALEORAWINGSANODeTAILS,'f SCALE DRAWINGS. C8153613 B _,, ___ ., _____ ,, __ BLDG-Commercial Application Date: 10/26/2015 Owner: TECHBIL T CONSTRUCTION CORP New Issue Date: 03/25/2016 Subdivision: Closed -Finaled Expiration Date: 06/14/2017 Address: 2864 Whiptail Lp Carlsbad, CA IVR Number: 710061 ·--·------,,,,,;-o "' ",, """""'" '"'"""''«w« ,,,_ e-.=-.-,,,a,•s,«><, ,,,,,,,,-m»>,%,-.. ,,,,,,,,,,,,,."'"-- Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complet, --~----"""-~--""'"'"'""' 11/17/2016 11/17/2016 BLDG-Electric Meter 001598-2016 Partial Pass Paul York Reinspection lncomplet Release Checklist Item COMMENTS Passed BLDG-Building Deficiency No 11/28/2016 11/28/2016 BLDG-24 002983-2016 Passed Andy Krogh Complet, Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency 3 primary roof drains South side building Yes starting West corner & 6 secondary roof drains all South side 11/30/2016 11/30/2016 BLDG-24 003501-2016 Partial Pass Paul York Reinspection lncomple Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency No 12/07/2016 12/07/2016 BLDG-24 004547-2016 Partial Pass Paul York Reinspection lncomplE Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency No 12/08/2016 12/08/2016 BLDG-24 004737-2016 Passed Paul York Com pie Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/14/2016 12/14/2016 BLDG-Final 005482-2016 Failed-Construction Paul York Reinspection Comp IE Inspection Change Needed Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 02/28/2017 02/28/2017 BLDG-Final 014918-2017 Passed Paul York Comp I Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Inspection List Permit#: CB153613 Type: COMMIND COMM Date lnspecti~~Jt~m Inspector Act ---··-----------··- 10/18/2016 12 Steel/Bond Beam PY PA 10/17/2016 11 Ftg/F oundation/Piers AEK co 10/17/2016 31 Underground/Conduit-Wirin AEK co 09/28/2016 17 Interior Lath/Drywall PY PA 09/13/2016 14 Frame/Steel/Bolting/Weldin PY PA 09/13/2016 34 Rough Electric PY PA 09/12/2016 12 Steel/Bond Beam PY AP 08/10/2016 11 Ftg/Foundation/Piers PY AP 08/10/2016 11 Ftg/F oundation/Piers PY AP 08/02/2016 11 Ftg/F oundation/Piers PY PA 08/02/2016 21 Underground/Under Floor PY PA 08/02/2016 24 Rough/Topout PY PA 08/01/2016 11 Ftg/Foundation/Piers PY CA 08/01/2016 21 Underground/Under Floor PY CA 07/27/2016 15 Roof/Reroof PY AP 06/22/2016 10 Structural -Tilt Up Panels PY PA 06/09/2016 11 Ftg/F oundation/Piers PY PA 05/31/2016 11 F tg/F ou ndation/Piers PY PA 05/25/2016 10 Structural -Tilt Up Panels PY PA 04/26/2016 12 Steel/Bond Beam PY PA 04/20/2016 11 Ftg/Foundation/Piers PY PA 04/06/2016 21 Underground/Under Floor PY AP 04/05/2016 21 Underground/Under Floor Wednesday, March 01, 2017 40,660 SF COLD SHELL · BLDG B LOT 13 -4,088 OFFICE SHELL, 36,796 WA Comments COLUMN FTGS FOR LIGHT STANDARDS SHALLOW FINISH CONDUIT TO LIGHT STANDARDS pour strip roof drains Page 1 of 1 {"City of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Develo·pment Services BuUding10ivision 1635 Faraday Avenue 760-602~2719 · www .earlsbadca.gov In accordance with Chapter 17 of the CaUfornia BuUd.lng Code the following must be completed when work being performed requires special inspection, structural observation and constructlonmabtrial testing. Project/Permit: --C...;::;.~_,_\_5~6__,~:;._\;;..,.'.3 ___ Project Address: zg lo~ W~'-f'I"'l \ Lt.op . A. THIS SECTION MUST BE COMP\.ETED BY THE PROPERTY OWHER/AUTHORIZED AGENT. Please check if you are OWner-Buil• CJ. (If you checked as owner-builder xou !)'lust also ,complete Section B of this agreement.) Name: (Please print) 5({2Z.. Co...,.rlsbNti Q,..._kei \)isiribu±iOvt t (_bf_, (FirSI) (M.I,) • • . . (Last) ·MailingAddres~; 43(5" s. to~ tlw7 \ol, s+~ u~, 6rtc:.injn5 I CA CJzoz..ll Email· .. CA.Olt'Alao.@ (llf-ir\V~~eJI\Tii, U>W\ Phone: K$%.-3llf-3// h I am: ji(Property Owner CJProperty Owner's Agent of Record OArchitect of Record ClEngineer c:if Record State of California Registration Numbe · Expiration Date: ______ _ AGREEMENT: I, the undersigned eclare under penalty of perjury under the laws of the State of California, that I have understand, acknowledge an ise to comply with the City of Carlsbad requirements for special inspections, stru observations,. construction rials testing and off-site fabrication of building components, as prescribed in the statein, special inspEictio oted . he approve plans and, as required by the California Buildin~ Code. . Signatur · . · Date: __ 3_J_1__,/-I~-~----- B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, SectiOl'l 1706)~ This section must be completed by t contractor I builder I owner-builder. · Contractor's qompany Name: ·\\a W C-o V\..~ ±:f:uc:,...~o"'"'-Please check If you are Owner-Builder o ~ ·---~ . r--... ~""t-o-\.\e.,/ Name: (Please print) __ --=:=, __ _..__...=--'----'---'-\.'.......,..-----~---------------=--=-...-=:-=-- <Finit) (M.l) (Last) C\Z-\0~ . Mailing Address: '4-G::,o H l~<;.~ \lo...!.kev 8d I $\:~ z.co. -~ I-'\ Dl~ C. Email: ~"\t-~~\-ey@ TFlA..J~-~+\A.-.1~°'""-. ~-Phone: '=:> \':\ z_:z.o 480 \ State of California Contractor's License Number: 42-\ €>"3] Expiration Date: 4 ( ':3C:> / l '=> • I acknowledge and, am aware, of special requirements contained In the statement of special Inspections noted· the approved plans; · • I acknowledge that control will be exercised to obtain conformance with the construction documents approved t building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method a1 frequency of reporting and the distribution of the reports; and • I certify that I will.have a qualified person within our (the contractor's) organization to exercise such control. • I will provide a final report/ letter In compliance with CBC Section 1704.1.2 prior to reque;tlng final Signatu:~ ·-. Date: _~___,/ __ , ..... -.,_/....,lb=------ 8-45 page 1 of 1 Rev. 08/11 a NOYA • Services · Daily Report Date Friday September 9th 2016 TIME ARRIVAL Project Lot 13 Building A & B 2864 Whiptail Loop Carlsbad.CA 92010 1016421 Timezone: America/Los_Angeles TIME Sep 09, 06:46AM RECORDED BY HILLARY PRICE Weather TIME TEMP 07:00AM * 66 F 12:00PM * 71.2 F 05:00PM * 70.1 F • Auto Weather DETAILS Humidity: 85%, Overcast Precipitation: 0.00 in Humidity: 76%, Wind: 3 mph Clear Precipitation: 0.00 in Humidity: 82%, Wind: 4 mph Clear Precipitation: 0.00 in Arrived on site and met with Bryan to discuss necessary concrete placement and reinforcing steel inspection. REFERENCED DOCUMENTS TIME Sep 09, 06:43PM RECORDED BY HILLARY PRICE Structural Drawings/General Notes S1.0 RFl#1 7/S4.0 PERMIT NUMBERS TIME Sep 09, 06:42PM RECORDED BY HILLARY PRICE CB152613 REINFORCING STEEL TIME Sep 09, 07:0SPM RECORDED BY HILLARY PRICE Inspected rebar on project as shown on approved plans. Rebar was found to be of grade, size and in conformity with approved drawings for project. Beginning with the reinforcing steel for all loading ramps for building B on the southern end toward building A were found to be #4@ 18" on center each way at center of slab per foundation plan. Inspected welded wire mesh for mezzanine for building A from grid lines B to H along the south end of building A per RFI # 01 and email exchanges. Found welded wire mesh to be 6X6 W2.9XW2.9. These areas are ready for concrete placement, plan to place next week. NOVA S rvic • · Daily Report TIME Sep 09, 06:40PM RECORDED BY HILLARY PRICE Inspected concrete placement for 3 eastern most loading ramps for building A along grid line 7 between Kand J, G and E, and D and B/51.0 on project as shown on approved drawings. Contractor placed concrete by tail gate chute and consolidated placement by vibration. Contractor completed placement on project. TESTS PERFORMED ON-SITE TIME Sep 09, 06:47PM RECORDED BY HILLARY PRICE 5 Cylinders were cast from load 2 during placement of the middle of the loading ramp along grid line J, north of grid line 7. Mix: Hanson 3233502, 560-CFW-3250 Slump: 4" Concrete Temp: 82 degress Daily Report CONCRETE/SHOTCRETE "-~--...,.-·--..J o._. t..l,,,f:.al/.,,, ,,._ --------~-----Nnv;, <;pruirPs lnr 11 nt 1 ~ R11ildin9 /J.J;, R 1..0;,ilv..Reoort I fridav. Sep 09 2016 I Page 2_o_f4 __ _ NOVA " · rvic · . Daily Report Air temp: 78 degrees COMPLIANCE TIME Sep 09, 06:44PM RECORDED BY HILLARY PRICE The work was inspected in accordance with the requirements of the approved documents. The work inspected met the requirements of the approved documents. Material sampling was performed in accordance with the approved documents. Employee Signature: l\lnv;i'*rvicesJnc. I Lot 13 Building A& BI Daily Report I Friday.Sep 09, 2016 I Page4of4 DAILY FIELD REPORT 8U,t? 4373 Viewridge Avenue, Suite B San Diego, CA 92123 858-292-7575 FAX 858-292-7570 Page 1 of -/ ProjectName: (!~I/A,(J Mk.S AJl)lf,-'/"11 Z.D1' 1..3' $ NOVAProject#:-.e.-/_iJ..::.../~=--~c..::~=/'------- ProjectLocation:~4!"tJ' ~Nrpl";fr~ U~ -~etQ t/,11-. Date:~--~~ ... /&, Contractor: -rt:W Time Arrived:_7_._:.., ____ _ Permit#: ee, J5J,.l,/ :/ Type of Inspection OAsphalt OSoil/Compaction OBatch Plant OFoundation 6crete/Shotcrete File#: OPrestressed Concrete DMasonry OWelding I HS Bolting T. D d 2:c,o une eparte : DFireproofing OEpoxy/Non-Shrink Grout D,~--------- Check List ~'s OSoils Report C?,(pproved Plans {]Specifications doetails Referenced on Plans,_.,Coi.l,:;..=...::.;~:;;.._-"-'='---'/lf.::....;..:'l...,:K..........:lJ~IF::.;...;;~=;t,•~=-----..S=--~'-'~::;;..!~~/'------ SS";o -Pl?r=s. ,YO# ;, S& z1uu~sJ Work Inspected: _ _,,,6'JS;=-=:;_z..;_nr=--__..M~-.L.~_=...;~ma.:::;,:,m:=7a21<-==---:::ra_c_;:d=--------------- - / 1-lt, 1 U -32-. CV ./)IJek.~J, The Work Inspected in Accordance with the Requirements of the Approved Documents Material Sampling AS 0WASNOT ON/A cordance with Approved documents S"~ ~ The Work Inspected The Requirements of the Approved Documents Reinspections or Not In Contract Work DYES ONO Amount of time performing Reinspections or NIC Work: Hours Q,£ll>~e.n Signature of Employee S:-047·~~ Certification # DAILY FIELD REPORT Type of Inspectior. 1lAsphall OSoil/Compactior, OBatch Pl&1n l3 S -~-,, .... ·---, r . . ,. ,. _, , .,. ,,,.,...,,1 .,,...,·g~ L t1·-,... -... -·. -. ......... ,: .... \•,C\',li,.J C ·,\t:,:•, .. }".:""; .:.,t.J\. 8S8-292.-i5'75 FAX 858-2S2.-;S7C1 Page 2.-of '2..- e~ u. NOVA Projectf: /IJJ~ t./Z,/ M, Date: ~---z,-/1, TL-:rY.; fa..rriveci :_7-'---;_o_o ___ _ DPre[tressed Concrete OFin:•.proofi11g uEpoxy/Non-Sh.rink Grout ~~ --:-~---~~-~-~-- Chec.k Lfst QB'oils Repo:1 ~pproved Plans @Specifications G!Details Referenced on Plans Prz1ltu 1, 17 / s s-. 0 Okfl's Vi.7ork Inspectcd.: ___ _.e?.~~.c;...=~c..::..1-=-""'--#.-~ __ /'_U'i. __ ~ __ a_s_~ __ __._/_~ _ _,//,e__~-""--=-~~'----- ' Tests Performed on Site=----------------------------------- ~: z , a·*~. . -~· ,.:,, :::s-=-;,;:-""-===""··====== 0MET OoID 1'-'0T :,fEET ) I The V\'ork Ow . .:....s xOT The \7\'ork Inspected Tne Requrremems of the Approved Documems i i inspected in Accorda.'lce with the Req_ui..rt'.ments of the App;oved Documems i I !,fateriai Sa.mplirtg LJW,\S nw AS NOT ~'A I I Performed in Accordan~-\pprov::d docU! ems Inspector Name Reinspeetions or Not In Contract Work DYES ONO Amount of rime performing Reinspection.s or ~nc W or!c: H.our:-. ;___:~==. ===:::::::::==--~--~----~--7-y_2,,11:._· --' Signan.ire of Empioyee Certification ff 2il4 W/11 f TA,L 15 -c:;l,/3 D 4 rr .V Ff E··L· .n ;:; i~P ORT .. --.;..J ----.&..-' l~... ,I.."' - i::l:r~-------~--.~ ··~---- 4?;73 \liE\1 .. 1rid€E !(venue: Suh€ B 5cn Di£go1 CP. S21::.:. 8S8-292-i5i5 FAX 85S-292-7E7G Page 1 of__.( __ _ Pwje.ct Nan:-e.: b;-: /3 ~ UAO /Vo 11<11 N'a!.t Project Lo~.tion: bl-I :J "U7, WW-11'1-/~ ~ ~6 NOVA Project:#: __._/4_~_/,_l, ___ '/ __ ~ ...... i-------- 8. ,~ -~'~ Date: _g,_ ... _1_0_ ... _" ____ _ Conn-actor: TF t,./ Type of Inspection --~s .. 1r . u ow ..._:ompacrrcn r • -. ---...r=.:.,.l:z::·===-=-=-=-=--- Chee..'!{ List 01P-e("'h·ee--.; ,-·-.-.ere·"' !;..-.!· ... w. ~~Cil '-U.!i •L\,.· ON.i.asonry Of ire.proofing -.-n..,. '"'i. .• .,...., Li.t})OX)711 .. Jo11-~m.1ril{ \_TtVUt r:::t'"pecmcat1om Iar5eta11f: Referenced on Plans ____________________ _ , 4IH?b-AZ!t;4.S ~ Tests Performed on Site: ____________________________ _ i Material Sampling: LJWA5 Ow AS NOT ~ I Performed in Accordm::e ,nith Ap~-ed documents Signaa~~ame!Titie Inspector Name Use Additional Sheets if Needed · r,-c:.m.;. · i • 5 ¥ -§Qi * ! The Work Inspected 0MET Omo 1-iOT MEET I The Requin:mem:s of the .A,.pprovecl Oocumeots I I i Reinspections or Not In Contract ·work ; I Aillount of time performing-Reinspection.s or }UC Work: Hours ......... , I i i ef~~~ Signature ofEmpioyee Sao7VM ~ Certification # i•~ 11, NOVA Services DAILY FIELD REPORT 4373 Viewridge Avenue, Suite B San Diego, CA 92123 858-292-7575 FAX 858-292-7570 Pagel of __ _ Project Name: ~,t4t.r ,r,ff) ~.S µoefl: L,,f 13 B/dti ($ NOV A Project#: --..L./_IJ=--/""''--"SJ;...,,z.,_.,/.___ ____ _ Project Location: i.f-I] IAJl/f P-./,f-,t, bt,p -6f,v/.s 811-o U. Date: S' :Z'/ -/ , Contractor: ---"~IL---<6--':W~--------------------Time Arrived:_7._.,:_,-_o ___ _ Permit#: C,,8 ,r1,~($ File#: Type of Inspection OAsphalt OSoil/Compaction OBatch Plant OFoundation ~oncrete/Shotcrete OPrestressed Concrete OMasonry OWelding I HS Bolting Time Departed: 'f; 10 OFireproofing OEpoxy/Non-Shrink Grout o ________ _ Check List e:ISoils Report [31(pproved Plans @Specifications ~' s cf Details Referenced on Plans_A-_,1,_1,;..;;.'.r_,.., _/l--=-_-7c_~-~~-~"""'w-~ . ....;/,;:;..d"--iC==atc.;;..:....;; ___ _ ~; S-.J.z,,lJ7..'J< f).eJ-f~ J'ef.o I S.$;0 7 Work Inspected: ~"'S"/1¥ • Ytl#~ ::z; ll'd'",ypf ~""" e~,;,614- ~.,e /24?'.~111¥N'9 .s~ ~ 7f'-r ~ N~ ~ ""s Tests Performed on Site:_~--~---------------------------Use Adffetional Sheets if Needed The Work ,z(wAS OwASNOT The Work Inspected ~ Omo NOT MEET Inspected in Accordance with the Requirements of the Approved Documents The Requirements of the Approved Documents Material Sampling Ow AS OwASNOT (3NIA Reinspections or Not In Contract Work OYEs ONO Performed in Accordance with Approved documents Amount of time performing Reinspections or NIC Work: HQurs Signature of O~=at1ve/ Name I Title °iftfle' ~* Inspector Name Signature of Employee J>z-j~r~ Certification # Project No. 06442-32-20 March 18, 2016 SR22 Carlsbad Oaks Distribution, LLC % SR Commercial 127 Lomas Santa Fe Drive Solana Beach, California 92075 Attention: Mr. Adam Robinson Subject: FOUNDATION PLAN REVIEW -BUILDING B CARLSBAD OAKS NORTH BUSINESS PARK-LOT 13 CARLSBAD, CALIFORNIA References: L Foundation Plans for: Carlsbad Oaks North Lot 13 -Building B, Carlsbad, California, prepared by Wiseman + Roby Structural Engineers, revision 3 dated March 9, 2016 (Job No. 15014.00). 2. Update Geotechnical Report, Carlsbad Oaks North Business Park -Lot 13, Carlsbad, California, prepared by Geocon Incorporated, dated March 18, 2015. Dear Mr. Robinson: In accordance with your request, we have reviewed the project foundation plans (Reference No. 1) for the subject project. The purpose of our review was to check that the plans have been prepared in substantial conformance with the recommendations outlined in Reference No. 2. Based on our review, it is the opinion of Geocon Incorporated that the referenced foundation plans have been prepared in substantial conformance with recommendations presented in the project geotechnical report. Our review was limited to geotechnical aspects of project development and did not include review of other details on the referenced plans, architectural, civil, structural, or otherwise, that do not directly pertain to geotechnical aspects of site development. If you have any questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED ~,,)/fl.,.....,. f revor E. Myers RCE 63773 TEM:DBE:dmc (e-mail) (e-mail) Addressee RAF Pacifica Group Attention: Mr. Jim Jacob 0 1'5attcs-~ 0 'fZ "~(1 .f" .. · l-,L-D · f6o,·~ ~~v-J.c,F"~~-~~ GEOCON INCORPORATED TECHNICAL • ENVIRONMENTAL • MATERIALS .· . SAN DIEGO, CALIF ORN IA 921 21-2 974 • TEL [858 [ 55 8-69D0 • FAX [85 8[ 55 8-61 59 ~ 6960 FLANDERS DRIVE • FOUNDATION OBSERVATION REPORT ~ PROJECT NAME: Cl/1</;J:(}A_/J l{Al(J' l'#L7t/ kf'r 13 PROJECT NO. t}{~/t/t. 32. ~ LOCATION : $u/t1J1At 6 A .-ri&ia WAtt· 7: 1:. 5"' -.J. S"" r, /Jv/Y)/1,b g .' (~ ll,tJb L .' A -L AGENCY PROJECT NO : APPROVAL/ PERMIT NOS: DATE '='ht/lk BL.Of, "' -C 8 /';; Jt:,/7 FOUNDATION TYPE: ELP~ IJ ~ 0 ADDITIONAL OBSERVATION REQUIRED [X_ CONVENTIONAL C815"' J{.,13 '-~SUBSTANTIAL CONFORMANCE D POST-TENSIONED • PURPOSE OF OBSERVATION ~-\¥Ll o(L ~e,l-. . .. :--) ~ ·~ ... ~1 4 ~ 'F ./ 13 Check soil cond1t1ons exposed are similar to those expected !XI Check footing excavations extend to minimum depth recommended in soil report J e "Y" 1' M 'f'\, . lP"' ~ Check footings have been extended to an appropriate bearing strata ~ ""'v 1 J. • _,., J ,...., D Other ------------------------------~IJ~~~t,z: __ --_~ __ • APPLICABLE SOIL REPORT: TITLE: V!'l)A:Tb f1C'~4d/C4t l<r'P:#t! CA~ Mt"f .Aftt.zj/ I C WIA,tif!' /llll -0 /3~ C/l/l l.t.1'$,4L) , cAWU!\P_,4 • SOIL REPORT RECOMMENDATIONS BASED ON: D Expansion Condition ~ Very Low (0-20) D Low (21-50) D Medium (51-90) D High (91-130) D Very High (>130) Iii Fill Geometry _________________________________ _ D Other:------------------------------------- • MINIMUM FOUNDATION RECOMMENDATIONS: Footing Depth : D 12 Inches D 18 Inches ~ 24 Inches Footing Reinforcement: D No.4 T&B ~ 2-No.4 T&B D 2-No.5 T&B D Post-Tensioned OTHER:------~ Interior Slab Reinforcement: D 6x6-10/10 D 6x6-6/6 D No.3@241nches Kl No.3@181nches D Post-Tensioned • FOUNDATION CATEGORY: ~NA ____________ _ DI ________________ _ on ______________ _ om _______________ _ • OBSERVATIONS : 1<J Substantial conformance with Soil Report. '<1 Subst ntial conformance with Foundation Plans. Identify: -==-"~~'-"-~'--'=~-PL-~_,_,~----'--'--___,,c.=_c--"--'-- "' y 1 ,,. r?Zr .Kc\.1/v.r:,v D Other • COMMENTS: ~ ~ l NOTE: FOOTING EXCAVATIONS SHOULD BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THE SOIL MOISTURE CONTENT SHOULD BE MAINTAINED. l3'l-Ytf,v ~t:7717~ ~) " 0 " 2011 FIELD COPIES TO JI\. a•• NOVA Services DAILY FIELD REPORT 4373 Viewridge Avenue, Suite B San Diego, CA 92123 858-292-7575 FAX 858-292-7570 Page 1 of_1 __ Project Name: ~41t'!J dlf'ler /1.111,.;/'/I L.11 I' I:/ B.l.P4 8 NOV A Project#: _/_d_l_'-_Y_i.._J _____ _ Project Location: LoT r.s 1,.iHl/11'iL ~ -~Ir., ~-Date:_S_-_J_,_ .. _1~------ Contractor: J!=lltf -.,P/(71ed u~ Permit#: Type of Inspection OAsphalt OSoil/Compaction OBatch Plant OFoundation [2feoncrete/Shotcrete File#: OPrestressed Concrete OMasonry OWelding I HS Bolting Time Arrived:/11,·"" ------ Time Departed: /2 ·,r<l OFireproofing OEpoxy/Non-Shrink Grout o _________ _ Check List dRfl,s [JS"oils Report ,ejApproved Plans dspecifications [:1Details Referenced on Plans_.,4:.__-.::;,.,...;;;,.r'---"tf('oL-._~_"_~_-;:;;_IAl.:...a.:...IL=---------- 2.o { Ss.o A -1-1 . ..r I-,-,,~ , I Tests Performed on Site: _____________________________ _ The Work Inspected in Accordance with the Requirements of the Approved Documents Material Sampling 0WAS 0WAS NOT ~IA Inspector Name Use Additional Sheets if Needed The Work Inspected The Requirements of the Approved Documents Reinspections or Not In Contract Work OYEs ONO Amount of time performing Reinspections or NIC Work: Hours Signature of Employee Certification # GEOCON INCORPORATED 6960 FLANDERS DRIVE • PROJECT NAME ; (Z, . I: ,;J.,· , .. · ,~ y I /'..!.' (, ,,. ; I -~· LOCATION: l'.,, B · (;, 1~.,.,."" /. ·~·, r!/ l -:;· / AGENCY PROJECT NO : FOUNDATION TYPE: .J:ll CONVENTIONAL D POST.TENSIONED • PURPOSE OF OBSERVATION PROJECT NO. _c;.c...:;~~~··· '-' ~''~·<'~·~:'. .. _ • .,_._.,,;_· ~u-6~ · '..;.· . .-/ -,.),l,-l',, .. f i:., /',.2-C.8 1 ,:,.,A < .. ::--L.,c,.:,>,' t::. l-s /.:-·./ • I :·1 ·,, ,• w~ ~-{ ''.j 0 ADDITIONAL OBSERVATION REQUIRED ~ SUBSTANTIAL CONFORMANCE D Check soil conditions exposed are similar to those expected D Check footing excavations extend to minimum depth recommended in soil report (:] Check footings have been extended to an appropriate bearing strata D Other -------------------------~.--1----._:~------ / -------------------------------~DATE:-·~/-·~,~~-- • SOIL REPORT RECOMMENDATIONS BASED ON: D Expansion Condition pI Very Low (0-20) 0 Low (21-50) D Medium (51-90) D High (91-130) D Very High (>130) [] Fill Geometry ___________________________________ _ 0 Other: _____________________________________ _ • MINIMUM FOUNDATION RECOMMENDATIONS: Footing Depth: D 12 Inches D 18 Inches )31 24 Inches OTHER _____________ _ Footing Reinforcement : D No.4 T&B O 2-No.4 T&B D 2-No.5 T&B D Post-Tensioned OTHER :<,. · ·, • . . . .. , .. ,: ,, .; .. -· ..... -'·, A';; -· ' I y , ,:. Interior Slab Reinforcement: D 6x6-10/10 D 6x6-6/6 D No.3@241nches D No.3@181nches Q'1z>o§f-Ten~j9:i:i}:~ / i .r .. 1'.A• • FOUNDATION CATEGORY : r:;:J NA----------------DI ___________________ _ 0 ll om __________________ ~ •OBSERVATIONS: Iµ Substantial conformance with Soil Report. !:'(substantial conformance with Foundation Plans. Identify: -"-'-·.:,_, ~"'-'-'-"---'-1._,._-,,,,..,· .~~· ::"-: --"'"-""':·=·~_,.-·;._:..{-'-., ..--".:.='',,_t-'---, ~·• ----'~--='--=~ _ D Other • COMMENTS : -·~..,,, .. .,..., ··~-....c·...:.·· i.,,.; .:,_'. ~,._,:-"'"''-.. ..,._, ~·:·c...· ,,._=· ::.------------------------- ~:~~~~E-: FOOTING EXCAVATIONS SHOULD BE CLEANED OF LOOSE MATERIAL PRIOR TO PLAtlNG CONCRETE AND THE SOIL MOISTURE CONT~ SHOULD BE MAINTAINED. -/ FOR.2011 FIELD !COPIES TO " r , G.EocoN REPRESENTATIVE .. DAILY FIELD REPORT 4373 Viewridge Avenue, Suite B San Diego, CA 92123 858-292-7575 FAX 858-292-7570 ' .. ( Pagel of __ _ Projl'.ct ;'\;am.:: ~µ&f.o~.tdl:L~f..l:Z __ /fll6--~---Ne>\'.\ l'rn_icd t:: ... l,l,f.6!L ______ -----·-· ·-- Pro.it-ct f.«1.:ation: ~_r.__l.2_~ilfd,.__ ___ (.,.~--:~~-.JJ/1:~ .. -·-·· _________________ Dale: ...:/.-Z-4__-:f..~ .. ---·---···---·· Coiwai:tnr: -r~/,J -~·· L~--------------~-------·--·-··--·----·----·----·-·--··· --... ·--···---·-··-____ Time Arrivcd:1* ·-·----- T}JH: of Inspection n(;'..-~.l I'.,,, ..... -., ""l• . ,._:,.,,,,, ._ ,.,.,,1,a'-ton OAsphalt OBatch Plant ~ncrete/Shotcrete File#: OPrestresscd Concrete OMasonry OWelding I HS Bolting Time Departed: OFireproofing OEpoxytNon-Shrink Grout o.~~~~~~~~~~ _._,.~ ...... ,-..'""" ...... ____________ .... __________________________________________________________ __ Check List rzrrtrrs .efS'oils Report ~pproved Plans ....e:rspecifications .e!Details Referenced on Plans_,,"fi--=~=-....::-.stAl.1=:.::=;..-=Dlf/::;;;.,;_....,~=:::z..-e=--:..:M..;c~:..:...-~-=z.:;_~=~;..;.· .,..!....:s=-..;~-·-" . Work Inspected: 4~,71:t: 7'i //~~/'fJl-.-·-~~~ 9' ~~..I~ Jnrk.c:c ---·····------·--·---~;---s --...s-M-13-· a,1 -···· ·----------·--u-zUJ.~~111'1--- -·-.-··-··· ____ _6!h__.~..fr_J__ _6.-~--~---~ --- -.k-L I t-l. f!e"ul:{"? Stnr:.-~ J;:u;, d'IYln<.. , ~ ---··----·····--~$--c./~t:d""J ~----$'?~· ~--PifeqMe4.j ~-:::~~-:-.····,~-=-·-~..£.:r (!!,"-TF4~4!f:4l;_ ~~-~A~;,~7'~'J6«~ ........ ------- -----·-----·----···------·----------~---·----------------·······-···. -···-_., ____________ _ -----------·---------·-·--------··· The Work [nsp~'t:h:d in :krnrtlancc with the Rc<1uir.:m~'l!ls of the Appron:tl Oocumci.•~ Material Sampling j 1\:rk.-n:,<i in .\,::"rJ;1ncc \I i!h ApprmcJ dm:11111c,H~ '------~---------------------------1 ··-. -·--·-----.-~------.. ---~ -~--. ~igt!·:::rrc ~,r~) ~i,,v .<L-'4~a"' ... -· -····· ... ·-··· ·--· ---------insp~· ... ·1pr ,anil' nal Sheets if Needed Tiu.• Work lns1>ccted fh, R.:,111ir,·111.:,11,-uf thi: Appn•vi:d n,icumcnts ReinspecHons or Not In Contract Work DYES ONO .\·,iounl of time p.:rformini; Rcinspcctions or NlC Work: . . . __ JJ)UfS roa-:ryu-~_ Signaltm.· (1f Employc.: Certification# 2,8lc/ Whlf40l UJf ·_ /~--6~ !_3 ~E DAILY FIELD REPORT 4373 Viewridge Avenue, Suite I San Diego, CA 9212: 858-292-7575 FAX 858-292-7571 Page 1 of_.,_(_ Pwjcc1 :\:1111.:: ~tr~~-lcr ~d_!t:~_ ~t'_ /?._ -~u:?~ ~ __ NO\'.\ l'rnjcd r.: /.d_'.". ~~!._ ________________ _ ProJl'cl !.P;:~lli,m: '-!'_!:_(_~-~~~~--~ -::-~~-~:_ ______ . __________ Dall:: __ '!_-~-:!~---·-_____ _ Conlrac:<'r: ___ r,:::.,,,.J --------------------------------____ ., _______ --------·--·-------·-·· Timl' .Arrived: 7rog --------- Pcr111i1 ;:: File#: Time Departed: f";"3o Ty1>c of Jnspcdion OAsphalt C~~.;! ~-·onipaction CBatch Plant OPrestresscd Concrete OMasonry OFireproofing OEpoxy/Non-Shrink Grout Llfc,ui--l!at,on G1C'oncrete/S1wtcrete OWelding i HS Bolting o _________ _ __,.~ ..... ,....,..,....,. .... .._,_,...,...,. .. ______________________________________________________________ __ Chc:.::k List ~ils Report cr.(i'Jproved Plans (35pecifications ~Fr's [31')etails Referenced on Plans /f-l,,/.r ___ ~ ........ ---"---/;cJ ____ ~_1'1._~ _________ _ Y6,. S/'~ ~~/sz11 ~ '':< s-/.sr.o Work lnspccted:_J1~~'4r ,s ~tlul!ls-Rlo .,.--~ VF~IYf r'~~t!A-~A?b&(f- ____________ D. ----/!!E/~ ------------s~,'-·---~------~-----z--~~ .--s ~ -------------~------~t!~f------'f-------~ ~ -- -----------------·-·-····------------------A.1-:...-:1-: -----------------·· _____ f:37,,.lrlf..1 h£_o ~" ~ f#'~< ~< El'E-r ,tll,u~ -------__ : __ -~-L._~#4.. ____ d!.~_-::--'f!!L~~tlJ ___ l~~+IJ.:~L -- ~--~---_ --:_v~_,-im_~~--~=---~/U-7 _4':~-u,, ~-=-.,a.."-~~ .... ? _____ _ _____ ____ .a?i~~"'--/u--~-~"'"'°-~reer D._i_(!.wt,-#i The Work Tn$pcrh:d in _\,rnn!ancc wi1h the Ri:<1uiri:mi:111~ -tc :\ppron:d [)ocumc1,1, Material Sampling Ow As Ow AS 1':0T The Work Inspected MET Dom \!OT MEET Reinspections or ~ot In C"ontracc Work DYES ONO ,\-,wunt oftimt! pt:rfonning Rcinspi:ctions or NIC Work: . _____ Hours --Certification r A~I Concret~-Field T~;i~; Tech_n_i~ian - Grade I MR ROB1ERT J MERTZ Certification ID #00922394 Expires on: 12/15/2017 (~-certification _ Verify at CheckACl.org I THE CITY OF SAN DIEGO I SPECIAL INSPECTOR CERTIFICATE ! : Name: ROBERT MERTZ =ca~~ &p .. ,,~: .. This certifies that the special Inspector l~rrn special Inspection within the City of San Diego for the type(s) of work indicated under the provisions of Chapter 14 of the -·-1 : San Diego Municipal Code. Scan for Status I llllll lllll lllll lllll llll 1111111111111111 5067967 INTERNATIONAL CODE COUNClr International .Code Council 500 New Jersey Avenue, NW Washington, DC 20001 The individual named hereon is CERTIFIED in the categories shown, having been so certified pursuant to successfu pletion of the prescribed written exam· ations. Not valid unless signed by certificate holder. ICC.Certification attests to competent knowledge of codes and · standards. l ICC Certification attests to competent knowledge ~f codes and ct~nn~ ... n ~ ; t I ·r J I / ' d. g the certificatir · regar in for information r'fy the validitv Jf ·• programs, or to v~ . The An, Coi .: Le In , 9094 . Ml 483 Farmmgto,, " 24<-, 48·379° FAX 248/Slj8·37C: www.ACICertific, . f the American L , .. · This card is the p_roperty ~duction or misuse ot .. unauthorized rep l · legal action. ·, card may resu t in DEVELOPMENT SERVICES DEPARTMENT DIVISION OF BUILDING & SAFETY INSPECTION SERVICES Te1.ysaJ 492-5070 Fax: (858) 492-509} l!!l"structural Masonry ~einforced Concrete D Structural Steel and Welding O Prestressed Concrete D Spray-applied Fireproofing O Wood D Pile Driving D ______ _ DS-306 (Rev. 11-13) AFSANEH AHMADI CHIEF BUILDING OFFICIAL ,,---··--. -----Robert Mertz -5067967 Structural Masonry Special lnspaior -Exp. 07/09/2016 IN.TERNATIONA~ CO.DE __ COUNClt __ _ ziv--l 'NrJ1pTe,:1 CL.bop 0 g~ggg~ /5 \ ':) GEOTECHNICAl • ENVlRONMENTAl • MATERWS ~~~.~ 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974 • TEL (858) 558-6900 • FAX (858) 558-6159 ~ FOUNDATION OBSERVATION REPORT PROJECT NAME : C1t..it..,6J>41,,,) Q4K-,1' LOCATION : [tt(J !5 .,;'?!~v~,, J {i1tAhi AGENCY PROJECT NO : ,1/1,4-1 a/ h"[ /-'3 PROJECT NO. Of?/1/2-;,7 -~68 r·.,,,, '711l;/' ~-r~.ftl12 uNt, f 1: 13 -J.:. ) t(A'.;1./ A7 :,/:L//_) lW6 (J):1.1· -::,), (1;.·1.; J) ;> APPROVAL/ PERMIT NOS : Uuif1 5: DATE 1-,/Hhb_ ~, FOUNDATION TYPE: Ci.:. I"'. /] 0 ADDITIONAL OBSERVATION REQUIRED ,\j CONVENTIONAL , '/ Rf SUBSTANTIAL CONFORMANCE .·1 11·} (t,///;J/;llft-. /,,;<>/,? D POST-TENSIONED (.. . • PURPOSE OF OBSERVATION M Check soil conditions expos~d are similar to those expected iCI Check footing excavations extend to minimum depth recommended in soil report ~ Check footings have been extended to an appropriate bearing strata D Other --------- 1 --------------DATE: ~3'#--fi-+~}~'15" __ O· SOIL REPORT RECOMMENDATIONS BASED ON: I • D Expansion Condition D Very Low (0-20) D Low (21-50) D Medium (51-90) 0 High (91-130) D Very High (>130) 0' Fill Geometry _~_t. _/ _______________________________ ~ D Other:-------------------------------------- • MINIMUM FOUNDATION RECOMMENDATIONS: Footing Depth : D 12 Inches D 18 Inches l;i( 24 Inches Footing Reinforcement: D No.4 T&B Q 2-No.4 T&B D 2-No.5 T&B D Post-Tensioned OTHER: ______ _ Interior Slab Reinforcement: D 6x6-10/10 D 6x6-6/6 D No.3@241nches JZl No.3@181nches D Post-Tensioned • FOUNDATION CATEGORY: ~NA ______________ _ • OBSERVATIONS: !¥' Substantial conformance with Soil Report S Substantial conformance with Foundation Plans. Identify : CA,~WlJdO ,7AW l'/~rl<,h1T /3 -6Pkz B, /:lY t.,,,/[µ41/ f IIY , /ffVl{/kt/ ')!fTe: C NOTE: FOOTING EXCAVATIONS SHOULD BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THE SOIL MOISTURE CONTENT SHOULD BE MAINTAINED. 8,d'/A•.../ ~/(7/Cie#' (;?PfJ FnR?011 C ,,,,vjJ7l.) j.:N -------------------------- DATE: 02/23/2016 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-3613 EsGil Corporation In (l'artnersliip witli government for (Bui(aing Safety SET: III PROJECT ADDRESS: 2864 Whiptail Loop, Bldg 'B' PROJECT NAME: Office/ Warehouse Commercial Shell Building CJ/ Al:PLICANT ~RIS. CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. l:8J The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ 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 contacte~ (b~ ) Email: Mail Telephone Fax In Person ~ REMARKS: {7Applicant ter from soils engineer to verify review of foundation plan prior to permit issuance. pplicant to complete and return Carlsbad Special Inspection Agreement prior to permit issu By: Dwight Ashman (For CM) EsGil Corporation D GA D EJ D MB D PC Enclosures: 02/16/2016 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 DATE: 1/6/ 16 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-3613 EsGil Corporation In q?artnersfiip witfi qo11ernment for (JJui(ain9 Safety SET: II PROJECT ADDRESS: 2864 Whiptail Loop, Bldg 'B' PROJECT NAME: Office/ Warehouse Commercial Shell Building CJ/APPLICANT ..0 JURIS. CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. ~ 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. ~ The applicant's copy of the check list has been sent to: Ware Malcomb Architects, Att'n: Gregory Spon e-mail 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: Gregory Spon Telephone#: (858) 638-7277 fate c~ontacted: ) } le (by('( ... -) Email: gspon@waremalcomb.com ~ail :I~~ Fax In Person D REMA . : I By: Chuck Mendenhall EsGil Corporation 1:8'.1 GA 1:8'.1 EJ O MB O PC Enclosures: 12/29/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 15-3613 1/6/16 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects {THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. FOUNDATION 16. A foundation/soils investigation is required for all projects in Seismic Design Categories C, D, E or F. Section 1803.5.11. Response was "see copy of soils report". There was no report included with the recheck documents 17. Provide a copy of the project soil report prepared by a licensed civil engineer. The report shall include foundation design recommendations based on the engineer's findings. Response was " See structural narration". The responses for the structural engineer did not include any information relative to the soil report. 18. In Seismic Design Categories D, E or F, the soils investigation must address liquefaction, and, if retaining walls are proposed, the soils investigation must address increased loading on the walls due to earthquake motions. Section 1803.5.12. Response was" See structural narration". The responses for the structural engineer did not include any information relative to the soil report. END OF ARCHITECTURAL & STRUCTURAL RECHECK 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. 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 Chuck Mendenhall at Esgil Corporation. Thank you. ELECTRICAL All OK Carlsbad 15-3613 lJf,/16 PLUMBING (2013 CALIFORNIA PLUMBING CODE) RECHECK 26. The Site Building Sewer connection to the building on the "Site Development Plan" does not match the drain line location leaving the building shown on the plumbing plans. Please correct to agree. This still applies. The sewer connection location shown on P2.1 does not match the Civil Utility Plan , Sheet 13 of 29, which shows the connection at the East end of the building. 29. The On-Site Water connection to the building on the "Site Development Plan" does not match the private water connection shown on the plumbing plans. Please correct to agree. The site utility plan, sheet 13 of 29, shows the water line connection to be 2" at the East end of the bldg. Sheet P2.1 shows the water line connection along the SE end of the bldg and is listed as 2-1/2" and 3" on sheet P2.1. Provide consistent plans. 31. The Sheet Note #4 on sheet P2.1 states: "3 inch Cold Water Supply". But on the same sheet the plan shows a 2.5 inch Cold Water supply line to the building. Please correct. This still applies on sheet P2.1. The water line is listed as 2-1/2" on the plans and 3" on the plan note. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. .. DATE: 11/6/15 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-3613 EsGil Corporation In <Partnership with qovernment for (]3ui(aing Safety SET: I PROJECT ADDRESS: 2864 Whiptail Loop, Bldg 'B' :!),PP LI CANT ,.