Loading...
BOTH2017-000178-495,ZALLE•,TAMPJCQ.,:', u - LA QUINTA, CALIFORNIA 92253 Application Number: BOTH2O17-0001 4 auu�1w DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT Property Address: 48497 WASHINGTON ST APN: 646110091 v Application Description: SUNLINE / BUS SHELTER AT STOP NUMBER 279 Property Zoning: VOICE (760) 777=7125 FAX (760) 777-7011 INSPECTIONS.(760) 777-7153 Dater 6/13/2017 Owner: LAGUNA DE LA PAZ HOMEOWNERS 2021 E 4TH ST STE 217 SANTA ANA, CA 0 Application Valuation: $2,500.00 C�� W Applicant: Contractor: ~ a W ND CONSTRUCTION COMPANY INC ND CONSTRUCTION COM�PAN. ,INCA = w 2201 E WINSTON RD SUITE M 2201 E WINSTON RD SUITE M cozo { ANAHEIM, CA 92806 ANAHEIM, CA 92806 *-1 C) (949)498-1799 L L z Llc. No.: 779970 <_< . o � . U LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 I hereby affirm under penalty of perjury one of the following declarations (commencing with Section 7000) of Division 3 of the Business s andProfessions Code, and I have and will maintain a certificate of consent to self -insure for workers' my License is in full force and effect. compensation, as provided for by Section 3700 of the Labor Code, for the performance License Class: B, C10, A. C46 License No.: 779970 of t ywor for which this permit is issued. �,I have and will maintain workers' compensation.insurance, as required by iD✓at� (JContractof � ion 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: OWNER -BUILDER DECLARATION Carrier: STATE COMPENSATION INSURANCE FUND Policy Number: 1066062 1 hereby affirm under penalty of perjury that I am exempt from the Contractor's State _ 1 certify that in the performance of the work for which this permit is issued, I License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any shall not employ any person in any manner so as to become subject to workers' city or county that requires a permit to construct, alter, improve, demolish, or repair any compensation laws of California, and agree that, if I should become s ect to th structure, prior to its issuance, also requires the applicant for the permit to file a signed workers' compensation provisions of Section 3700 of the Labor Co sh f ith statement that. he or she is licensed pursuant to the provisions of the Contractor's • State comply ith those provisions. License law (Chapter 9 (commencing with Section 7000) of Division 3.of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the Date s / Applican�t- alleged exemption. Any violation of Section 7031.5 by any applicant for permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, (� I, as owner of the property, or my employees with wages as their sole AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO compensation, will do the work, and the structure is not intended or offered for sale. ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF (Sec. 7044, Business and Professions Code: The Contractors' State License.Law does not • COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, apply to an owner of property who builds or improves thereon, and who does the work INTEREST, AND ATTORNEY'S_ FEES. himself or herself through his or her own employees, provided thatYhe improvements are not intended or offered for sale. If, however, the building or improvement is sold APPLICANT ACKNOWLEDGEMENT within one year of completion, the owner -builder will have the burden of proving that he IMPORTANT: Application is hereby made to the Building Official for a permit subject to or she did not build or improve for the purpose of sale.). the conditions.and restrictions set forth on this application. ( ) I; as owner of the property, am exclusively contracting with licensed contractors to 1. Each person upon whose behalf this application is, made, each person at whose construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State request and for whose benefit -work is performed under or pursuant to any permit issued License Law does not apply to an owner of property who builds or improves thereon,� as a result of this application, the owner, and the applicant, each agrees to, and shall .and who contracts for the projects with a contractor(s) licensed pursuant to the defend, indemnify and hold harmless the City of La Quinta; its officers, agents, and Contractors' State License Law.). employees for any act or omission related to'the work being performed under or (_) I am exempt under Sec. B.&P.C'. for this reason following issuance of this permit. 2. Any permit issued as a result of this application'becomes null and void if work is not Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the 'performance of the work for which this* permit is issued (Sec. 3097, Civ. -C.)." Lender's Na Lender's Address: commenced within 180 days from date of issuance of such permit, or cessation ofwork for 180 days will subject permit to cancellation.. 1 certify that I have read this. application and state that the above information is correct. I agree to comply with all city and c6untyordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above- mention d property for inspection purposes. Dat I / Signature (Applicant or Agent): w�DESCRIPTION ACCOUNT QTY AMOUNT BSAS S131473TEE .101-0000-20306 0 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 . DESCRIPTION ACCOUNT QTY AMOUNT PATIO.COVER, STD, OPEN 4 NANCIAL'INFORMATION. 0 $101.84 . w�DESCRIPTION ACCOUNT QTY AMOUNT BSAS S131473TEE .101-0000-20306 0 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 . DESCRIPTION ACCOUNT QTY AMOUNT PATIO.COVER, STD, OPEN 101-0000-42404. 0 $101.84 . DESCRIPTION 'ACCOUNT QTY AMOUNT PATIO COVER, STD,.OPEN PC 101-0000-42600 0 $100:32 Total Paid for PATIO COVER / COVERED PORCH / LATTICE: '$202.16 DESCRIPTION ACCOUNT QTY:. AMOUNT` SMI - COMMERCIAL 101-0000-20308 0 $0.70 Total Paid for STRONG'MOTION INSTRUMENTATION SMI: $0.70 DESCRIPTION ACCOUNT QTY AMOUNT TECHNOLOGY ENHANCEMENT FEE . 502-0000-43611 0 $5.00 q8liqla! WAS C�Yb ao79 Bin # I DrG > City 'd La Quinta Building 8f Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 0001. Building Permit Application and Tracking Sheet Permit # % 8O`T'j-{ a01-7 Project Address: WW G W t Owner's Name: Sunline Transit Agency A. P. Number: J t Address: 32-505 Harry Oliver Trail Legal Description: City, ST, Zip: Thousand Palms, CA 92276 Contractor: ND ConstructionCo.,Inc. Telephone: 760-343-3456 Address: 2201 E Winston Rd, Suite M Project Description: City,ST,Zip: Anaheim, CA 92806 Installation of bus•stop shelter, bench, Telephone: 949-498-1799 ancl trash—r-e-c-ep-E-ac-Te on existing Mewalk. State Lic. #: 779970 City Lic. #: Arch., Engr., Designer: Address: City., ST, Zip: Telephone: v: :;:<::::;:::::::>:<:<:u :::::<::<:»::>::: h '«€Project Construction Type: Occupancy: Panc y' State Lic. #: tYPa circle one • New Add' n Alter Repair Demo Name of Contact Person: Nick Martin Sq. Ft.: # Stories: #Units: Telephone # of Contact Person: 949-498-1799 x7 01 ❑ Estimated Value of Project: oL 0 0 APPLICANT: DO NOT WRITE BELOW THIS LINE N Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Cates. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Tide 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2°d Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '"' Review, ready for correcdons/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Fes- • Y k Total Permit Fees - FFR 16 -2017 Cny OF LA QUINTA COMMUNM DEVELOPMENT z C z_ N 2 D z 0 Z D 17- C N N IM r m m LA T W r v 0 p N O1 < N c� n a n y ^ 00N ........................................................................................................................................ I CJ.. C n ,.,, .... O O O �.. 1 ... a '1��t`�4fiif.�: Proposed Bus !1 ■a.a.� ■ CD ' Shelter Space y ;2'-2"W x 8'-0"L x 8'H) a■a■s■o aysa C: o z ctx `z In S )aC� Oft. rn N a 4~ -1 m -0 H _ TT la C £ I IA 0 Z Q Q0 C WASHINGTON ST. z t m......................................................................................................................r m rn CD g a � z C z_ N 2 D z 0 Z D 17- C N N IM r m m LA 60rH 2.0 1 7-0002 om (D O CJ Washington St. r I �X r v 0 p N < N c� n a n y ^ O In CJ.. C n ,.,, .... O O O �.. loo I� ■a.a.� ■ CD O w tp.—• 3.!� o z ctx `z In � � N a y a m -0 H mo 5, la C £ I IA TT` t rn CD g a � m .o D m 60rH 2.0 1 7-0002 om (D O CJ Washington St. r I �X r v 0 p m < N c� n a n y ^ O In CJ.. C n ,.,, .... O O O wCn N O O CD 3.!� o z ctx `z In � � N Zo 5, la C £ I IA rt p 60rH 2.0 1 7-0002 om (D O CJ Washington St. r I �X s fi« -, � .t I ALUMINUM RECTANGULAR " LOGO PLATE WELDED TO ' THE ROOF PERIMETERS - _ ' END SCREEN PA NEL w+Ox.sa> M�imw.vo o 0000000 0000000c 4- BENCH BOTH ENDS 241/4"WX77-1/2"H • 0o0o0000000o0 o i (`111 GEIIEPAL NOM: • 0 0o oo oo • i ,f.ALL SiRUCNRAL STEEL UIIUWOTNERn.TSE NOTED.. 0 o ooood 0000000• 0000000 oooooooooooo o y. (. SHALL BE AGTM AJB. IDNIYUY nEtD o 000000 00000 0000000 0000000c - END SCREEN FASTENED :. All SiRUCTURALAWYUIUY MEYRERG. UN'ccc I& ux OTl NOTED. GNALL BE Of ALLAY eoatiTS GR 0000000 0000000 TODUALPOST ASSEMBLY nUtGE GREATEN. - D.mao ,GEDwuw wNCNED., .SOLAR PANEL l• W/(1) -20 X 1/41"•MACHINE SCREW, ". .. STEELNEIAxG SNAIL CONFORM TOAYERIGNnEIAING soaEr STANDARDDI.Ino.EiECTNmEs sNAu � EXTRA ROOF BOWS 1 (2)1/4"FLAT, WASHERS; AND " WNFORYTOAM5.1. ETass:-- ' S. AIUYINUY nE1AIxG GNAICC FOR SOLAR UNIT (1)1/4.20 HEX NUT-. III.—TOAYE 00 .wElnlNc soaETr sTANOANool. aae. EIECTRaoEs sxAu MOUNTING 8 CONNECTIONS AT EACH END CONFORYTOANSb—IDOIAGSE -- ' S..LLI N£IDINGTOMWNEATTO I—UMWRING r. 4,-8x O.A. .05 ALUM. SHEET 3" SCH. 40 STEEL PIPE A SOLAR LED LIGHTING SYSTEM. r I s . 