-o JURIS. D PLAN REVIEWER D FILE PROJECT NAME: Office/ Warehouse Commercial Shell Building D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. ~ 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. ~ The applicant's copy of the check list has been sent to: Ware Malcomb Architects, Att'n: Gregory Spon e-mail D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [8J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Gregory sr~n Telephone#: (858) 638-7277 ~atei cacted: \ \ ,~ (by:~ Email: gspon@waremalcomb.com i;tMail ~phon~ Fax In Person D REMAR :r{'(\_ By: Chuck Mendenhall EsGil Corporation [8J GA [8J EJ O MB O PC Enclosures: 10/27/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 . , C;irlsbad 15-3613 11/6/15 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 15-3613 JURISDICTION: Carlsbad OCCUPANCY: B, S-1 USE: Office/ warehouse TYPE OF CONSTRUCTION: III B ACTUAL AREA: 40,884 ALLOWABLE FLOOR AREA: unlimited STORIES: one SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 11/6/15 FOREWORD (PLEASE READ): HEIGHT: 34 OCCUPANT LOAD: 400 ( approx.) DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/27/15 PLAN REVIEWER: Chuck Mendenhall This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 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 15-3613 11/6/15 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Each sheet of the plans must be stamped and signed by the licensed engineer or architect assuming responsibility for the design. 2. The code analysis found on sheet A0.1 lists the proposed office area= 31,468 sf and warehouse = 81,535 sf for a total area of 113,003 sf, The building area of Bldg 'B' listed on the plans is 40,884. Correct the area information on sheet A0.1. 3. Specify on detail 3/A7.2 of the plans the following information for the roof materials, per Section 1506.3: • Manufacturer's name and Product name/number. • ICC approval number or equal. 4. Specify on the plans the following information for the skylight(s): • Manufacturer's name and Model name/number. • ICC approval number, or equal. • NON-RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for commercial construction must be included on your plans. The following Green Building Standards apply only to newly constructed buildings. CGC 101.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include thE following notes as applicable. 5. Bicycle parking. Note on the plans that bicycle parking for projects shall comply with CGC Section 5.106.4. The specific details must be submitted and approved by the Planning Department. , Carl~bad 15-3613 11/6/15 6. Low-emitting, fuel-efficient and carpool/van pool parking. Note on the plans that fuel- efficient vehicle parking will be provided in accordance with CGC Section 5.106.5.2. The specific details for the parking must be submitted and approved by City Planning Department. 7. Light pollution reduction. Note on the plans that exterior light pollution must comply with CGC section 5.106.8. 8. Grading and paving. Note on the plans that the site grading or a drainage system will manage all surface water flows to keep water from entering buildings. CGC Section 5.106.10. 9. Waste management. Note on the plans that the contractor must submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Section 5.408.1.1. 10. Recycling. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. 11. Waste reduction. Note on the plans that 100% of trees, stumps, rocks, and associated vegetation and soils primarily from the construction will be reused or recycled. CGC 5.408.3. 12. Recycling. Note on the plans that an identified, readily accessible area shall be provided that serves the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc. CGC Section 5.410.1. 13. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. 14. Outdoor water use. Note on the plans that for new water service (or additions/alterations with > 1,000 square feet of cumulative landscaped area), separate submeters or metering devices shall be installed for outdoor potable water use. Also, irrigation controllers and sensors shall be installed. CGC Sections 5.304.2 and 5.304.3. 15. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. • FOUNDATION 16. A foundation/soils investigation is required for all projects in Seismic Design Categories C, D, E or F. Section 1803.5.11. 17. Provide a copy of the project soil report prepared by a licensed civil engineer. The report shall include foundation design recommendations based on the engineer's findings. 18. In Seismic Design Categories D, E or F, the soils investigation must address liquefaction, and, if retaining walls are proposed, the soils investigation must address increased loading on the walls due to earthquake motions. Section 1803.5.12. . Carl$bad 15-3613 11/6/15 • STRUCTURAL 19. Special inspection is required. Note on the structural plans that the city's "Special Inspection Agreement" form must be completed and returned to the city prior to permit issuance. 20. Reference detail 16 or 17/S4.0 to the narrow piers shown along grid line '1' on sheet S3.3. 21. Include in the design calc's a justification for the chord splice shown in details 1 & 18/S?.O for the chords along grid line 3. 22. Include in the design calc's a justification for the drag connection along grid lines D & H as shown in detail 19/S?.O. 23. Detail the connection of the roof joists and diaphragm to the top of the interior shear walls along grid lines D & H END OF ARCHITECTURAL & STRUCTURAL REVIEW 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. 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 Chuck Mendenhall at Esgil Corporation. Thank you. PLUMBING AND MECHANICAL CORRECTIONS + JURISDICTION: Carlsbad DATE: 11/5/2015 + PLAN REVIEW NUMBER: 15-3613 SET: I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 24. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. PLUMBING (2013 CALIFORNIA PLUMBING CODE) 25. Please provide construction drawings for the on-site private building sewer system showing pipe sizes, slopes manhole RIM elevations, and piping materials. 26. The Site Building Sewer connection to the building on the "Site Development Plan" does not match the drain line location leaving the building shown on the plumbing plans. Please correct to agree. , Carl,bad 15-3613 11/6/15 27. Please clearly show the proposed sewer loading on the 8 inch private on-site building sewer comply with CPC, Table 717.1. The 8 inch private building sewer lines seem to be oversized. 28. Please show the water line sizing calculation and plans showing public water meter size and location, private water line from the public water meter to the building including pipe sizes and water line sizing calculations showing the minimum and maximum water pressure to the water meter and the assumed water demands, water pipe lengths and pressure losses. 29. The On-Site Water connection to the the building on the "Site Development Plan" does not match the private water connection shown on the plumbing plans. Please correct to agree. 30. For backwater valve review, please show the upstream sewer manhole rim elevation (manhole cover elevation) and finished floor elevations. CPC 710.0 Backwater valves are: a) Mandatory: Fixtures installed on a floor level below the next upstream manhole cover elevation require backwater protection. b) Not Allowed: For waste systems with fixtures installed on a floor level above the next upstream manhole cover elevation. 31. The Sheet Note #4 on sheet P2.1 states: "3 inch Cold Water Supply". But on the same sheet the plan shows a 2.5 inch Cold Water supply line to the building. Please correct. 32. Please provide a letter from the serving water agency showing a 3 inch water meter is to be provided as per the plumbing drawings. 33. Please provide complete water line sizing calculations: Include the minimum & maximum water pressure to the public water meter, pressure loss calculations, assumed water demands, and the assumed developed water pipe lengths. CPC 610.0 or Appendix 'A'. 34. A complete plumbing plan review will be done when the complete corrected plumbing plans and calculations are provided. MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) 35. There is no mechanical systems to be installed in this shell building. Shell building mechanical is OK. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) 36. Include the GFP specification for the service main disconnect. Carlsbad 15-3613 11/6/15 37. The EV futures (both buildings) must equal 3% of the parking spaces (or 11). I haven't checked the larger building as yet however building "B" only has two stub-outs. 38. Provide a structural base design for the site pole light fixtures. 39. The service is labeled "MSA", is the correct labeling "MSB"? ENERGY (2013 CALIFORNIA BUILDING ENERGY STANDARDS) o Energy okay as submitted Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ' Carlsbad 15-3613 11/6/15 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 15-3613 PREPARED BY: Chuck Mendenhall DATE: 11/6/15 BUILDING ADDRESS: 2864 Whiptail Loop, Bldg 'B' BUILDING OCCUPANCY: B, S-1 BUILDING AREA Valuation Reg. VALUE ($) PORTION ( Sq. Ft.) Multiplier Mod. Office Shell 4088 89.78 367,021 Warehouse 36796 48.53 1,785,710 Air Conditioning Fire Sprinklers 40884 3.94 161,083 TOTAL VALUE 2,313,813 Jurisdi::tbn Code Cb By Ordinance Bldg. Permit Fee by Ordinance $6,148.37! Plan Check Fee by Ordinance $3,996.44! Type of Review: 0 Complete Review D Structural Only DRepetitive Fee .,... Repeats D Other 0 Hourly EsGil Fee .,_ ___ , Hr @ ' $3,443.091 Comments: In addition to the.above fee, an additional fee of $86 .is due (1 hour@ $86/hr.) for the CalGreen review. Sheet 1 of 1 macvalue.doc + Ccityof Carlsbad PLAN CHECK REVIEW TRAN SM ITT AL DATE: 03-24-2016 PROJECT NAME: CARLSBAD OAKS NORTH BLDG A Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID:SDP 15-10 PLAN CHECK NO: CBlS-3617 SET#: 4 ADDRESS: 2870 WHIPTAIL LOOP LOT #13 APN: 209-120-10 VALUATION: SCOPE OF WORK: CONSTRUCT NEW 110,730 COMMERCIAL SHELL BUILDING. ~ This plan check review is complete and has been APPROVED by: C, Cr LAND DEVELOPMENT ENGINEERING DIVISION J ~ 2~ -/ ~ Final Inspection by Construction Management & Inspection Division is required: Yes X No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: GSPON@WAREMALCOMB.COM To determine status by one of the divisions listed below, please contact 760-602-2719. Chri s.Sexto n(cJ:ca rlsbadca .gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov ValRay Nelson 760-602-27 41 Va1Ray.Marshall@carlsbadca.gov Gregory. Rya1i:lI1carls ba dca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: ****PLEASE SLIP-SHEET SIGNED APPROVED GRADING PLANS INTO BU/LING SETS(2)**** CITY OF CARLSBAD GRADING INSPECTION CHECKLIST r 1 > , FOR PARTIAL SITE RELEASE , ht'.R 2 • 2D16 PROJECT INSPECTOR: A. Lu..eJ+\t.e DATE: 3J 2zj1 \J'K4.N:5r~:~~;;:r,u,, . ..,,.,.__~~~ PROJECT ID SDr> 1~ . \0 GRADING PERMIT NO. 6eJ<; .961 r ... LOTS REQUES1ED FOR RELEASE: :B,,i\(h~s. ~ ~ B NIA;::; NOT APPLICABLE ..J = COMPLETE -· = ncompJete O I I or unacceptable 1st v"' ~ / v ~ ~ v' ~(&\ v' ...,,... V\'°' / / -~ 2nd. 1. Site access to requested lots adequate and logically grouped. 2. Site erosion control measures adequate including basins and lined ditches installed. 3. Overall site adequate for health, safety and welfare of public. 4. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 5. 8W' x 11" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted. 7. EOW certification of work done with finish pad elevations of specific lots to be released. · 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist. 9. Fully functional fire ~ydrants within 350 feet of building combustibles and an all weather roads access to site is required . 10. Retaining walls installed. 11. Adequate progress on installation of slope irrigation and landscape. 12. Minimum 20' wide all weather road. 13. Sewer installed and available for use. Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. ~ 03 t~""' (~t \-41 Date Partial Site Rel Checklist-UPDATED 11/2015 C9tyof Carlsbad PLAN CHECK REVIEW TRAN SM ITT AL DATE: 02-23-2016 PROJECT NAME: CARLSBAD OAKS NORTH BLDG B Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID:SDP 15-10 PLAN CHECK NO: CBlS-3613 SET#: 3 ADDRESS: 2864 WHIPTAIL LOOP LOT #13 APN: 209-120-10 VALUATION: SCOPE OF WORK: CONSTRUCT NEW 40,660 COMMERCIAL SHELL BUILDING. D This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inspection Division is required: Yes X No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: GSPON@WAREMALCOMB.COM To determine status by one of the divisions listed below, please contact 760-602-2719. Chris.Sexton@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carisbadca.gov Remarks: Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov ValRay Nelson 760-602-27 41 Val Ray.Marshall@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 Please Read Instructions: Outstanding issues are marked with X Items that conform to permit requirements are marked with ./ or have intentionally been left blank. PLEASE SLIP-SHEET SIGNED APPROVED GRADING PLANS 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. 489-4A Show on site plan: Drainage patterns and proposed site elevations. Show all high points. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. I ·· I ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale "'"'=,..,,l 5' away from building". Existing & proposed slopes and topography .~]Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: i ./ 1 Site address \""""-' ~ Assessor's parcel number Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. LoUMap No.: LOT #13, MAP #15505 Subdivision/Tract: CARLSBAD OAKS NORTH Reference No(s): E-36 Page 2 of6 REV 6/01/12 CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 N/A DWG 415-9J E-36 2. DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering conditions of approval for project no.: SOP 15-10 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24 000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $120,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows: Page 3 of 6 REV6/01/12 CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 5. GRADING PERMIT REQUIREMENTS GR 15-41 The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector ALI LUEDTKE The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. See additional comments for project-specific requirements. 6. MISCELLANEOUS PERMITS TO BE APPLIED FOR SEPERATELY E-36 L~]RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: NOTE: ANY WORK BEING DONE IN THE PUBLIC'S RIGHT-OF-WAY REQUIRES R.O.W. PERMIT. Page 4 of6 REV 6/01/12 CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 7. STORM WATER SW 15-401 SWMP 15-23 E-36 Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached forr and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance Storm Water Standards Questionnaire. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. Indicate areas of impervious surfaces (patios.walkway, etc.) and pervious areas (landscaping) Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavemenUpavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: Page 5 of 6 REV 6/01/12 CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 1" METER Attachments: · E-36 8. WATER METER REVIEW 9. FEES Domestic (potable) Use f7'1 What size meter is required? !IY!J Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be%". Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility yes yes yes yes no Fire sprinklers required LJyes no (is addition over 150' from center line) Upgrade yes Uno No fees required 10. ADDITIONAL COMMENTS Engineering Appllcatlon Storm Water Form Right-of-Way Appllcatlon/lnfo. Reference Documents Page 6 of6 REV 6/01/12 *** Fee Calculation Worksheet *** ENGINEERING DIVISION 209-120-10-00 Prepared by: CG Date: 1/12/16 Address: 2864 WHIPTAIL LOOP BLDG. B GEO DATA: LFMZ: V, B&T: 1 Bldg. Permit#: Fees Update by: Date: Fees Update by: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: WAREHOUSE Sq.Ft./Units 40,660 Types of Use: Sq.Ft./Units Types of Use: Types of Use: Sq.Ft./Units Sq. Ft./Units ADT CALCULATIONS: List types and square footages for all uses. Types of Use: WAREHOUSE Sq.Ft./Units 40,660 Types of Use: Types of Use: Types of Use: FEES REQUIRED: Sq.Ft./Units Sq. Ft./Units Sq.Ft./Units EDU's: 8.13 EDU's: EDU's: EDU's: ADT's: 205 AD T's: ADT's: ADT's: Date: Within CFD:[ZJYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) NO 1. PARK-IN-LIEU FEE: 0NW QUADRANT :,11 NE QUADRANT []SE QUADRANT OW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ PAID ON FM971303 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: 205 I X 3. BRIDGE & THOROUGHFARE FEE: (USE SANDAG)ADT'S/UNITS I X 4. FACILITIES MANAGEMENT FEE ADT'S/UNITS: 1 I X 5. SEWER FEE EDU's 8.13 BENEFIT AREA: E EDU's 8.13 6. DRAINAGE FEES: ACRES: 7. POTABLE WATER FEES: 1x 1x PLDA: 1x FEE/ADT: $107 fl) DIST. #1 FEE/ADT: ZONE: 16 I =s 21,935 DIST.#2 I =s DIST.#3 FEE/SQ.FT./UNIT: $.40 I =$ 16,264 FEE/EDU: $881 FEE/EDU: $3.329 r··········.]HIGH FEE/AC: I =s 1,162.53 I =s 21,os4.11 MEDIUM []LOW I =$ PAID ON FM971303 UNITS 1 CODE D1 CONN. FEE METER FEE SDCWA FEE TOTAL $8,852 $356 $7,680 $16,88f. ***This may not represent a comprehensive list of fees due for this project. Please contact the Building division at (760) 602·2719 for a complete listing of fees*** .. (City of Carlsbad PLAN CHECK REVIEW TRANS MITT AL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 11-03-2015 PROJECT NAME: CARLSBAD OAKS NORTH BLDG B PROJECT ID:SDP 15-10 PLAN CHECK NO: CBlS-3613 SET#: 1 ADDRESS: 2864 WHIPTAIL LOOP LOT #13 APN: 209-120-10 VALUATION: SCOPE OF WORK: CONSTRUCT NEW 40,660 COMMERCIAL SHELL BUILDING. D This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inspection Division is required: Yes No X 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: GSPON@WAREMALCOMB.COM To determine status by one of the divisions listed below, please contact 760-602-2719. Linda Ontiveros 760-602-2773 ValRay Nelson 760-602-27 41 ValRay.Marshall@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 Please Read Instructions: Outstanding issues are marked with X Items that conform to permit requirements are marked with ,/ or have intentionally been left blank. PLEASE SLIP-SHEET SIGNED APPROVED GRADING PLANS 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures Existing street improvements j Property lines (show all dimensions) -i Easements Right-of-way width & adjacent streets Show on site plan: Driveway widths 1 Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. 489-4A ' Drainage patterns and proposed site elevations. Show all high points. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ·. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service{s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: Site address Assessor's parcel number , 1 ./ · • Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: LOT #13, MAP #15505 Subdivision/Tract: CARLSBAD OAKS NORTH Reference No(s): E-36 Page 2 of 6 REV6/01/12 CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 N/A DWG 41S-9J E-36 2. DISCRETIONARY APPROVAL COMPLIANCE : Project does not comply with the.following engineering conditions of approval for project no.: SOP 15-10 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding$ 24 000 00 , pursuant to Carlsbad Municipal Code Section 18.40.030. · Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $120,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.040. · Public improvements required as follows: , Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows: Page 3 of 6 REV6/01/12 CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. 'Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" X Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. :. X Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. · No grading permit required . .. • Minor Grading Permit required. See additional comments for project-specific requirements. 6. MISCELLANEOUS PERMITS TO BE APPLIED FOR SEPERATELY E-36 i RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work • adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: NOTE: ANY WORK BEING DONE IN THE PUBLIC'S RIGHT-OF-WAY REQUIRES R.O.W. PERMIT. Page 4 of 6 REV 6/01/12 CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 7. STORM WATER SW 15-401 SWMP 15-23 E-36 Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance : Storm Water Standards Questionnaire. . Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. Indicate areas of impervious surfaces (patios.walkway, etc. ) and pervious areas (landscaping). Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavemenUpavers Flow-through planter/vegetated or rock drip line ·. Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: Page 5 of 6 REV 6/01/12 . . CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 8. WATER METER REVIEW PLEASE SPECIFY EXISTING AND PROPOSED METER SIZES Domestic (potable) Use X 1 What size meter is required? .. FYI Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. :FYi : For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be%". 9. FEES Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility yes no 1 :yes no yes no f yes ...... Jno Fire sprinklers required Upgrade No fees required yes J no (is addition over 150' from center line) yes 1 ... Jno 10. ADDITIONAL COMMENTS Attachments: Engineering Application Storm Water Form Right-of-Way Application/Info. Reference Documents E-36 Page 6 of 6 REV 6/01/12 .. (City of Carlsbad PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 11-03-2015 PROJECT NAME: CARLSBAD OAKS NORTH BLDG B PROJECT ID:SDP 15-10 PLAN CHECK NO: CB15-3613 SET#: 1 ADDRESS: 2864 WHIPTAIL LOOP LOT #13 APN: 209-120-10 VALUATION: SCOPE OF WORK: CONSTRUCT NEW 40,660 COMMERCIAL SHELL BUILDING. D This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inspection Division is required: Yes No X 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: GSPON@WAREMALCOMB.COM To determine status by one of the divisions listed below, please contact 760-602-2719. Chris Sexton 760-602-4624 Chris Glassen 760-602-2784 Christopher.Glassen@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontlveros@carlsbadca.gov ValRay Nelson 760-602-2741 Va1Ray.Marsha1l@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 7 60-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: • CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 Plc,1sc Read I nslrt1l lions: Outstanding issues are marked l)lith ;X; Items that conform to permit requirements are marked with ti. or have intentionally been left blank. PLEASE SLIP-SHEET SIGNED APPROVED GRADING PLANS 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. 489-4A Show on site plan: Drainage patterns and proposed site elevations. Show all high points. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. r--1 ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale ~"~ 5' away from building". Existing & proposed slopes and topography [=1size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: [lJ Assessor's parcel number [{j Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. LoUMap No.: LOT #13, MAP #15505 Subdivision/Tract: CARLSBAD OAKS NORTH Reference No(s): E-36 Page 2 of 6 REV 6/01/12 CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 N/A DWG 415-9J E-36 2. DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering conditions of approval for project no.: SOP 15-10 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24 000 00 , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $120,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows: Page 3 of 6 REV6/01/12 CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 5. GRADING PERMIT REQUIREMENTS GR 15-41 The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. Qlnadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" [L] Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. See additional comments for project-specific requirements. 6. MISCELLANEOUS PERMITS TO BE APPLIED FOR SEPERATELY E-36 ORIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: NOTE: ANY WORK BEING DONE IN THE PUBLIC'S RIGHT-OF-WAY REQUIRES R.O.W. PERMIT. Page 4 of6 REV 6/01/12 CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 7. STORM WATER SW 15-401 SWMP 15-23 E-36 Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP} Compliance Storm Water Standards Questionnaire. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. Indicate areas of impervious surfaces (patios.walkway, etc.) and pervious areas (landscaping). Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: Page 5 of 6 REV 6101112 CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 1" METER Attachments: E-36 8. WATER METER REVIEW Domestic (potable) Use CJ [ZJ What size meter is required? 9. FEES fl:fil Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. IIfil For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be%". Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 yes no yes Impervious surface > 50% yes no Impact unconstructed facility yes no Fire sprinklers required Dyes Ono (is addition over 150' from center line) Upgrade yes Ono No fees required 10. ADDITIONAL COMMENTS ; Engineering Appllcatlon '. , Storm Water Form ' Right-of-Way Appllcatlon/lnfo. Reference Documents Page 6 of6 REV 6/01/12 .. CARLSBAD OAKS NORTH BLDG B PLAN CHECK NO# CBlS-3613 8. WATER METER REVIEW Domestic (potable) Use PLEASE SPECIFY EXISTING AND PROPOSED METER SIZES 9. FEES What size meter is required? EYI Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. ;FY( For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be%". Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility yes yes yes no no ;no no Fire sprinklers required Upgrade No fees required Jyes yes no (is addition over 150' from center line) 10. ADDITIONAL COMMENTS Attachments: Engineering Application Storm Water Form Right-of-Way Application/ Info. Reference Documents E-36 Page 6 of 6 REV 6/01/12 *** Fee Calculation Worksheet *** ENGINEERING DIVISION 209-120-10-00 Prepared by: CG Date: 1/12/16 Address: 2864 WHIPT AIL LOOP BLDG. B GEO DATA: LFMZ: Vi B&T: 1 Bldg. Permit#: Fees Update by: Date: Fees Update by: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: WAREHOUSE Sq.Ft./Units 40,660 Types of Use: Sq.Ft./Units Types of Use: Sq.Ft./Units Types of Use: Sq.Ft./Units ADT CALCULATIONS: List types and square footages for all uses. Types of Use: WAREHOUSE Sq.Ft./Units 40,660 Types of Use: Types of Use: Types of Use: FEES REQUIRED: Sq.Ft./Units Sq.Ft./Units Sq. Ft./Units EDU's: 8.13 EDU's: EDU's: EDU's: ADT's: 205 AD T's: AD T's: AD T's: Date: Within CFD:[ZJYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) NO 1. PARK-IN-LIEU FEE: []NW QUADRANT [ZJ NE QUADRANT 0SE QUADRANT OW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ PAID ON FM971303 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: 205 I X 3. BRIDGE & THOROUGHFARE FEE: (USE SANDAG)ADT'S/UNITS I X FEE/ADT: $107 f71DIST. #1 FEE/ADT: 4. FACILITIES MANAGEMENT FEE ZONE: 16 I =s 21,935 r··1D1ST.#2 L""J I =s ADT'S/UNITS: 1 I X FEE/SQ.FT./UNIT: $.40 I =$ 16,264 5. SEWER FEE EDU's 8.13 BENEFIT AREA: E EDU's 8.13 6. DRAINAGE FEES: 1x 1x PLDA: FEE/EDU: $881 I =s 1,162.53 I =s 21,064.11 MEDIUM []LOW DIST.#3 ACRES: 7. POTABLE WATER FEES: 1x FEE/EDU: $3,329 r]HIGH FEE/AC: I =$ PAID ON FM971303 UNITS 1 CODE D1 CONN. FEE METER FEE SDCWA FEE TOTAL $8,852 $356 $7,680 $16,88, ***This may not represent a comprehensive list of fees due for this project. Please contact the Building division at (760) 602-2719 for a complete listing of fees*** «''f' ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.e:ov DATE: 3/8/16 PROJECT NAME: Carlsbad Oaks N Lot 13 PROJECT ID: SDP 15-10 PLAN CHECK NO: CB 15-3613 SET#: ADDRESS: 2864 Whlptail LP East APN: 209-120-10· . (!,~. ~ This plan check review is complete and has been APPROVED by the Planning f Division. By: Chris Garcia A Final Inspection by the Planning Division is required ~ Yes D 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. [gl 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 CORRECTIONS has been sent to: Ted Weeks/Doug Grant For questions or clarifications on the attached checklist please contact the following reviewer as marked: .., •.• FIii; ·~1:to .. ,, ;, 76N024780 1 D Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D ValRay Marshall D Cindy Wong 760-602-4675 760-602-27 41 760-602-4662 Gina.Ruiz@carlsbadcg.gov Va1Ray.Marsha1l@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ~ Chris Garcia D D 760-602-4622 Linda Ontiveros Dominic Fieri Chris.~arcia@carl!;ibi!dca.gov 760-602-2773 760-602-4664 Linda.Ontiveros@carlsbadca.gov Dominic.Fi~ri@carlsbadca.gov Remarks: Plans OK. Consistent with approved SDP 15-10. The final landscape plan (DWG 489-4L) will need to be approved prior to building permit issuance. «1~\ ~ CITY OF CARLSBAD DATE: 03-03-2016 PLAN CHECK NO: CB15-3613 PLAN CHECK REVIEW Community & Economic Development Department 1635 Faraday Avenue TRANSMITTAL BLDG. DEPT ~~:d::.~~~ PROJECT NAME: Carlsbad Oaks North Building B SET#: 11 ADDRESS: 2864 Whiptail Loop ~ This plan check review is complete and has been APPROVED by the Fire Division. By: R. Metz A Final Inspection by the Fire Division is required [gl 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 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 D Kathleen Lawrence ~ Randy Metz 760-602-4624 760-602-27 41 760-602-4661 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carl~badci:;!.gov Randy.Metz@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ryiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: **APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Page 1 of 1 ., • Carlsbad Fire Department Plan Review Requirements Category: COMMIND , COMM t?# Date of Report: 03-03-2016 Name: Address: Permit#: CB153613 GREGORY SPON STE 175 6363 GREENWICH DR SAN DIEGO CA 92122-5966 Job Name: 40,660 SF COLD SHELL -BLDG B Job Address: 2864 WHIPTAIL LP CBAD Conditions: Cond: CON0008766 Reviewed by: ---&---------- [NOT MET] ** APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSE OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. £ «~;b ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANS MITT AL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www .carlsbadca.gov DATE: 02-09-2016 PROJECT NAME: Cold Shell Bldg B PROJECT ID: PLAN CHECK NO: CB153613 SET#: II ADDRESS: 2864 Whiptail Loop APN: D This plan check review is complete and has been APPROVED by the Fire Division. By: R. Metz A Final Inspection by the Fire Division is required ~ Yes D No ~ This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to You may also have corrections from one or more of the divisions listed be/ow. 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: D Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov D ~ Randy Metz 760-602-4661 Randy.Metz@carlsbadca.gov D Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov 2nd Review. No corrections have been made from comments provided on 1s1 review. Page 1 of 1 m , ,, · Carlsbad Fire Department Plan Review Requirements Category: COMMIND, COMM p /21-i- Date of Report: 02-09-2016 Reviewed by:---~---tr------ Name: Address: Permit#: CB153613 GREGORY SPON STE 175 6363 GREENWICH DR SAN DIEGO CA 92122-5966 Job Name: 40,660 SF COLD SHELL -BLDG B Job Address: 2864 WHIPTAIL LP CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. ..J,/J: Jto( r"{L'6 Get ro , 1)0).,/1~ 9u-1: Conditions: Cond: CON0008639 [NOT MET] 1. Private roads and driveways, when designated as required access or turnaround for CO . ;., / q /i r.,. emergency service vehicles, shall be posted as fire lanes in accordance with the requirements of 1'~ u 1 ' I the California Vehicle Code and/or the Carlsbad Municipal Code. Sheet A 7 .1 Detail 20 shall show the Top and Face of curbs posted as Fire Lanes shall be stenciled No Parking -Fire Lane every thirty-(30) feet. 2. Sheet A7.1 Details 7 and 8 shall cite the Carlsbad Police Department Phone number 760-931-4060. And that signs shall be placed in accordance with CVC every fifty-(50) feet, and if signs are required on both sides of driveway or designated lanes, then sings may be posted alternating sides. 3. Provide 3200 series 'Knox' boxes at each suite entrance, at the main electrical room and at the fire sprinkler riser room(s). Elevation of these boxes shall not exceed eighty-four (84) inches to lockset opening. KNOX Key Boxes shall be installed on the 'strike' side of single-hung doors and in-active side of double-hung doors. KNOX Boxes shall be ordered online at www.KNOX.com directly. Enter Zip/Postal code of 92008; agency name of CARLSBAD and select Mutual Aid button. 4. Provide the following Note on sheet A0.2: Provide an all-weather, unobstructed access roadway, suitable for emergency service vehicles, which shall be maintained as operational including but not I • limited to during all phases of construction. 5. Provide the following Note on sheet A0.2: All required water mains; fire hydrants and appurtenances shall be installed, accepted and operational prior to combustible materials being brought onto the site. 6. Carlsbad Municipal Code 17.04 shall require that the fire sprinkler riser(s) be located in a room or area with direct access from the exterior that is isolated from any interior uses. 7. Provide in all speculative buildings, which contain fire sprinklers without specific tenants, a minimum design density of 0.45 gallons per minute per square foot for the most remote three-thousand-(3000) square feet. 8. When buildings are used for high-piled combustible storage, greater than twelve-(12) feet and greater than six-(6) feet for certain higher hazard commodities), sprinklers shall be designed for the type and method of storage. For speculative warehouses, the minimum design density is .45 Gallons per Minute over an area of I three-thousand-(3000) square feet; however, when a tenant proposes use of such speculative warehouse, densities may be required to be greater than the minimum depending on the commodity and method stored and/or processes employed. NOTE: Because of the size of this building and the intended use may include High-piled Storage, the maximum area of coverage for any riser shall not exceed forty-thousand (40,000) square-feet. 9. Sheet A0.2 shall note that the required fire flow for this project is five-thousand-(5000) Gallons per Minute I for four-(4) hours. Five-(5) fire hydrants are required to be installed and serviceable within one-hundred-eighty-(180) feet of the project building. lO. Additionally, the underground fire service main needs to be sized to provide the combined fire-flow (Hydrant) of 5000 GPM and sprinkler flow (TBD). Entry: 11/03/2015 By: GLR Action: CO .,, ·--..... .