1'-111/16" ALUMINUM FRAME ---------f:•- ------------- " SCHEDULE. HOLDER • - - 26"X 28" VDO - 1/4" CLEARPOLY- CARBONATEFACE W/ - goo 000000000 0000d0000000000000 0000000000i ' o oo600000000000ppppp 0000000000 , 0000000 .FOAM BOARD BACKING 'o o000000000000g00000000000' 0000000 o 000,0000000000000 9Q 000:0000000 i 0000000 ,-3.1/16" 000000000000 00000000000 , OOOOO 0 o oo000000 oo00 o o'o o o o o o0 0000000 ,o 0000 0000 0000l�00000000000 i 0000000 F ' o 0000 0000 0000 0000000000 I 0000000 = ,o o000000000000000000000000� 0000000 , o 0000000000000000000000000 , 0000000 C7.0 'o oo'00000000000000000000000 , '0000000 W- 0 0000000000000000000000000 0000000 = io '0000000000 000000000000000, '.o 0000 o o o o o o o o o o o o o o o o o o o o0 00000000 0000000 J l oo Coo000oa 000000000000000 0000000 X000;0000000000000000000000 0000000 _ 000000000000 �2"J 00000000000000000 7'-05/16" > 000000000000000000o16;o00000000000000000000000000000000000000000 00oo0oo0000 O , 00000000000000000000000000ao0 o u00000 0000 '000.00000000000.0000;00000000000000000000000 000000 fV Z 0000000000000000000000000000000oaao0000 0000000 _ 0000000000000000•000000000000000000000uui 0000000 _ 000 o0 00000000000' ;0000000000000000000000 000000 i0 0 00000000000000000;00000000000000000000000 i 000000000000000000,0000000000000000000000 ,n '000000000000000000'0000000000000000000 000 o� 00000 °o C 00000000000000.00000000000000000000000000 000 ,00000000000000000090000000000000000000000i 0000000 jam' ' 00 00000000000000 00000000000 0 0000000 ,000000000000000 0' 0000000 000000000000000 0000000 '000000000000000 0 —000000000000 0000000.'d, 2'-01/8" END ELEVATION ADJUSTABLE ANCHOR/SUPPORT J FRONT ELEVATION ASSEMBLY AT 2 PLACES _ i^ A - •NOTE: ) ' SCHEDULE HOLDER TO.BE MOUNTED'. AND CENTERED OVER THE DESIGNATED {,1 ADA SPACE. 3-1/16" FROM THE INTERIOR 1 FRAME EDGE OF THE REAR SCREEN AND 2" FROM THE EDGE OF THE CENTERED SUPPORT OF THE REAR SCREEN. - f i ALUMINUM ROOF BOW f ROOF (EXTRUSION i ALUMINUM EXTRUSION A� ROOF PERIMETER Z . j 1 't g lj. 8'-7"3/8" O.A. ROOF TRIM ( 8 3/16" } SECTION C -C ALUMINUM ROOF SUPPORT BEAM - - ---------- ----- wi0g Oa LL- �O ' I w , "'ECEI if Nlw \ I 1/8" THK. ALUMINUM ROOF PANELS' C E C 16 GA. PERFORATED STEEL' REAR SCREEN 85"W X 73"H 01/4".HOLES ON 3/8" CENTER' SUPPORTED BY STEEL SQUARE TUBE FRAME. PERFORATED METAL TRASH CAN W/ 32 GAL LINER F+ ANDA HINGED LOCKABLE LID 0000000000 0000000000 00000000 0000000000 l 00000000000 00000 000000 000000 00000000000 4'12 GA PERFORATED BENCH W/ONE VAGRANT BAR AND NO BACK 51/4 IA 2'-0 va" i °° 0 D 0 I ;0 9 FEB 16,2097 CITY OF LA QUINTA ROOFj,FLAN VIEW COMMUNITY DEVELOPMENT BELOW ROOF PANELS AND BOWS SOLAR PANEL ... , Iiensrolrs :. zom M. •..• oEscRwrrox wrE +wRwmo.. - SOLAR PANEL �— . -----I-a) _ I ALUMINUM RECTANGULAR " LOGO PLATE WELDED TO ' THE ROOF PERIMETERS - _ ADA END SCREEN PA NEL 30" X 48" I o 0000000 0000000c 4- BENCH BOTH ENDS 241/4"WX77-1/2"H • 0o0o0000000o0 o 1/8" THK. ALUMINUM ROOF PANELS' C E C 16 GA. PERFORATED STEEL' REAR SCREEN 85"W X 73"H 01/4".HOLES ON 3/8" CENTER' SUPPORTED BY STEEL SQUARE TUBE FRAME. PERFORATED METAL TRASH CAN W/ 32 GAL LINER F+ ANDA HINGED LOCKABLE LID 0000000000 0000000000 00000000 0000000000 l 00000000000 00000 000000 000000 00000000000 4'12 GA PERFORATED BENCH W/ONE VAGRANT BAR AND NO BACK 51/4 IA 2'-0 va" i °° 0 D 0 I ;0 9 FEB 16,2097 CITY OF LA QUINTA ROOFj,FLAN VIEW COMMUNITY DEVELOPMENT BELOW ROOF PANELS AND BOWS SOLAR PANEL ... , Iiensrolrs :. zom M. •..• oEscRwrrox wrE +wRwmo.. - SOLAR PANEL - ALUMINUM RECTANGULAR " LOGO PLATE WELDED TO ' THE ROOF PERIMETERS - AT BOTH ENDS. END SCREEN PA NEL E - o0o0o0o0o0o0o 0 16 GA PERFORATED STEEL - oooo o o o c END SCREEN PA NEL o 0000000 0000000c BOTH ENDS 241/4"WX77-1/2"H • 0o0o0000000o0 o 01/4' HOLES ON 3/8".CENTER ' • 0 0o oo oo SUPPORTED BY: STEEL FLAT 0 o ooood 0000000• 0000000 oooooooooooo o BAR FRAME ' o 000000 00000 0000000 0000000c - END SCREEN FASTENED 0000000 0000000 TODUALPOST ASSEMBLY 0000000 o o o o o o o W/(1) -20 X 1/41"•MACHINE SCREW, ". 0000000 (2)1/4"FLAT, WASHERS; AND " o o o o o o o 0000000 (1)1/4.20 HEX NUT-. 0000o0o0o00 o 8 CONNECTIONS AT EACH END ND ELEVATION MOUNTED WITH #14 X 1— ` LED LIGHT TEK SCREWS INTO THE INTERIOR, ROOF BOWS 48-1/2" ON CENTER SECTION G -G SOLAR PANEL MOUNTING DETAIL O #18792-00 SOLAR PANEL MOUNTING BRACKETS, FASTENED W/40806659 _ #14 X 1-1/4"TEK SCREWS . AT INTERIOR ROOF BOWS y ING ..0�. SHEET 1 OF 2 Tolar Manufacturing Compony. Inc "11258 Moriah Circle. Corono. CA 92879 11 t �VVVV—V /13 oR. a: ER ill i P; WIN, *ljtUxz�-"`MPV Ne� "11�1 VFRO•ED :j SR ­_SE k a —m—.1.u. MEMBERS. UNLESS OT11F1tN15E NOTED SIULL BE OF ALLOY 8091TSOii 3­H�ESMWDRQlED0R�NCHED.-'­ R66F BbW ALUMINUM STEEL �M.G S— CONFORM M �Rl� :3/8' �SWNFORMMAM5.:c�ssv�'_FOII "ll".. —WHF0RMM-ERJC�N �EMNGSWMSTAN�RODI:­S ELEC�SS­ WNFORMMA�SFA5.10C�SSER­,�, _GMSEMNE r. WM­.INc.F. .EXTRUSION RO OF ERIMETER 75k Mi 4' T semr @ A STEELFIATRAR 3i6',.STN. STIL. HARDWARE INCLUDE (8): .1/4"X 3-1/2" 3/8' X 4' X 1,"�Bb�T 3/8FLAT,WASHER,D :� - PRESSURE RIB . ", ANf. LOCK WASHER. vv ALUMINUM CE E ROOF PANEL ".$ECTI_0N 7 . q .4.,POST TO ROOF CONNECTION14 4. X 1-1/4 TEK SCREW I v ROOF BOW 5 PER'JOINT 3/8'� ROOF GUTTER GA PERFORATED STEEL VAGRANT a. BENCH W/ ON I E VAGRANT . 0 1 . -1/4"SC , H.40 3/8" 2 @ 12" V BARAND'NO BACKSTEEL PIPE (1'-5318") 11-9 9/16" 1-491i (R4 5/16") —3/8- ------------- ------------- ------------------ --------------- (1,-6,,) STIL. FLAT BAR 3/8"X 4" ra 03/4"SCH. 40 > STEEL PIPE BENCH LEG END SCREEN FASTENED REAR SCREEN 01-ii4' SCH. 40 IZ ANCHOR _3/8" THK. STEEL (R2 11/16") STEEL PIPE TO DUAL POST ASSEMBLY W (1) ll/4-20X, V MACkINE SCREW,. 012" X 3-3/4" STN. STIL. PLATE -F WASHERS, AND'. (2)1/4 LAT. ONE PER SHOE (1) 1/4-.20 HEX NUT 3/8" 8 CONNECTIONS AT EACH END 3/8" 3/8. 4'BENCH DETAIL STEEL FLAT BAR 1/4" X2 1 PERIMETER OF SCREEN 16 GA PERFORATED FORATED' 3- SCH. 40 STEEL SHEET STEEL PIPE 31 3 /8" /8 F� F� e FRAME SECTION F—F END SCREEN FRAME 2'-17/8„ TRASH CAN INCLUDES A I -SHOE 2-12" SCH. 40 32 GAL. LINER SO. STEELTUBE STEEL I PIPE STEEL LOCKABLE1A/4" X 14/4" X 1/16" . HINGED,LID kRIMETEWOFSCREtN 3" SCH. 40 STEEL PIPE 10 000000000,00HEX HEAD BOLT 3/4",10 X 12'� THREADED ( )00000000000 7" 01/2"-13 X 4"W LOC I K NUT I STN , STL (1 ROD, Q 0000000 0 0 0 0 ONE PER�SHOE HEX HEAD SOLT. 1/4" C B 3/43A"­iL6CK WASHER &' 0 0 0 0 0 06 0 040 0 318 v -01/2"-'X 4" W LOCK NUT STEEL FLAT BAR '-FLATWXSkIER- 0 0 0 0 0.0 0 0 0 0 0 C 14 GA PE . RFORATED STEEL 3/8' X,�':x 4" 00-0000000 ONE PER SHOE,: (2 TOTAL) TING DETAIL D 1/2". 0000000.000..0, * c i-&.O'b 6, 0 0 0 0 0.0. 0 ALUM. EXTRUSION (2 PC.) RUBBER SET 000000;0000OC 3�1/2"LENGTH CHANNEL am 9, )0000000000,0 2 MIN. EMBED. 