• «1 # ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL BUILDl;'Dl!P'~Economic ,.I)R ~ent Department (..;U '1.635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 11/03/2015 PROJECT NAME: CARLSBAD OAKS N. -LOT 13 BLDG B PROJECT ID: CB153613 PLAN CK NO: SET#: 1/1 ADDRESS: 2864 WHIPTAIL LOOP D 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 ~ Yes D No ~ This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan check comments have been sent to: gspon@waremalcomb.com You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: D Chris Sexton D rgJ Greg Ryan 760-602-4624 760-602-4663 Chris.Sexton@c~rlsbadca.gov GregoQ'.R)'an@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov C)'nthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov m Carlsbad Fire Department "' Plan Review Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: COMMIND , COMM 11-03-2015 GREGORY SPON 6363 GREENWICH DR STE 175 SAN DIEGO CA 92122-5966 CB153613 40,660 SF COLD SHELL -BLDG B 2864 WHIPTAIL LP CBAD Reviewed by: ~ ,..(}M INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or stan~ds. J>le~se .• revie~ carefully all comments attached. Please resubmit the necessary plans and/or specifications, ,i,ltl,'~'"i:loulle4", to this office for review and approval. Conditions: Please make corrections or add Notes where appropriate. Private roads and driveways, when designated as required access or turnaround for emergency service vehicles, shall be posted as fire lanes in accordance with the requirements of the California Vehicle Code and/or the Carlsbad Municipal Code. CORR: 1. Sheet A7.l Detail 20 shall show the Top and Face of curbs posted as Fire Lanes shall be stenciled No Parking -Fire Lane every thirty-(30) feet. CORR: 2. Sheet A7.l Details 7 and 8 shall cite the Carlsbad Police Department Phone number 760-931-4060. And that signs shall be placed in accordance with CVC every fifty-(50) feet, and if signs are required on both sides of driveway or designated lanes, then sings may be posted alternating sides. CORR/NOTE: 3. Provide 3200 series 'Knox' boxes at each suite entrance, at the main electrical room and at the fire sprinkler riser room(s). Elevation of these boxes shall not exceed eighty-four (84) inches to lockset opening. KNOX Key Boxes shall be installed on the 'strike' side of single-hung doors and in-active side of double-hung doors. KNOX Boxes shall be ordered online at www.KNOX.com directly. Enter Zip/Postal code of92008; agency name of CARLSBAD and select Mutual Aid button. NOTE: 4. Provide the following Note on sheet A0.2 : Provide an all-weather, unobstructed access roadway, suitable for emergency service vehicles, which shall be maintained as operational including but not limited to during all phases of construction. NOTE: 5. Provide the following Note on sheet A0.2: All required water mains; fire hydrants and appurtenances shal be installed, accepted and operational prior to combustible materials being brought onto the site. CORR: 6. Carlsbad Municipal Code 17.04 shall require that the fire sprinkler riser(s) be located in a room or area with direct access from the exterior that is isolated from any interior uses. NOTE: 7. Provide in all speculative buildings, which contain fire sprinklers without specific tenants, a minimum design density of 0.6 gallons per minute per square foot for the most remote three-thousand-(3000) square feet. NOTE: 8. When buildings are used for high-piled combustible storage, greater than twelve-(12) feet and greater than six-(6) feet for certain higher hazard commodities), sprinklers shall be designed for the type and method of storage. For speculative warehouses, the minimum design density is .6 Gallons per Minute over an area of I three-thousand- (3000) square feet; however, when a tenant proposes use of such speculative warehouse, densities may be required to be greater than the minimum depending on the commodity and method stored and/or processes employed. NOTE: Because of the size of this building and the intended use may include High-piled Storage, the maximum area of coverage for any riser shall not exceed forty-thousand (40,000) square-feet. NOTE: 9. Sheet A0.2 shall note that the required fire flow for this project is five-thousand-(5000) Gallons per Minute I for four-(4) hours. Five-(5) fire hydrants are required to be installed and serviceable within one-hundred- eighty-(180) feet of the project building. NOTE: 10. Additionally, the underground fire service main needs to be sized to provide the combined fire-flow (Hydrant) of 5000 GPM and sprinkler flow (TBD). Entry: 11/03/2015 By: GLR Action: CO City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-04-2016 Plan Check Revision Permit No:PCR16141 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: BRYAN METZGER 619-220-4881 Building Inspection Request Line (760) 602-2725 2864 WHIPTAIL LP CBAD PCR 2091201000 Lot#: 0 $0.00 Construction Type: NEW CB153613 BLD B -DEFFERED SUB FOR STOREFRONT GLAZING Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: TECHBIL T CONSTRUCTION CORP PO BOX 80036 SAN DIEGO CA 92138 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $120.00 $0.00 $0.00 Total Fees: $120.00 Total Payments To Date: $120.00 Balance Due: ISSUED 07/15/2016 LSM 08/04/2016 08/04/2016 Inspector: FINAL APPROVAL Date: ------Clearance: ------ $0.00 NOTICE: Plecfle take NOTICE that approva a your ~ect includes tre "lrl'l)OOtion" a fees, dedications, reservations, a other exactions hereafter collectively referred to as ''fees/exactions." You have 00 days frcrn the date this pemit l.'.05 issued to protest irl'l)OOtion a these fees/exactions. If you prdest them, you rrust fdlcmtre prdest i:rorecues set forth in Goverrment Qide Section 66020(a), and file the protest and any cther reqlired infooration wth the Oty Ml'1ager fa prore;sirg in acxm:la1ce wth Car1sboo Mridpal Qide Section 3.32.030. Failure to timely fdlcm that prorecire wll tB' any subseq.Jent legal action to attack, review, set aside, void, a annul their irl'l)OOtion. You are heret7)t AJmER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and &Mer oonnection fees and capocity changes, na plannirg, zonirg, gracirg or cther sirrilar application prore;sirg a seNioe fees in oonnection wth tns ~ect. NOR DOES IT APPLY to arr,; feeslexadi a IM'lich have 'ousi been iven a sirrilar thi CX' to IM'lich tre ut a lirri i has . . . -_" _____ " ________ ....,.. ________________ _ ('City of Carlsbad PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. , (!J3 /5 30/3 Original Plan Check No. , -· Project Address 1--8 b J..l 'vv {-11. P -+I>' '---L-0 " p Date 7 -IS--I " -I.-&-,;;(9 f Contact / Ph ~ \ ~ -2. 2-o _ Fax Email TI f''-(~f'.. O\c..-\~l!..~\~V'ICo~,;4 e..uw +, o ~. C,cr yv-.. ~ ~ ~ \ G I q -2-L O -4 <2, s < Contact Address 11 (::> o M t 'S'S i o ~ ii"' I l 0---( /2-0 ~ o City S &>•'\ C> 1 ~ <J Zip °{ 6 lo~ General Scope of Work I Ot~FkffLG""lD Sv ~ -&l/P>~S / &t---pZ. tr>~ _{) .__ D A/ f3 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: ~Jans ~alculations O Soils O Energy O Other 2. Describe revisions in detail S~o p D,~\tv'-Jf'c-) Su6 YY\.\. ~l,. L.. F(f r ~/_,.. ~?-\ ·k1 s Sys~ G,Y'- 6 t-D ~(\3:, "S-ro e_ ~~Loi",+ f r:.?Lr..y~- 3. 4. List page(s) where List revised sheets each revision is that replace shown existina sheets 5. Does this revision, in any way, alter the exterior of the project? D Yes ~o 6. Does this revision add ANY new floor area(s)? ~o ~o 7. Does this revision affect any fire related issues? 8. Is this a complete set? 0 Yes ~No £)Signature-+--'~4----~-H-~~-==--~----,.l-_..,__."--~~-'-""""'--==-+-"'~..._,=---=---"'~-~~tt,___~~~ 0Yes 0Yes fh: 760-602-2719 ~: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov DATE: 07/26/2016 JURISDICTION: Carlsbad EsGil Corporation In <Partnersfiip witfi qof/emment for <Buifaing Safety PLAN CHECK NO.: 15-3613 (PCR16-141) SET: I REV. III PROJECT ADDRESS: 2864 Whiptail Loop, Bldg 'B' PROJECT NAME: Office/ Warehouse Shell Building Storefront 0 APPLICANT 0 JURIS. 0 PLAN REVIEWER 0 FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ 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: (by: ) Email: Mail Telephone Fax In Person IZJ REMARKS: Clouded correction made to sheets 100 & 304. Applicant to match City-held sets. By: Dwight Ashman EsGil Corporation D GA D EJ D MB D PC Enclosures: 07/19/2016 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 15-3613 (PCR16-141) 07/26/2016 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Dwight Ashman PLAN CHECK NO.: 15-3613 (PCR16-141) DATE: 07/26/2016 BUILDING ADDRESS: 2864 Whiptail Loop, Bldg 'B' BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance • I Plan Check Fee by Ordinance Type of Review: D Complete Review 0 Repetitive Fee 3Repeats • Based on hourly rate Comments: Hourly for revision. D Other 0 Hourly EsGil Fee Reg. VALUE Mod. D Structural Only 1,Hr.@ * ======$-a_-6_.-0_0--1 ($) sss.ooj Sheet 1 of 1 macvalue.doc + 4~10 ~.J...;· 11 ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.er1rlsbadca.1mv DATE: 7/20/16 PROJECT NAME: Carlsbad Oaks N Lot 13 PROJECT ID: SDP 15-10 PLAN CHECK NO: PCR 16-141 SET#: ADDRESS: 2864/2870 Whlptall Lp APN: 209-120-j 1:8] This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Garcia A Final Inspection by the Planning Division is required D Yes [gl No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: Bryan Metzger For questions or clarifications on the attached checklist please contact the following reviewer as marked: D Chris Sexton D Chris Glassen D Greg Ryan 76Q-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D ValRay Marshall D Cindy Wong 76Q-602-4675 760-602-27 41 760-602-4662 Gina.Ruiz@1,arlsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ~ Chris Garcia D D 76Q-602-4622 Linda Ontiveros Dominic Fieri Chris.Garcia@c~rlsbadca.gov 760-602-2773 760-602-4664 Linda.,Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: Project consistent with approved SOP 15-10. ~ «~ '¥ CITY OF CARLSBAD COMMUNITY FACILITIES DISTRICT NO. 1 NON-RESIDENTIAL 8-32 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov NON-RESIDENTIAL CERTIFICATE: Non-Residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The option you chose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before signing. Your signature is confirming the accuracy of all information shown. SR COMMERCIAL 858-314-3116 Name of Owner Telephone 127 LOMAS SANTA FE DR 2864 WHIPT AIL LOOP Address Project Address SOLANA BEACH CA 92075 CARLSBAD CA 92010 City, State Zip City, State Zip 209-120-10-00 Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor CB153613 Building Permit Number(s) As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX-DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below: OPTION (1): I elect to pay the SPECIAL TAX -ONE TIME now, as a one-time payment. Amount of One-Time Special Tax:$ 33,156.92 Owner's Initials ___ _ OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty- five (25) years. ~ Maximum annual Special Tax: $ 4,578.97 Owner's Initials~ DEl~:l!llliiliE'I~ OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. Title Date ~ /-z-/u, The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. B-32 Land Use: Bus. Park Imp.Area: 1 Factor .8110 X 40,884 FY: 15/16 Annex date: 05/2004 Square Ft. = $ 33,156.92 Page 1 of 1 Rev. 07/09 CCityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID 8-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name Building Permit Plan Check Number Project Address: A.P.N Project Applicant (Owner Name): Project Description: Building Type Residential: Second Dwelling Unit: CB153613 2864 Whiptail Loop 209-120-10-00 SR Commercial Office/Warehouse SHELL Industrial NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Square Feet of Living Area in SOU ~~~~~~~~~~~~~~~~~~~~~~~~~~~~ Residential Additions: Net Square Feet New Area ~~~~~-'--~~~~~~~~~~~~~~~~~~~~~~ Commercial/Industrial: 40,884 Net Square Feet New Area ~-'-~~~~~-'-~~~~~~~~~~~~~~~~~~~~ City Certification of Applicant Information: Date 02/25/2016 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD [8J Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) D Encinitas Union School District- By appointment only 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) B-34 D Vista Unified School District O San Marcos Unified School District 1234 Arcadia Drive 2 5 5 P i c o A v e S t e . 1 0 0 Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact: Nancy Dolce (By Appt. Only) D San Dieguito Union High School District-By Appointment Only 684 Requeza Dr. Encinitas, CA 92024 (760-753-6491 X 5514 ) Page 1 of 2 Rev. 03/09 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER Signature: 'Th. S,J,qct-w ~ (_c.._ ~ Gu.._ v,-1::::=e\ V'f',C,., f\. ~;)\ \, p-e 'r ; Y\ \:--:-::nd ~ CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO BEAL CARLSBAD, CA 92009 3-'7-\(c, B-34 Page 2 of 2 Rev. 03/09 BLD B -DEFFERED SUB FOR ROOF Cl I 7 /J /Iv; ·-r!) ~} L u) I {!,ALG,S c/.-{].fJ / 5 3013 {_P£ I ~) 4,,/ l,,Je/', T ()0T Oil SAn1e ~) Final Inspection required by: D Plan D CM&I D Fire D SW DISSUED I DCV. Ne&> ctd> Ee>, ~ e,"j -~o ro pl.A'JJ/J~ Approved Date By BUILDING -J/,,J£//L hit PLANNING 7'--10-/~ ~ ... ·-Ct;, 1/11/1~ -2-(v,_,,( µ;;t C-0 f I~ ENGINEERING A 1// ,4 FIRE Expedite? y N , JI 1//?j- DIGITAL FILES Reauired7 y N f 7 ~ 20-11 7/M/rb c rr'( St:-1"' A"! {'µµ-r U,vAJT~ 1- fl tr -/V -~ ~), JU HazMat APCD Health Forms/Fees Sent Rec'd Due7 By Encina y N Fire y N HazHealthAPCD y N PE&M y N School y N Sewer y N Stormwater y N Special Inspection y N CFO: y N LandUse: Density: lmpArea: FY: Annex: Factor: PFF: y N Comments Date Date Date Date Building Planning Engineering Fire Neecl7 ~P.s1te-a' CJ Done CJ Done CJ Done CJ Done City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-04-2016 Plan Check Revision Permit No:PCR16142 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: 2864 WHIPTAIL LP CBAD PCR 2091201000 $0.00 CB153613 Lot#: 0 Construction Type: NEW BLD B -DEFFERED SUB FOR ROOF STRUCTURE Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: BRYAN METZGER TECHBIL T CONSTRUCTION CORP 7460 MISSION VALLEY RD SAN DIEGO CA 92108 619-220-4881 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $120.00 Inspector: PO BOX 80036 SAN DIEGO CA 92138 $120.00 $0.00 $0.00 Total Payments To Date: $120.00 Balance Due: FINAL APPROVAL Date: Clearance: ISSUED 07/15/2016 LSM 08/04/2016 08/04/2016 $0.00 NOTICE: Please take NOTICE that approval <i ~r project indudes tre "lrrposition'' r:J fees, dedications, reservations, cr other exactions hereafter colledivay referred to as "fees/exactions." You have 00 days mrn tre date this pemit was issued to protest irrposition r:J trese fees/exactions. If~ prctest them, ~ rrust follo.vtre protest prooedt.res set forth in Govemrent Code Section 60020(a), and file tre protest and arr-J ether f'E:q..ired inforrration v.ith tre Oty Miragerfor processing in a<XXll'danre v.ith Car1stm Mridpal Code Section 3.32.030. Failu-e to tirrely follo.v that prored.re v.ill bar any subseq.Jent legal action to attcd<, review, set aside, void, cr amul their irrposition. You are heret7y FLRTliER NOTIFIED that~ right to protest tre specified fees/exactions DOES NOT APPLY to water and seM3r oonnedion fees and capacity clB,ges, ncr planning, zoning, g!rlng cr ether sinilar application processing cr service fees in connection wth this project. I'm DOES IT APPLY to any fees/ ·ans <i 'Mlich · been ·\lel'l NOTICE sinilar to this cr as o W1i re stat e linitati has · · 'red. {"City of Carlsbad PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. Original Plan Check No. Project Add re~' . . I ' ' , Date Fax LI 1-2 2.6 -4~ 85' General Scope of Work Def (;c.,J2.::, Cit/5,n 'P; 6j 6 C, t:i.p_ 1_,,SB ~ 0 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: c::oians ~alculations O Soils O Energy O Other 2. Describe revisions in detail \ 3. List page(s) where each revision is shown K o 2) ,:::-S-\ r._ v G -t v fL r;;-S 1-. o f PrP.vv; "-'J 5 FG .e_ 6 v \ L--o , l~ 5 ~ / 13 5. 6. 7. 8. Does this revision, in a~y way, alter the exterior of the project? 0 Yes Does this revision add ANY new floor area{s)? D Yes G No Does this revision affect any fire related )ssues? 0 Yes ~ No / Is this a complete set? 0 Yes D No 4. List revised sheets that replace existin sheets I E)No ~: 760-602-8558 Email: buifding@carlsbadca.gov www.carlsbadca.gov DATE: 07/26/2016 JURISDICTION: Carlsbad EsGil Corporation In <Partnersfiip witfi qo'fJernment for (]Juifain9 Safety PLAN CHECK NO.: 15-3613 (PCR16-142) SET: I REV. IV PROJECT ADDRESS: 2864 Whiptail Loop, Bldg 'B' ~ APPLICANT c!J-:10 RI S. CJ PLAN REVIEWER a FILE PROJECT NAME: Office/ Warehouse Shell Building Truss Drawings ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ 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: ~ D) Email: Mail Telephone Fax In Person D REMARKS: By: Dwight Ashman EsGil Corporation Enclosures: D GA D EJ D MB D PC 07/19/2016 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 15-3613 (PCR16-142) .. 07/26/2016 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Dwight Ashman PLAN CHECK NO.: 15-3613 (PCR16-142) DATE: 07/26/2016 BUILDING ADDRESS: 2864 Whiptail Loop, Bldg 'B' BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: D Complete Review D Repetitive Fee 3Repeats • Based on hourly rate Comments: Hourly for revision. D Other 0 Hourly EsGil Fee Reg. VALUE Mod. D Structural Only 11Hr.@ * ======$8=6=.o:o ($) f2o,r,f) I $86.ooj Sheet 1 of 1 macvalue.doc + «~t~ ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.!1'ov DATE: 7/20/16 PROJECT NAME: Carlsbad Oaks N Lot 13 PROJECT ID: SDP 15-10 PLAN CHECK NO: PCR 16-142 SET#: ADDRESS: 2864/2870 Whlptall Lp APN: 209-120- [gl This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Garcia 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 check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: Bryan Metzger For questions or clarifications on the attached checklist please contact the following reviewer as marked: D Chris Sexton D Chris Glassen D Greg Ryan 76()-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christo12her.Glassen@carlsbadc~.gov Gregory.Ryan@carlsbadca.go'!l D Gina Ruiz D ValRay Marshall D Cindy Wong 76()-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov Va1Ray.Marshal1@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ~ Chris Garcia D D 760-602-4622 Linda Ontiveros Dominic Fieri Chris.Garcia@carlsbadca.gov 760-602-2773 760-602-4664 Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: Project consistent with approved SDP 15-10. May 26, 2016 Breezway/Thrifty Glass JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 www.jascopacific.com 7312 Murdy Circle Huntington Beach, CA 92647 Carlsbad Oaks North Lot 13 -Bldgs A & B, 4239-5-16 Whiptaill.oop Carlsbad, CA 92010 TFW Construction Submittal #25 Part 1 CSI 08400 6/13/16 Enclosed for your use are engineering calculations for the subject project. The Reference and Design Criteria section outline the criteria used to analyze the system and its connections to ... the building structure. Please review these criteria to insure that it is consistent with the project specifications. , Also the reference drawings should be compared with the calculations and revisions made where necessary include provisions of the calculations. A copy of these calculations should be submitted to the building structural engineer to insure that the attachment locations and applied loadings can be accommodated by the building structure and that the drift of the structure does not exceed the drift capacity of the glazing system. It is important that all design drawings and calculations be approved by the architect, consultant, project structural engineer, and City and County building departments prior to cutting any dies, ordering materials or fabrication of any materials. Please call if you have any questions or need additional information. rely, lj sltA James A. Sadler Structural Engineer Enclosures 181 NO EXCEPTIONS TAKEN O FURNISH AS CORRECTED 0 SUBMIT SPECIFIC ITEM O REVISE AND RESUBMIT D REJECTED D NOT REVIEWED Review is only for general conformance with the design concept of the project and general compliance with the information included in the Contract Documents. Any action shown is subject to the requirements of the drawings and specifications. Contractor is responsible for: correlating and confirming dimensions at the job site; choice of fabrication processes and techniques of construction; coordination of their work with that of other trades; and performing the work in a safe and satisfactory manner. WISEMAN + ROHY STRUCTURAL ENGINEERS By: MS Date: 06/28/2016 Pr.\f'J /,.,_ Id I Jasco Pacific, Inc. Structural Engineers http ://jascopacific.com STRUCTURAL CALCULATIONS FOR: WARE MALCOl\fB proj(•ctnamt··------------ projC'Clno. item: ______ _ (St NOEXCFPTIO'SiS TAKEN O MAKF CORRFCTIO\/S NOTFD 0 fOR R[Vl[\\' ONLY O RE\15[ AND RESUBMIT D R[JECfED D Sl'BMJT SPEClfl(D ITL\J R(•\'l,:,,· i~only for g('O(·r,11 t:onforn1.:incc with thl' dt",:;ign con1..'l'pi of the protect and ~l'neral i.::omplia1Kt.' with tiw inlorma.tion given in tht' con!Tad document~. At. action ~J1own i'> subject to !ht' n•quin>rnent~ ol !h1.· pl.in~ dnd ~pt'<ification~. Ci.mtT.idor b n·,;;ponsible for: dimen-.km:-whi1.h c;hall lx· confu1nE'd ,ind oorn:i.lkd .it the job ~itt·; l.:ibr,~-..i!ion prore'>sc~ and tt."t·hrnquc~ of ,:-,,mstruction; coordin.ition of hi,; \1 or).. \\'Ith thc1t <l! <111 olhN lr.i1.k·'-; and lhl' s.iti~lilctor: performance of hi~ worL. date 6/29/16 b,_g'-'-'m""'-s ____ _ WARE MALCOMB b.;>(13 gn."t'Jn,·ich dr. :-.uile 175. :-.an dil"go. u.1Worn1a. 921:2 p. hX\.t>Y8.i277 f. 8~.638.7506 Carlsbad Oaks North Lot 13 -Buildings A & B Whiptail Loop Carlsbad, CA 92010 Job Number: 4239-5-16 PREPARED FOR: 181 NO EXCEPTIONS TAKEN 0 SUBMIT SPECIFIC ITEM D REJECTED 0 FURNISH AS CORRECTE 0 REVISE AND RESUBMIT D NOT REVIEWED Review is only for general conformance with the design concept of the project and general compliance with the information included in the Contract Documents. Any action shown is subject to the requirements of the drawings and specifications. Contractor is responsible for: correlating and confirming dimensions at the jo site; choice of fabrication processes and techniques of construction; coordination of their work with that of other trades; and performing the work in a safe and satisfactory manner. WISEMAN + ROHY STRUCTURAL ENGINEERS Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 92647 (714) 766-6490 By: MS Date: 06/28/2016 Digitally signed by James A. Sadler DN: cn=James A. Sadler, o=Jasco Pacific, Inc., ou, email jimsadler@jascopacifi c.com, c=US Date: 2016.05.26 15:58:36 -07'00' 341-A Industrial Way, Fallbrook, CA 92028 (760) 723-8135 Fax (760) 723-8136 I -Jasco Pacific, Inc. Structural Engineers http://jascopacific.com STRUCTURAL CALCULATIONS FOR: WARE MALCOMB proj«tnamit ____________ _ J,rojoono, itt.orn:, ______ _ ot NO EXCEPTIONS TAKFN O MAKE CORRECTIONS NOTED 0 FOR RE~lEW ONLY O REVISE AND RFSUBMIT 0 REJECTED , 0 SUBMIT SFECIFIED ITEM Review is only for gem.•ral conformance with the dem:gn 1..vncq.,t of the ~1 ,md gener41 compliance with the infonnadm giwn in the contr.t\'t JocmnelLs. As .Ktioo ~own is rut;ect to the-.requirements of the plans and specification1,. Contr.ictor i!> n!Spon~bk-for: Jimmsions which shall be ronfirtrlt"d and ~wn-l•ttd at lht:' job $ite; fabrication ~ and techn~ of conlilruction: coordin.ition of hi'.I Wtltl. with that ol all other tr.idt-s; and !he Mti"4aciory _performance of hi.<1 wm.k. .i.,. 6/29/16 by_grn'"""'s'------ WARE MALCOMB 6.363 8N.'fflWidt dr. suit~ 175. sin diego. Qlifomi.a. 92122 p. SSS.6.18,7277 f.SSS..638.7506 Carlsbad Oaks North Lot 13 -Buildings A & B Whiptail Loop Carlsbad, CA 92010 Job Number: 4239-5-16 PREPARED FOR: @ NO EXCEPTIONS TAKEN O FURNISH AS CORRECTEC 0 SUBMIT SPECIFIC ITEM O REVISE AND RESUBMIT D REJECTED D NOT REVIEWED Review is only for general conformance with the design concept of the project and general compliance with the information included in the Contract Documents. Any action shown is subject to the requirements of the drawings and specifications, Contractor is responsible for: correlating and confirming dimensions at the job site; choice of fabrication processes and techniques of construction; coordination of their work with that of other trades; and performing the work in a safe and satisfactory manner. WISEMAN+ ROHY STRUCTURAL ENGINEERS Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beac~ CA 92647 (714) 766-6490 By:~,-_Date:~_g016 Digitally signed by James A. Sadler DN: cn=James A. Sadler, o=Jasco Pacific, Inc., ou, ail jimsadler@jascopacifi 5 Date: 2016.05.26 15:58:36 -OTOO' 341-A Industrial Way, FaIIbrook, CA 92028 (760) 723-8135 Fax (760) 723-8136 f 104 Cover Sheet Table of Contents Jasco Pacific, Inc. Structural Engineers http ://jascopacific.com TABLE OF CONTENTS References & Design Criteria General Notes Windload Elevations Frame Analysis Connection Analysis Component Ref. & Section Properties Technical Information 341-A Industrial Way, Fallbrook, CA 92028 (760) 723-8135 Fax (760) 723-8136 1 2 12-17 18-33 34-59 60-69 70-104 2 of 104 4239-05-16 Jasco Pacific, Inc. Structural Engineers http ;//j ascopacific.com References & Design Criteria 341-A Industrial Way~ Fallbrook, CA 92028 (760) 723-8135 Fax (760) 723-8136 05/26/2016 3 of 104 Carlsbad Oaks North Lot 13 -Bldgs A & B Whiptail Loop JOB NO. By: Carlsbad, CA 92010 Chk: References: 1. 2013 California Building Code 2. Specification for Aluminum Structures: The Aluminum Association; Aluminum Design Manual, 2010 Edition (AA ADM 1) Design Criteria: l. Material: Aluminum Extrusions 6063-T6 Fy=25 ksi E=IOIOO ksi 2. Wind Loading: See sheets 8~ 11 PREPARED FOR: Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 92647 (714) 766-6490 PREPARED BY: JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 nc;.1?~.t?n 1 R 4239-5-16 J.A. Sadler D.A. Baum 4 of 104 4239-05-16 Jasco Pacific, Inc. Structural Engineers http://jascopacific.com General Notes 341-A Industrial Way, Fallbrook, CA 92028 (760) 723-8135 Fax (760) 723-8136 05/26/2016 5 of 104 General Notes: Carlsbad Oaks North Lot 13 -Bldgs A & B Whiptail Loop Carlsbad, CA 92010 JOB NO. By: Chk: 4239-5-16 J.A. Sadler D.A. Baum 1. The following calculations are for the specific elements calculated on these sheets. Unless specifically calculated the following were not reviewed: A. Glass and glazing design other than ASTM E 1300-04. B. Thermal forces, stresses and movement. C. Sealant and sealant joint design. D. Air and water penetration. E. Capacity of building structure to support glazing system. F. Any details not specifically shown on shop drawings. G. Movement of building structure including LL deflection and drift. 2. Connection and stiffening elements shown on these calculations have been evaluated to be structurally sound and in compliance with references listed on sheet 1. Before these elements are fabricated it is the responsibility of the glazing system designer to determine if the elements will fit together or can be assembled properly. 3. All approvals of these calculations by consultant, public agency, architect, etc. must be obtained before dies are cut, material fabricated or shipped. Jasco Pacific, Inc. is not responsible for material fabricated, shipped or erected prior to all approvals. 4. The capacity of the building structure to support the dead and wind loadings has not been evaluated. A copy of these calculations should be submitted to the project structural engineer so that the adequacy of the building structure can be evaluated. · 5. Splice locations are assumed as shown on the reference shop drawings. If no splice is shown it is assumed not to be there. 6. If connection configuration or materials differ from those used in this set of calculations it shall be brought to the attention of Jasco Pacific, Inc. prior to fabrication or installation. 7. All shear blocks shall be aluminum with a drilled hole of maximum diameter equal to bolt diameter plus 1/32". 8. All bolts, lag screws, and concrete anchors shall be installed with American standard plain washers unless noted otherwise. All bolts shall be ASTM A307 or ASTM A304 unless noted otherwise. PREPARED FOR: Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 9264 7 (714) 766-6490 PREPARED BY: JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 6 of 104 Carlsbad Oaks North Lot 13 -Bldgs A & B Whiptail Loop JOB NO. By: 4239-5-16 J.A. Sadler D.A. Baum Carlsbad, CA 92010 Chk: 9. All drilled-in anchors shall be installed a minimum of 12 diameters on center and a minimum edge distance of 6 diameters unless noted otherwise in the calculations. If "Special Inspection" is noted in the calculations anchors shall be installed as set forth in Section 1704 of the CBC. I 0. All welding shall be performed by certified welders in accordance with the A WS Code as follows: CERTIFICATION Aluminum Structural steel Light gauge (less than 3/16 in.) Reinforcing steel CODE AWS Dl.2/Dl.2M: 2010 AWS Dl.1/Dl.IM: 2010 AWS Dl.3: 2008 AWS Dl.4: 2011 Special inspection not required unless specifically required by code or specifically noted on the calculations or drawings. 11. Internal steel stiffeners where specified shall be fabricated using ASTM A-36 steel for structural shapes and ASTM A101 l/A1011M for cold formed sections. Dimensions shown in these calculations are approximate; actual fabricated size shall provide for a tight fit with a maximum of 1/8" clearance. 12. All welding of aluminum shall be in accordance with CBC Chapter 20. Welding of aluminum to occur only at locations specifically shown on plans. 13. Where aluminum parts are in contact with or fastened to steel members or other dissimilar materials the aluminum shall be kept from direct contact. 14. All glass and glazing shall meet the requirements for the CBC Chapter 24. Safety glazing shall be used in all areas where required. 15. All glazing at a slope of 15 degrees or greater with the vertical shall meet the requirements of Section 2405 CBC 2013. 16. Where connections are made to cold-formed metal framing the minimum thickness shall be 0.0451 in (18 ga) unless noted otherwise. PREPARED FOR: Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 9264 7 (714) 766-6490 4239-05-16 PREPARED BY: JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 ni:;/26/?n16 7 of 104 4239-05-16 Jasco Pacific, Inc. Structural Engineers http://jascopacific.com Windload 341-A Industrial Way, Fallbrook, CA 92028 (760) 723-8135 Fax (760) 723~8136 05/26/2016 8 of 104 CBC 2013 Wind Load 4239-05-16 Per section 1609A.6 (All heights method) Basic_ Wind_Speed := 110 mph Exp. C v := 110 (Basic Wind Speed mph) Kz := 1.04 ~:= 1.0 ASCE7-10 Table 27.3-1 ASCE 7-10 Fig 26.8-1 p net := 0.00256v2Kz·Cnet' Kzt Equation 16-35 0:= .6 Zone4 Cnet := -l Table 1609A.6.2 Zones Cnet := -1.34 Table 1609A.6.2 P net:= 0.002S6v2Kz-Cnet'Kzt = -43.168 05/26/2016 9 of 104 DESIGN CRITERIA 1. VERTICAL LOADS: A. DEAD LOADS: ROOF (WAREHOUSE) ....................... 13 PSF, ROOF {OFFICE)= 17 PSF 8. LIVE LOADS: REDUCIBLE UNLESS NOTES OTHERWISE ROOF {FLAT) ........................ 20 PSF 2. LATERAL LOADS: A. WtND: PER ACSE 7-10 {IBC 2012) BASIC WIND SPEED-3 SECOND GUST (V3s) ........... 110MPH TOPOGRAPHIC FACTOR (Kzt) .............................. 1.0 RISK CATEGORY .... .. . . . . . . . . . . . . . . . ........................ ...... II · EXPOSURE CATEGORY ....................................... C ENCLOSURE CLASSIFICATION . .... ... .. .. . .. . ........... ENCLOSED 8. SEISMIC: 'PER ASCE .7-10 (IBC 201"2) OCCUPANCY CATEGORY................................... II SEISMIC IMPORTANCE FACTOR (IE) .................. 1.0 RHO (N-S).......................... ............................. 1.0 RHO (E-W) ...................................................... 1.0 . MAPPED SPECTRAL RESPONSE ACCELERATIONS: SS= 1.032G S1= 0.401G . SITE CLASS:...... . . .. . ... .. . . . .. . .. .. . . .. . .. .. . .. .... ....•...... D SPECTRAL RESPONSE COEFFICIENTS: Sds= 0.748G Sd1= 0.428G SEISMIC DESIGN CATEGORY: ............................... D RESPONSE MODIFICATION FACTOR: ..................... R=4.0 SEISMIC FORCE RESISTING SYSTEM: INTERMEDIATE PRECAST SHEARWALLS ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE SEISMIC RESPONSE COEFFICIENT (CS} ............... 0.187 (SHEARWALLS} SHEARWALLS: V= CS* W = 0.187 W (STRENGTH) V= CS* W / 1.4 = 0.1336 W (ASD) 4239-05-16 05/26/2016 Sl ~CJ 10 of 104 2. Other Design Loads: As indicated on Drawings. D. Deflection of Framing Members: At design wind pressure, as follows: Deflection Normal to Wall Plane: Limited to edge of glass in a direction perpendicular to glass plane not exceeding 1/175 of the glass edge length for each individual glazing lite or an amount that restricts edge deflection of individual glazing lites to 3/4 inch, whichever is less. Limited to 1/360 of clear span or 1/8 inch, a. Operable Units: Provide a minimum 1/16-inch clearance between framing members and operable units. E. Structural: Test according to ASTM E 330 as follows: 1. When tested at positive and negative wind-load design pressures, assemblies do not evidence deflection exce~ding specified limits. 2. When tested at 150 percent of positive and negative wind-load design pressures, assemblies, including anchorage, do not evidence material failures, structural distress, or permanent deformation of main framing members exceeding 0.2 percent of span. 3. Test Durations: As required by design wind velocity, but not less than IO seconds. F. Air Infiltration: Test according to ASTM E 283 for infiltration as follows: 1. Fixed Framing and Glass Area: a. Maximum air leakage of 0.06 cfm/sq. ft. at a static-air-pressure differential of 6.24 lbf/sq. ft. 2. Entrance Doors: a. Pair of Doors: Maximum air leakage of 1.0 cfm/sq. ft. at a static-air-pressure differential of 1.57 lbf/sq. ft. b. Single Doors: Maximum air leakage of 0.5 cfrn/sq. ft. at a static-air-pressure differential of 1.57 lbf/sq. ft. G. Water Penetration under Static Pressure: Test according to ASTM E 331 as follows: 1. No evidence of water penetration through fixed glazing and framing areas when tested according to a minimum static-air-pressure differential of 20 percent of positive wind- load design pressure, but not less than 6.24 lbf/sq. ft. H. Energy Performance: Certify and label energy performance according to NFRC as follows: 1. Thermal Transmittance (U-factor): Fixed glazing and framing areas shall have U*factor of not more than [0.69 Btu/sq. ft. x h x deg Fas determined according to NFRC 100. 2. Solar Heat Gain Coefficient: Fixed glazing and framing areas shall have a solar heat gain coefficient of no greater than 0.45 as determined according to NFRC 200. 3. Condensation Resistance: Fixed glazing and framing areas shall have an NFRC-certified condensation resistance rating of no less than 15 as determined according to NFRC 500. CARLSBAD OAKS NORTH -LOT 13 CARSLBAD, CA 4239-05-16 084113 - 3 ALUM-FRAMED ENTR. & STOREFRONTS OCTOBER 5, 2015 05/26/2016 11 of 104 4239-05-16 Jasco Pacific, Inc. Structural Engineers http://jascopacifi.c.com Elevations 341-A Industrial Way, Fallbrook, CA 92028 (760) 723-8135 Fax (760) 723-8136 05/26/2016 12 of 104 ~ N (.,.) (0 I 0 u, I ->. (j') 0 u, -N (j') t\3 0 ->. (j') L:,. ~ I:;, I:;,_ ~ E!B ~~~;~,.r~~N 4 SECTION lC.Al""I 'f'(;ITli,(11,11'1<-., Sw, J,,,JtoOll,.,(•IN• I'!;,,,,.• OVI\.O,IS,.. ... ,~ ...... ,._, t,..r,n,..i, flll,,,.....,,, ......... ,t ,-«.O)Oot. ........::.1 ~ \•.,.; L ~i~t QJV, ~=! "N"""' Qr r '$~F ';t *t -tr==if= ;$; Ii ii ~ ~LfV .• f'l,AN 4 SECTION 7.u~:~.:.-~:·;·~CU'··•!k"O ~=~·.:, ~::· .::r·~~6 ~ ~ 1 :.l'f: .··1~~1----~1~----1 ~ I[ t,i:,:J-IJ_. rnl.rnaPP 'sjz' • IJ'/p I L.- [E ~;;;;';·,;.~N t 5ECTIO! .;; NI".~ -~~•.f'C'* !!IOl.ffl'<lr."•~;"'1'.IOKt /'lll'C,~1-:1• c~ -i ,,;,,,, ~~·~:~ti:: ~-~llitlN• !;.,,,CI ' l1 "' 1 u:-,~~. !'NC:1Nf?R.N'f'K/)'i/ll.. rsr:41 ELEV PLAN t 5ECflON ~!·r·••1r O'l'l·i,.~ !0,:.1,nt)il: ... ::,0.1fl't~"·°'~" "'41Mt·~•I P\NI, Aa.r l'Ml,l'V,/t. •ttAllr.t.D nlLAAl•-W,;.z '""· t\S~ ''1'&·2 ;-,!~·,1Jlt. 'iAf. :i » oT CA>ll'~J. 1\?g.J;) Wt '2 MOV) . ~t Ill ... $;t. JttH ! i[l 1li ! i. E _ _:~ __ ,. ----"2£:-,... .:1 .!l_J <•11[~ <~I M1tu. _.j_Jr_ ~ flfV .• PLAN• SECTION \ /,.,.,. l::l=, ... . · . .tJc;•t•;•.,,,r Q'l't,l;Jll \ f'INl'"'~~-\ll;ll• fl,/tJ'fNDf.'! .... 'IIOHt ...,i~)t '1' N.,U,,1:~.t,,~ . ...- b& ~ .... , """'"t i-..tulh IO"!;.:i; IWt:TIOJI,~• ,._,.. ll~fZWAYTHRIFIY GL,,SS 7 3 l 2 MURDY Cl~CLf HUNTINGTON &A(;H, CA ~2647 PttONE; 7 /4-76<;;-'45-i'J a~ CARI.S!'IAD C,-,l(5 NORTH LOT J 3 • BUILDING t, • 8 CAAl..5!'1AD, CA f}20 I 0 1'141. 4~6 xJO;r, 4.28.20JG riDj'e(!""«o, C5933 Uv,.-'i.! J/2" = __ I '-Q" _.. I "'°''""""'"""''°~~,.-.... ELEVATIONS I 400 j (.,.) 0 ...... ->. 0 ~ E ff-,- (") 0 (D -in e l[) 0 a: """) 'O ·u (l) n:: +:>,. I\.) 0J co I 0 CJ1 I ->. 0) 0 CJ1 N 0) N 0 ->. 0) ->. +:>, 0 -->. 0 +:>, $,!'J."'-n r L " I . " ..... ·-· ". I t -==--=49tt ~ .. ~~ ,~ry,H:Nr _ ·•11 I , 1 1 iJ.~l I .. ~If 1~1 .,,.,,m .. "·"~I --,,." .... :-~;.:::.t~"%µ.•• -<ltfB Ljj.._J -~--· 't I I ,..,., .. , . ...... ~ •. ".::::::::--....-~. -r--"'·~··•"l,.Q ·........ <J~ ~ .. ·h••l'f'"'-·' -tw,J ·-- 4 _ _1Ts ~._., ~{~. SECTION ~:;:_: ...,.,.,, ~ ELfV., r.~N 4 ~'-~, ac.•:.-.. Yo~, ... ,-.. ~~·~··"•' -·--' . l..:)a;~lac'I, ~----n·=·~'°'' - 4 Q,_ ~ Q,_ 4 .. ~ (;) I , f<: II 1111 11 / 111 -II I 111 mr I • '?;',:r --+--1 ~ rn1 .f ., 1 .,, /~9-1'4~,r ~t • t,. .. 11-..... I .,.._ H'>,-r,·r0. y . I I v I E #-~ C") 0 (0 -'° Q ll) 0 a: -, "O -u CD Cl'.: !:!t!.....--J....-1:!!'~--, · · ·---.. ~=·----"• 2=1'111 /-,~,--r.~ ----<l""'' =............. ------~ ...... ---1[--a-c::, ~t> ~-~---1-:~=r-,::=r~1'~=1--.·-~·-~ · ,r JI ':!l• . -·- ,:.,,.. ... ~w,~,o""<,,,a ..,......,.-,w~-i:,c •. '¢"fs11?~ tfr!Jt> . -...... r.-,,,,. tt:lt> J..!£.). ~JP+ 'If = -=,r "lF if .. " if · =-.. ~.·~-~. < d" r I la ,, ·---·-·--· ..,., >1 ~ I <llt.3 fV,N, I,~ I f,!=>-..:.a,. ftll.M<• -.:,~e Mefl01t·:O'M1 ..'NGl:Ht!l!"-_.IJ'f'ltj),·N.: J.H.,J. fa;;.fl ELEV., PLAN f 5ECT10N l.;j_"'::.!.J~:.::..:· .. ·~- tlRef.1·wAY TNRJl'TY GLA5S 7312 MURDYCl~i.E HUl<l'INGTON llf:ACH, CA 92<.47 PHONE, 7 I 4-7GG-G490 ,VS': .._,.,I Si·;:: 1t J t·l'l'll JI, I( ~ :::~:.-:::': 10$ It, ;1,•-·~·''t.,l .. l':l:l:li-2 I ~t> ~;" ...... ::; ;. If I r-111~ I ·t ~~-?.~~. liM) Elf\'., Pl.AN • SECTION , At,,I '""·"'"••iz·,.,1,r ... 1.0<A,11Cf,tt',!,TrlNA:,,¢1/ 4.28.201 G C5~33 3/8" =-!'cO" ELEVATIONS ~ 1\.)1 - vJ CD I 0 01 I _.. O') T!i,- ~1 I r.:m IIF'""-= 1 /TOl'll,llll'l'l'I' 1101>0t'l'lt<ln?' --- ,t---"ll/,<t'IO, ~f'llll>iV ... (;AI' _f==' @ µ a I ii " P ., iiffifl( q ,ror~f111Td'. rn,,or"'"""" r•····•~n,,,... f---_,w,.-:1 t---"•··=,w I! I"--"" .,,.,,... -\>'C' T >l L- ' I= t=l---- !:I, -~Ji,.I ' :Jj,:~,~~ o '1to?e· ,Ji "' tte.r l / ... _. ;;; -: ··~ ,,..._,-;,,-~l:ti±I-H,4~:·"'~' ~-· ' ~ •nl)~/cr '-.. ~ [ij--~r- "' 1> ... , '°'< i-\, >, ,' I q •i L ,>e -Jl. ~fl ':;: ftUi T 4'f " --I , -'. • a, +fl'-!'' kL at._fl I Yj'!.. -~ • -' ,4... -· I ~ ff ' /' l'l(J r,,.o,.-; a,~ ----'-----sow ! - -- -----e.-..J.-7,t ' I (, ~ ' I I/ '·~ .Lr-·--~:_~ J 2 'F ---r· • il:;1 I-- L-' ·t. r ·-~ .• I _.f;l. ' 1·.,t "'' " .....::£ ·LJ ,,_, l<l 6. fN<.IHttR....,,.1',CI\'!"" . IJ'i1'*"11llt ~~u~~~~~LAss · ·. _: HUNTINGTON BEACH, CA 92G47 ·. '"'W"" . PHONE, 714-766-64!)0 CARLSBAD OM.5 NORTH 4.28.201(; cG_ I;._ I.OT 13 · 6lJ1LD1NG A • B C5933 :t.rll'i::1~ t;;._ CAR.L.Se,~o. CA e2010 ?db" = , .. '-0" l<'ltnOf.),.A!'flOto. f=·',:."::,'°c.· ---->. , ••.•.• ~ ..... ,,,,,~,,,,..... __ ELEVATION5 _ 402 __ _ t;;._ 01 0 -_.. 0 ~ E a. ~ ,... (') 0 <D ... i:n ~ 0 a: ..., :0 (.) <l) ll'. ~ N (.,.) CD I 0 CJ1 I ..... 0) 0 CJ1 ~ 0) -N 0 ..... 0) ~T-·~------~-t ~ ----·---· ------------~-·-·· 1- 1 I -1--~-2 I I I I ("~ I= -~• , .... ,.,.-;;·,..~......... ,,___ I '""'""•"''"0''"' I .......... ·· :M; .. flRJ'.ElWWTHRJr'TYGLA5S ~6AD0AKSN0R.ir1 / 4.28.201G I _j::,_ . . •-=--• 73 12 MURDY CIR.CLE h.,aii.,'i;aiaa,.,F;;--.::_c.,:c__;;;_...::.c.;. t:;. ·,··•: .. :. , .... <: HLIITTINGTON 6fACH, CA S2G47 LOT 13 -6UllDING Ai 6 /;;, ·.: · .. · '.. .. • ·,: ·: : ·." !'MOMf, 714·7;,;.,;4~0 """"' C5S33 51,t'risc,o,1 4_ CARJ.56AO, CA 92010 A ..... ~----ROOF PLAN -SUNSHADE ~-L:.Q 403 0) 0 -..... 0 ~ E a. 'SI" "'" (',; 0 (D "'" ;a ~ 0 a: -, -0 ·u Q) 0:: ~ N w (0 I 0 0, I ...... (j) 0 0, -N (j) -N 0 ...... (j) !fl ~ 41ml~ ~I 3' I I I Ii \ li I ': f .... I '"'.:. J •·( r , . ., ,.... J 1 Jj. , • .,. J 'A l ,.,,. JL,r\r. ,_.,. ~ 1" ~ •·¥• Jj. •I W-G1 eu:v .• PV,N $ ;,eCTION __ cr:::::I H'G-4~, I"•• UZ' QTI', O'I ~('o.~IIOC!l\ll"lll"'•'nOi.s !'lttli!IKGl Ir ~ ·;~,; -r-1r ctr u r,r-r "' IJUl'DNOD ,,,..., All 1-.fl.llf,,t, .. f/qlll ::::~~: Nstlfli,:, ii">' I / I / I I ,§..-k-2) ""@•~·,i\±LI· .. ~-.... ~7~ illl) ELEY., Pl.AN f SECTION • . NC•~1 t·• • ,,r mY> m l.~o!>'ACW'.IICllthtl)tv"~ tlNIM·OI auir.~ ..... """ ~.'t.1 .t0L;V,,,•t,a1"2le '""l;,11,!,.,oC.I Pll.l!\t'I-•·,;,i-.' .NC,;.ii• .....;, ~ .Srt... JfJJCF 1€-fJ 'f.. 2'lz..J<. 11>74 .J .,,,,_,,.~.-,w-"""---_ '"l>"~<'\AI'"'""'-· ···-v !lRfEZl'l'~YTl1RIFNGLAS5 ~~6AOO>\K5NORTl1 I 4.28.201G . . . 73 I 2 MURDY ORCl.e > > ·. ,I < ~~~~.G;?:~;A~~V2G47 C593.3 t11mt,:C;-'f.· __..!L~'-0" -p~,, ...... ~·"-···~-,,., ..... ,...... ELEVATIONS j 404 ! -...J 0 ...... ...... 0 ~ E 0. "'" .... (') 0 CD .... lO ~ 0 a: -, -0 -~ 0:: 4239-05-16 Jasco Pacific, Inc. Structural Engineers http:f/jascopacific.com Frame Analysis 341-A Industrial Way, Fallbrook, CA 92028 (760) 723-8135 Fax (760) 723-8136 05/26/2016 18 of 104 I I 'j y /121 I·<~~, . .---"J"'- • ..--.;"-.j_/ ·,. X I --.. --J .2· .·· 0_2·· ... . ... - -.1 -.1 I I Results for LC 1, wind Z-direction Reaction Units are k and k-ft -.2 .··· -.2 . -.4 .· .· . -.4. 2 ... .. . ·. -.3 .. ···· -.5 -.3 .. ·· -.5. ,• -.5 .. ·· -.3 .· I f·-·-····-· -·----·---··-·---··--·--··-····----------·-----·--··-~--·······---------/ i ~---·----------! I____________ Carlsbad Oaks North ! Calrsbad Oaks Sht 400@ 19.3 psf '----··4239:o -------. '05/267201ff·----- ~.?K~_2 -·------i ~arlsbad0aksNorth(400).r3d I -------·-nror,ur·--- ----------------------------- 'Beam: M11 Shape: 1=1 Material: gen_Alum Length: 11.603 ft I Joint: N59 Dy in J Joint N35 Code Check: No Cale Report Based On 97 Sections A k Vy-· k T -------k-ft Mz -------k-ft fa -------ksi TL 2 .. cn ... :r "/+, 'f. .c-~. 2/·' J'f.y..P)t~9 4239-05-16 Oat 5.922 ft fc ksi 05/26/2016 Dz Vz My ft 2.758 at 5.801 ft 11 I I I in .398 at 11.603 ft k -.343 at Oft k-ft -1.208 at 5.922 ft ksi 0 at 5.922 ft _____ J J'vz.15~= ~,) S ~ >. ,, ,?> [}~IF 1 ')41 7\ ',3A,1, 1' IOfje<. 20 of 104 'Beam: M16 Shape: Material: Length: I Joint: J Joint: 1=1 gen_Alum 8.645 ft N30 N10 Code Check: No Cale Report Based On 97 Sections Dy -------in Dz A-------k Vy -------k Vz My T -------k-ft Mz -------k-ft Oat 3.872 ft ft fa -------ksi fc ksi TL 2.02. I, >'-:r 3. 2..4 b,.,f.. =r } ' 2.., 'i 4239-05-16 05/26/2016 .947 at 4.322 ft .281 at 8.645 ft k -.287 at Oft k-ft -.75 at 3.872 ft ksi Oat 3.872 ft ___________ __J . 'l 9) -:::/ .. S7 • b 0=> Iii. TL "2J1 2. -NO ~'f'ttc~ 21 of 104 I· Beam: M20 I I Shape: Material: Length: I Joint J Joint: 1=1 gen_Alum 11.603 ft N68 N66 Code Check: No Cale Report Based On 97 Sections Dy -------in A-------k Vy -------k Vz My T -------k-ft Mz -------k-ft oat 5.801 ft ft fa -------ksi fc ksi T~ 2.o~ .:r..,..'i :::-s .. .2. ~ bt-. "f ~ I . 2 'i 3.483 at 5.801 ft .461 at 11.603 ft k -.437 at Oft k-ft -1.53 at 5.801 ft ksi Oat 5.801 ft Ve,£ J'j\.. J fl FF 1'l+)( 4 ?//1, X )Oflf. 4239-05-16 05/26/2016 22 of 104 ~~-- ! r,l~ I . .,, "L,. '-. I I z ' X' 1---~· !4 I -.5 . -.9 -1.7 ,· -.2 / I I Results for LC 1, wind Z-direction Reaction Units are k and k-ft ,--------------r----·--·--f r---~ ~K-2 l -.7 .··· -.1 .. ·· 1 : Carlsbad Oaks North I tc;,~~i~ --··1 ___________ Elev._~~ 2 ~~9.0 psf ----rZa"r1:bad~aksN~rth(401)~~d . --Vi.J/LU/ 23 Qf 104 [--------- ' I Beam: MB Shape: Material: Length: I Joint: J Joint: 1=1 gen_Alum 34.8 ft N128 N2 1.541 at 5.8 ft Dy -------in Code Check: No Cale -.088 at 14.5 ft Report Based On 97 Sections .364 at 13.05 ft A -------k Vy-------k Vz -.283 at 13.412 ft .757 at 13.05 ft T -------k-ft Mz -------k·ft My -.662 at 4.712 ft oat 13.05 ft ft fa -------ksi fc 0 at 13.05 ft I '···--- Of>rs,, JC,10 :r.,."' :;--J'~?J cS i,.y..:: 2. s:z.. cO 4239-05-16 05/26/2016 k 24 of 104 -1 .. -1.3 .-.• -.1 .. ·· -1.4 -2.1 _ ...... I l Uesults for LC 1, wind Z-direction Reaction Units are k and k-ft -·---·--·------------·r----··-----! I l---··--------·J ~alrsb~d O~ks -1, ~--·4-zw.:-os=-H,------- Carlsbad Oaks North Sht 402@ 19 psf ·--05/26/2016 I rsK-1 ~ \ Carl:bad~~~No~h~~-02).r3d ! ·----~ -····----····------· ............... 25 of 104 r l TY' , f-" J' lz l .x ~--------- . -.117klftl I -.1171</ft -.117k/ft ! Loads: LC 1, wind f------·---------------~---------·------------< 1 r---------- rcai;b;d-Oa-ks ____ _ '--~31T--05=16 1 SK-1 !------·----·· -- Carlsbad Oaks North 1 __ • ___ • ___________ __J Sht 401 -402 Typ. Mullions I CarlsbadOaksNorth(401mullion).r3d 1 1-------------·---------------------·----------L .... -. ___________________ __J 05/26/2016 26 of 104 ~ Beam: M1 Shape: Material: Length: I Joint: J Joint i=8.5 gen_Alum 34.8 ft N133 N7 Code Check: No Cale Report Based On 97 Sections -------------------------- -----------------~ .266 at 26.462 ft Dz -------in -.208 at 34.8 ft 1.685 at 13.05 ft A -------k Vy ..-...-w~ .......... ~~ k Vz j ------k T -------k-ft fa -------ksi OP!,. -I Cf 227 > 4239-05-16 ',)Z..J 2' &-3> \l -1.499 at 26.1 ft 1.699 at 27.187 ft k-ft -.737 at 31.175 ft 2.399 at 27. 187 ft ksi 05/26/2016 My ------k-ft ksi -2.399 at 27.187 ft 1 ,) ~/2. .=7.2.. b;_ z.l>~ z1~ Ok.. 27 of 104 I. Beam: M31 Shape: 1=6.75 Material: gen_Alum Length: 34.8 ft 11 Joint: N63 J Joint N62 Dy I I Code Check: No Cale 1 Report Based On 97 Sections A k Vy T ------·-k-ft Mz fa -------ksi ~----·--------·-·----·· --- l>'P(p -J<jz:L > > .I-,( 'I ~ I,~ 71,..S S-,;.i-.. 2. ... )'; 4239-05-16 fc 1.602 at 23.2 ft in Dz in -.995 at 34.8 ft 1.041 at 13.412 ft k Vz k -1.16at 13.775ft 2.54 at 23.562 ft k-ft My ------k-ft -3.441 at 13.412 ft 6.118 at 13.412 ft ft ksi ksi -6.118 at 13.412 ft /j ~ ~ l YJttr,...y.. . ________ ::[___ ___ __._ __ 05/26/2016 28 of 104 Company : Designer Job Number: Section Properties: 3/16 stiffnr for OPG192275 Section Information: Material Type Shape Type Number of Shapes Basic Properties: Total Width Total Height ··-· Centroid, Xo Centroid, Yo X-Bar (Right) X-Bar (Left) Y-Bar (Top) - Y-Bar (Bot) Max Thick Equivalent Properties: Area, Ax Inertia, hex Inertia, lyy Inertia, lxy Sx (Top) Sx (Bot) Sy (Left) .... -........ ---········~-... -~_ .. ., ____ ···- Sy (Right) rx ry Plastic a -·--······ ··-·-· Plasticly -·- Torsional J As-xx Def As-yy Def As-xx Stress As-yy Stress C:\RISA\SectionProject3 4239-05-16 = = = Generai .. Arbitrary 1 = 1.750 = .4.125 = -0.000 = -0.000 = 1.260 = 0.490 = 2.062 = 2.063 = 0.188 ··--··· = 1.306 -··· = 3.144 = 0.366 = 0.000 = 1.524 = = = 1.524 0.747 0.291 = 1.551 = 0.530 = 1.841 = 0.523 = <No Cale.> = 1.000 = 1.000 = 1.000 = 1.000 in in in in in in in in in in112 in"4 in"4 in"4 in-113 in"3 in"3 in"3 in in in"3 in113 Section Diagram 05/26/2016 YI i I -·-' ·-·-----·-·-·-·-·-·---... ! X ! 16:50 PM Checked By:_ Page 1 29 of 104 --- 'Be~m: M32 Shape: 1=6.75 Material: gen_Alum Length: 21.3 ft I Joint: N65A J Joint: N64 Code Check: No Cale Report Based On 97 Sections A k T ------k-ft fa ------ksi OPb -Jt"f2Z.?S .:Ix-J..:: ~.11-5 ~,<)(.-2~~3 4239-05-16 Dy Vy Mz fc :1 I ' I · 3.253 at 8.653 ft I I I I I I ' Dz in l I in I I I I I I -1.899 at 21.3 ft l I I I I I l I I I 1.058 at 17.528 ft ' I I I I ' I I ! k Vz k I I I I I I I ' I I -.993 at Oft l I 4.21 at 8.431 ft My ------k-ft k-ft -.737 at 17.75 ft 7.485 at 8.431 ft ft ksi ksi -7.485 at 8.431 ft __ j STL s,1,:::.,-- ~0l-,C 1'~ 14- Vo E i!>Pb-l'1 l2 '?S 05/26/2016 l-v7 /~.:~ 1--~0' ~:t ~ ---------·-----·--------------- -.1 . -.1 -.1 -.4 -.1 -.4 .. ·. -.4 .. ,' I I Results for LC 1, wind Z-direction Reaction Units are k and k-ft r---·-T CalrsbadOak,;----1 -----·4239::.05=16---'---- -.3 ... -.3 .. -.4 .· -.4 .··. --l i SK-1 I Carlsbad Oaks North r··---------__ -_ __.I Sht 404 @ 19.3 psf I Carl~badO~k~-N~rth(4M).r3d -·-·--1 ·-~057T6/2Tiw-··--·------'-·-... __ 31 of 104 ------" ,----------------- [' Beam: M3 I Shape: Material: Length: I Joint: J Joint: 1=1 gen_Alum 11.83 ft N7 N9 Code Check: No Cale Report Based On 97 Sections Dy -------in A -------k Vy -------k Vz T -------k-ft Mz ------k-ft fa -------ksi i L_-----~---- f'JJ O 2-•;.s· .I.,..,__ 2J' b,-.y..-,.,7 4239-05-16 Oat 5.915 ft fc ksi 05/26/2016 My ft 2.909 at 5.915 ft .353 at 11.83 ft k -.366 at .123 ft k-ft -1.23 at 5.915 ft -.L )1'1 p.~ '?:, "l/7-. z.LJ> )213.r.t .:: ' =->? "!7 '""V'-z .;.ry - lJ?f MO-2.5$ ~ )~f..2..11' JO ff( 32 of 104 ------------------· ' Bean'!: M32 Shape: Material: Length: I Joint: J Joint: 1=1 gen_Alum 8.645 ft N40 N42 Code Check: No Cale Report Based On 97 Sections Dy -------in A--------k Vy -------k Vz My T -------k-ft Mz -------k-ft o at4.322 ft ft fa -------ksi fc ksi .727 at 4.322 ft .224 at 8.645 ft k -.219 at Oft k-ft -.576 at 4.322 ft ksi O at4.322 ft ,__ _________ .,____ _____ ··-----~-----------' ~ 0 2S$' .l::: <~ 5--,,,-? 4239-05-16 05/26/2016 - ..L Y2.EiO..= :!!:? =: /, 2~ -It, IJJ>:E ,../Jo 2..~r 11<, Jltf=f· 33 of 104 4239-05-16 Jasco Pacific, Inc. Structural Engineers http://jascopacific.com Connection Analysis 341-A Industrial Way, Fallbrook, CA 92028 (760) 723~8135 Fax (760) 723-8136 05/26/2016 34 of 104 Carlsbad Oaks North Lot 13 -Bldgs A & B Whiptail Loop JOB NO. By: Carlsbad, CA 92010 PREPARED FOR: Breezwaytrhrifty Glass 7312 Murdy Circle Huntington Beach, CA 92647 (714) 766-6490 4239-05-16 Chk: PREPARED BY: JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 05/26/2016 r 4239-5-16 J.A. Sadler D.A.Baum 35 of 104 8 l!l Carlsbad Oaks North Lot 13 -Bldgs A & B Whiptail Loop JOB NO. By: 4239-5-16 J.A. Sadler D.A. Baum PREPARED FOR: Carlsbad, CA 92010 ~ . . . j-e> J"II\.TI >,:""" &Ol.T TZ l4.13 j• fMeeD t 5• tAN mGt' OISTANCf ll)l'V<:>I.Ot~ IJOT,\L\.l"UICC~Jt 19'17 -....rw ,/· ...• • v . ·. ·.j> .~ . . •. . p: .,·· .. ·: : _v Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 9264 7 (714) 766-6490 4239-05-16 Chk: r -·-.. ~ ... .. Kwlk Bolt TZ -CS 3/8 (2) ti.,= 2.000 in., hr,0m = 2.313 in. Carbon Steel ESR-i9t7 10/1/2015 1511/2017 Design method ACla 318 I AC 193 PREPARED BY: J ASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 05/26/2016 36 of 104 r www.hllti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Kwik Bolt TZ -CS 318 (2) h,1 = 2.000 in., hnom = 2.313 in. Carbon Steel ESR-1917 10/1/2015 f 5/1/2017 Design mettiod ACI 318 I AC193 eb = 0.000 in. (no stand-off); t = 0.500 in. Page: Project: Sub-Project I Pos. No.: Date: I :::J J 5 ii I Profls Anchor 2.6.4 1 Carlsbad Oaks North 4239-5-16 1. x ly x t = 5.000 in. x 5.000 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, fe' = 2500 psi; h = 420.000 in. tension: condition B. shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic 1oads (cat. C, D, E, or F) no Geometry [in.] & Loading [lb, In.lb] I z: : . y., •. Input data and resutts must be checked for agreement wilh the existing condlttons and for plausibifity! PROFIS Anchor ( c) 2003-2009 Hilli AG, FL-9494 Schaen Hilti Is a registered Trademark of Hilti AG. Schaan 4239-05-16 05/26/2016 37 of 104 www.hllti.us Company: Specifier. Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb) Tension force:(+ Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 800 800 0 max. concrete compressive strain: • [%al max. concrete compressive stress: -[psi} resulting tension force in (x/y)=(0.000/0.000): O fib] resulting compression force in (x/y)={0.000/0.000): o Ob] 3 Tension load Page: Project Sub-Project I Pos. No.: Date: Profis Anchor 2.6.4 2 Carlsbad Oaks North 4239-5-16 1 Steel Strength* Pullout Strength* Load N.,. [lb] NIA NIA Capacity +Nn (lb] Utilization ~ = Nual+Nn NIA NA Status NIA NIA NIA N/A N/A Concrete Breakout Strength** NIA NIA NIA * anchor having the highest loading ••anchor group (anchors In tension) Input data and results must be Checked for agreement with the existing conditions and for plauslbilltyl PROFIS Arn:hOr ( c) 2003-2009 HllU AG, FL-9494 Sehaao HiHi is a regisl~ Trademark o! HRU AG. Schaan 4239-05-16 05/26/2016 38 of 104 www.hlltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 4Shear load Page: Project: Sub-Project I Pas. No.: Date: Profis Anchor 2.6.4 3 Carlsbad Oaks North 4239-5-16 Load Yua [lb] Capacity +Vn [lb) Utilization JJv = Vu.f+Vn Status Steel Strength* 800 Steel failure (with lever arm)* NIA Pryout Strength** 800 Concrete edge failure in direction x+** 800 • anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V sa = ESR value + Vs1ee1<1:Vua refer to ICC-ES ESR-1917 ACI 318-08 Eq. (D-2) Variables A...v[in.2J 0.05 Calculations v .. pbJ 3595 Results Vsallb] 3595 4.2 Pryout Strength futa fpsi] 125000 0.650 Vcp "'kcp [ (~) ljled,N 'l'c.N 'l'cp.N Nb] + Vcp~Vua ; Vsa !lb] 2337 ft.tic see ACI 318-08, Part 0.5.2.1, Fig. RD.5.2.1 (b) ~=9~ 'l'ec,N = (1+ ~ ~) S 1.0 3 he1 'lfad,N : 0.7 + 0.3 ( ~Sh:) S 1.0 = MAX(Ca,min 1.5her) S 1 0 'lfcp,N Cac • Cac . Nb = kc 1,. -./( h~;5 Variables kcp het {in.] 1 2.000 'l'c.N Cac {in.J 1.000 4:000 Calculations ft.tic [in.2} ANca [in.2] 33.00 36.00 Results Vcp [lb} ell concrete 2094 0.700 ee1 N Pn.J 0.000 17 ljlec1.N 1.000 v •• {lbJ 800 ACI 318-08 Eq. (D-30) AC! 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) AC! 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec2.N [in.] 0.000 ljlec2,N 1.000 Vua (lb} 800 Input data and resulls must be checked for agreement wllh the existing conditions and for plausibility! PROFIS Anchor ( c) 20()3.2009 Hitti 1'13, FL-9494 Schaan HilU is a registered Trademark of Hilll AG, Schaan 4239-05-16 05/26/2016 2337 35 OK NIA N/A NIA 1466 55 OK 829 97 OK Ca.min pn.J 2.500 (C [psi} 2500 ljl•d.N lj/<:p,N 0.950 1.000 2404 39 of 104 www.hiltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 4.3 Concrete edge failure In direction x+ V dJ = <:::) 'lJad,V 'lJe,V lj/h,V ljlparaMel.V Vb +Ve11;i:V0, Ave see ACI 318-08, Part 0.6.2.1, Fig. RD.6.2.1 (b) A.,c0 = 4.5 c!, ljlec,V:: (1 + 12e.,) :S 1.0 3Ca1 lj/ed,V = 0.7 + 0.3( 1_';~,) :S 1.0 -. fi'.sc;, ;i: 1 0 lj/h,V -"\f~ . vb = ( 1 (i.) 0 ~ .fcf;.) ,--Kc c!t Variables C81 [in.] Ca2 [in.J 2.500 I, [in.J 1- 2.000 1.000 Calculations A.,0 [in.2] A.,,:0 {in. 2] 28.13 28.13 Results vcb {lb] tto11Crete 1184 0.700 5 Warnings eev [in.J 0.000 da [in.] 0.375 + Vt11 [lb] 829 ACI 318-08 Eq. (D-21) ACI 318-08 Eq. (D-2) ACI 316-08 Eq. (D-23) ACI 316-08 Eq. (0-26) AC! 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. {D-24) \{fc.V 1.000 2500 \jlad,V 1.000 Vua [lb) 800 Page: Project Sub-Project I Pos. No.: Date: h1 [in.) 420.000 1.000 \j/11.V 1.000 1184 Profis Anchor 2.6.4 4 Carlsbad Oaks North .4239-5-16 • 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! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The Cl> 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 Cllecked for agreement with the existing conditions and for plausibility! PRO FIS Anchor ( c ) 2003-2009 Hilti. AG, FL-9494 Sehaan Hilli is a registered Trademark of Hilti AG, Sehaan 4239-05-16 05/26/2016 40 of 104 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 6 Installation data Anchor plate. steel: - Profile: no profile Hole diameter in the fixture: d1 = 0.438 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drllling method: Hammer drilled Page: Project: Sub-Project I Pos. No.: Date: t;IIS~I Profis Anchor 2.6.4 5 Carlsbad Oaks North 4239-5-16 Anchor type and diameter: Kwik Bolt TZ -CS 3/8 (2) Installation torque: 300.000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 5.000 In. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Properly sized drill bit • Hammer • y 2.500 2.500 0 0 ~ g N c-i (~1 r X 0 0 0 0 \t) I() N N 2.500 2.500 Coordinates Anchor in. Anchor x y c •• 1 0.000 0.000 2.500 Input data and results must be Checked for agreement with the existing conditions an<I for plauslbiity! PROFIS Anchor ( c) 2003-2009 Hijfl AG, FL-9494 Schaan Hilti Is a registered Trademark of Hilt! AG, Schaen 4239-05-16 05/26/2016 41 of 104 www.hiltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 7 Remarks; Your Cooperation Duties Page: Project: Sub-Project I Pos. No.: Date: ,:,1s-, Profis Anchor 2.6.4 6 Carlsbad Oaks North 4239-5-16 • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles. formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions. etc., that must be strictly complied with by the user. All figures contained therein are average figures. and therefore use-specific tests are to be conducted prior to using the relevant Hilt! product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors. the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert. particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs. arising from a culpable breach of duty by you. Input oata and results must be checked tor agreement with Iha existing condiUons anti for plauslbiity! PROFIS Ancnor ( c} 2003-2009 Hilti AG, FL-9494 S<;haan Hilli Is a registered Trademark of HilU AG, Schaen 4239-05-16 05/26/2016 42 of 104 Carlsbad Oaks North Lot 13 -Bldgs A & B Whiptail Loop JOB NO. By: Carlsbad, CA 92010 I t.?~li. !/4--l<f VJ\1/( P~ ~ ,...,,,Cl)'. < 91; c, ~c PREPARED FOR: Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 9264 7 (714) 766-6490 :·.-. ·.··.: ... · .. :::_ .......... . Chk: ~NG DY OftltR.5, T1"115 MU5T wnlt$1NK> f'Olte! &Y f.(OM ~TOlttn,ONT rel lil . -L ____ ·-1 PREPARED BY: JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 4239-5-16 J.A. Sadler D.A. Baum i I h,;_.· . . . -; __ . ,· .. ._,:. '.· -: .. l ' Carlsbad Oaks North Lot 13 -Bldgs A & B Whiptail Loop JOB NO. By: 4239-5-16 J.A. Sadler D.A. Baum Carlsbad, CA 92010 ~ ~ PREPARED FOR: .. Breezway/Tbrifty Glass " . a! .• ·" 7312 Murdy Circle Huntington Beach, CA 9264 7 (714) 766-6490 4239-05-16 05/26/20 Chk: PREPARED BY: . -~ • : 9' "' ..... · . ... •• I> . . .. . ... . ·.• :o, KWIK HUS·EZ (KH-EZ) 3/8 (2 1/2) her= 1.860 in., hnam = 2.500 in. Carbon Steel ESR-3027 12/1/2015 I 12/1/2017 Design method ACI 318 f AC193 JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 44 of 104 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 lnputdata Anchor type and diameter: Effective embedment depth: Material: Evaluation Seivice Report: Issued I Valid: Proof: stand-off installation: Anchor plate: Profile: Base material: Reinforcement: KWIK HUS-EZ (KH·EZ) 3/8 (2 1/2) h,,, = 1.860 in., hnom = 2.500 in. Carbon Steel ESR-3027 12/1/2015 I 1211/2017 Design method ACI 318 / AC193 eb = 0.000 in. (no stand-off); t = 0.500 in. Page: Project: Sub-Project I Pos. No.: Date: 1::,1s.-:1 Profis Anchor 2.6.4 1 Carlsbad Oaks North 4239-5-16 I, x ly x t = 5.000 in. x 5.000 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, fc' = 2500 psi; h., 420.000 in. tension: condition 8, 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 (ln.J & Loading [lb, in.lb] . ;z . q;. : 0 . lnpul data and results must be checked for agreement with the exi6ting condiUons and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hllti AG, Schaen 4239-05-16 05/26/2016 45 of 104 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+ Tension, -Compression) Anchor Tension force Shear force Shear torce x 1 0 447 2 0 447 max. concrete compressive strain: -(%0) max. concrete compressive stress: -[psi] resulting tension force in (xty)=(0.000/0.000): o [lb] resulting compression force in (x/y)=(0.000/0.000): o [lb] 3 Tension load 200 200 Shear force y 400 -400 Page: Prolect: Sub-Project I Pos. No.: Date: Steel Strength" Pullout Strength· Load Nua [lb] NIA NIA Capacity +Nn [lb] NIA NIA NIA Concrete Breakout Strength** NIA * anchor having the highest loading ••anchor group (anchors in tension) Input data and resulls muSI be checked for agreement wi1h 1he el<is!lng conditions and for plausibility! PROFIS AncllOr ( c) 2003-2009 Hilti AG, Fl-9494 Scl1aan Hilij is a registered Trademark of Hitti AG. Schaan 4239-05-16 05/26/2016 N'.A N/A NIA Profis Anchor 2.6.4 2 Carlsbad Oaks North 4239-5-16 2 Status N/A N/A NIA 46 of 104 I :i www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4 Shear load Page: Project: Sub-Project l Pos. No.: Date: Profis Anchor 2.6.4 3 Carlsbad Oaks North 4239-5-16 Load Vv.a {lb] Capacity +Vn {lb] Utilization f'Jv = Vu.t+Vn Status 447 Steel Strength• Steel failure (with lever arm)" NIA Pryout Strength-447 Concrete edge failure in direction x+** 566 • anchor having the highest loading .. anchor group (relevant anchors) 4.1 Steel Strength V 1111 :: ESR value +Vs1ae1l!:Vua refer to ICC-ES ESR-3027 AC! 318-08 Eq. (D-2) Variables A.e,v[in.2} 0.09 Calculations v .. [lb} 5185 Results Vsa [lb} 5185 4.2 Pryout Strength fuia [psi} 120300 Q.600 v.,,. = kcp [ <::) \jled,N ljlc.N ljlep,N Nb] +vcp~v •• , v ... [lbJ 3111 ~. seeACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ~<I) = 9 h~f ljlec,N = { 1+ ~ e~) S 1.0 3 her \jled,N :: 0.7 + 0.3 ( ~:) S 1.0 = MAXea,min 1.5he1) s 1 0 1jlcp,N Ca<: ' Cac ' Nb = ke }.. ..Jfc h!;5 Variables k::e hedin.J ec1.N [in.J 1 1.860 0.000 \!lc,N Cac [in.] l<c 1.000 2.920 17 Calculation& ANc [in.2J Aw.o {in.2} ljleet,N 20.93 31.14 1.000 Results V91.[lb} !concrete ~ Vcp [lb} 1404 0.700 983 Vua (lb] 447 ACI 318-08 Eq. (D-30) AC! 318-08 Eq. (D-2) ACI 318-08 Eq. (0-6) ACI 318-08 Eq. (D-9) ACf318-08 Eq. (0-11) ACI 318-08 Eq. (D-13) AC! 318-08 Eq. (D-7} ec2,w [in.) 0.000 }.. 1 lj/9<2,N 1.000 Vua [lb} 447 Input data and resutts must be checked for agreement with Ille exisllng conditions and tor plausibility! PROFIS Anchor ( c) 2003-2009 HU!i AG, FL-9494 Schaan Hllti is a registered Tradematk of Hilll AG, Sehaan 4?19-05-16 05/26/2016 3111 15 OK NIA N/A NIA 983 46 OK 817 70 OK Ca,mfn [in.J 2.500 (0 {psiJ 2500 ljled,N ljlq,,N Nb{lb] 0.969 1.000 2156 47 of 104 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4.3 Concrete edge failure in direction x+ V c~g = (Z:o) \jlec.V \Ved,V \Vc,V 'lfh,V ljlparaltel,V v~ 4j>Vcbgi?:Vua Ave see AC! 318-08. Part D.6.2.1. Fig. RD.6.2.1(b) Avc0 = 4.5 Ci1 \Vte.V = ( 1 + 1 2~ ) :,, 1.0 3Ca1 ljled,V = 0.7 + 0.3( 1.~.J s 1.0 =~~1.0 = ( 7 (t) D\,a;;) ). ,Kc c!15 Variables Ca1 {in.] Ca2 [fn.J 2.500 le {in.] ). 1.860 1.000 Calculations Av.fin.~ Avc0 [in.2] 28.13 28.13 Results Vct,g {lb} +«,noreto 1167 0.700 5 Warnings eeV [in.] 0.000 d.{in.J 0.375 'ljlee.V 1.000 + vctJO [lbJ 817 ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (0-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (0-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) ljlc.V 1.000 (0 [psi] 2500 1.000 v •• {lb] 566 Page: Project: Sub-Project I Pos. No.: Date: ha {in.] 420.000 1.000 IJlh,V 1.000 1167 l=l1S8'i Profis Anchor 2.6.4 4 Carlsbad Oaks North 4?::lA-!'i-16 • 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! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement Is used. The ¢ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary refnforcement 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 date and results must be checked for agreement with the existing conditions and for plausibility! PROflS Anchor ( c) 20CJ3.2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hllli AG. Schaan 4239-05-16 05/26/2016 48 of 104 www.hllti.us Company: Specifier: Address: Phone I Fax: E-Mail: 6 Installation data Anchor plate, steel: - Prome: no profile Hole diameter in the ftxture: d1 = 0.500 in. Plate thickness Onput): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Page: Project: Sub-Project I Pos. No.: Date: l;Jf Si.I Profis Anchor 2.6.4 5 Carlsbad Oaks North 4239-5-16 Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 318 (2 1/2) Installation torque: 480.001 in.lb Hole diameter in the base material: 0.375 In. Hole depth in the base material: 2.750 in. Minimum thiel<ness of the base material: 4.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor In. Anchor 1 2 X -1.250 1.250 y 0.000 0.000 C,x Cleaning • Manual blow-out pump 2.500 (\ \_ 1.250 C+x 5.000 2.500 ·~ y 1 2.500 C+y Input data and results must be cheeked for agreement wtth lfle existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG. Fl-9494 Scllaan Hilli Is a regislered Tredemaf1< of Hilti AG, Schaan 4239-05-16 05/26/2016 Setting • Torque wrench 2.500 0 0 55 0 It) c-.j N (\ ~ \_JZ X 0 0 0 :is IO c-.i c-.i 1.250 49 of 104 i ! J I I l www.hllti.us Company: Specifier: Address: Phone I Fax: E-Mail: 7 Remarks; Your Cooperation Duties Page: Project Sub-Project I Pos. No.: Date: 1:115;1 Profis Anchor 2.6.4 6 Carlsbad Oaks North 4239-5-16 • Any and all information and data contained in the Software concern solely the use of Hlltl products and are based on the principles, formulas and security regulations in accordance with Hiltrs technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hlltl 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 pennlts without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. lf 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 results must be checke<l for agreement wKh the a><lsting conditions and for plausibility! PROFIS An<:hor ( c) 2003-2009 Hilli AG, FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG, Schaan 4239-05-16 05/26/2016 50 of 104 Carlsbad Oaks North Lot 13 -Bldgs A & B Whiptail Loop Carlsbad, CA 92010 '2_w ~ f, 4Jz.. l21 'A -~~~~M 112i lt) 11,. ,'t _.· _: . .' · :·.-.· ---, .. ,_._ ... : ·:· ··.·, ·._· · . . . . . ·.· . . ... t::. ,, ". '-lof 1. <-1 ::. I , thc. LC/)Y+ -14 r JOB NO. By: Chk: 4239-5-16 J.A. Sadler D.A. Baum UJ i;: J:f }2 S e ll" O.c.., ;;;;.g:::i;:;.-~-l!:i!=====~~~....Lll==="ft=,&;/.._~~.:L.l6=4=:bll~~Y..__l PREPARED FOR: Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 92647 (714) 766-6490 4239-05-16 1)~,f't (.."' ft (.,C,(.1--\'1 1 b 91.( PREPARED BY: JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 05/26/2016 51 of 104 4005162 @ 6 1/.211 SHTG. PER PLAN SLOPE 400616.2"'49 @ 16" . 0G VV 2-#10 SMS EA. END TYP.CORNER C,l..lPPfR~ ~ 4239-05-16 05/26/2016 P~ARGH. FINISH PER ARCH. 400S162-4S @ 16~ oc HSSPERPLAN 9116; 1i I 111 lYP. I 111 VV 2-#10UJ· 5M5 I 52 of 104 Carlsbad Oaks North Lot 13 -Bldgs A & B Whiptail Loop JOB NO. By: Carlsbad, CA 92010 ·-...... _, PREPARED FOR: Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 92647 (714) 766-6490 4239-0 -1 T Chk: PREPARED BY: JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 4239-5-16 J.A. Sadler D.A.Baum Carlsbad Oaks North Lot 13 -Bldgs A & B Whiptail Loop JOB NO. By: Carlsbad, CA 92010 @ l .~ '--oPG 1'>1"1P ,r s, }1;\1 f ttr ... I\ ~ Jc.. 7' . . • • .. _&+ s., iJe ! J"W:: /. V • PREPARED FOR: Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 92647 (714) 766-6490 Chk: I t i PREPARED BY: JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 4239-5-16 J.A. Sadler D.A.Baum I l i l l I l I @ ft.~ 1, l )- ""° Carlsbad Oaks No1ih Lot 13 .. Bldgs A & B Whiptail Loop Carlsbad, CA 92010 -66 '" ,,.~ \ i f p I I i 2·-s· ! ,1· )i' >!' ote; i JOB NO. By: Chk: t\.( ,j· 4239-5-16 J.A. Sadler D.A.Baum t:> 0 6 ll 11 11 II p; 0 ,?? 'X 1-J. 2i:, ~ ~44} Pv .. ~<f-':il ,70) ~ 2. +n f2..; O,S t... fr 't-21,: ~2.-11 " 'A 2.4 )\ $.., ~2... ::: )"JZ... ,# II expased bolts screws and hard o be 316 stainless steei ware on fins and sunshades M ~ rn. 'A ~ .::: ZJ> tt--J1'>. 2-- PREPARED FOR: Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 92647 (714) 766-6490 4239-05-16 PREPARED BY: JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 Carlsbad Oaks North Lot 13 -Bldgs A & B Whiptail Loop Carlsbad, CA 92010 Note: JOB NO. By: Chk: All exposed bolts screws and hardware on fins and sunshades o be 316 stainless steel F~-: 2JS1t12...'t._~~~.::: tt,0-1; /},<;'"' F-y ~ I 7o/~ ~ S7 ,,11 TYLy ~ ~.S. ~e, ~)4(/. ~"21..'1 PI-L-d>f'11;. J12$ 1' 'f' !: '1>00 &1g-. t.>~~ (?) % $$ M~~ J.1tJ 4~ <:/I) }J C,.H--}z_ ~ ~ I ..J::: ,7$4 r z.2.~'2.1 ~,.,s--~::: 19,h F-, ~ Z..JS 1-12. >l. 3> 7;" m ----=----.:.!.: : t'i? r1.1,. I~ / [> .. ')L":'5-\ 4239-5-16 J.A. Sadler D.A. Baum e. lo,,ff) 4 spv.r..e.r -tu w.e.. w,,.t~ dr,J Jeo PREPARED FOR: Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 9264 7 (714) 766-6490 A?~Q-05-16 PREPARED BY: JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 05/26/2016 56 of 104 OFGl9!0 Carlsbad Oaks North Lot 13 -Bldgs A & B Whiptail Loop JOB NO. By: Carlsbad, CA 92010 PREPARED FOR: Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 9264 7 (714) 766-6490 Chk: PREPARED BY: JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 T 4239-5-16 J.A. Sadler D.A.Baum 4239-05-16.:c:..._ _______ ---'0=5=/2=6=/2=0:...:.1=6 _________ ~57~of!..-1!.!::0::!:4 __ i j I ' ~ l Carlsbad Oaks North Lot 13 .. Bldgs A & B Whiptail Loop Carlsbad, CA 92010 TIP »4 j.. '}z. P.H SM$ -------;,z. s s (P Jlf O.t.- 11 ~!DfCAl'lHWII. otk. JI If Sh>S.. (! /2 t>. c. tJ :? 2.1.-;..,. r-:: ~, #!rt Note: JOB NO. By: Chlc 4239-5-16 J.A. Sadler D.A. Baum r----------------, ' I : (~ : ~) I ' I rv\ :: ~c; ,< I, s :: z <;. 2.-s-f,. _ , Vl. 11 exposed bolts screws and hardware on fins and sunshade-= 2 o be 316 stainless steel " V-:; 2.' · i..s 1,., 2. ::! 1st:t1F e , z..0 D.l. 2.2-5- PREPARED FOR: Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 9264 7 (714) 766-6490 .1. ?1~-05-16 C, .,, 2. - f-J\ ~ J5', )\ ~ !:' '17 }X ...,J\7) ~ i. S::)~~C;J :::-<J. D/2;-, ft?~ . /?> =/-;;.<... ~: L...15 0~ C> PREPARED BY: JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 05/26/2016 58 of 104 Carlsbad Oaks North Lot 13 --Bldgs A & B Whiptail Loop JOB NO. By: Carlsbad, CA 92010 Chk: .JaVktJ tl11Lkot' See. e.lev# fer Jet..a,fJq it, A h_,. 1<.w=--0,3 jn.y ( ~) ""to cV~\. ~: 26o Xs-=-7 yjfl l.7>/£. (~) ·~o JM.S PREPARED FOR: Breezway/Thrifty Glass 7312 Murdy Circle Huntington Beach, CA 9264 7 (714) 766-6490 4239-05-16 PREPARED BY: JASCO P ACIFlC, INC. 341-A Industrial Way Fallbrook, Ca. 92028 (760) 723-8135 05/26/2016 4239-5-16 J.A. Sadler D.A.Baum 59 of 104 4239-05-16 Jasco Pacific, Inc. Structural Engineers http ://jascopacific.com Component Ref. & Section Properties 341-A Industrial Way, Fallbrook. CA 92028 (760) 723-8135 Fax (760) 723-8136 05/26/2016 60 of 104 CoMpany Designer Job Number: Section Properties: OPG192275 Section Information: Material Type Shape Type --·· Number of Shapes Basic Properties: Total Width Total Height ·-· -Centroid, Xo ·-··-·· -· ·-· Centroid, Yo X-Bar (Right) X-Bar (Left) Y-Bar (Top) Y-Bar (Bot) Max Thick Equivalent Properties: Area, Ax Inertia. lxx Inertia, lyy Inertia, lxy Sx (Top) Sx (Bot) = General = Arbitrary = 1 = 2.250 = 4.750 = 0.000 = 0.000 ·-··--·--········ = 1.125 ...... ,-..... ----·· ... = 1.125 = 2.375 = 2.375 = 0.250 = 1.805 = 6.725 = 1.275 = 0.000 ···----·-···--= 2.831 ······-···--··--·--·· = 2.831 in in in in in in in in in in"2 in"4 in"4 in"4 in"3 ln"3 Sy (Left) = 1.134 in"3 ·---··-·-··--·--······ Sy (Right) rx ry Plastic Zx Plasticly Torsional J .. -······· ··- As-xx Def As-yy Def As-xx Stress As-yy Stress ··--··-··----·· ····-·---·--···-····· ----··-= 1.134 in"3 = 1.930 = 0.841 ····-·-•···~ w,, •.•... ,_ = 3.254 ..... -.. -.. --·-···~·'··. ·-·-. = 1.371 = <No Cale.> = 1.000 = 1.000 = 1.000 = 1.000 in in in"3 in"3 C:\RISA\SectionProject2 4239-05-16 15:49 PM Checked By: __ Section Diagram Page 1 05/26/2016 61 of 104 .... I ii i ;i:; ! i Bi ... i: m :i; ! ~ :!ii Wind load Charts T500 f 0PG1900} Series A.• 16 P.SF. 17211Pa) ~tl'I:) 1,~" X 7" WI! 1"' -11 /B' Glaa 8 =21>P.S.f.(?N~) luurtri:CeaWat C " 2i P.S.i'.\'i'211P~ ......._l· n.. • ...._.._... lb SO P.SF.(l:llPII) .__ • .,..i;gn ~'"'"'" E " 40 p .SF_(f~?aj Scale: tU.S. St!EET 1 CE-4 ··---.. .. l::" ' "' .. "' .. ,. :.a· a n C .. -a .. " ~ .................... --.-.. ..... =--~ ' l!i I "ll.31>1 ji)i' S •2-516111' .. }.'i, ,. ~ .. .. • " e .. ... • .. ! ... i l-" ~· .. :,.\: • .._...._~bt..,.,..11*'t.•sl•,l.W1RfflfM.ui.t.tl'f6;t•~•ili•~•~~t:-{:1~~,t•~ .,_tahll~~ir.:c1.'f!'.d' lO-•-rii·~ ....... 91_ . . • ..,...., ...... .,,._.,.1111@.1l,.,.. ~--·""'<!iotct,.,1o11.w:f-i:o..r--...-~ -..... ......... -• .,...,..., ..--~--loflJlflclr1""""""'1t""'••.U."Ml•la\'11'11i--ti> ...... f•--"""--. ,,_,...~ ... .,,..,r~--.. --11otd·---,-,..,;,;111a!t-;..,_•....__,,l!l.-.. n.,;;;;,o1.,.. • p • .,.,..,._..,..'l!.,......_,.._,._,. ... .,.-•rn•Uilrl,4ldU\l-t""--"u"'..,.,.."'~•-·-*"'_.•_•_••-......--..... d...,_ • ---··-... -lltilll.liilUJ~--\1.-/;I"-.... -.,,,_.""" .. "'"*;rlt,, ....... , ..... ............ ~--' • -.,.,.._:-....,,. .. _ .. ...,..,_.,"-'llii!ll....,"MP~•-;<,1""'1"",.,..li«i_,_i,_.....,._,. • ~~111';1~...,,1;9,.~k~•'i"'--l!!lt'i.-ift~s. h6A00tt' .. S;,1410.i' ., ~ il .. '1 ~ ,. ' m .. ~ .. .. ·--. .. ·"' .; " " ,. I .. n " >, ;i;; GI ~ ,. .. ·c s 0 :a £ - ' ~ ' - "' - " ~ ~ ---i--:-----,-c,-. _....,,_. /I; e C 0 lo ,. a C 0 e Oi~19t0 'MTH STEaROE-OA:'.:S.l!Nr 111a·x.i ~x 100A. ! 'll14.1~tf I l I i f ! l' I f 4239-05-16 05/26/2016 62 of 104 Company : Designer Job Number: Section Properties: finn Section Information: ·- Material Type --···-·· -.· Shape Type Number of Shapes Basic Properties: Total Width Total Height Centroid, Xo Centroid, Yo X-Bar (Right) X-Bar (Left) Y-Bar (Top) Y-Bar (Bot) Max Thick Equivalent Properties: Area,Ax Inertia, lxx Inertia, lyy Inertia, lxy = General = Arbitrary = 1 = 2.250 in = 18.000 in = -0.000 = -0.000 ·-· = 1.125 .. = 1.125 = 9.000 = 9.000 = 0.080 = 3.214 = 104.61 = 3.514 = 0.000 in in in in in in in in"2 in"4 in"4 in"4 -·· -. ---.... .-····------·----·-·--··· ... -~.. --·--···-··----.-----·---.-...• Sx (Top) ··-'"······-· -Sx (Bot) Sy (left) •.. Sy (Right) IX ry Plastic a .· . ~ - Plastic Zy Torsional J ,.., ee "V• As-xx Def As-yy Def As-xx Stress As-yy Stress C:\RISA\SectionProject1 4239-05-16 = 11.623 inJ\3 =: 11.623 jnA3 inJ\3 = 3.123 = 3.123 ....... , -····--·--· -- = 5.705 = 1.046 = 15.956 . ···-·-········-··-.------·-= 3.300 = <No Cale.> = 1.000 = 1.000 = 1.000 = 1.000 in"3 in in in"3 .... -·-······· in"3 14:59 Pfv, Checked By: __ ' ·-·-·-· -· i --' ·---·x Section Diagram Page 1 05/26/2016 63 of 104 ARCADIA,® INC. AfG451 AND AFS45:1 SERIES ·wmdload 2" X 4 1/2u OFFSET GLAZED SYSTEM FOR 1n GLASS 18 17 16 ,._ 15 Bi LL 14 z -13 i 12 iii :C 11 z 0 10 39 :> :e 8 7 6 s ' -... ' ' I..' ... ... .... ' ... ....... .... " ... "" ..... ..... -,.._ ' .... -~ ..... .... --- ,.. ..... ~ ~ - A 8 C D 3 4 5 6 7 8 9 10 1=2.8181N' S= 1.171 IN 1 . - M0-255 . MULLION SPACING IN FEET 18 17 16 ffi 15 w LL 14 z -13 ·~ (!) 12 w :C 11 e 10 39 :> :e 8 7 6 5 I =6.295 IN' \. ' ' "' I\ ' "'' " " ...... r-.... .... .... ~ ' ...... ...... ' ... .... ,.._ ..... ..... ..... ..... -~ .. A B C D 3 4 5 6 7 8 9 10 MULLION SPACING IN FEET n n M0.255WITH STEEL REINFORCEMENT . (. 1 518• X 2 1/2" X,1/4" ,.... .1 CURVE: REPRESENTATION A= 15 P.S.F. B = 20\1P.S.F: C =· 2~ P.S.F. D = 30 P.S.F. 18 I = 4.600 IN ' 1-1--1-1--+-+-+-1"'4-+-+-+-+-f-l S = 1.990 IN ' 171--1-+-l--l-+-t-1-+-1-+-+-+-+-I 161-1--1-1-+-1--+-I--I-+-++;~'.-~ ~ 15t=-1-H-+-1-+-l-++++-+-4-I ~ 14 t,.>\.,1,,-J-+-J--1-1,--i-.l-l-+-1--+-+-I z i-µ,,'e1,-1-+-1--l-4-f-l-l-+-l-4-I ~ 13 1-'it+-~-+-f-+-~+-++-f-l (!) 12 i>.+-'~+ ... '+-f-4-'~+-++-f-l -1.--l'o.~'.:i,..-,.4"-~-1-l--+..j...+~ w '\.' ' ::C 11 , ...._ e 10 1-1-''k-+' ..... ...._~ri-'~'f,c:l-+-f-l ::i 59 :e 8 7 6 s / .~ 3 4 5 6 7 8 9 10 MULLION SPACING IN FEET ( 18 17 1& Gj 15 w U. 14 z -13 £ (!) 12 m :C 11 z 0 10 39 ::> :e 8 7 6 5 4239-0~-16 30 05/26/2016 i\. \. I\,. ' \. " .... ... ..... ...... ' ' ' ' ... ... ' -..... .. 4 5 6 7 ...... --'-. ~ .... ... ------ 8 9 1 . ~ . ;;..~··· ···,. I =6,279 IN' A B C D I .. , '' . J M0-258WITH STEEL REINFORCEMENT 1518" X21f4• X 10 GA. , ·.-i \; 3 M ll LLION SPACING IN FE 0 ET 64 of 104 Iii w u.. 3: I-:c (!) w :x: z g ...J ::> == ti w u.. ~ >-:c S2 w :r :z 0 :::l -' :::> :.E Windload Charts AG451 Series A = 16 P.S.F. (720 Pa) Description: 2• X 4 1/2" Center Glazed for 1• Glass 8 = 20 P.S.F. (720 Pa) Function: Storefront . c = 25 P.S.F. (720 Pa) Detail: Des.,n Criteria 0 = 30 P.S.F. (720 Pa) •i, E = 40 P.S.F.(720Pa) Scale: N.T.S. SHEET 1 OF 3 JS u D 12 .... , ... -ll -.. -so ' ... s 4 l 1 ---:;:., -~ :=: - A B C 0 E I= 3.236 IN' S,= 1.290 IN s S,= 0.186 IN s 19 17 ... 11 , ... is ' ... tu u ... w n . .. u.. A ~ u .... ,.... I-... -B ::c n .~ C ~ w 10 D :r: :z E Q ' ...J ...J ::> :E 1 5 • 0 ' $ 1 • • • MULLION SPACING IN FEET Tl202 / TL210 MULLION SPACING IN FEET • likdlonn•'II PSlfflltd ID llo sk1eJt ljltn. sln,pll btafll ellll!Ollll. lllllkiml'1 loed4d Ind aloqmtll)'blWlild lo ..-1 lallQl.!llfoiwl bw:ltillO-Al..,., ~Ju. cltlign condifllnl WI btmlt,vtd~AIQdia orawlgn~ • ~ u:mlcill& VIII llo toe).ThtloJ, Alowllllt t1r•"• lo btflrivwd par Tlble 2-21 of Mllniultn o.lip MlnlllJ. 2010. ~ lillllldon OI mulions sllell ho in accardlDcll YoilhMMA l1R-Al1 ofl/175fcr ,PIIS 111110 11-6' ,nd IJ240• 114' rot al an-~ L iuqd loll,upai, offfllAOll. • A derlJn p,ofessional Wik COCISlitt410coafillnd,,I i» lie or t1as1 Ilda more thin wm or 114'. wlliclllRt alell. •• H~ 11111 llelvlll ol pi. • Forll'llllln&~-~ 11e""""'-lil llAU!ned Dbl lnll.llodfot11Ntlullilfttlltol ... ll!Ulb. Adosigll piolffliooal lhlllbtCOldllbdlorins"'-•""'··· IMll~il~lotapa,falilagGl<IIO.,muliM...,. • Wll<D>l6 jllMIUJadelmrildons slid lit I* !ht 2009 IBC w ASCE 7.0S at1ld llCaJRling ID local p«ning ,mos. A~ eaginOlf 111111 ... oon111111ed lol lho-iC11nent laftand locllfluildia9codN. . • Seldan of pe,lmol« fntanen 111111 alll~ol g!tzint '1•1*m 111~sfrvclut9.,.p,qet:ltpdc111111111...,... aball kminod 811d dalanllfntd fly" a dftlgn PIMt~ • All:adia -no 11sponsilllily for ..ieeGnt,.,. IPJll'lllriu sy'Sllnls fer Sjleci!lc p,o)tds. I = 2.791 IN' JS S= 1.2301N, 18 14 17 " ll H ... ' ,..... n u ""' .... """ .... II lli u ... ... i• JI> u. ... ~ .._ -~ 9 -A u ..... ... A B lJ ~ • ---a 11 ~ -c ~ 8 0 J[ w T :r lG -E z E • h 0 • s. ::i • :::> & :E J o'--'-'-......._......__._.._....,.,~ ) A J a • MULLION SPACING IN FEET TG215 MULLION SPACING IN FEET Consult Your Local Arcadia Representative For Special Aepllcations Not Covered By These Curves. l::;8.7461N' TL202 / TL210 WITH STEEL REINFORCEMENT 11/4' X 4 3116' X 10 GA. I = 8.923 IN' S,= 3.806 IN, Sz= 0.186 IN 1 TG212 J Tl210 FRAMING-ARCAD1A-AG451-WINDLOAD.pdf As of: 01/16/13 4239-05-16 05/26/2016 65 of 104 -''THRU BOLT ;RADE 8 MIN. 5" X 3 !" X 4" :"THICK ~ 11 J i..1 LJ----t'--'r"'-,+-1..._La.. JoUO 'LATOR. SHIM -- 4239-05-16 l. OPGl9.2275 Sf>~ "'I, 2.!' ;:I ,, \,::.-, 12--o .. L f THRl GRADE L 5" x 3 i' X ~-THICI< tSOLAl # 12 PAN HEAD 5M5 4" FR.OM IG"MAXOCIB · OPGIB85 66 of 104 - TABLEll STAINLESS STEEL-Alloy Groups 1, 2 and 3, Condition CW Nominal D A(S) A(R) Al!owable Shear Bearing (Pounds) Minimum Material Thickness to Equal Tensile Thread Nominal Tensile Thread Allowable Capacity of Fastener (In,) Thread Tension Diameter& Diameter Stress Area Root Area (Pounds) Thread/lnch (Sq. In.) (Sq. In.) Single Double 118" St. 118" Al. 1/8" Al. (Inch} (Pounds) {Pounds) A36 6063-TS 6063-T6 A36 6063-TS 6063-T6 #6-32 0.1380 0.009! 0.0078 364 180 360 1201 276 414 0.126 i..--·0.274 0.198 #8-32 0.1640 0.0140 0.0124 560 286 573 1427 328 492 0.162 0.368 0.261 #10-24 0.1900 0.0175 0.0152 700 351 702 1653 380 570 0.170 0.372 0.267 #12-24 0.2160 0.0242 0.0214 968 494 988 1879 432 648 0.200 0.450 0.321 1/4--20 0.2500 0.0318 0.0280 12?2 647 1293 2175 500 750 0.226 0.541 0.360 5/16-18 0.31.25 0.0:524 0.0469 2096 1083 •. 2166 2719 625 938 0.284 ... 0.459 3/8-16 03150 0.0175 0.0699 3100 1614 3229 3262 750 1125 0.341 ... 0.553 ... 7/16-14 0.4375 0.1063 0.0961 42S2 2219 4439 3806 875 1313 0.395 ··-0.642 1/2-13 0.5000 0.1419 0.1292 5676 2984 5967 43S0 1000 1500 0.456 ---0.745 9/16-12 05625 0.1819 0.1664 7276 3843 7686 4894 1!25 1688 0.510 ... 0.836 518-11 0.6250 0.2260 0.207i 9040 4783 9566 5437. 1250 1875 0.563 . --0.923 3/4-10 0.7500 0.3345 0.3091 11289 6023 12046 6525 1500 2250 0.590 .. -0.963 7/8-9 0.8750 0.4617 0.4286 15582 8352 16703 7612 1750 2625 0.686 --. 1.123 l-8 1.0000 0.6057 0.5630 20442 10970 21941 8700 2000 3000 0.778 ... 1.276 DIAMETER 0.7854 ~. l.~69r For Diameters 3/4" and Over. UpThruS/8" 3(4" and OVer A(R) ., F, = 0.75Fy F, (Min. Ultimllte Tensile Strength) 110,000psi 85,000psi A(S) = 0.7854f • o.~43) • Allowabletension = 0.75F,.(A(S)] F1 (Min. Tensile Yield Strength) 65,000psi 45,000psi F, (Allowable Tensile Stress) 40,000psi 33,7S0psi ' F. _ 0.75F . F, (Allowable Shear Stress) •. 23,094psi 19,486 psi For Di3-ters Up Thru 518": ' --::,r-1 F, = 0.40Fv .Allowable tension "' 0.40F.J:A(S)} Allowable shear {Single) = ;s F,.{A(R)J F, .. 0.40 F, 73 . Allowable sbeat (Single) = MO F.{A(R)] 7r-.. .. --In Tables 9 tbru JS, for Group Type sod CondinonDefironons see pages 21 and 22. TABLE12 STAINLESS ~L • Alloy Gloups 1, 2 and 3, ConditiOD SH Nominal D A(S) A(R) MiJJimum Material Thickness to Equal Tensile Nominal Allowable Allowable Shear Bearing (Founds) Thread Tensile 'Thn,ad Capacity of Fastener (Io.) Diameter& Tblead S1re$s An:a Root Area Tension Thread/Inch Diameter (Sq. In.) (Sq. In.) (POlllldS) Single Double 1/8• Al. (Inch) (PQU!lds) (Pounds) A36 6063-TS 6063-!6 A36 6063-T6 #6-32 0.1380 0.0091 0.0078 437 216 432 1201 Z16 414 0.144 0.231 #8-32 0.1640 0.0140 0.0124 672 344 687 1427 328 492 0.188 0.308 #10-24 0.1900 0.0175 0.0152 840 421 842 1653 380 570 0.195 0.313 iU2-24 0.2160 0.0242 0.0214 ' 1162 593 1136 1879 432 648 0.232 0.377 1/4-20 0.2500 0.0318 0.0280 1526 776 1552 2175 soo 750 0.261 0.422 5116-18 0.3125 0.0524 0.0469 2515 1300 2599 2719 625 938 0.330 0.539 3/8-16 0.3750 0.0775 0.0699 3720 1937 3874 3262 750 1125 0.396 0.651 7/16-14 . 0.4375 0.1063 0.0961 510'1 2663 5326 3806 g15 1313 0.460 0.756 1/2-13 0.5000 0.1419 0.1292 681I 3580 7161 4350 1000 1500 0.532 0.878 9/16-12 0.5625 0.1819 0.1664 8731 4611 9223 4894 112.5 1688 0.596 0.985 5/8-11 0.6250 0.2260 0.2071 10848 5739 11479 5437 1250 1875 0.657 1.089 3/4.lQ 0.7500 0.3345 0.3091 14718 7852 15704 6525 1500 2250 0.739 J.225 718-9 0.8750 0.4617 0.4286 20315 10888 21776 7612 1750 2625 0.860 1.431 1-8 J.0000 0.6057 0.5630 26651 14302 28604 8700 2000 3000 0.917 I.626 DIAMETER. UpThru5f8" 314" and Over F,;Q.40Fu F, (Min. Ultimate Tensile Strength} 120,000psi 110,000psi A(R) = 0.7854[D · 1.~69 r Allowable tension0.40F,fA(S)] F, (Min. Tensile Yield Strength) 95,000psi 75,000pai F, (Allowable Tensile Stress) 46,000 psi 44,000psi F 0.40 F F. (Allowable Shear Stress) 27,713 psi 25,403 psi A(S) = 0.7854[D-o.9~43] 2 v·../3 u Allowable shear (Si~gle). 0.40 F.(A(R)J . ,/3 -~- 4239-05-16 05/26/2016 67of104 -·---------------------------- B. Unified Coarse Threads TABLES SAE Grade 2 Steel for DiameterS Up thru 9/16" ASTM A 307 Steel for Diameters 5/8" and Over D Minimum Material Thickness to Nominal. A(S) A(R) Allowable Shear Bear.i ng (Pounds) Nominal Allowable Equal Tensile Capacity ofFas_tener Thread Thread Tensile Stress · Thread Tension (In.) Diameter& Diameter Alea Root Area (Pounds) Thread/Inch (Sq. In.) (Sq. In.) Single Double 118" St 1/8" Al. . 1/8" Al. (Inch) (Pounds) (Pounds). A36 6063-T5 6063-T6 A36 6063-TS 6063-T6 #6-32 0.1380 0.0091 0.0078 269 133 267 1201 276 414 0.101 0.211 0.154 #8-32 0.1640 0.0140 0.0124 414 212 424 1427 328 492 0.128 0.280 0.202 #10.24 0.1900 0.0175 0.0152 518 260 520 1653 380 570 0.136 0.286 0.209 #12-24 0.2160 0.0242 0.0214 716 366 731 '1879 432 648 OJS9 0.344 0.248 1/4-20 0.2500 0.0318 0.0280 941 479 957 2175 500 750 0.180 0.385 0.279 5116-18 0.3125 0.0524 0.0469 1551 802. 1603 2719 625 938 0.225 0.492 0.354 .. _,__ 3/8-16 0.3750 0.0775 0.0699 2294 1195 2389 3262 750 1125 0.268 . 0.537 0.425 7/16-14 0.4~15 . 0.1063 0.0961 3146 1642 3285 3806 875 1313 0.311 0.740 0.494 lfl-13 0.5000 0.1419 0.1292 4200 2208 4416 4350 1000 1500 0.357 o.860 0.571 9/16-12 0.5625 0.1819 0.1664 S384 2844 5687 4894 1125 1688 0.399 0.96.5 0.640 518-11 0.6250 0.3068 0.2071 6136 3068 6136 5437 1250 1875 0.411 Q.985 0.655 314-10 0.7500 0.4418 0.3091 8836 4418 8836 6525 1500 2250 0.484 l.170 0.766 118-9 0.8750 0.6013 0.4286 12026 6013 12026 761:Z 1750 2625 O.S55 l.348 0.892 1-8 l.0000 0.7854 O.S630 15708 7854 1S708 8700 2000 3000 0.627 1.526 1.010 SAEGRADE2 ASTM A 307 For Diameters up thru 9/16" F. (Min. Ultimate Tensile Strength) 74,000psi 60,000psi• A(R) = 0.7854[D -1.2i69 J 2 F,= 0.40F. P, (Allowable Tensile Stress) 29,600psi 20,000psi* F. (Allowable Shear Stress) 17,090 psi 10,000psi• Allowable tension = 0.40Fu [A(S)) . A(S} = 0.7854[D -0.9i43 J 2 F -0.40 F v-€ u Allowable shear (Sipgle) = s;.o F.[A(R}J =-- TABLE6 SAE Grade 5 Steel for Di8lll8ten Up thru 9/16" ASTM A 449 Steel for Diameter.; Stir' 8lld Over Mimni.um Material Nominal DNominal A(R) Allowable Shear Bearing (Pounds) Thic:kness to Equal Thread Thread A(S) Tensile Thread Allowable Tensili, Capacity of li)iameter&. Diameier Stress Area RootAnoa Tension · Fastener {In.) Thnlad/Incli (Inch) (Sq. In.) (Sq. In.) (Pounds) Single Double 118" St. 118'' Al. (Pounds) (Pounds) A36 6063-75 l/8" Al. 6063-T6 A36 6063-T6 #6-32 0.1380 0.0091 0.0078 437 216 432 1201 276 414 0.144 0.231 #8-32 0.1640 0.0140 0.0124 672 344 687 1427 328 492 0.188 0.308 #10-24 0.1900 0.0175 0.0152 840 421 842 16S3 380 510 0.195 0.313 #12-24 0.2160 0.0242 0.0214 1162 593 1186 1879 432 648 0.232 0.377 1/4-:20 0.2500 0.0318 0.0280 1526 776 1552 2175 500 750 0.261 0.422 5/16-18 0.3125 0.0524 0.0469 2515 1300 2599 2719 625 938 0.330 0.539 318-16 0.3750 0.0775 0.0699 3720 1937 3874 3262 1SO 1125 0.396 0.651 7/16-14 0.4375 .. 0.1063 0.0961 5102 2663 5326 3806 815 1313 0.460 0.756 112-13 0.5000 0.1419 0.1292 68ll 3.580 7161 43S0 1000 1500 0.532 · 0.878 9/16-12 0.5625 0.1819 0.1664 8731 4611 9223 4894 1125 1688 0.596 0.986 5/8-11 0.6250 0.3068 0.2071 12149 62.59 12517 5437 1250 1875 0.732 l.220 3/4-10 0.7500 0.4418 0.3091 17495 9013 18025 6525 1500 2250 0.867 1.452 7/8-9 0.8150 0.6013 0.4286 23811 12267 24533 761:Z 1750 2625 0.998 1.614 1-8 1.0000 0.78S4 0.5630 31102 15022 32044 8700 2000 3000 1.129 1.894 SAE GRADE 5 AS'IM A 449 For Diameters uplhru 9/16" F,= 0.40F. Fu (Min. Ultimate Tensile Strength) 120,000 psi 120,000 psi* A(R) = 0.7854 r _ 1.2i69 r F, (Allowable Tensile Stress) 48,000 psi 39,600 psi* Allowable tension = 0.40F, [A(S)J F. (Allowable Shear Stress) 27,713 psi 20,400 psi• ~(S) = D.7854 ~ -0.9i43 r F -0.40 R ,--13 u Allowable shear (Single) = J;,4° F,[A(R)J For Diameters 5/8" and over. A(S) = 0.7858D2• · --- • For fasteners SJB" diameter .and greater, values, fonnulas and procedures used are taken from AlSC, "Manual of Steel Construction." 9th Edition (See p•ge #23 for additional notes.) 05/26/2016 68 of 1Qie24 ~'iJVl'> TABLE23 STEEL-SAE Grade 2 Nominal D K A(R) Minimum Material Thickness to Nominal Basic Allowable Allowable Shear Bearing (Pounds) Equal Tensile Capacity of Fastener Thread Thread Minor Thread Tension (In.) Diameter& Root Area Thread/Inch Diameter Diameter (Sq. In.) (Pounds) Single Double 118" St. 1/8" Al. 1/8" Al. A36 (Inch) (Inch) (Pounds) (Pounds) A36 6063-T5 6063-T6 6063-T5 6063-T6 #6-20 0.1380 0.0997 0.0078 231 133 267 1201 276 414 0.091 0.185 0.137 #8-18 0.1640 0.1257 0.0124 367 212 424 1427 328 492 0.117 0.252 0.182 #10-16 0.1900 0.1389 0.0152 450 260 520 1653 380 570 0.124 0.254 0.187 #12-14 0.2160 0.1649 0.0214 633 366 731 1879 432 648 0.145 0.309 0.224 1/4-14 0.2500 0.1887 0.0280 829 479 957 2175 500 750 0.165 0.345 0.252 5/16-12 0.3125 0.2443 0.0469 1388 802 1603 2719 625 938 0.207 0.446 0.323 3/8-12 0.3750 0.2983 0.0699 2069 1195 2389 3262 750 1125 0.248 0.581 0.390 F, = 0.40F. A(R) = 0.7854K2 Fu (Minimum Ultimate Tensile Strength) 74,000psi Allowable tension= 0.40F.[A{R)] F,. (Minimum Tensile Yield Strength) 57,000psi Where: A{R) ::: Thread Root Area, sq. in. K == Basic Minor Diameter, io. 0.4 F.= o F • ./3 0.4 Allowable shear (Single) = 0 F.[A(R)] ·T3 ' TABLE24 STEEL-SAE Grade 5 Nominal D K A(R) Minimum Material Thickness to · Thread Nominal Basic Thread Allowable Allowable Shear Bearing (Pounds} Equal Tensile Capacity of Fastener Diameter& Thread Minor Root Area Tension (In.) Thread/Inch Diameter Diameter (Sq. In.) (Pounds) Single Double 1/8" St. 1/8" Al. 1/8" Al. (Inch) (Inch) (Pounds) (Pounds) A36 6063-TS 6063-T6 A36 6063-T5 6063-T6 #6-20 0.1380 0.0997 0.0078 374 216 432 1201 276 414 0.128 0.281 0.202 #8-18 0.1640 0.1257 0.0124 595 344 687 1427 328 492 0.170 ---0.276 #10-16 0.1900 0.1389 0.0152 730 421 842 1653 380 570 0.175 0.386 0.277 #12-14 0.2160 0.1649 0.0214 1027 593 1186 1879 432 648 0.210 0.475 0.338 1/4-14 0.2500 0.1887 0.0280 1344 776 1552 2175 500 750 0.236 ---0.377 5/16-12 0.3125 0.2443 0.0469 2251 1300 2599 2719 625 938 0.301 ---0.489 3/8-12 0.3750 0.2983 0.0699 3355 1937 3874 3262 750 1125 0.364 ... 0.593 F."' 0.40Fu A{R) ::: 7854K2 Fu (Minimum Ultimate Tensile Strength) 120,000psi Allowable tension"' 0.40F.[A(R)J Fy (Minimum Tensile Yield Strength) 92,000psi Where: A(R) = Thread Root Area, sq. in. K = Basic Minor Diameter, in. 0.4 F."' 0 F. ,fj 0.4 Allowable shear (Single) :::: _Q__ F.[A(R)] ./3 -=-= 4239-05-16 05/26/2016 69 of 104 n .... __ .,,,., 4239-05-16 Jasco Pacific, Inc. Structural Engineers http://jascopacific.com Technical Information 341-A Industrial Way, Fallbrook, CA 92028 (760) 723-8135 Fax (760) 723-8136 05/26/2016 70 of 104 Es ICC EVALUATION ~, SERVICE Most Widely Acct;)pted at1d Trusted ICC-ES Evaluation Report www.icc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 05 00 00-METALS Section: 05 05 23-Metal Fastenings REPORT HOLDER: INFASTECH DECORAH LLC ELCO CONSTRUCTION PRODUCTS 1302 KERR DRIVE DECORAH, IOWA 52101 (800) 435-7213 www.elcoconstruction.com infoElco@infastech.com EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS ADDITIONAL LISTEE: HILTI, INC. 5400 SOUTH 122No EAST AVENUE TULSA, OKLAHOMA 74146 (800} 879-8000 www.us.hllti.com PRODUCT NAME: KWIK-FLE:X:® SELF DRILLING SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: • 2012, 2009 and 2006 International Building Code® (IBC) • 2012 and 2009 International Residential Code® (IRC} Property evaluated: Structural 2.0 USES Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structurai Fasteners are used in engineered connections of cold- formed steel members. The fasteners may be used under the IRC when an engineered design is submitted for review in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 General: Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are proprietary, self-drilling tapping screws that have a dual heat treatment and that are coated with a corrosion-preventive coating identified as Silver Stalgard®. The drill point and lead threads of the screws are heat- treated to a relatively high hardness to facilitate drilling and thread forming. The balance of the fastener is treated to a lower hardness complying with the hardness limits for SAE ESR-3332 Reissued September 2015 This report is subject to renewal September 2016. A Subsidiary of the f nternational Code Council® J429 Grade 5 screws and the hardness limits for ASTM A449~10 Type 1 screws. The threaded portion of the screw with the lower hardness is considered the load-bearing area, used to transfer loads between connected elements. See Figures 10, 11 and 12. Table 1 provides screw descriptions (size. tpi, length), nominal diameters, head styles, head diameters, point styles, drilling capacities and length of load-bearing area. 3.1.1 EDX445 (Type 1 ): The EDX445 screw is a #1 o. coarse threaded screw with a phillips pan head. See Figure 1. 3.1.2 EAF430, EAF460, EAF470, EAF480 (Type 2): These screws are #10, coarse threaded screws with an indented hex washer head. See Figure 2. 3.1.3 EAF621, EAF641, EAF681, EAF690, EAF715 (Types 3 and 4): These screws are #12, coarse threaded screws with an indented hex washer head. See Figure 3. 3.1.4 EAF755 (Type 5): The EAF755 screw is a #12, fine threaded screw with an indented hex washer head. See Figure 4. 3.1.5 EAF816, EAF841, EAF846 (Type 6): These screws are 1/4-inch-diameter, coarse threaded screws with an indented hex washer head. See Figure 5. 3.1.6 EAF865, EAF876, EAF886, EAF890 (Type 7): These screws are 1/4-inch-diameter, fine threaded screws with an indented hex washer head. See Figure 6. 3.1.7 EAF888 (Type 8): The EAF888 screw is a 1/4-inch-, diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptite$. See Figure 7. 3.1.8 EAF900, EAF910 (Types~ and 10): These screws are 1/4-inch-diameter, partially threaded, fine threaded screws with an indented hex washer head. 3.1.9 EAF940 (Type 11): The EAF940 screw is a 5/16- inch-,diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptite®. See Figure 8. 3.1.10 EAF960, EAF970 (Type 12): These screws are 5/1e-inch-diameter, fine threaded screws with an indented hex washer head. At the lead end of the screw, the shank of the screw is notched to form a shank slot. See Figure 9. 3.2 Screw Material: The screws are formed from alloy steel wire complying with ASTM F2282 Grade IFl-4037. The screws are heat-treated to a through-hardness of 28 to 34 HRC. The drilling point and lead threads are heat-treated to a minimum of 52 HRC. ICC-ES Evaluation Reports art not to be consrnied as representing aesthetics or ony other a/lributes not specifically addressed. nor are they lo be construed a.tan endorsement of the subject of1he report or a recommendation/or its use. 71,ere is no warranty by ICC r:.·vaillation Service. LlC, express or implied. as to any finding or other mat/er in this report, or CJS 10 any produc1 covered by the reporl. • ---... Cora,~§~eis~f tvaluation Service, LLC. All rights reserved. 05/26/2016 ESR-3332 l Most Widely Accepted and Trusted ' 3.3 Connected Material: The connected steel materials must comply with one of the standards listed in Section A2 of AISI S100 (AISI NAS for the 2006 IBC} and have the minimum thickness, yield strength and tensile strength shown in the tables in this report. 4.0 DESIGN AND INSTALLATION 4.1 Design: Elco Dril-Flex® and Hilti Kwil<-Flex® Self-Drilling Structural Fasteners are recognized for use in engineered connections of cold-formed steel construction. Design of the connections must comply with Section E4 of AfSI S100 (AISI-NAS for the 2006 IBC). Nominal and available fastener tension and shear strengths for the screws are shown in Table 2. Available connection shear, pull-over and pull-out capacities are given in Tables 3, 4 and 5, respectively. For tension connections, the lowest of the available fastener tension strength. pull-over strength and pull-out strength, in accordance with Tables 2, 4 and 5, respectively, must be used for design. For shear connections, the lower of the available fastener shear strength and the shear (bearing} strength, in accordance with Tables 2 and 3, respectively, must be used for design. Connections subject to combined tension and shear loading must be designed in accordance with Section E4.5 of AiSI S100 (AISI-NAS for the 2006 IBC). Connected members must be checked for rupture in accordance with Section ES of AISI S100. The values in the tables are based on a minimum spacing between the centers of fasteners of three times the nominal diameter of the screw, and a minimum distance from the center of a fastener to the edge of any connected part of 1.5 times the nominal diameter of the screw. See Table 6. When the direction to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI S100 {AISI-NAS for the 2006 IBC) must be considered. When tested for corrosion resistance in accordance with ASTM 8117, the screws meet the minimum requirement Usted in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after twelve hours. 4.2 Installation: Installation of Elco Oril-Flex@ and Hilti Kwik·Flex® Self- Drilling Structural Fasteners must be in accordance with the manufacturer's published installation instructions and this report. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. Screw length and point style must be selected by considering, respectively, the length of load-bearing area and the drilling capacities shown in Table 1. The fasteners must be installed without predrilling holes in the receiVing Page 2 of6 member of the connection. The drilling function of the fastener must be completed prior to the lead threads of the fastener engaging the metal. When the total connection thickness exceeds the maximum drilling capacity shown in Table 1, clearance holes must be provided in the attached material to reduce the thickness to be drilled by the screw. Clearance holes must be 13/s4, 15/54, 17/54 and 21/64 inch (5.2, 5.9, 6.7 and 8.3 mm) in diameter for #10, #12, 1/4-inch- diameter and 5/1a-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm} fasteners, respectively. The screw must be installed perpendicular to the work surface using a 1,200 to 2,500 rpm screw gun incorporating a depth-sensitive or torque- limiting nose piece. The screw must penetrate through the supporting metal with a minimum of three threads protruding past the back side of the supporting metal. 5.0 CONDITIONS OF USE The Elco Dril-Flex® and Hilti Kwik-Flex~ Self-Drilling Structural Fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. If there is a conflict between the manufacture(s published installation instructions and this report, the more severe requirements govern. 5.2 The allowable connection capacities specified in Section 4.1 are not to be increased when the fasteners are used to resist short-duration loads, such as wind or seismic forces. 5.3 The utilization of the nominal connection capacities contained in this evaluation report, for the design of cold-formed steel diaphragms, is outside the scope of this report. 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (AC118), dated June 2012. 7.0 IDENTIFICATION The Elco Dril-Ftex® and Hilti Kwik-Flex® self-drilling tapping. screws are marked with a •(@· on the top surface of the screw heads, as shown in Figures 1 through 9. Packages of self-drilling tapping screws are labeled with the report holder or listee name (Elco Construction Products or Hilti, Inc.} and address, product brand name (Dril-Flex® or Kwik-Flex®), product number or item number, size and length, point style and the evaluation report number (ESR-3332). 4239-05-16 05/26/2016 72 of 104 ESR-3332 Most Widely Accepted and Trusted Page 3 of6 TABLE 1-ELCO ORIL-FLEX SELF-DRILLING STRUCTURAL FASTENERS DRILLING LENGTH OF SCREW ELCO HILT! ITEM DESCRIPTION NOMINAL HEAD HEAD POINT CAPACITY LOAD TYPE PRODUCT NUMBER (nom. slze-tpi x DIAMETER STYLE1 DIAMETER STYLE {in.) BEARING NUMBER length) (in.) (In.) AREA1 Min. Max. (in.) 1 EDX445 03409732 #10-16x31. 0.190 PPH 0.365 2 0.11 0.110 0.38 EAF430 00408123 #10-16x3/• 0.190 IHWH 0.399 3 0.11 0.150 0.38 EAF460 03489672 #10-16x1 1/2 0.190 IHWH 0.399 3 0.11 0.150 1.00 2 #10-16x2 0.190 IHWH 0.415 3 0.11 EAF470 03458234 0.150 1.50 EAF4SO 03492651 #10-16x2'/2 0.190 IHWH 0.399 3 0.11 0.150 1.83 EAF621 00087572 #12-14x7/a 0.216 IHWH 0.415 3 0.11 0.187 0.38 EAF641 00087646 #12-14x1 0.216 IHWH 0.415 3 0.11 0.187 0.50 3 EAF681 00087647 #12-14x11/2 0.216 IHWH 0.415 3 0.11 0.187 1.00 EAF690 00008595 #12-14x2 0.216 IHWH 0.415 3 0.11 0.187 1.50 4 EAF715 03011177 #12-14x3 0.216 IHWH 0.500 2 0.11 0.110 2.35 5 EAF755 03458235 #12-24x13/• 0.216 IHWH 0.415 5 0.11 0.500 0.80 EAF816 00087648 1/4·14x1 0.250 IHWH 0.500 3 0.11 0.210 0.45 6 EAF841. 00087649 1/,-14X1 1/2 0.250 IHWH 0.500 3 0.11 0.210 0.95 EAF846 00008598 1/4-14x2 0.250 IHWH 0.500 3 0. 11 .0.210 t.45 EAF865 03011203 1/,-20x1 1/a 0.250 IHWH 0.500 4 0.11 0.312 0.50 EAF876 00000451 1, •• 2ox1\ ·· ·· 0.250 IHWH 0.500 4 0.11 0.312 0.83 7 \-20x2 EAF886 00000452 0.250 IHWH 0.500 4 0.11 0.312 1.33 EAF890 00010436 1, •• 2ox21/2 0.250 IHWH 0.500 4 0.11 0.312 1.83 8 EAF888 03458236 11.-2ox13/4 0.250 IHWH 0.500 5 0.11 0.500 0.80 9 EAF900 03414194 1, •• 20x33/8 0.250 IHWH 0.500 3 0.11 0.210 2.70 10 EAF910 03463594 1/4-20x4 0.250 IHWH 0.500 4 0.11 0.312 3.50 ·-11 EAF940 03011230 0/w18x11/2 0.313 IHWH D.600 3 0.11 0.312 0.80 12 EAF960 03006009 ~f,e-24x11/2 0.313 IHWH 0.600 4 0.11 0.312 0.80 EAF970 03432628 ~/w24x2 0.313 IHWH 0.600 4 0.11 0.312 1.25 For SI: 1 inch = 25.4 mm. 1Head styles: IHWH == Indented Hex Washer Head; PPH = Phillips Pan Head. 2The Length of Load Bearing Area is based on the length of the threaded portion of the screw that is heat treated to HRC 28-34, and represents the limit of the total thickness of the connected elements. See Sections 3.1 and 4.2 and Figures 10 through 12 for further clarification. TABLE 2--FASTENER SHEAR AND TENSION STRENGTH, pounds-force1'2.3 SCREW SCREW NOMINAL STRENGTH ALLOWABLE STRENGTH (ASD) DESIGN STRENGTH (LRFD) TYPE SIZE (TESTED) 0=3 <1>=0.5 Shear, P.$ Tension, P,, Shear, P •• m Tension, P1JO Shear, Cl>P .. Tension, Cl>P,. 1 #10-16 1526 2273 509 758 763 1136 2 #10-16 1463 2276 488 759 732 1138 3,4 #12-14 1992 3216 664 1072 996 1608 5 #12-24 2503 4177 834 1392 1252 2088 6 1/4•14 2692 4363 897 1454 1346 2182 7, 9, 10 1'4-20 2659 4729 886 1576 1330 2364 8 11.-20 2617 4619 872 1540 1308 2309 11 5/,s-18 4568 8070 1523 2690 2284 4035 12 5'1&·24 5471 8757 1824 2919 2736 4379 For SI: 1 inch= 25.4 mm. 1 lbf== 4.4 N. 1For tension connections. the lower of the available fastener tension strength, pullover strength, and pull-out strength found in Tables 2, 4 and 5. respectively, must be used for design. 2For shear connections. the lower of the available fastener shear strength and the allowable shear (bearing} capacity found in Tables 2 and 3, respectively, must be used for design. 3Nominal strengths are based on laboratory tests. 4239-05-16 05/26/2016 73 of 104 ESR-3332 Most Widely Accepted and Trusted Page4 of6 TABLE 3-SHEAR (BEARING) CAPACITY OF SCREW CONNECTIONS, pounds-force1•2•3,4,s SCREW SCREW NOMINAL DESIGN THICKNESS (in.)' TYPE DESIGNATION DIAMETER 0.048-0.048 0.048-0.075 0.060-0.060 0.075-0.075 1, ... .3,, ... 3,,, .. _ ,,.,. 1'4"-0.105" (in.) ALLOWABLE STRENGTH (ASP) 1 #10-16 0.190 289 289 404 -. . . 2 #10-16 0.190 369 395 453 . . . . 3,4 #12-14 0.216 356 573 513 497 -. . 6 1/,-14 0.250 377 626 520 661 638 . . 7,8 1/4-20 0.250 3867•8 5267'8 5338 6706 5959 6249 5549 11 511&·18 0.313 408 622 561 891 . . - 12 5/16'"24 0.313 . . . . 1347 984 887 DESIGN STRENGTH (LRFO) 1 #10-16 0.190 433 433 605 . . . . 2 #10-16 0.190 590 631 724 . --. 3,4 #12-14 0.216 569 917 820 795 . . - 6 1/,-14 0.250 603 1001 833 1058 1021 7,8 11,-20 0.250 6177'8 8427,8 8528 10728 9529 9999 8869 11 5/,e-18 0.313 653 996 897 1425 . -. 12 ~/,s-24 0.313 . . . -2155 1575 1419 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksl = 6.89 Mpa. 1Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100. 2For shear connections. the lower of the available fastener shear strength and the avaifable shear (bearing) capacity must be used for design. Values are based on steel members with a minimum yield strength of F 1 = 33 ksi and a minimum tensile strength of F. = 45 ksi. 'Available capacity for other member thickness may be determined by interpolating within the table. 5Unless otherwise noted, when both steel sheets have a minimum specified tensile strength Fu l!: 58 ksi, multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength Fu .!'. 65 ksi steel. multiply tabUlated values by 1.44. 6Toe first number is the thickness of the steel sheet In in contact with the screw head {top sheet). The second number is the thickness of the steel sheet not In contact with the screw head (bottom sheet). 7\/Vhen both steel sheets have a minimum specified tensile strength of Fu l!: 55 ksi (e.g. ASTM A653 SS Grade 40), multiply tabulated values by 1.22. 8when both steel sheets have a minimum specified tensile strength of Fu l!: 52 ksi (e.g.. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. "when both steel sheets have a minimum specified tensile strength of Fu l!: 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 4-TENSfLE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds-force1.3µ,, MINIMUM DESIGN THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD SCREW SCREW NOMINAL EFFECTIVE (in.) TYPE DESIGNATION DIAMETER PULL-OVER (In.) DIAMETER 0.048 0,060 0.075 0.105 1,, .. 3/1," 11." 5/1," (in.) ALLOWABLE STRENGTH (ASO) 1 #10-16 0.190 0.357 386 4812 4812 48i2 4812 . -. 2 #10-16 0.190 0.384 415 4812 4812 4812 4812 --. 3,4 #12-14 0.216 0.398 430 537 672 7342 7342 7342 . - 5 #12-24 0.216 0.398 430 537 672 7342 7342 7342 7342 7342 6 1/4·14 0.250 0.480 516 648 810 11262 11262 11262 -. 7,8 1/4-20 0.250 0.480 . 648 810 11262 11262 11262 11262 11262 11 5/1r18 0.313 nfa2 . . . 11692 11692 . . . 12 5/w24 0.313 n/a2 . --13262 132(r 13262 13262 13262 DESIGN STRENGTH (LRFO} 1 #10-16 0.190 0.357 578 723 7812 7812 7812 . . . 2 #10·16 0.190 0.384 622 778 7812 781 2 7812 -. . 3,4 #12-14 0.216 0.398 645 806 1007 11922 11922 11922 . . 5 #12-24 0.216 0.398 645 806 1007 11922 11922 11922 11922 11922 6 1/4-14 0.250 0.480 778 972 1215 1701 18302 18302 -. 7,8 't,-2(} 0.250 0.480 . 972 1215 1701 18302 18302 18302 18302 11 5/ia-18 0.313 n/a2 . . . 18712 18712 -. . 12 'tw24 0.313 n/a2 . . -21212 2121 2 2121 2 2121 2 2121 2 For SI: 1 inch= 25.4 mm, 1 lbf= 4.4 N, 1 ksi = 6.89 Mpa. 1Available strengths are based on calculations in accordance with A!SJ S100, unless otherwiSe noted. 2Available strengths are based on laboratory tests. with safety factors/resistance factors calculated in accordance with AISI S100, or on the shear strength of the integral washer. Increasing values for higher steel tensile strength per Note 6 is not allowed. lFor tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 4Values are based on steel members with a minimum yield strength of Fy == 33 ksi and a minimum tensile strength of Fu = 45 ksi. 5Available capacity for other member thickness may be determined by interpolating within the table. 6F?r steel with~,.[lli!Jiroum tensile strength F,, ~ 58 ksi, multiply ta.b~'ial'(Y, ~ 1.29 and for steel with a minimum tensile st'1'ltt!b1fu 'f ~ lest stJel.:Milttfpl;l)talitDated values by 1.44. U::J/LtJ/L ESR-3332 I Most Widely Accepted and Trusted Page 5 of 6 TABLE 5-TENSILE PULL-OUT CAPACITY OF SCREW CONNECTIONS, pounds-force1,2,3,,,4 SCREW SCREW NOMINAL DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD {in.) DIAMETER TYPE DESIGNATION (In.) 0.048 0.060 0.075 0.105 1, ... 31,g" 1/4'' 5/u" ALLOWABLE STRENGTH (ASO) 1 #10-16 0.190 136 193 236 307 297 . . . 2 #10-16 o.fao 136 193 236 307 297 -. - 3,4 #12-14 0.216 132 205 264 328 510 665 . - 6 'h-14 0.250 131 207 255 342 561 899 -. 7,8,9,10 'l.-20 0.250 -2046 2606 4236 5247 9147 1044 1206 11 5/w18 0.313 . . . 520 707 --. 12 5 ... 0.313 459 637 724 1189 1424 /16"24 -. . DESIGN STRENGTH (LRFD) 1 #10-16 0.190 217 309 378 492 476 . . - 2 #10-16 0.190 217 309 378 492 476 --- 3,4 #12-14 0.216 211 328 423 525 816 1064 . - 6 11 .. -14 0.250 210 331 409 548 897 1439 -- 7, 8, 9, 10 11 .. -20 0.250 . 3266 4168 6778 8387 14627 1670 1930 11 5/w18 0.313 . . -832 1131 -. - 12 ~l,s-24 0.313 ---735 1019 1159 1903 2279 For SI: 1 inch== 25.4 mm, 1 lbf = 4.4 N, 1 ksi"' 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100. 2For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 3values are based on steel members with a minimum yield strength of Fy = 33 ksi and a minimum tensile strength of Fu= 45 ksi. 4Available capacity for other member thickness may be determined by interpolating within the table. 5Unless otherwise noted, for stee• with a minimum tensile strength Fu ~ 58 ksl, multiply tabulated values by 1.29 and for steel with a minimum tensile strength Fu.:: 65 ksl steel, multiply tabulated values by 1.44. Wien both steel sheets have a minimum specified tensile strength of Fu~ 52 ksl (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. 7When both steel sheets have a minimum specified tensile strength of Fu~ 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 6-MINIMUM FASTENER SPACING AND EDGE DISTANCE BASIC SCREW FASTENED MINIMUM SPACING MINIMUM EDGE MINIMUM EDGE DISTANCE FOR DIAMETER DISTANCE (Inch) MATERIAL (3d) (1.5d) FRAMING MEMBERS (3d) ··- 0.190 Steel 911s" 6/16· 9/,e" (#10) 0.216 Steel 11/15" ala" 11,16" (#12) ,,4 Steel 3/{ 3/s" 3/4° 5116 Steel 15/1s" 1/z" 1~/1s" For SI: 1 inch = 25.4 mm. 4239-05-16 05/26/2016 75of104 ESR-3332 I Most Widely Accepted and Trusted FIGURE 1--#10-16 PHILLIPS PAN HEAD TYPE 1 SCREW FIGURE 2--#10-16 INOENTEO HEX WASHER HEAD TYPE2SCREW FIGURE 3--#12-14 INOENTED HEX WASHER HEAD TYPE 3 AND 4 SCREW FIGURE 4-#12-24 INDENTED HEX WASHER HEAD TYPE5SCREW FIGURE 5-1/4-14 INDENTEO HEX WASHER HEAD TYPES SCREW FIGURE 6-1h-20 INDENTED HEX WASHER HEAD TYPE7SCREW 4239-05-16 Page 6 of 6 FIGURE 7-1/4-20 INDENTED HEX WASHER HEAD ROUND BODY TAPTITE TYPES SCREW FIGURE 8-6/w18 INDENTEO HEX WASHER HEAD ROUND BODY TAPTITE TYPE 11 SCREW FIGURE 9-5/ir24 INDENTED HEX WASHER HEAD WITH SHANK SLOT TYPE 12 SCREW FIGURE 10-PHILllPS PAN HEAD AND INDENTED HEX WASHER HEAD LOAD BEARING AREA FIGURE 11--INDENTED HEX WASHER HEAD WITH SHANK SLOT LOAD BEARING AREA Oi = . . MAXIMUM EARING AREA FIGURE 12-INDENTED HEX WASKER HEAD ROUND BODY TAPTITE LOAD BEARING AREA 05/26/2016 76 of 104 I JB' ICC EVALUATION ~ SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report www.icc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 03 00 00-CONCRETE Section: 0316 00-Concrete Anchors DIVISION: 05 00 00-METALS Section: 05 05 19-Post-lnstalled Concrete Anchors REPORT HOLDER: HILTl,INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HiltiTechEng@us.hilti.com EVALUATION SUBJECT: HILT! KWlK BOLT TZ CARBON ANO STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKEO CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: • 2015, 2012, 2009 and 2006 International Building Code® (IBC) • 2012, 2012, 2009 and 2006 International Residential Code® (IRC) • 2013 Abu Dhabi lntemational Building Code (ADIBCf 1The ADIBC is based on the 2009 18C. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES The Hilti Kwik Bolt TZ anchor (KB-TZ) is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight concrete and sand- lightweight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1 }. The 3/a-inch-and 1/2-inch-diameter (9.5 mm and 12.7 mm) carbon steel KB-TZ anchors may be installed in the topside of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum member thickness, hm1n,dec1<, as noted in Table 6 of this report and a specified compressive strength, fc, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. ESR-1917* Reissued May 2015 This report is subject to renewal May 2017. A Subsidiary of the International Code Council® The %-inch-, 1/2-inch-, %-inch-and o/..,.inch diameter {9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB-TZ anchors may be installed in the soffit of cracked and uncracl<ed normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The anchoring system complies with anchors as described in Section 1901.3 of the 2015 IBC, Section 1909 of the 2012 IBC, and Section 1912 of the 2009 and 2006 IBC. The anchoring system is an alternative to cast-in- place anchors described in Section 1908 of the 2012 IBC, and Section 1911 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 KB-TZ: KB-TZ anchors are torque-controlled, mechanical expansion anchors. KB-TZ anchors consist of a stud (anchor body}, wedge (expansion elements}, nut, and washer. The anchor {carbon steel version} is illustrated in Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stainless steel materials. Carbon steel KB-TZ anchors have a minimum 5 µm (0.0002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB-TZ anchors are fabricated from Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A563-04, Grade A. and the hex nut for stainless steel conforms to ASTM F594. The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enck>sed by a three-section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element. which is in turn expanded against the wall of the drilled hole. 3.2 Concrete: Nonnal-weight and sand-lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.3 Steel Deck Panels: Steel deck panels must be in accordance with the configuration in Figures 5A, 58, 5C and 50 and have a minimum base steel thickness of 0.035 inch (0.899 mm), Steel must comply with ASTM A653/A653M SS Grade 33 *Revised July 2015 /C('./,S lfro/11atirm /leports are nm to be mns1rued a.,. representing aesthetic,Y or any other a11rib11/es no1 specifically addressed, nor are they to be co11.r1n,ed a,· an endor.1-ement ,!(the .,uhjecr ofrhe report or a recommendation}or ifs 11se. There t., no warranty by ICC J:.'va[11a1ion Service, LLC. express or implied, as 10 any finding or orher molter in this report. or as to any product covered by rhe report. Copyright@ 2015 4239-05-16 05/26/2016 Page 1 of 14 77 of 104 ESR-1917 I Most Widely Accepted and Trusted and have a minimum yield strength of 33,000 psi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2015 IBC, as well as Section R301.1.3 of the 2015 IRC must be determined in accordance with ACI 318-14 Chapter 17 and this report. Design strength of anchors complying with the 2012 !BC as well as Section R301.1.3 of the 2012 !RC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACJ 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and Sectfon R301.1.3 of the 2006 IRC must be in accordance with AC! 318-05 Appendix D and this report. Design parameters provided in Tables 3, 4, 5 and 6 of this report are based on the 2015 IBC (ACI 318-14) and the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318- 11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 0.3.3, as applicable. Strength reduction factors, ¢, as given in ACI 318-14 17.3.3 or AC! 318-11 0.4.3, as applicable, and noted in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of AGI 318-11, as applicable. Strength reduction factors,¢, as given in ACI 318-11 0.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. An example calculation in accordance with the 2015 and 2012 IBC is provided in Figure 7. The value of fc used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with AC! 318-14 17.2.7 or AC! 318-11 D.3.7, as applicable. 4.1.2 Requirements for Static Steel Strength ln Tension: The nominal static steel strength, Nsa. of a single anchor in tension must be calculated in accordance with ACI 318-14 17.4.1.2 or AC! 318-11 D.5.1.2, as applicable. The resulting Nsa values are provided in Tables 3 and 4 of this report. Strength reduction factors ¢ corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Neb or NcJ:,g, respectively, must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 0.5.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of her and kc, as given in Tables 3, 4 and 6. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 0.5.2.6, as applicable, must be calculated with kuncr as given in Tables 3 and 4 and with lJ.lc,N: 1.0. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 56 and 5C, calculation of the concrete breakout strength is not required. Page 2of 14 4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in accordance with ACI 318-14 17.4.3.1 and 17.4.3.2 or ACI 318-11 D.5.3.1 and 0.5.3.2, respectively, as applicable, in cracked and uncracked concrete, Np.er and Np,uner, respectively, is given in Tables 3 and 4. For all design cases lJ.lc.P = 1.0. In accordance with AC! 318-14 17.4.3 or ACI 318-11 0,5.3, as applicable, the nominal pullout strength in cracked concrete may be calculated in accordance with the following equation: N p.f~ = Np.er j i,!o (lb, psi) Npt,' = N»cr fr[ (N, MPa) •C P ~ln (Eq-1) In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3,6 or AC! 318-11 D.5.3.6, as applicable, the nominal pullout strength in tension may be calculated in accordance with the following equation: Nv.r: = Np,uncr j z.!o (lb, psi} (Eq-2) NP,t: = Np,unr:rJ{t (N, MPa) Where values for Np.er or Np,uncr are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The nominaf pulfout strength in cracked concrete of the carbon steel KB-TZ installed in the soffit of sand- lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures SA and 58 is given in Table 5. In accordance with ACf 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated in accordance_ with Eq-1 , whereby the value of Np,cteck.cr must be substituted for Np.er and the value of 3,000 psi (20.7 MPa} must be substituted for the varue of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318- 14 17.4.3.6 or ACI 318-11 0.5.3.6, as applicable, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the value of Np,deck.uncr must be substituted for Np.uncrand the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa} in the denominator. The use of stainless steel KB-TZ anchors installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report 4.1.5 Requirements for Static Steet Strength in Shear: !he nominal steel strength in shear, Vsa. of a single anchor rn accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, is given in Table 3 and Table 4 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. D-29, as appli.cable. The shear strength V$8.deck of the carbon-steel KB-TZ as governed by steel failure of the KB-TZ installed in the soffit of sand-lightweight or nonnal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 58 and SC, is given in Table 5. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or VCbg, respectively, must be calculated in accordance with ACI 318~14 17.5.2 or ACI 318-11 D.6.2, as applicable, 4.?39-05-16 05/26/2016 78 of 104 ESR-1917 I Most Widely Accepted and Trusted ' with modifications as described in this section. The basic concrete breakout strength, Vb, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 0.6.2.2, as applicable, based on the values provided in Tables 3 and 4. The value of te used in ACI 318-14 Eq. 17.5.2.2a or AC! 318-11 Eq. D-33 must be taken as no greater than the lesser of her or 8da. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures SA. SB and SC, calculation of the concrete breakout strength in shear is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength of a single anchor or group of anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318-1417.5.3 or ACI 318-11 D.6.3, as applicable, modified by using the value of kcp provided in Tables 3 and 4 of this report and the value of Neb or Nr:1Jg as calculated in Section 4.1.3 of this report. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or nonnal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures SA, 58, and 5C. calculation of the concrete pry-out strength in accordance with ACI 318-14 17.5.3 or ACI 318- 11 D.6.3 is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with AC! 318- 1417.2.3 orACI 318-11 0.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 (-08, -05) D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC, as applicable. The anchors comply with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, as ductile steel elements and must be designed in accordance with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6 or 17.2.3.7; or ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5 or 0.3.3.6; or ACI 318-05 D.3.3.4 or D.3.3.5, as applicable. Strength reduction factors, ¢,, are given in Tables 3 and 4 of this report. The anchors may be installed in Seismic Design Categories A through F of the IBC. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACl 318-14 17.4.1 and 17.4.2 or ACI 318-11 0.5.1 and 0.5.2, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-14 17.4.3.2 or ACt 318- 11 D,5.3.2. as applicable. the appropriate pullout strength in tension for seismic loads, Np,eq, described in Table 4 or Np.deck.er described in Table 5 must be used in lieu of Np, as applicable. The value of Np,eq or Np.deck.er may be adjusted by calculation for concrete strength in accordance with Eq-1 and Section 4.1.4 whereby the value of Np.deck,C! must be substituted for Np.er and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2.500 psi (17.2 MPa) in the denominator. If no values for Np,eq are given in Table 3 or Table 4, the static design strength values govern. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318- 11 D.6.2 and 0.6.3, respectively, as applicable, as Page 3 of 14 described in Sections 4.1.6 and 4, 1. 7 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal steel strength for seismic loads, Vsa.eq described in Table 3 and Table 4 or Vsa.deek described in Table 5 must be used in lieu of Vsa, as applicable. 4.1.9 Requirements for interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the design must be performed in accordance with ACI 318~14 17.6 or ACI 318-11 D.7, as applicable. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or AC! 318-11 0.8.1 and 0.8.3, respectfvely, as applicable, values of Smin and Cm1n as given in Tables 3 and 4 of this report must be used. In lieu of ACI 318-14 17.7.5 or ACI 318~11 D.8.5, as applicable, minimum member thicknesses hmtn as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance, cm1n. and spacing, Smm, may be derived by linear interpolation between the given boundary values as described in Figure 4, For carbon steel KB-TZ anchors installed on the top of normal-weight or sand-lightweight concrete over profile steel deck floor and roof assemblies, the anchor must be installed in accordance with Table 6 and Figure 50. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assembaes, the anchors must be installed in accordance with Figure 5A, 58 and 5C and shall have an axial spacing along the flute equal to the greater of 3heror 1.5 times the flute width. 4.1.11 Requirements for Critical Edge Distance: In applications where c < Cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with AC! 318-14 17.4.2 or ACI 318~11 D.5.2, as applicable, must be further multiplied by the factor !/lcp.N as given by Eq-1: (Eq-3) whereby the factor lflcp,N need not be taken as less than 1·;~·1 • For all other cases, lflcp.N = 1.0. In lieu of using ACI 318-14 17.7.6 or ACI 318-11 0.8.6 as applicable, values of Cac must comply 'with Table 3 or Table 4 and values of Cac,decJ< must comply with Table 6. 4.1.12Sand-lightweight Concrete: For ACI 318-14, ACI 318-11 and 318-08, when anchors are used in sand'- lightweight concrete, the modification factor Aa or ,\, respectively, for concrete breakout strength must be taken as 0.6 in lieu of AC! 318-14 17.2.6 (2015 IBC), ACI 318-11 0.3,6 (2012 IBC) or ACI 318-08 0.3.4 {2009 IBC). In addition the pullout strength Np.er; Np,urwr and Np.eq must be multiplied by 0.6, as applicable. For AC! 318-05 (2006 IBC), the values Nb, Np.er. Np.unC!, Np,eq and V1, determined in accordance with this report must be multiplied by 0.6, in lieu of ACI 318-05 D.3.4. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, this reduction is not required. Values are presented in Table 5 and installation details are show in Figures 5A, 58 and 5C. 05/26/2016 79 of 104 I ESR-1917 I Most Widely Accepted and Trusted 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows: Ta11owable,ASD V aJJowaote.ASD where: Ta1towabte,ASD V 81/owa/Jle.ASD ex ::: ::: = Allowable tension load (lbf or kN). :: Allowable shear load (lbf or kN). = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, ACI 318-05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable (lbf or N). = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D. ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, AC! 318-05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable {lbf or N). = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, ex must include all applicable factors to account for nonductile failure modes and required over- strength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes in shown in Table 7. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACl 318-14 17.6 or ACI 318-11 D.7, as applicable, as follows: For shear loads Vapp11ec1 s 0.2Va11owabte,ASD, the full allowable load in tension must be permitted. For tension loads Tapplied :S 0.2Tanowabte,ASD, the full allowable load in shear must be permitted. For all other cases: T 11pplled + V 11pp!led :S 1 . 2 T a.llowabLe,ASO V aUownb!e,ASD (Eq-4) 4.3 Installation: Installation parameters are provided in Tables 1 and 6 and Figures 2, 5A, 58, SC and 50. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KB-TZ must be installed in accordance with manufacturer's published Page 4 of 14 instructions and this report In case of conflict, this report governs. Anchors must be installed in holes drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI 8212.15-1994. The minimum drilled hole depth is given in Table 1. Prior to installation, dust and debris must be removed from the drilled hole to enable installation to the stated embedment depth. The anchor must be hammered into the predrilled hole until hnom is achieved. The nut must be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in the soffit of concrete on steel deck assemblies. the hole diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 1/s inch (3.2 mm). For member thickness and edge distance restrictions for installations Into the soffit of concrete on steel deck assemblies, see Figures SA, 58 and 5C. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 IBC and 2012 IBC; Section 1704.15 and Table 1704.4 of the 2009 IBC; or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, anchor spacing, edge distances, concrete member thickness, tightening torque, hole dimensions, anchor embedment and adherence to the manufacturer's printed installation instructions. The special Inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed. where applicable. 5.0 CONDITIONS OF USE The Hilti KB-TZ anchors described in this report comply With the codes listed in Section 1. 0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions, minimum embedment depths and other installation parameters are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. 5.3 Anchors must be limited to use in cracked and uncracked normal-weight concrete and sand- lightweight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) {minimum of 24 MPa is required under ADIBC Appendix l, Section 5.1.1 l, and cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, fN,, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. SA The values of f c used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable design values are established in accordance with Section 4.2. 5. 7 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3, 4, and 6, and Figures 4, 5A, 58, 5C and 50. 05/26/2016 80 of 104 ESR-1917 I Most Widely Accepted and Trusted · 5.8 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > fr), subject to the conditions of this report. · 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the tBC, subject to the conditions of this report 5.12 Where not otherwise prohibited in the code, KB-TZ anchors are permitted for use with fire-resistance- rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane are protected by approved fire-resistance-rated materials. or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. Page 5 of 14 5.13 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.14 Use of anchors made of stainless steel as specified in this report are permitted for exterior exposure and damp environments. 5.15 Use of anchors made of stainless steel as specified in this report are permitted for contact with preservative- treated and fire-retardant-treated wood. 5.16 Anchors are manufactured by Hilti AG under an approved quality-control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMlTIED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements {AC193), dated June 2012, {editoriaUy revised April 2015), which incorporates requirements in ACI 355.2- 07 I ACI 255.2-04 for use in cracked and uncracked concrete. 6.2 Quality-control documentation. 7.0 IDENTIFICATION The anchors are idenhfted by packaging labeled with the manufacturer's name (Hilti, Inc.) and contact information, anchor name, anchor size, and evaluation report number (ESR~1917). The anchors have the letters KB-TZ embossed on the anchor stud and four notches embossed into the anchor head. and these are visible after installation for verification. 4?39-05-16 05/26/2016 81 of 104 ESR-1917 Most Widely Accepted and Trusted Page S of 14 TABLE 1-SETIING INFORMATION (CARBON STEEL ANO STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter (in.) INFORMATION Symbol Units 3/a 1,2 s,. ,,4 d. In. 0.375 0.5 0.625 0.75 AnchorO.D. (d.;2 (9.5) (12.7) (15.9) (19.1) (mm) Nominal bit dbil In. 3/g 1'2 sis 3/4 diameter Effective min. In. 2 2 31/4 31/s 4 33/4 43/4 embedment h., (mm) (51) (51) (83) (79) (102) (95) (121) Nominal in. 2511s 23/s t'ls 3'Jf1s 47/,e 45/,e 59/is embedment hnom (mm) (59) (60) (91) (91) (113) (110) (142) In. 2% 25/s 4 33/4 43/4 41/i 53/4 Min. hole depth ho (mm) (67) (67) (102) (95) (121) (114) (146) Min. thickness of In. 1/4 3/4 1,4 3/e 3/4 1/3 15/s fastened part1 t,,,,, (mm) (6) (19) (6) (9) (19) (3) (41) Required ft-lb 25 40 60 110 T11>st Installation torque (Nm) (34) (54) (81) (149) Min. dia. of hole In. r/1s 9/10 11/,e 13116 in fastened part db (mm) (1t.1) (14.3) (17.5) (20.6) Standard anchor In. 3 33/4 5 33i4 41/2 51/2 tench 7 43/4 6 81/2 10 51/2 8 10 lengths (mm) (76} (95) <121) I (95) (114) (140} (178) {121) (152) (216) (254) (140) (203} (254) · Threaded length t-In. 1,8 15/e 271a 15/e 23/a 33/a 47/a 11'2 23/4 51/4. 63/4 11'2 4 {ind. dog point) (mm) (22) (41) (73) (41) (60) (86) (124) (38} (70) (133) (171) (38) (102) Unthreaded In. 21/s zlls 31/4 4 length t..u,, (mm} (54) (54) (83) (102) 1The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. 2The notation in parenthesis is for the 2006 IBC. mandrel-----! expansion --- element 4239-05-16 UNC thread bolt FIGURE 1-HIL Tl CARBON STEEL KWIK BOLT TZ (KB-TZ} 05/26/2016 ---dog point ..._ ___ hex nut 82 of 104 6 (152) ESR-1917 I Most Widely Accepted and Trusted Page 7 of 14 lthread i t lanch lunthr da het hnom ho FIGURE 2-KB-TZ INSTALLED TABLE 2-LENGTH IDENTIFICATION SYSTEM (CARBON STEEL ANO STAINLESS STEEL ANCHORS) Length ID marking A B C D E F G H I J K L M N 0 p Q R s T u V w on bolt head Length of From 1Y:. 2 2Y. 3 3Y:. 4 4 Yi 5 5% 6 6% 7 7 Y:, 8 SY:. 9 9 y. 10 11 12 13 14 15 anchor, Up to btJt f-,, not 2 2 y. 3 3Y:. 4 4 Y:, 5 5 y. 6 6 Y:, 7 7 y. 8 8Y:. 9 9 y. 10 11 12 13 14 15 16 (inches) including FIGURE 3-BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAO NOTCH EMBOSSMENT 4239-05-16 05/26/2016 83 of 104 ESR-1917 Most Widely Accepted and Trusted TABLE 3-DESIGN INFORMATION, CARBON STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 3/a 1/2 in. 0.375 0.5 AnchorO.D. da(do} (mm} (9.5) (12.7) Effective min. embedment1 in. 2 2 31/4 31/a he1 (mm) (51) (51) (83) (79) Min. member thickness2 in. 4 5 4 6 6 8 5 hmin (mm) (102) (127) (102) (152) (152) (203) (127) in. 43/s 4 5''2 41'2 71/2 6 6''2 Critical edge distance c,., (mm) (111) (102) {140) (114) (191) (152) (165) In. 2112 23'4 23/s 3°/s Cm,,, (mm) (64) (70) (60) (92) Min. edge distance in. 5 53/4 s',. 61/s for s ~ (mm) (127) {146) (146) (156) in. 2112 2\ 23/a 3''2 Smin (mm) (64) (70) (60) {89) Min. anchor spacing In. 3°/a 41/a 31/2 43/, for c;,: (mm) (112) (105) (89) (121) in. 25/s 2°/a 4 3'/4 Min. hole depth in concrete ho (mm) (67) (67) (102) (98) Min. specified yield strength f, 1Mn2 100,000 84,600 (N/mm2) (690} (585) Min. specified ult. strength ,<A. lb/in' 125,000 106,000 (N/mm2) (662) (731) Effective tensile stress area In~ 0.052 0.101 A.._N (mm2) (33.6) (65.0) Steel strength in tension lb 6,500 fo.705 N,. (kN) (28.9) (47.S) Steel strength in stlear lb 3,595 5,495 v,. (kN) (16.0) (24.4) Steel strength in shear, seismic3 lb 2.255 5,495 v, ... q (kN) (10.0) {24.4) Pullout strength uncracked lb 2,515 5,515 concrete• Np._, (kN) (11.2} NA (24.5) NA Pullout strength cracked concrete 4 Np.er lb 2,270 NA 4,915 NA (kN) (10.1) (21.9) Anchor categorys 1 Effectiveness factor I<..,.,. uncracked concrete 24 Effectiveness factor kc, cracked concrete6 17 'llc.l<F l<,,,,,./kc, 7 1.0 Coefficient for pryout strength, k.., 1.0 Strength reduction factor p for tension. steel failure modes8 0.75 Slrength reduction factor /for shear. steel failure modes8 0.65 Strength reduction ; feclor for tension, concrete failure modes or pullout, Condition 89 0.65 Strength reduction tj_ factor for shear, concrete failure modes, Condition 89 0.70 Axial stiffness in service load p.,.,.,. lb/in. 700,000 range'" /Jcr lb/in. 500.000 For SI: 1 inch= 25.4 mm. 1 lbf = 4.45 N. 1 psi= 0.006895 MPa. For pound-inch units: 1 mm= 0.031137 inches. 'see Fig.2. s,, 0.625 (15.9) 4 (102) 6 8 (152) (203) s•,. 63'4 (222) {171) 31/4 (83) 5 /s (149) 3 (76) 41/4 (108) 43/, (121) 84,800 {585) 106,000 (731) 0.162 (104.6} 17,170 (76.4) 8,090 (36.0) i,600 (33.8} 9,145 (40.7) NA 2.0 2For sand~ightweighl or normal-weight concrete over metal deck, see Figures 5A, 5B, SC and 50 and Tables 5 and 6. 3See Section 4.1.8 of this report. 4For all design cases 'l'c.P"'1.0. NA (not applicable) denotes that this value does not control /or design. See Section 4.1.4 of this report. ssee ACI 318-14 17.3.3 or AC! 318-11 0.4.3, as applicable. 6See AC! 316-14 17.4.2.2 or AC! 316-11 0.5.2.2, as applicable. Page 8 of14 ,,. 0.75 (19.1) a',. 4•,. (95) (121) 6 8 8 (152) (203) (203) 10 8 9 (254) (203) (229) 43/4 41/a (121) (105) 101/2 8'/e (287) (225) 5 4 (127} (102) 91h 73,. (241} (197} 4''2 5'1. (117} (146} 64,800 (585} 106,000 (731) 0.237 (152.8) 25,120 (111.8) 13,675 (60.8) 11,745 {52.2) 8.280 10,680 (36.8) (47.5) NA NA 7 For all design cases 'l'c.N =1.0. The appropriate effectiveness factor for cracked concrete (k") or uncracked concrete (ku,,.,) must be used. 6The KB-TZ is a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 0.1, as applicable. 9For use with the load combinations of AC! 318-14 Section 5.3 or ACI 318-11 Section 9.2. as applicable. Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3{c) or ACI 318-11 D.4.3(c), as applicable. is not provided, or where pullout or pryout strength governs. For cases where the rcresence of supplementary reinforcement can be verified, the strength reduction factors associated With Condition A may be used. 0Mean values shown. actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. A 'J'<Q-OFi-16 05/26/2016 84 of 104 ESR-1917 I Most Widely Accepted and Trusted TABLE 4-DESIGN INFORMATION, STAINLESS STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 3,. 1/2 ,,, in. 0.375 0.5 0.625 AnchorO.O. da(do) (rnm} (9.5} (12.7) (15.9) Effective min. embedment' in. 2 2 3 ,. 31/4 4 h., (mm) (51} (51) (83) (79} (102) in. 4 5 4 6 6 8 5 6 8 Min. member thiekness hm., (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) in. 4'1a 3'/s 5''2 41/2 7'1z 6 7 6'/a 6 Critical edge distance c.., (mm) (111) (98) (140) (114) (191) (152) (178) (225) (152) in. 2'1z 2 /a 21/a Cmif> (mm) (64) (73) (54) Min. edge distance in. 5 53/4 51/4 fors~ (mm) (127} (146) (133} in. 2'/4 27/a 2 Smi, (mm) (57) (73) (51) Min. anchor spacing in. 31/2 41/2 31/4 tore~ (mm) (69) (114) (63) Min. hole depth in concrete in. 2% 2'1, 4 ho (mm) (67) (67) (102) Min. specified yield strength lb/in2 92,000 92,000 fy (Nlmm2) (634} (634} Min. specified ult. Strength , ... lbfin2 115,000 115,000 (Nlmm2} (793) (793) Effective tens»e stress area in2 0.052 0.101 A,.,N (mm2) (33.6} (65.0) Steel strength in tension N,. lb 5,968 11,554 (kN} (26.6) (51.7) Steel strength in shear v .. lb 4,720 6,880 (kN) (21.0) (3o.G) Pullout strength in tension, Np . .,, lb NA 2,735 NA seismic2 (kN) (12.2) Steel strength in shear, seismic2 v ...... lb 2,825 6,880 (kN) (12.6) (30.6} Pullout strength uncracked Np.""" lb 2,630 NA 5,760 concrete3 (kN) (11.7) (25.6) Pullout strength cracked Np.ct lb 2.340 3,180 NA concrete3 (kN) (10.4) (14.1) Anchor category• 1 2 Effectiveness factor k.-uncracked concrete Effectiveness factor ko, cracked concrete• 17 24 17 'l'c,11=k~8 Strength reduction factor 1Hor tension. steel failure modes7 Strength reduction factor ¢ for shear, steel failure modes7 Strength reduction ;_ factor for tension, concrete failure modes, Condition a• 0.65 0.55 Coefficient for pryout strength, kc;, 1.0 Strength reduction ;_ factor for shear. concrete failure modes. Condition B8 Axial stiffness in service load P-lb/in. range9 Pa lb/in. For SI: 1 inch= 25.4 mm. 1 lbf = 4.45 N, 1 psi= 0.006895 MP a For pound-inch units: 1 mm= 0.03937 inches. 1See Fig. 2. 31/4 2-3/8 (63) {60) 51/2 51/2 (140) (140) 23/4 2°/a (70) (60) 41/a 41/4 (105) (106} 33/4 43/4 (98) (121} 92,000 (634) 115,000 (793) 0.162 (104.6) 17,680 {62.9) 9,870 (43.9) NA 9,350 (41.6) NA NA 5,840 (26.0) 1 24 17 17 1.0 0.75 0.65 0.65 2.0 0.70 120,000 90,000 2See Section 4. 1 ,8 of this report. NA {not applicable) denotes that this value does not control for design. :For all design cases %.P=1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. SeeACI 318-1417.3.3 or ACI 318-11 0.4.3, as applicable. 5See ACI 318-14 17.4.2.2 or ACI 318--11 D.5.2.2, as applicable. Page 9 of 14 31, 0.75 (19.1) 331. 43/, (95) (121) 6 8 8 (152) (203) (203) 10 7 9 (254) (178) (229) 41/, 4 (108) (102) 10 81/2 (254) (216) 5 4 (127) (102) 91/2 7 (241) (176) 41/2 s,,. (117) (146) 76,125 (525) 101,500 (700) 0.237 (152.6) 24,055 (107.0} 15.711 (69.9) NA 12,890 (57.3) 12,040 NA (53.6) 8,110 (36.1} NA I 24 17 aFor all design cases 'Pc.11 = 1.0. The appropriate effectiveness factor for cracked concrete (kcr) or uncrecked concrete (kurrcr) must be used. 7The KB-TZ is a ductile steel element as defined by ACl 318 D.1. 8For use with the load combinations of ACI 316-14 Section 5.3 or ACI 316-11 Section 9.2. as applicable. Condition B applies where supplementary reinforcement in conformance with ACl 316-14 17.3.3(c) or ACI 316-11 D.4.3(c). as applicable, is not provided. or where pullout or piyout strength governs. For cases where the presence of supplementaiy reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 9Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. ,1 "')':l_Q_(\t;_ 16 05/26/2016 85 of 104 ESR-1917 I Most Widely Accepted and Trusted Page 10 of 14 Sminat C ~ edge distance c FIGURE 4-INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5-HILTI KWIK BOLTTZ {KB-TZ) CARBON STEEL ANCHORS TENSION ANO SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1•c.r.a DESIGN INFORMATION Symbol Units % Anchor Diameter 1,2 % Effective Embedment Deoth h.1 in. 2 2 31/4 31/a- Minimum Hole Deoth ho in. 25/a 2% 4 33/4 Loads According to Figure 5A Pullout Resistance, uncracked concrete 5 Np.dtck.uru:, lb 2,060 2,060 3,695 2,825 Pullout Resistance, cracked concrete 8 Np.<1-.:k.<t lb 1,460 1,460 2,620 2,000 Steel Strength ln Shear 7 v...-lb 2,130 3,000 4,945 4,600 Steel Strength in Shear, Seismic8 v .... ~ock,oq lb 1,340 3,000 4,945 4,320 Loads According to Figure 58 Pullout Resistance, uncracked Np.<1e<1<.uncr lb 2,010 2,010 3,695 2,825 concrete 5 Pullout Resistance, cracked concrete 8 Np.deck.er lb 1,425 1.425 2,620 2,000 Steel Strength in Shear 1 Va.deck lb 2,060 2,060 4,065 4,600 Steel Strenoth in Shear, Seismic 6 V,a.11ec1<,oq lb 1,340 1,460 4,065 4,320 Loads According to Figure 5C Pullout Resistance. uncracked Np,declc.uncr lb 1,845 1,865 3,375 4,065 concrete 5 Pullout Resistance, cracked concrete s Np.dooJ<.cr lb 1,660 1,325 3,005 2,885 Steel Strength in Shear 7 v .. .detl< lb 2,845 2,585 3,945 4,705 Steel Strenath in Shear, Seismic8 Vff.oeck.eq lb 1,790 2,585 3,945 4,420 1 Installations must comply with Sections 4.1.10 and 4.3 and Figures 5A. 56 and SC of this report. 2 The values for cpp in tension and cp.., in shear can be found in Table 3 of this report. 3/4 4 33/, 43/4 41/z 6,555 4,255 4,645 3,170 6,040 6,190 5,675 5,315 5,210 4,255 3,875 3170 5,615 6,190 5,275 5,315 3 The characteristic pullout resistance for concrete compressive strenfilhS greater than 3,000 psi may be increased by multiplying the value in the table by (f' 0/ 3000) 112 for psi or (f '•' 20. 7) for MPa [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. • Evaluation of concrete breakout capacity in accordance with ACI 318~1417.4.2, 17.5.2 and 17.5.3 or ACI 318-11 D.5.2, D.6.2, and D.6.3, as applicable, is not required for anchors installed in the deck soffit. 5 The values listed must be used in accordance with Section 4.1.4 of this report. 6The values listed must be used in accordance with Sections 4.1.4 and 4.1.8.2 of this report. 7 The values listed must be used in accordance with Section 4.1.5 of this report. 8 The values listed must be used in accordance with Section 4. 1.8.3 of this report. Values are applicable to both static and seismic load combinations. 05/26/2016 86 of 104 ESR-1917 I Most Widely Accepted and Trusted Page 11 of 14 TABLE 6-HILTI KWIK BOLT TZ (KB-TZ) CARBON STEEL ANCHORS SETTING INFORMATION FOR lNSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5D1,2.3,4 Nominal anchor diameter DESIGN INFORMATION Symbol Units i,8 Effective Embedment Depth h., in. 2 Nominal Embedment Depth hnom in. 25'16 Minimum Hole Depth ho in. f'la Minimum concrete thickness5 hmm,doek in. 31/4 Critical edge distance C,ic.tiecJt.top in. 41/2 Minimum edge distance Cm11,,tJeok.top in. 3 Minimum spacing Smin,d<!ck,top in. 4 Required Installation Torque T1n,;1 ft-lb 25 11nstalla1ion must comply with Sections 4.1.10 and 4.3 and Figure 5D of this report. 2For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of hmn, Cmn, and s1r10• 3Design capacity shall be based on calculations according to values in Table 3 and 4 of this report. 4Applicable for 31/4-in s hmn.e1e<:1< < 4-in. For h,,.;n.c1ook .!: 4-inch use setting information in Table 3 of this report. 5Minimum concrete thickness refers to concrete thickness above upper flute. See Figure 50. I MIN. ,.112• II I I MIN. 12' lYP. ---11--MAX. 1• OFFSET, TYP. MCK.20GAUGE STEeL W-OECK I /z 2 23/s 25/a 31/4 6 41/2 6\ 40 FIGURE 5A-INSTALLA TION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES 1 1Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. -·-r .. Min. 2-1/2" for 3/8, 1/21 and 5j8x3-1/8 Min. 3-1/4" for 5j8x4 I and 3/4x3-3/4 f --r Max. 3" I * Minimum 5/8" Typical ~\ Minimum . 20Gauge Steel W-Deck FIGURE 58-INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES1 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. A ?~Q-05-16 05/26/2016 87 of 104 ESR-1917 I Most Widely Accepted and Trusted : : •·:-,:-:-' 0MIN. 2-112": ~-· 3/4" MIN ... ...... MIN. 3,000 PSI NORMAL OR SANO• i? LIGHlWEIGHT CONCRETE UPPER FLUTE (VALLEY) MIN 3-112' MIN6"TYP ., .-~----.-·······--···--__ , MIN. 20GUAGE STEEL W-OECK LOWER FlUTE {RIOGE) Page 12of 14 FIGURE 5C-INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL OECK FLOOR AND ROOF ASSEMBLIES-B OECK1'2 1Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 1 la-lnch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with tower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 2Anchors may be j:)laced in the upper flute of the steel deck profiles in accordance with Figure 58 provided the concrete thickness above the upper flute is minimum 311,·inch and the minimum hole clearance of 511rinch is satisfied. :i: ~ 2·;;; i :id!:! 21_~-.,. ____ J '.; MIN 0: ; .:--..... , > i 1-314" :1,11N.2-1r.l"· :-. ···-< Ml~. a.o'oo PSI NORMAL OR SAND- , LIGHTWEIGHT CONCRETE UPPER FLUTE (VALLEY) MIN 3-112" MlN G·TYP --: . · MIN. 20 GUAGE STEEL W.OECK · ... ·· LOWER FLUTE (RIDGE) FIGURE SD-INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR ANO ROOF ASSEMBLIES ,,z 'Refer to Table 6 for setting infoonation for anchors in to the top of concrete over metal deck. 2Applioable for 31/~-in s: hm1n < 4-in. For hm1n.:: 4-inch use setting infonnation in Table 3 of this report. TABLE 7-EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES Carbon Steel Nominal Anchor Embedment depth (in.) diameter (in.) Carbon Steel 3/s 2 1,105 1,2 2 1,490 31/4 2,420 sis 31/a 2,910 4 4,015 J/4 33/4 3,635 43/4 4,690 For SI: 1 lbf = 4.45 N, 1 psi= 0.00689 MPa 1 psi = 0.00689 MPa. 1 inch= 25.4 mm. 1Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. Allowable tension (lbf) f~= 2,500 psi 3Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading). 430% dead load and 70% live load, controlling load combination 1.20 + 1.6 L. 5Calculation of the weigtited average fora= 0.3*1.2 + 0.1·1.6::: 1.48. 8f 'c = 2,500 psi (normal weight concrete). 7Ce1 =Cai<! C.. Stainless Steel Stainless Steel 1,155 1,260 2,530 2,910 4,215 3,825 5,290 8h:? limn 9values are for Condition B 'Mlere supplementary reinforcement in accordance with ACI 318-14 17.3.3(c} or AC! 318-11 D.4.3(c) is not provided, as applicable. 05/26/2016 88 of 104 ESR-1917 I Most Widely Accepted and Trusted 1. Hammer drill a hole to the same nominal cliameter as the Kwlk Bolt 1Z. ThG hole depth must equal the anchor embedment listed in Table 1. The fixture may be used as a drilling temp'<ate to ensure pr-0per 3nchor location. 3. Drive the KWiK Bolt TZ lnto the hOle using a hammer. Toe anchor must be driver. until the nominal embedment is achieved. 2. Clean ho\e. 4. Tighten the nut to the re qui red installation torque. FIGURE 6-INSTALLATION INSTRUCTIONS .1?19-05-16 05/26/2016 Page 13 of 14 89 of 104 ESR-1917 I Most Widely Accepted and Trusted Given: Two 1 /z-inch carbon steel KB-TZ anchors under static tension load as shown. h,r = 3.25 in. Normal weight concrete, r. = 3,000 psi No supplementaiy reinforcement (Condition 8 per ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c). as applicable) Assume cracked concrete since no other information is available. Needed: Using Allowable Stress Design (ASD) calculate the allowable tension load for this configuration. Calculation per ACI 318-14 Chapter 17, ACI 318-11 Appendix D and this report Step 1. Calculate steel capacity: ¢ N. ""jnAJ~ = 0.75 x 2 x 0.101x106,000 = 16,0591b Check whetherf .... is not greater than 1.9f,... and 125,000 psi. Step 2. Calculate concrete breakout strength of anchor in tension: N = ANe N cl>g A Vfec.Nlf od.J,,l•f c,Nl/f q1,N b Neo Step 2a. Verify minimum member thickness, spacing ano edge distance: ham= 6 in. s; 6 in. :. ok I 2.375-5.75 s ope ,., = -3.0 3.5-2.375 Smn At t T ftlt1W 't' A For cmin = 4in ~ smin = 5.75 • [(2.375 • 4.0)(-3.0}] = 0.875 < 2.375in < 6in :. ok 2.375 controls 1----..i.. 0.875 .__ __ ....,. 3.5, 2.375 4 Cmin Step 2b. For AN check 1.5h41 "" 1.5(3.25) = 4.88 in> c 3.0h,, :: 3(3.25) = 9.75 in> s Step 2c. Calculate A11c<> and AM> for the anchorage: ANco = 9h;1 = 9 X (3.2S)Z = 95.lin.i ANo = ( 1.Sh.1 + C )(3h,1 + s) = [1.S X (3.25) + 4][3 X (3.25) + 6] = 139.B(n. 2 < 2AN,o :. ok Step 2d. Determine vi ec,N : e~ = 0 :. tfl ec,N =: 1.0 Step 2e. Calculate Nb:Nb = kcrA.a..fl!h;J = 17 x 1.0 x v3.ffiffi x 3.2515 = 5,456 lb Step 2f. Calculate modification factor for edge distance: ff ed N = 0.71-0.3--4-= 0.95 ' 1.5(3.25) Step 2g. Calculate modification factor for cracked concrete: 1/f c,N =1.00 (cracked concrete) Step 2h. Calculate modification factor for splitting: If/ .,,,N =1.00 (cracked concrete) S . 139.a tep 21. Calculate pNct,g: ;Ncbg=0.65 x95.1 x 1.00 x 0.95 x 1.00 x 5,456 = 4,952 lb ~ . Step 3. Check pullout strength: Table 3, ¢, nNprt.rc = 0.65 x 2 x 5,515 lb x ,J2,50o"' 7,852 lb >4,952 •• OK Step 4. Controlling strength: ¢ Ncbg = 4,952 lb < ¢nNIY' < ¢IN, :. tfl'lcbg controls Step 5. To convert to ASD, assume U = 1.20 + 1.6L: T-= ~-:~z = 3,346 lb. FIGURE 7-EXAMPLE CALCULATION A ')~Q-0!1-16 05/26/2016 ACI 318-14 Ref. 17.4.1.2 17.3.3(a) 17.4.2.1 17.7 17.4.2.1 17.4.2.1 17.4.2.4 17.4.2.2 17.4.2.5 17.4.2.6 17.4.2.1 17.3.3(c) 17.4.3.2 17.3.3(c) 17.3.1.2 Page 14of 14 ACI 318~11 Ref. D.5.1.2 D.4.3(a) D.5.2.1 0.8 D.5.2.1 0.5.2.1 D.5.2.4 0.5.2.2 D.5.2.5 D.5.2.6 0.5.2.1 D.4.3(c) 0.5.3.2 D.4.3(c) D.4.1.2 90 of 104 Report Ref. §4.1.2 Table 3 §4.1.3 Table 3 Fig.4 Table3 Table 3 Table 3 Table3 Table~ § 4.1.11 Table: § 4.1.: Table § 4.1. Tabli Table § 4 .. Jia's ICC EVALUATION ~· SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report www.icc-es.org J (800) 423-6587 I (562) 699-0543 DIVISIOM: 03 00 00-CONCRETE Section; 03 16 00-Concrete Anchors DIVISION: 05 00 00-METALS Section: ()5 0519-Post-lnstalled Concrete Anchors REPORT HOLDER: HILT!, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HiltiTechEng@ys.hilti.com EVALUATION SUBJECT: HfL Tl KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ I (KH-EZ I) CARBON STEEL SCREW ANCHORS FOR use IN CRACKED AND UNCRACKEO CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: • 2015, 2012, 2009, and 2006 International Building Code® (IBC} • 2015, 2012, 2009, and 2006 lntemational Residential Code®(IRC) • 2013 Abu Dhabi International Building Code (ADIBC)t tr11e ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this rel)Oli are tile same sections in the ADIBC. Property evaluated: Structural 2.0 USES The Hilli KWIK HUS-EZ (KH-EZ) screw anchors are used to resist static, wind and seismic tension and shear loads in cracked and uncracked normat~weight and lightweight concrete having a specified strength, fc. of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal-weight or sand-lightweight concrete over steel deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa} [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1 ]. The KWIK HUS-EZ I {KH-EZ I) screw anchors are used to resis1 static, wind and seismic tension and shear loads only in cracked and uncracl<ed normal-weight and lightweight concrete having a specified strength, fc. of ESR-3027 Reissued December 2015 Revised February 2016 This report is subject to renewal December 2017. A Subsidiary of the International Code Council® 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal-weight or sand-lightweight concrete over steel deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The Hilti KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I {KH-EZ I) screw anchors are an alternative to anchors described in Section 1901.3 of the 2015 IBC, Sections 1908 and 1909 of the 2012 IBC, Sections 1911 and 1912 of the 2009 and 2006 18C. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the !RC. 3.0 DESCRIPTION 3.1 KWIK HUS-EZ (KH-EZ): Hilti KWIK HUS-EZ (KH-EZ) anchors are comprised of a body with hex washer head. The anchor is manufactured from carbon steel and is heat-treated. It has a minimum 0.0003-inch-thick (8 µm} zinc coating in accordance with DIN EN ISO 4042. The anchoring system is available in a variety of lengths with nominal diameters of 1/4 inch 3Ja inch, 1'2 inch, 5ta inch and 3/4 inch. A typical KWIK HUS-EZ (KH-EZ) is illustrated in Figure 2. The hex head is larger than the diameter of the anchor and is formed with serrations on the underside. The anchor body is formed with threads running most of the length of the anchor body. The anchor is instalied in a predrilled hole with a powered impact wrench or torque wrench. The anchor threads cut into the concrete on the sides of the hole and interlock with the base material during installation. 3.2 KWIK HUS..EZ I (KH-EZ I): The KW!K HUS-EZ I (KH-EZ I) anchors are comprised of a body with 8 long internally threaded c,4 inch or 3/a inch internal thread) hex washer head. The anchor is manufactured from carbon steel and is heat-treated. It has a minimum 0.0003-inch-thick (8 µm) zinc coating in accordance with DIN EN ISO 4042. The anchoring system is available in two lengths and a nominal diameter of 1/4 inch. A typical KW!K HUS-EZ I (KH-EZ I) is illustrated in Figure 3. The over-sized hex head is larger than the diameter of the anchor and is formed with serrations on the underside. The anchor body is formed with threads running most of the length of the anchor body. The anchor is installed in a predrilled hole with a powered impact wrench or torque wrench directly to the supporting member surface. The anchor threads cut into the concrete on the sides of the hole and interlock with the base material during instaUation. /CC-liS £vah«1fiM Reports art nf>I to be r:011-rtnted us repre,enling aurhelic.1· '" any flther t1llrib11t<s nflt specificul/y addresser/, 11or are they tn be cotr.<ln«d as an endor-sement qf the subject ~f the reporl or a rec-al11111enda1io11for ii.< use. There is no wartonty by ICC l::1•aluo1ion Sen•ice, llC. txpres.t a,· implied, as tu a1tyfindli•g "' .,,her malfer m 1his repori. ",. as I<> any product cm·ered hy 1/,e r•port. mo ~ =--== -Copyright© 2016 ICC Evaluation Service. LLC. All rights reserved. Page 1 of 14 A'"l')Q_{)J:;_10 05/26/2016 91 of 104 ESR-3027 I Most Widely Accepted and Trusted Shear design values in this report for the KWIK HUS EZ I {KH-EZ I) are for threaded inserts with Fu equal to or greater than 125 ksi. For use with inserts with Fu less than 125 ksi, the shear values are multiplied by the ratio of Fu of insert and 125 ksi. 3.3 Concrete: Normal-weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.4 Steel Deck Panels: Steel deck panels must comply with the configurations in Figure 5 and have a minimum base steel thickness of 0.035 inch (0.889 mm). Steel must comply with ASTM A653/A653M SS Grade 33 and have a minimum yield strength of 33,000 psi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2015 IBC, as well as Section R301.1.3 of the 2015 IRC must be determined in accordance with ACI 318~14 Chapter 17 and this report. Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Table 2 through Table 7 of this report are based on the 2015 IBC (ACI 318-14) and 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 0.3.3, as applicable. Strength reduction factors, ¢, as given in ACI 318-14 17.3.3 or ACI 318--11 D.4.3, as applicable, and noted in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the lBC and Section 5.3 of ACI 318-14 or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, rp, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318-11 AppendixC. The value of fc used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. An example calculation in accordance with the 2015 and 2012 IBC is provided in Figure 6. Page2 of 14 318-14 17.4.2.2 or ACI 318-11 0.5.2.2, as applicable, using the values of het and kcr as given in Tables 3 and 7 of this report. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be calculated with the value of kuncr as given in Table 3 and with 1/lc,N= 1.0. For anchors installed in the lower or upper flute of the sofflt of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 5, calculation of the concrete breakout strength in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, is not required. 4.1.4 Requirements for Static Pullout Strength in Tension, Np: The nominal pullout strength of a single anchor in accordance with ACI 318-1417.4.3.1 and 17.4.3.2 or ACI 318-11 0.5.3.1 and 0.5.3.2, as applicable, in cracked and uncracked concrete, Np.er, and Np.uncr, respectively, is given in Table 3. In lieu of ACI 318-14 17.4.3.6 or ACJ 318-11 D.5.3.6, as applicable, f/Jc,P = 1.0 for all design cases. In accordance with AC! 318-14 17.4.3 or AC! 318-11 D.5.3, as applicable, the nominal puUout strength in cracked concrete may be adjusted according to Eq.-1: ( ,, )n N -N JC p,rc -p,cr 2,500 (lb, psi) {N, MPa) (Eq-1) where fc is the specified concrete compressive strength and n is the factor defining the influence of concrete compressive strength on the pullout strength. For the 1/4-inch-diameter anchor at 15/a inches nominal embedment in cracked concrete, n is 0.3. For all other cases, n is 0.5. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in tension may be adjusted according to Eq-2: (lb, psi) (N, MPa) where fc is the specified concrete compressive strength and n is the factor defining the influence of concrete compressive strength on the pullout strength. For the 1/f-inch~iameter anchor at a nominal embedment of 1 'Is inches in uncracked concrete, n is 0.3. For all other cases, n ls 0.5. Where values for Np.er or Np.uncr are not provided in Table 3 of this report, the pullout strength in tension need not be considered. The nominal pullout strength in tension of the anchors Installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as shown in Figure 5, is provided in Table 5 for KWIK 4.1.2 Requirements for Static Steel Strength in HUS-EZ and Table 6 for KWIK HUS-EZ I. In accordance Tension, Nsa: The nominal static steel strength, N$a, of a with ACI 318-14 17.4.3.2 or ACI 318-11 0.5.3.2, as single anchor in tension calculated in accordance with ACI applicable, the nominal pullout strength in cracked concrete 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable, is mustbecalculatedaccordingtoEq-1,wherebythevalueof given in Table 3 of this report. Strength reduction factors,¢, Np,der:k.cr must be substituted for Np.er and the value of corresponding to brittle steel elements must be used. 3,000 psi (20.7 MPa) must be substituted for the value of 4.1.3 Requirements for Static Concrete Breakout 2,500 psi (17.2 MPa) in the denominator. In regions where Strength in Tension, Neb or Ncbg: The nominal concrete analysis indicates no cracking in accordance with ACI breakout strength of a single anchor or a group of anchors 318-14 17.4.3.6 or ACI 318-11 5.3.6, as applicable, the in tension, Neb and Nc11g, respectively, must be calculated in nominal strength in uncracked concrete must be calculated accordance with ACI 318-14 17.4.2 or AC! 318-11 0.5.2, as according to Eq-2, whereby the value of Np,aeck.uncr must be applicable, with modifications as described in this section. substituted for Np.uncr and the value of 3,000 psi (20.7 MPa) The basic concrete breakout strength of a single anchor in must be substituted for the value of 2,500 psi ( 17 .2 MPa) in tension, Nb, must be calculated in accordance with AC! the denominator. "''l')l)_(),::;_1fi 05/26/2016 92 of 104 j ! ESR-3027 I Most Widely Accepted and Trusted 4.1.5 Requirements for Static Steel Shear Capacity, Vsa: The nominal steel strength in shear, Vsa, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable is given in Table 4 of this report and must be used in lieu of the values derived by calculation from AC! 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. D-29, as applicable. The strength reduction factor,¢, corresponding to brittle steel elements must be used. The nominal shear strength Vsa.deck, of anchors instalfed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as shown in Figure 5, is given in Table 5 for KWIK HUS-EZ and Table 6 for KWIK HUS-EZ I. Shear values for KWIK HUS-EZ I (KH-EZ I) are for threaded inserts with Fu 2: 125 ksi. For use with inserts with Fu less than 125 ksi, the shear values are multiplied by the ratio of Fu of insert and 125 ksi. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, Vcb or Vcbg: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or AC! 318-11 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in shear, Vo, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2. as applicable, using the values of te and da (d0) given in Table 4. For anchors installed in the lower or upper flute of the soffrt of sand..Jightweight or normal-weight concrete-filled steel deck floor and roof assembl!es, as shown in Figure 5, calculation of the concrete breakout strength in accordance with ACl 318-14 17.5.2 or ACl 318-11 D.6.2 ls not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear, Vcp or Vcpg: The nominal concrete pryout strength of a single anchor or group of anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318-1417.5.3 or ACI 318-11 D.6.3, as applicable, using the coefficient for pryout strength. l<cp provided in Table 4 and the value of Net> or Ncbg as calculated In Section 4.1.3 of this report. For anchors installed in the lower or upper flute of the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 5, calculation of the concrete pryout strength in accordance WithACI 318-1417.5.3 or ACI 318-11 D.6.3 is not required. 4.1.8 Requirements for Seismic Design: 4.1.B.1 General: For load combinations including seismic, the design must be in accordance with ACI 318-14 17 .2 .3 or AC! 318-11 D.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 or the 2015 IBC. For the 2012 !BC, Section 1905.1.9 shall be omitted. Modifications to AC! 318 {·08, -05) D.3.3 shall be applied under Section 1908.1.9 of the 2009 lBC, or Section 1908.1.16 of the 2006 IBC, as applicable. The anchors comply with AC! 318-14 2.3 or AC! 318-11 0.1, as applicable, as brittle steel elements and must be designed in accordance with AC! 318-14 17.2.3.4 or 17.2.3.5; ACI 318-11 0.3.3.4 or 0.3.3.5; ACI 318-08 D.3.3.5 or D.3.3.6; or ACI 318-05 D.3.3.5, as applicable. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension Page 3 of 14 and in Tables 3 and 6 for KWIK HUS-EZ I, respectively, must be used in lieu of Np. Np.4q or Np,<Jec1<.cr may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report in addition for concrete-filled steel deck floor and roof assemblies the value of 3,000 psi (20.7 MPa} must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. Where values for Np,oq are not provided in Table 3 of this report, the pullout strength in tension for seismic loads need not be evaluated. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1. 7 of this report. In accordance with ACI 318~14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal steel strength for seismic loads, Vsa,eq or Vsa,deck.eq described in Tables 4 and 5 for KWIK HUS-EZ, respectively; and in Tables 4 and 6 for KWIK HUS-EZ I, respectively, must be used in lieu of V,a. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tensile and shear forces, the design must be detennined in accordance with AC! 318-14 17.6 or AC! 318-11 D.7, as applicable. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-1417.7.1 and 17.7.3 or AC! 318-11 D.8.1 and D.8.3, as applicable, values of Smm and CmJn, respectively, as given in Table 2 of this report must be used. In lieu of ACI 318-14 17.7.5 or AC! 318-11 D.8.5, as applicable, minimum member thicknesses, hm;n as given in Table 2 must be used. Additional combinations for minimum edge distance, Cmin, and minimum spacing distance, Smin, may be derived by linear interpolation between the given boundary values as defined in Table 2 of this report. For anchors installed through the soffit of steel deck assemblies, the anchors must be installed in accordance with Figure 5 and shall have an axial spacing along the flute equal to the greater of 3he1or 1.5 times the flute Width. For 11.i-inch and 3/s-inch KWIK HUS-EZ (KH-EZ) anchors installed on the top of steel deck assemblies, values of Cac,deck,top, Sm;n,deck.top, and Cmin,aeck,top, as given in Table 7 of this report must be used. 4.1.11 Requirements for Critical Edge Distance, Cac: In applications where c < Cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension tor uncracked concrete, calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be further multiplied by the factor l.J)cp,N as given by Eq-3: C '11cpN=-• cac (Eq-3) where the factor '-l'cp.N need not be taken as less than 1.Sher --. For all other cases, l./lcp,N = 1.0. In ~eu of using ACI Cac 318-1417.7.6 or ACI 318-11 0.8.6, as applicable, values of Cac must comply with Tables 3 and 7. must be calculated in accordance with ACI 318-14 17.4.1 4.1.12Lightweight Concrete: For the use of anchors in and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, respectively, as lightweight concrete, the modification factor >.a equal to 0.8A applicable. as described in Sections 4.1.2 and 4.1.3 of this is applied to all values of r-;;7:, affecting Nn and Vn. report. In accordance with ACI 318-14 17.4.3.2 or ACI \Ile 318-11 D.5.3.2, as applicable, the appropriate value for For ACI 318-14 {2015 IBC), ACI 318-11 (2012 IBC) and pullout strength in tension for seismic loads, Np.eq or Np.deck.er ACI 318-08 (2009 IBC), 'A shall be determined in described in Tables 3 and 5 for KWIK HUS-EZ, respectively; accordance with the corresponding version of ACI 318. 05/26/2016 93 of 104 ESR-3027 I Most Widely Accepted and Trusted For ACI 318-05 (2006 !BC}, J.. shall be taken as 0.75 for all lightweight concrete and 0.85 for sand-lightweight concrete. Linear interpolation shall be permitted if partial sand replacement is used. In addition, the pullout strengths Np.er, Np,uncr, and Neq shall be multiplied by the modification factor, ).a, as applicable. For anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC must be established using the following equations: r -¢Nn al/owable,ASD --;;-(Eq-4) (Eq-5) V _ ¢Vn al/owable,ASD --;- where: Ta/Jowable,ASD = V allowable ASD = Allowable tension load Allowable shear load (lb, N) (lb, N) ¢Vn a = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2015 !BC Section 1905.1.8, ACI 318- 11 Appendix 0, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, ACI 318- 05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable. = Lowest design strength of an anchor or anchor group in shear as determined in accordance with AC! 318-14 Chapter 17 and 2015 IBC Section 1905.1.6, ACI 318- 11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, AC! 318- 05 and 2006 me Section 1908.1.16, and Section 4.1 of this report, as applicable. = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over-strength. Limits on edge distance, anchor spacing and member thickness as given in Table 2 of this report must apply. An example of Allowable Stress Design tension values is given in Table 8 and Figure 6. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-14 17.6 or ACI 318 (-11, -08, -05) D.7, as follows: For shear loads Vapp11e<1 S 0.2Vanowable,ASD, the full allowable load in tension Ta11owable.ASD shall be permitted. For tension loads Tapplied :; 0.2 Ta11owable.ASD, the full allowable load in shear Vanowab/e,ASD shall be permitted. For all other cases: TapPiiea + Vappl!ed Ta/kYNable.ASO V ellowable.ASO :s 1.2 4.3 Installation: Page4 of 14 KWIK HUS-EZ I (KH-EZ 1) must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into concrete perpendicular to the surface using carbide-tipped masonry drill bits complying with ANSI 8212.15-1994. The nominal drill bit diameter must be equai to that of the anchor. The minimum drilled hole depth is given in Table 2. Prior to installation, dust and debris must be removed from the drilled hole using a hand pump, compressed air or a vacuum. The anchor must be installed into the predrilled hole using a powered impact wrench or installed with a torque wrench until the proper nominal embedment depth is obtained. The maximum impact wrench torque, T1mpac.1.max and maximum installation torque, T;nstJ1W for the manual torque wrench must be in accordance with Table 2. The KWIK HUS-EZ (KH-EZ} and KWIK HUS-EZ I (KH-EZ !) may be loosened by a maximum of one turn and retlghtened with a torque wrench or powered impact wrench to facilitate fixture attachment or realignment. Complete removal and reinstallation of the anchor is not allowed. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more the 1 /s inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffrt of concrete on steel deck assemblies, see Figure 5. For installation of Y.-inch am:! 3/s-lnch KWIK HUS-EZ (KH-EZ) anchors on the top of steel deck assemblies, see Table 7 for installation setting information. 4.4 Special Inspection: Periodic special inspection is required, in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 IBC and 2012 IBC; Section 1704.15 of the 2009 IBC; or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must be on the site periodically during anchor installation to verify anchor type, anchor dimensions, hole dimensions, concrete type, concrete compressive strength, drill bit type and size, hole dimensions, hole cleaning procedures, anchor spacing(s), edge distance(s), concrete member thickness, anchor embedment, installation torque, impact wrench power and adherence to the manufacturer's printed installation instructions and the conditions of this report (in case of conflict, th-is report governs). The special inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC. additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti KWIK HUS-EZ (KH-EZ) and KWfK HUS-EZ l (KH-EZ I) concrete anchors described in this report are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In case of conflict, this report governs. 5.2 Anchor sizes, dimensions, and minimum embedment depths are as set forth in this report. 5.3 Anchors must be installed in accordance with Section 4.3 of this report in uncracked or cracked normal-weight concrete and lightweight concrete Installation parameters are provided in Tables 1. 2 and 7 having a specified compressive strength, fc, of 2,500 and Figures 1, 4A. 48 and 5. Anchor locations must comply psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of with this report and plans and specifications approved by 24 MPa is required under ADIBC Appendix L, Section the code official. The Hilti KWIK HUS-EZ (KH-EZ) and 5.1.1), and cracked and uncracked normal-weight or A ?~Q-05-16 05/26/2016 94 Of 104 I I ESR-3027 I Most Widely Accepted and Trusted sand-lightweight concrete over metal deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1). 5.4 The value of fc used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable stress design values must be established in accordance with Section 4.2 of this report. 5.7 Anchor spacing(s) and edge distance(s}, and minimum member thickness, must comply with Table 2 and Figure 5 of this report. 5;8 Reported values for the KWIK HUS-E:Z I {KH-EZ I) with an internally threaded hex washer head do not consider the steel insert element which must be verified by the design professional. Shear design values in this report for the KWIK HUS-EZ I (KH--EZ I) are for threaded inserts with Fu equal to or greater than 125 ksi. For use with inserts with Fu less than 125 ksi, the shear values are multiplied by the ratio of Fu of insert and 125 ksi. 5.9 Prior to installation. calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.10 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.11 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft>f,), subject to the conditions of this report. 5.12 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.13 Anchors are not permitted to support fire-resistance- rated construction. Where not otherwise prohibited in the code, anchors are permitted for use with fire- resistance-rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support gravity load-bearing structural elements are within a fire-resistance-rated envelope or a fire-resistance--rated membrane, are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. Page 5 of 14 5.14 Anchors have been evaluated for reliability against brittle failure and found to be not significantly sensitive to stress-induced hydrogen embrittlement. 5.15 Use of carbon steel anchors is limited to dry, interior locations. 5.16 Special inspection must be provided in accordance with Sections 4.4. 5.17 KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I (KH-EZ I) anchors are manufactured by Hilti AG, under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193}, dated October 2015, which incorporates requirements in ACI 355.2-07 I ACI 355.2-04, for use in cracked and uncracked concrete; and quality control documentation. 7.0 IDENTIFICATION The HIL Tl KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I (KH-EZ I) anchors are identified by packaging with the manufacturer's name (Hilti, Inc.) and contact information, anchor name, anchor size, and evaluation report number (ESR-3027). The anchors with hex washer head have KH-EZ. HIL Tl, and anchor size and anchor length embossed on the anchor head. Identifications are visible after installation, for verification. "'l'lQ_().c;_ 16 05/26/2016 95 of 104 I ESR-3027 I Most Widely Accepted and Trusted Page 6 of 14 t TABLE 1-KWIK HUS-EZ (KH-EZ) ANO KWIK HUS-EZ I (KH-EZ I) PRODUCT INFORMATION Name and Siz:e Diameter Total Length -under the Minimum Nominal anchor head (l,_iJ Embedment (hnom) KH-EZ 1// x1 5/6" I 1// 'It ('ti' UNC-20 -Internal Thread Length -.375") 1%· 15/s" KH-EZ 1// x1 5/s" f \• 1/4" (318 UNC-16-lnternal Thread Length -.453"} 15/a" 1st,: KH-EZ 1/4" x2 1/2" I '/• • 1lt (''4" UNC-20 -Internal Thread Length -.375") 21/2" 21/2" KH-EZ 11: x2 1// I 3/." 1// (31s" UNC-16 -Internal Thread Length -.453"} 21/2" 21/2" KH-EZ '/."x1 7/s" '1: 17/s" 15/e" KH·EZ 't/x25lt 'I/ 25/e" 15/s" KH-EZ 1/;xr 1,,n 3" 15/s" KH-EZ 1//x3'/i" '1: 31/2" 15/s" KH-EZ 1//x4" ,,/ 4• 15/a• KH-EZ \"x11 ft 3/g" 17/a" 15/e" KH-EZ %"x21/s" %" 21/e" 1%" KH-EZ 3/a"x3" 3/s" 3• it2· KH-EZ 3/a"x31/{ 3/s" 31/2" 21/2° KH-EZ 3fe•x4• 3/e" 4• 3'1/ KH-EZ 3/a"x5" 3/s" 5• 3'/l KH-EZ 1/z"dli 1// 'ii/' 21// KH-EZ 1/2°x3" 'Ii" 3" 2'1: --- KH-EZ 1/2"x31/2" 1lt 3'1z" 3• KH-EZ 1/%°x4" '!{ 4" 3• KH-EZ 1/2"x41/2" 11{ 41/2° 3• KH·EZ 1/{x5" 1/{ 5• 3• KH-EZ 1/;"x6" '12" 6" 3• KH-EZ 5/a"x31/2" s/e" 31/2" 31/4 KH-EZ 5/a"X4° 6fa" 4" 31/4° KH-EZ 6/s"x51/{ sis" 5'/2" 31/4" KH-EZ 5/s"x61/2" 5/l 61/2" iu· KH·EZ 5/a"x8" sis· a· a1/4° KH-EZ 31."x4'lz" 3// 41/2" 4• KH-EZ 3/?x51/2» 3// 51/2" 4" KH-EZ 3//x7" 3// 7" 4" KH-EZ 31."xB" 3, .. a· 4• KH-EZ 3/4"X9" 3, .. 9" 4" For SI: 1 rnch = 25.4 mm. 05/26/2016 96 of 104 ESR-3027 I Most Widely Accepted and Trusted Page 7 of 14 ' ( ' l _.. . ' . . .. . . FIGURE 2-HIL Tl KWIK HUS EZ CONCRETE SCREW ANCHOR FIGURE 3-HIL Tl KWIK HUS-EZ I ANCHOR FIGURE 4A-INSTALLATION INSTRUCTIONS -HILT! KWIK HUS EZ (KH-EZ) FIGURE 46-INST ALLATION INSTRUCTIONS -HIL Tl KWIK HUS EZ I (KH-EZ I) 05/26/2016 97 of 104 ESR-3027 I Most Widely Accepted and Trusted Page 8 of 14 ' r r TABLE 2-KWIK HUS-EZ (KH·EZ) AND KWIK HUS•EZ I (KH•EZ I) INSTALLATION INFORMATION ANO ANCHOR SPECIFICATION' Nominal Anchor Diameter (inches) Characteristic Symbol Units 1/4 (KH-EZ I) '/4 31a '/2 s/i 3/4 Head Style Internally Standard Hex Standard Hex Standard Hex Standard Hex Standard Hex . . Threaded Head Head Head Head Head Nominal Diameter d. {d,,;5 in. 't, % 'h s/a 3/4 Drill Bit Diameter d.6 in. 11. 3/s '/2 % 3/4 Minimum Baseplate dh in. N/A6 3/a 1,2 5/a 3,. 1,0 Clearance Hole Diameter Maximum Installation Tm01.max4 ft-lbf 18 Torque 19 40 45 85 115 Maximum lmpactWrench Torque Ratlng3 T;,r,p"'.m" ft-lbf 114 137 114 137 114 450 137 450 450 450 Minimum Nominal hncm in. 15/a if2 15/a 2'/2 15/e 21/2 31/4 21/4 3 41/4 ii,. 5 4 6'!, Embedment depth Effective Embedment Depth h., in. 1.18 1.92 1.18 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 4.84 Minimum Hole Depth hhole in. 2 27/a 2 27/r, 17/a 2s1,. 31/2 2:'le 33/s 4% 3% 53ts 43/a 65/e Critical Edge Distance2 c .. in. 2.00 2.78 2.00 2.78 2.63 2.92 3.75 2.75 3.75 5.25 3.63 5.82 4.41 7.28 Minimum Spacing at Critical Smin,uc 7 in. 1.50 2.25 3.0 Edge distance2 Minimum Edge Distance2 c,,.,, T in. 1.50 1.75 Minimum Spacing Distance s,,... 7 in. 3.0 4.0 at Minimum Edge Distance2 Minimum Concrete hm;n in. 3.25 4.125 3.25 4.125 3.25 4 4.75 4.5 4.75 6.75 5 7 Thickness 1// Internal % Wrench socket size -Thread KH-EZ I Model 13/a• Internal in. Not Applicable Thread '!2 Wrench socket size -. in . NIA r/,s 9/i6 3'4 ,s/,a KH-EZModel 1 // Internal 5/s Max. Head height -Thread in. Not Applicable KH-EZ I Model 8/a" Internal "l1e Thread Max. Head height -in. N/A 0.24 0.35 0.49 0.57 Effective tensile stress area A,e in.2 0.045 0.086 0.161 0.268 (A ••. N)5 Minimum specified ultimate fu1. psi 125,000 106,975 120,300 112,540 90,180 strength For SI: 1 inch = 25.4 mm, 1 f!..Jbf::: 1.356 N-m, 1 psi= 6.89 kPa. 1 ln2 "'645 mm2, 1 lb/in "'0.175 N/mm. 'The data presented in this table ls to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix o. as applicable. 2For installations through the soffit of steel deck into concrete (see Figure 5) anchors installed in the lower flute may be installed with a maximum 1 inch offset in either direction from the center of the flute. 3 Because of variability in measurement procedures, the published torque of an impact tool may not correlate properly with the above setting torques. Over-torquing can damage the anchor and/or reduce its holding capacity. 4T,ns~m•x applies to installations using a calibrated torque wrench. 5The notation in parenthesis is for the 2006 IBC. 6 8.125 11/s 0.70 0.392 81,600 8The KWIK HUS-EZ f (KH-EZ I) version is driven directly to the supporting member surface. 7 Additional combinations for minimum edge distance, Cm,n, and minimum spacing distance, Sm., or smin.<•"' may be derived by linear interpolation between the given boundary values. 05/26/2016 98 of 104 • ESR-3027 I Most Widely Accepted and Trusted Page 9 of 14 TABLE 3-HILTI KWIK HUS·EZ (KH-EZ) and KWIK HUS-EZ I (KH-EZ I) TENSION STRENGTH DESIGN DATA1•2·v Nominal Anchor Diameter(inches) Characteristic Symbol Units '/4 (KH-EZI) '/4 3/8 '!2 5te 3/4 Anchor Category 3 1 3 1 1 1,2or3 Head Style Internally Standard Hex Standard Hex Standard Hex Standard Hex Standard . . Threaded Head Head Head Head Nominal hnam in. 1% 21/2 15/s 21/2 15/a 21/2 31/4 21/4 3 41/4 a1/4 5 Embedment Deoth Steel Strength in Tension (ACI 318-1417.4.1 or ACI 318·11 0.5.1) Tension Resistance N •• lb. 5,660 9,200 10,335 18,120 24,210 of Steel Reduction Factor for fP•• 0.65 Steel Strength3•8 . Concrete Breakout Strength in Tension (ACI 318-14 17.4.2 or ACI 318-11 0.5.2) Effective her in. 1.18 1.92 1.18 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 Embedment Depth Critical Edge Cac in. 2.00 2.78 2.00 2.78 2.63 2.92 3.75 2.75 3.75 5.25 3.63 5.82 Distance Effectiveness Factor . -Uncracked kuncr . 24 27 Concrete Effectiveness Factor kcr 17 -Cracked Concrete . Modification factor for cracked and IP •. ,,, . 1.0 uncracked concrete0 Reduction Factor for Concrete Breakout ;.,, . 0.45 0.65 0.45 0.65 Strenath2'3 Pullout Strength in Tension (Non Seismic Applications) (ACI 318-1417.4.3 or ACl311M1 D.5.3) Characteristic pullout strength, Np,un,/ lb. 1,3056 2,3505 1,3056 2,3505 NIA NIA NIA NIA NIA N/A NIA NIA uncracked concrete (2,500osl) Characteristic pullout strength, Np.c/ lb. 6656 1, 1655 6656 1, 1656 7255 NIA NIA NIA NIA NIA NIA NIA cracked concrete (2500 osi) Reduction factor for ¢P 0.45 0.65 0.45 0.65 pullout strength2.3 . Pullout Strength in Tension (Seismic Applications} (ACI 318-1417.4.3 or ACI 318-11 D.5.3) Characteristic Pullout Strength, N,,,.., 7 lb. 5358 1,1655 5356 1,1655 7255 NIA NIA N/A NIA NIA N/A Seismic (2,500 osil Reduction Factor for Pullout Strength2.3 fJoq . 0.45 0.65 0.45 0.65 (2,500 psi) Axial Stiffness in Service Load Range Uncracked Concrete /3vner 760,000 lb/in. Cracked Concrete /3., 293,000 For SI: 1 mch:: 25.4 mm, 1 it-lbf"' 1.356 N-m, 1 ps, = 6.89 kPa, 1 1n2 = 645 mm2• 1 lb/in = 0.175 N/mm. 1The data in this table is intended for use with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of AC! 318-1417.2.3 or ACI 318-11 D.3.3, as applicable, shall apply. 2Values of ;in this table apply when the load combinations for ACI 318-14 Section 5.3, AC! 318-11 Section 9.2 orlBCSection 1605.2 are used and the requirements of ACI 318-1417.3.3 or AC! 318-11 D.4.3, as applicable, for Condition 8 are met. For situations where reinforcement meets the requirements of Condition A. ACI 318-14 17.3.3 or AC! 318-11 D.4.3, provides the appropriate ¢ factor, as applicable. N/A 31f the load combinations of ACI 318-11 Appendix Care used, the appropriate value of ;must be determined in accordance with ACI 318-11 D.4.4. 4 fn this report, NI A denotes that pullout resistance does not govem and does not need to be considered. 5The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f ,/2, 500)° 5 for psi or (f'/17.2)°-5 for MPa. 6The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f ,/2, 500)03 tor psi or (f /17.2)0 3 for MPa. 1For lightweight concrete, calculate values according to Section 4.1.12 of this report. 8The KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I {KH-EZ I) is considered a brittle steel element as defined by ACI 318-14 2.3 or ACI 318-11 0.1, as applicable. Hex Head 4 !s114 32,015 2.92 4.84 4.41 7.28 NIA NIA NIA NIA NIA NIA Al")')() ()J:;_1fi 05/26/2016 99 of 104 j ! ESR-3027 I Most Widely Accepted and Trusted Page 10 of14 TABLE 4-HIL Tl KWIK HUS-EZ (KH-EZ) and KWIK HUS•EZ I (KH-EZ I} SHEAR STRENGTH DESIGN DAT A1'1 Nominal Anchor Diameter (inches) Characteristic Symbol Units '1. 1,. 3/e '/2 sla 3/4 (KH-EZ J) Anchor Category 1,2 or 3 3 I 1 3 I 1 3 1 1 Embedment Depth h..,,. in. 16/e j i/2 15/e l i/2 1% 21/2 15/a 21/2 3'/, 21/4 3 41/4 31/4 5 4 s•,. Internal Thread in. '/4 31a N/A NIA NIA NIA NIA NIA N/A NIA NIA NIA NIA N/A Diameter . Steel Strength in Shear(ACI 318-1417.5.1 or ACI 318-11 0.6.1)4'5' Shear Resistance of v .. lb. 1,3607 1, 3157 1,550 3,670 5,185 9,245 11,220 16,660 Steel • Static Shear Resistance of v.,, .• Q lb. 6057 1, 1207 1,395 3,670 3,110 5,545 6,735 11,555 Steel • Seismic Reduction Factor for ; .. 0.60 Steel Strength3 . Concrete Breakout Strength in Shear (ACI 318·1417.5.2 or ACI 318-11 D.6.2) Nominal Diameter d.[dJ 8 in. 0.250 0.375 0.500 0.625 0.750 Load Bearing ,. in. 1.1aj 1.92 1.18 11.92 1.18 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 4.84 Length of Anchor Reduction Factor for Concrete Breakout /c1, -0.70 Strength2'3 Concrete Pryout Strength in Shear (ACI 318-1417.5.3 or ACI 318-11 t>.6.3} ..... Coefficient for 1.0 j 1.0 1.0 11.0 2.0 j 2.0 Pryout Strength kq, -1.0 1.0 1.0 1.0 2.0 1.0 1.0 2.0 1.0 2.0 Reduction Factor for t;.p 0.70 Pryout Strength2.3 . For SI: 1 Inch = 25.4 mm, 1 fl..fbf = 1.356 N-m, 1 psi= 6.89 kPa, 1 in2 "' 645 mm2, 1 lblln = 0.175 Nlmm. 'The data in this table is intended for use with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 AppendiX D, as applicable. 2 Values of ¢in !his table apply when the load combinatiOns for AC! 318-14 Section 5.3, ACI 31S..11 Section 92 or !BC Section 1605.2, as applicable, are used and the requirements of ACl-14 17.3.3 or ACI 318-11 0.4.3, as applicable, for Condition Bare met. For situations v.here reinforcement meets the requirements r:l Condition A, AC! 316-14 17.3.3 or ACI 318-11 D.4.3, provides the appropriate ;factor, as appHcable .. 31f the load combinations of ACI 318-11 Appendix Care used, the appropriate value of ,must be determined in accordance 'Mth ACt 318-11 D.4.4. 4Reported values for steel strength in shear are based on test results per AC! 355.2, Section 9.4 and must be used for design in lieu of calculated results using equation 17.5.1.2b of ACI 318-14 or equation 0-29 of ACI 318-11, as applicable. 5The KWIK HU5-EZ (KH-EZ) is considered a brittle steel element as defined by AC! 318-14 2.3 or ACI 318-11 0.1, as applicable. 5The notation in brackets is for the 2006 !BC. 7Valuesare for threaded rod or insert v.tth F-2:125 ksi. For use wth inserts with Fu less than 125 ksi multiply the shear values by the ratio of Fu of insert and 125 ksi. 05/26/2016 100 of 104 j J I ·1 l ! 'l 1 . ' . ESR-3027 I Most Widely Accepted and Trusted Page 11 of 14 TABLE 5-HILTI KWIK HUS-EZ {KH-EZ) TENSION ANO SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1•u7 Lower Flute Characteristic Symbol Units Anchor Diameter '/4 3/s '!2 5/a Head Style . . Standard Hex Head Embedment hnom in. 15/s 21/2 15/e 21/2 3't. 211. 3 41h 3'!. 5 Minimum Hole Depth hhole in. 2 27,. 17/e 23,. 31/2 25/e 33/e 4~/s 35/a 53/e Effeciive Embedment h., in. 1.18 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 Depth Pullout Resistance, (uncracked concrete)2 Np..-ck.uncr lb. 1,21( 1,875 1,300 2,240 3,920 1,305 3,060 5,360 4,180 9,495 Pullout Resistance {cracked concrete and seismic loads)3 N~.-.cr lb. 620 930 810 1,590 2,780 820 1,930 3,375 2,630 5,980 Steel Stre~th in Shear v ... 4•ol< lb. 1,205 2,210 1,510 1,510 3,605 1,605 2,920 3,590 3,470 4,190 Steel Strength in v.,,d«k.sq lb. 905 1,990 905 905 2,165 965 1,750 2,155 2,080 2,515 Shear, Seismic For Sf: 1 inch= 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi= 6.89 kPa, 1 in2 = 645 mm1, 1 lb/in:: 0, 175 N/mm. 11nstalation must comply with Sections 4.1.10 and 4.3 and Figure 5 ofthis report. 2The values listed must be used in accordance with Section 4.1.4 of this report. 3The values listed must be used in accordance with Section 4.1.4 and 4.1.B.2 of this report. 4The values fisted must be used in accordance With Section 4. 1.5 and 4.1.8.3 of this report. Upper Flute 3/4 1/4 31a '!2 Standard Hex Head 4 15/s 21/2 15/e 21/2 2•,. 43/s 2 2\ 17/e 27/s 25/a 2.92 1.18 1.92 1.11 1.86 1.52 4,180 1,490 1,960 1,490 2,920 1,395 2,630 760 975 1,185 2,070 985 3,760 1,205 3,265 3,670 6,090 7,850 2,610 1,080 2,940 3,670 3,650 4,710 5The values for~ in tension can be found in Table 3 of this report and the values for;.. in shear can be found In Table 4 of this report. 6For the 1/..-inch--dlameter (KH-EZ) at 21/2.inch nominal embedment and the %-inch-through 31.-inch--diameter anchors the characteristic pullout resistance for concrete compressive strengttis greater than 3,000 psi may be increased by multiplying the value in the table by (f .,13, 000) v.1 for psi or r /20. 7)1.12 for MP a. For the 1/,-inch--diameter anchors {KH·EZ) at 15/,-inch nominal ernbedment characteristic lullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (r .,13, 000) -3 for psi or (f ,/20. 7}°-3 for MP a. TABLE 6-KWIK HUS·EZ I {KH·EZ I) TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE· FILLED PROFILE STEEL DECK ASSEMBLIES'·8•7 Characteristic Svmbol Units Lower Flute Ui:,perFlute Head Stvle . . lnternafty Threaded Embedment h,,.,. in. 15/a 2•'2 15/s 21/2 15/a 21/2 15/s 21/2 Minimum Hole h-in. 2 27/s 2 27/a 2 27/s 2 27/e Deoth Internal Thread in . 1/4 % .,. % Diameter . Effective h., in. 1.18 1.92 1.18 1.92 1.18 1.92 1.18 Embedment Deoth 1.92 Pulloul Resistance, (uncracked concrete)2 Np.dec/<,unor lb. 1,210 1,875 1,210 1,875 1,490 1,960 1,490 1,960 Pullout Resistance (cracked concrete Np,de<;k,cr lb. 620 930 620 930 730 975 730 975 and seismic loads )3 Steel Stre,th in v.a.deek 8 lb. 860 1,025 1,015 1,525 Shear Steel Strength in V s lb. 385 875 445 1,295 Shear, Seismic $11,deck,~ For SI: 1 inch= 25.4 mm, 1 ft..Jbf = 1.356 N-m. 1 psi= 6.89 kPa, 1 1n2 = 645 mm2, 1 lb/in= 0.175 N/mm. 1lnstaUation must comply with Sections 4.1.10 and 4.3 and Figure 3 of 1his report, 2The values fisted must be used in accordance with Section 4.1.4 of this report. 3The values listed must be used in accordance with Section 4.1.4 and 4.1.B.2 of this report. 4The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. 5The values for ¢,pin tension can be found in Table 3 of this report and the values for¢.. in shear can be found in Table 4 of this report. 6For the '!.-inch-diameter (KH-EZ l) at 2-1/2 inch nominal embedment and the %-inch-through ~/.-inch-diameter anchors the characteristic;.ullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f' ,13,000)' for psi or V'.120 7)''2 for MPa. For the 1/,-inch-diameter anchors (KH-EZ I} at 15/s-inch nominal embedment characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value In the table by (f',/3,000)03 for psi or (f ,120.7)°3 for MPa. 8Values for the KWIK HUS-EZ I (KH-EZ I) are for threaded rod or insert with Fu<::125 ksi. For use with inserts with Fu less than 125 ksi multiply the shear values by the ratio of Fu of insert and 125 ksi. 05/26/2016 101 of 104 . ' . ESR-3027 I Most Widely Accepted and Trusted Page 12 of 14 TABLE 7-HILTI KWIK HUS-EZ {KH•EZ) SETIING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES.1·2.3,4.5,e,7 DESIGN Symbol Units Nominal Anchor Diameter INFORMATION ,,. Effective he1 in. 1.18 Embedment Depth Minimum concrete hmm,dec• in. 21/i thickness Critical edge Ca.t:,deck,lop in. 4 distance Minimum edge Cmin.deck,top in. 13,. distance Minimum spacing Smin,d&eJ(.tcp in. 3 For SI: 1 inch : 25.4 mm. 11nstallation must comply with Sections 4.1.10 and 4.3 of this report. 2For all other anchor diameters and embedment depths refer to Table 2 for values of h,,,.,,,c,,.., and Sm;.,. 3Design capacity must be based on calculations according to values in Tables 3 and 4 of this report. 4Applicable for 2}4-inch :. hm...<1•el< <3' /4-inch. For hmin.deot< 2 31 f ,-inch, use setting information in Tables 3 and 4 of this report. 5Minimum concrete thickness (htniri.dock) refers to concrete thickness above upper flute. 6Minimum flute depth {distance from top of flute to bottom of flute) is 3 inches. 7 Steel deck thickness must be minimum 20 gauge. See footnotes See footnote 2 i \ t I · ·, Lower Flute ,· / , flute {ridge) edge , • 1 ! j • Min. 1211 (typical} ~ , ~ See footnote 4 -:...j 3/, 1.11 21/2 3 13/4 3 \ Minimum 20gauge steel deck See footnote 4 FIGURE 5-INSTALLATION OF KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ I {KH-EZ I) IN SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBUES1 'Anchors may be placed In the upper or lower flute of the steel deck profile provided the minimum hole clearance Is satisfied. Anchors in the tower flute may be installed with a maximum 1-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lo1r11er flute edge distance is also satisfied. 2Minimum flute width for KH-EZ and KH-EZ I X-inch diameter is 37 I& inches. Minimum flute width for KH-EZ %-, ~-. %-and %-inch diameter is 41/2 inches. 3Minimum concrete thickness above upper flute for KH-EZ and KH-EZ I X-inch diameter is 21/2 inches. Minimum concrete thickness above upper flute for KH-EZ: %-. '!h-, %-and ';.:-inch diameter is 3-% inches. 4Minimum distance from edge of flute to centerline of anchor for KH-EZ and KH-EZ I X-inch diameter is 1-inch. Minimum distance from edge of flute to centerline of anchor for KH-EZ %-. ~-. %-and 'll.i-inch diameter is 11/4 inches. 05/26/2016 102 of 104 ESR-3027 I Most Widely Accepted and Trusted Page 13 of 14 TABLE 8-HIL Tl KW!K HUS·EZ (KH·EZ) AND KWIK HUS-EZ I (KH-EZ I) ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES10 nH5,7,a,11 Nominal Anchor Nominal Effective Allowable Tension Diameter Embedment Depth, Embedment Load hnom Depth, h.r [in.] [in.] [in.) [lbs] 15/e 1.18 407 '!• 21/2 1.92 1,031 15/a 1.11 620 % 21'2 1.86 1,334 31/4 2.5 2.077 21/4 1.52 I 1,111 '!2 3 2.16 1,882 41/, 3.22 3,426 5ts 31/4 2.39 2,192 5 3.88 4,530 4 2.92 2,963 3/4 61/4 4.84 6,305 For SI: 1 inch= 25.4 mm, 1 !bf =.4.45 N. 1 Single anchor with static tension load only. 2Concrete determined to remain uncracked for the life of the anchOrage. 3Load combinations are taken from ACl 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, (no seismic loading). 440% dead load and 60% live load, controlling load combination 1.2D + 1.6L. 'Calculation of weighted average for conversion factor,:,"' 1.2(0.4) + 1.6(0.6) = 1.44. 6 r. = 2,500 psi (nonnal weight concrete). 7 C•1 = Caz ~ C..,,. 8 h~h ...... °Values are for Condition B where supplementary reinforcement in accordance with ACI 318- 14 17.3.3 or ACI 318-11 0.4.3, as applicable, fs not provided. 05/26/2016 103 of 104 I ESR-3027 I Most Widely Accepted and Trusted Given: Two 1/2" diameter KH-EZ with static tension load hnom = 4.25 inches h., = 3.22 inches Normal Weight Concrete: f~ : 3,000 psi No supplementary reinforcement (Cond. B) No eccentricity, 60% live load, 40% dead load. Assume cracked concrete since no other information is available. hm;,,=6.375 in. Cm;11"'1.75 in. Sm;n=3 in. Needed: Allowable stress design (ASD) tension capacity Calculation per ACI 318-14 Chapter 17, ACl 318-11 Appendix D and this report Step 1: Calculate steel capacity: 4>N5=n<1>Nsa=2(0.65)(18, 120)=23,556 lbs. Step 2: Verify minimum member thickness, spacing and edge distance: hmin::6.375 in. S12 in. ->Ok Cmin=1.75 in. :S4 in. .-ok Sm1n=3in.S6in, -,.ok Step 3: Calculate concrete breakout strength of anchor group in tension: Ncbg=::: lllec.Nll'eo,NIVe,N\j/cp,NNll Step 3a: Calculate AN• and A,...o: ~c={1.5hi,r+4){3her+6)=(8.83)(15.66)=138.3 in.2 ~00=9{he/=9(3.22)2=93.32 in.2 Step 3b: Determine 4'ec,tr->e~==0-.41ec.N"'1.0 Step 3c: Calculate 41ei1.w-•4'e<i,N=0.7+0.3 (4.~) =0.948 Step 3d: Determine 41cp.N-> W' cp.N=1.0 because concrete is cracked. Step 3e: Calculate No: (A. =1.0 for normal weight concrete) Step 3f: Calculate q,Ncbg: <t>NGbS={0.65) (:~;!) (1.0)(0.948)(1.0)(1.0)(5,380)=4,914 lbs Step 4: Check Punout Strength ..... per Table 3 does not control Step 5: Controlffng Strength: Lesser ofn4>Nsa and cj)Ncbg _, 4,914 lbs Step 6: Convert to ASD based on 1.6 (0.60}+1.2(0.40}=1.44 60% Live Load and 40% Dead Load: 4,914 T a11owable,Aso= 1.44 =3.412 lbs FIGURE 6-EXAMPLE CALCULATION 05/26/2016 ACI 318-14 Ref. 17.4.1.2 17.7 17.4.2.1 17.4.2.1 17.4.2.4 17.4.2.5 17.4.3.6 17.4.2.2 17.4.2.1 17.3.3 (c) 17.3.1.2 ACI 318-11 Ref. 0.5.1.2 D.8 D.5.2.1 0.5.2.1 0.5.2.4 D.5.2.5 0.5.3.6 0.5.2.2 D.5.2.1 D.4.3 {c) D.4.1.2 Page 14of 14 ESR Reference Table3 Table 2 4.1.3 Table 3 Table 3 Table 3 4.1.3 Table 3 Table 3 Table 3 4.2.1 104 of 104 I PCR16141 2864 WHIPTAIL LP BLD 8 -DEFFERED SUB FOR ~T/'""\Ot:t:'Dr'\l\lT r-1 /\71"1~ ?/1S'/1~ -ft) ~IL W/ {!(i..,LJ__<:s ct,. {!8 / 5° 30 I 3 ,Jor w--,nf leA-e .se:r ;veeD 2Ai) ~ .(;Jr 0,~ RJ)llTG. 1/;c;/6./ ~ Jd is P)~ 7-2,o ;' /6 CIT'( S~7 /:rf' ;:~Nf (bC/Nr~? 7/U) b ~ rr ~fJ -w/ [J{ IL .,.,.;;1u -r 4 flj- P!A-t0 Final Inspection required by: CJ Plan CJ CM&I CJ Fire CJ SW CJ ISSUED Approved .Date BUILDING to I Al. ,,,I,t_,< ~//.Jit/ /I, PLANNING I 7~20·;1& ENGINEERING FIRE EJCpedite7 y N DIGITAL FILES Reauired7 y N HazMat APCD Health Forms/Fees Sent Rec'd Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFO; y N LandUse: Density: lmpArea: FY: Annex: PFF; y N Comments Date Date Date Building Planning Engineering Fire Need? <J J P.. <IJ.,i;.,P'f 5:;(6ff-v1 fJIT_( ------~-------"-· I CJCV. By l),4_ ~(; Due? B~- y N y N y N --y N y N y N y N y N -- Factor: ~ ·--- i ODone ODone ODone ODone City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05-31-2016 Plan Check Revision Permit No:PCR16085 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: GREG SPON 858-500-4600 Building Inspection Request Line (760) 602-2725 2864 WHIPTAIL LP CBAD PCR Lot#: 0 2091201000 $0.00 CB153613 Construction Type: 58 BLDG: B: ADD CELESTORY WINDOWS Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: TECHBIL T CONSTRUCTION CORP PO BOX80036 SAN DIEGO CA 92138 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $107.50 $0.00 $0.00 Total Fees: $107.50 Total Payments To Date: $107.50 Balance Due: ISSUED 05/16/2016 JMA 05/31/2016 05/31/2016 Inspector: FINAL APPROVAL Date: Clearance: ------ $0.00 NCJTlCE: Please take NCJTlCE that approva c:J ~ ptject inducles the "lrrpo;itioo" cl fees, dedcations, reservatia,s, er other exactions hereafter cnlectively referred to as "fees/exactions." You have 00 days fran the date this penrit Y.as issued to prctest irrpo;itioo d these feeslexactioos. If you prctest them, you rrust fdl<1Nthe prctest IT(XleCU'eS set forth in <?oven-tTm Code Section 60020(a}, M::I file the protest M:i My other ~red inforrralion wth the aty Manager fa processing in aa:ordirre wth Ca151:m M.Jnidpa Code Section 3.32.030. Faill.l'e to tirrely fdl<1Nthat prooedt.re wll 1:a" any subsecµrt legal action to attoo<, review, set aside, void, or ln1U their irrpo;ition. You are hereby FlRTrER NCJTlFIED that yo.x right to protest the specified fees/exactions OOES NOT APPLY to water M::l 9i'M'er oorriedion fees ard capacity dlanges, tU" plarring, zonng, graong or other sirrilcr application processing a service fees in connection wth this ptject. I'm OOES IT APPLY to any t ·ons cl 'd"I · ·ven a NCJT1 sirrilar t · · the ut of lirritati · · · { City of Carlsbad PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Checl< Revision No. f C f<. f fo .. 0 8-5" Original Plan Check No. C0 / s-: 3 fo (3 Project Address 2 S' &"f µ/ h, p -/.,,,/LP / l}J JJ B Date t;; / 13 / 21' I{,, Contact G-rf:'vi 5'r'tY>1 Ph 8$6 ~E;D0-4t:;I / Fax go/ _q7 I -q351 J ~ *CELL Email c:J S'~cJn GJ W Pi vc /J?vi(co fi1 h . C' 074'1 \....._....--~Ll..~ ContactAddress 4,3?3 ~enw1ch -cir-City~~.,, D/t>7 o Zip 12/Z 2- General Scope of Worf< Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: ~ Plans .cg( Calculations D Soils D Energy D Other 2. 3. 4. Describe revisions in detail List page(s) where List revised sheets each revision is that replace shown existinq sheets S'fe .a lf~chcc:( ~ev ;'s /(JY} 5 ' ' 5. Does this revision, in any way, alter the exterior of the project? Wes 0No 6. Does this revision add ANY new floor area(s)? D Yes 7. Does this revision affect any fire related issues? 0Yes 8. Is this a complete set? 0 Yes ~o ~Signature 7 £~ 7 /{7 - 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 ~: 760-602-8558 Email: building@carlsbadca.go www.carlsbadca.gov DATE: 05/24/2016 JURISDICTION: Carlsbad EsGil Corporation In (l'artnersliip witli government for (]Juiufin9 Safety PLAN CHECK NO.: 15-3613 (PCR16-085) SET: I REV. II PROJECT ADDRESS: 2864 Whiptail Loop, Bldg 'B' PROJECT NAME: Office/ Warehouse Commercial Shell Building CJ APPLICANT Cr··JORIS. CJ PLAN REVIEWER CJ FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: lz;J 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 contacte~ Lll r'. Telephone #: Date contacted: __..? (t>~~) Email: Mail Telephone Fax In Person D REMARKS: By: Dwight Ashman EsGil Corporation Enclosures: D GA D EJ D MB D PC 05/17/2016 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 c~.rlsbad 15-3613 (PCR16-085) 05/24/2016 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Dwight Ashman PLAN CHECK NO.: 15-3613 (PCR16-085) DATE: 05/24/2016 BUILDING ADDRESS: 2864 Whiptail Loop, Bldg 'B' BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code #NIA Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance .., , Type of Review: D Complete Review D Repetitive Fee [ • I Repeats • Based on hourly rate Comments: Hourly for revision. D Other B Hourly EsGil Fee Reg. VALUE Mod. 0 Structural Only 11Hr.@* ======$=8=6-=o:o ($) It' 7. $"[) I $86.001 Sheet 1 of 1 macvalue.doc + «~ ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.izov 2£:w4Wh~cu] Lp- DATE: 5/16/16 PROJECT NAME: Carlsbad Oaks N Lot 13 PROJECT ID: SDP 15-10 PLAN CHECK NO: PCR 16-085 SET#: ADDRESS: Bldg B APN: 209-120-10-00 ~ This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Garcia A Final Inspection by the Planning Division is required t8] Yes D No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: Ted Weeks/ Doug Grant For questions or clarifications on the attached checklist please contact the following reviewer as marked: PUNNING EN&INEERING 760,602-4610 760-602-2750 D Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D ValRay Marshall D Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz~~arlsbadca.gQv ValRay.Marshall@carlsbadca.gov Cynthia.WQng@carlsbadca.gov ~ Chris Garcia D D 76()-602-4622 Linda Ontiveros Dominic Fieri Chris.Garcia@carlsbadca.gov 760-602-2773 760-602-4664 Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: Plans OK. Consistent with approved SDP 15-10. May 5, 2016 CARLSBAD OAKS NORTH LOT 13 BUILDING B DOCUMENT CHANGE NARRATIVE Architectural Sheets SHEET A4.2 A6.2 DESCRIPTION • ADDED CLERESTORY WINDOWS. • UPDATED ENLARGED EXTERIOR ELEVATION TO SHOW CLERESTORY WINDOW LOCATIONS. • ADDED KEYNOTE #427 Ware Malcomb Architects 6363 Greenwich Drive. Suite 175 San Diego Ca. 92122 (858) 500 4611 Page 1 of 1 Moy 12, 2016 Carlsbad Oaks-lot 13 Delta 6 Narrative Description of Delta 6 Drawing Revisions Sheet No. Action Taken S2.3 S2.5 S3.3 Please feel free to contact our office if you have any questions. Sincerely, WISEMAN + ROHY Structural Engineers /lk/~{1~ Michael Sims, PE I;;: WISEMAN ROHY ~RUCTURAL ENGINEERS JAMES M. WISEMAN, S.E. PRINCIPAL STEVEN D. ROHY, S.E. PRINCIPAL BRANDON J. DEEMS, S.E. ASSOCIATE PRINCIPAL STEVEN R. CROOK, S.E. ASSOCIATE """" <:111TE 200 -SAN DIEGO, CA 92131 • TEL 858 536 5166 • FAX 858 536 5163 • WWW.WRENGINEERS.CO ()\ -b City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05-17-2016 Plan Check Revision Permit No:PCR16060 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: GREG SPON 858-500-4611 Building Inspection Request Line (760) 602-2725 2864 WHIPTAIL LP CBAD PCR 2091201000 Lot#: 0 $0.00 Construction Type: NEW CB153613 MULTIPLE CHANGES TO CB153613 BLDG. B Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: TECHBIL T CONSTRUCTION CORP PO BOX80036 SAN DIEGO CA 92138 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $200.00 $0.00 $0.00 Total Fees: $200.00 Total Payments To Date: $200.00 Balance Due: FINAL APPROVAL ISSUED 04/01/2016 JMA 05/05/2016 05/05/2016 Inspector: Date: Clearance: ------ $0.00 t\OTICE: Please take t\OTICE that approwl ciyw: ptjed iooudes the "l~on" c:i fees, dedcatioos, reservatioos, or aher exadioos hereafter cdledively referred to as "fees/exadioos. • Yru h:lve 00 days from the date tHs pemit \l\0S iSSl.l:ld to pretest i~on ct these feesle><adions. If you pretest !rem, you rrust fdlwthe pretest proceck.res set forth in Govermai Code Section oo:>20(a), cm file the pretest cm Pnf aher ra:µred infooralion wth the aty Mriaget-for prooossirg in acxxin:la1C2 wth Qrtsbad Mridpal Code Sec.ticn 3.32.030. Failu-e to tirrely follwthat proan.re wll ta-ctn/ st.tlseqls't legal adion to attad<, review, set aside, void, or anJ their in-position You a-e ~ FLRTl-ER I\OllFlED that ycu rigtt to protest the specified feeslexadioos IXES f\01" APPLY to v..eter cm~ cx:mection fees ard capadty cra,ges, nor planrg, zxrirg, gajrg or aher sinilar application prooossirg or seNice fees in cx:mecticn v.ith tns prtject. N:R CXl=S IT APPLY to ctrr/ · · · ·ven a iTl "nil o · t wi statt.t lirri i · · · {'City of Carlsbad PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www .carlsbadca.gov Plan Check Revision No. pc~ b .,;. bO Original Plan Check No. CBt~~0lS 3/:11 /;_o/~ • Project Address 2, rl tit} flt'/ frt1 / j_ "P Date Contact ;-,J S?e,'Y/ Ph gSt;;> £c;ro Lf /:,/ ( Email d'>j'o,ri] tlf/t:rr~/11P./ct:nl#1t . Ct:?#'! Fax Contact Addre;..z,.1.3 &-reefihWlc?t. dr Zip JZ/22- General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: ~ Plans D Calculations D Soils D Energy D Other 2. 3. 4. Describe revisions in detail List page(s) where List revised sheets each revision is that replace shown existina sheets ye /~rrPt ff.Ph d}e/fr< :?l-f .(}q /fem I :Zif /fl s,, I $heel ~~-Z. 11/>, ~ ~ ,:;.,fj-;;, .n -r 1/f!c wcfer 5. Does this revision, in any way, alter the exterior of the project? [Lg_ Yes 6. Does this revision add ANY new floor area{s}? 7. Does this revision affect any fire related issues? \ 8. Is this a complete set? [RJ Yes O No --\£\'Signature ~ A/: 0Yes 0Yes _g) No ~No 0No 1635 Faraday Avenue. Carlsbad. CA 92008 .eh: 760-602-2719 fax: 760-602-8558 fmait building@carlsbadca.91 www.carlsbadca.gov DATE: 04/12/2016 JURISDICTION: Carlsbad EsGil Corporation In <Partnersliip witli (jovernment for (Buitifing Safety PLAN CHECK NO.: 15-3613 (PCR16-060) SET: I REV. I PROJECT ADDRESS: 2864 Whiptail Loop, Bldg 'B' PROJECT NAME: Office/ Warehouse Commercial Shell Building CJ APPLICANT ~RIS. CJ PLAN REVIEWER CJ FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [8J EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted': , ~ Telephone #: Date contacted: --. ( : ) Email: Mail Telephone Fax In erson D REMARKS: By: Dwight Ashman EsGil Corporation Enclosures: D GA D EJ D MB D PC 04/04/2016 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 15-3613 (PCR16-060) 04/12/2016 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Dwight Ashman PLAN CHECK NO.: 15-3613 (PCR16-060) DATE: 04/12/2016 BUILDING ADDRESS: 2864 Whiptail Loop, Bldg 'B' BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code #N/A Bldg. Permit Fee by Ordinance • J Plan Check Fee by Ordinance Type of Review: D Complete Review 0 Repetitive Fee -~ Repeats • Based on hourly rate Comments: Hourly for revision. D Other 0 Hourly EsGil Fee Reg. VALUE Mod. D Structural Only ______ 2-11 Hrs. @ • $86.00. ($) $112.ool Sheet 1 of 1 macvalue.doc + 4~ ~~·.· ~· CI TY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue {760} 602-4610 www .carlsbadca.eov DATE: 4/6/16 PROJECT NAME: Carlsbad Oaks N Lot 13 PROJECT ID: SDP 15-10 PLAN CHECK NO: PCR 16-60 SET#: ADDRESS: 2864 Whiptail Lp APN: 209-120-10 ~ This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Garcia A Final Inspection by the Planning Division is required D Yes rgJ No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: Greg Spon For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-461.0 760-602-2750 760-002-4665 D Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsb!;!d~a.gov Chri~togher.Glassen@carlsbag~a.gov Gregory.Ryan@carl~badca.gQv D Gina Ruiz D ValRay Marshall D Cindy Wong 760-602-4675 760-602-27 41 760-602-4662 Gina.Ryiz@carlsbadca.gov Va1Ray.Marsha1l@carl~bagga.gov Cynthi;;i.Wong@carlsbadca.gov ~ Chris Garcia D D 760-602-4622 Linda Ontiveros Dominic Fieri Chris.G;;ircia@carls!29gga.gov 760-602-2773 760-602-4664 Linda.Ontiveros@garlsbadca.gov DQminic.Fieri@carlsbadc;;i.gov Remarks: Minor revisions still consistent with approved SOP 15-10. 1 J 1 ~~ i ~ ~ j ...... .c [ f: ·0