0000'0000600 J A'- STEEL 12" X -1 2't X 318" PLATE — — — — — — — — TRASH CAN PEDESTAL 7" 3/4"-1 0 X 12" HILTI ANCHOR 3/8'THK:STEE L THREADED ROD 01/2"X 3=3/4". STN: ST.L. ugfi PLATE TYP. (STN. STL.) INSTALL PER ESR917 4 PER HO E SECTION .A -A ANC BAMSUPPORTPOST 01/2"HOR X 3-3/4' STN. STIL. DETAIL "D" 4PER SHOE I TRASH CAN. DETAIL (4) HILTI ANCHOR - SEC TION &-13 qi/2?.X_3:,W4".STN. STL. "SHO DETAIL EST IMBED 2" SHEET 2'0171 2 CAng pony,- Inc ij 2Tolqmromanufacturi ' Corn 58 Circle, Corona, CA 92879 '77 NDN—AD LOW DOME W/,PERF. SCREEN III LN '..";SUN IN -DI -in Anuln f— 1/16 1— 2/1/13 1— St. 0 ER All J�S�REPORTTM ICC Evaluation Service, Inc. www.icc-es.org DIVISION: 03—CONCRETE Section: 03151—Concrete Anchoring REPORT HOLDER: HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HiltiTechEng(cDus.hilti.com EVALUATION SUBJECT: ESR -1917 Reissued September 1, 2007 This report is subject to re-examination in two years. BusinesslRegional Office ■ 5360 Workman Mill Road, Whittier, Calbmia 90601 ■ (562) 699.0543 Regional Office ■ 900 Montclair Road, Suite A, Birmingham, Alabama 35213 ■ (205) 599-9800 Regional Office ■ 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 ■ (708) 799-2305 HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2006 International Building Code® (IBC), ■ 2006 International Residential Code® (IRC) ■ 1997 Uniform Building Code TM (UBC) 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 structural sand lightweight concrete having a specified compressive strength, f'e; of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal -weight or structural sand lightweight concrete .over metal deck ' having a minimum specified compressive strength„ f'e, of 3,000 psi (20.7 MPa). The anchoring system is an alternative to cast -in-place anchors described in Sections 1911 and 1912 of the IBC and Sections 1923.1 and 192.3.2 of the UBC. 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 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 or stainless steel materials with corrosion resistance equivalent to Type 304 stainless steel. Carbon steel KB -TZ anchors have a minimum 5 um (0.00002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB -TZ anchors are fabricated from stainless steel with corrosion resistance equivalent to Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A 563-04, Grade A, and the hex nut for stainless steel conforms to ASTM F 594. 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 enclosed 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. Installation information and dimensions are set forth in Section 4.3 and Table 1. Normal -weight and structural• lightweight concrete must conform to Sections 1903 and 1905 of the IBC and UBC. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strengths must be determined in accordance with ACI 318-05 Appendix D and this report. Design parameters are provided in Tables 3 and 4. Strength reduction factors 0 as given in ACI 318 D.4.4 must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC or Section 1612.2 of the UBC. Strength reduction factors 0 as given in ACI 318 D.4.5 must be used for load combinations calculated in accordance with ACI 318 Appendix C or Section 1909.2 of the UBC. Strength reduction factors 0 corresponding to ductile steel elements may be used. An example calculation is provided in Figure 6. 4.1.2 Requirements for Static Steel Strength in Tension: The steel strength in tension must be calculated in accordance with ACI 318 D.5.1. The resulting NS values are provided in Tables 3 and 4 of this report. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The basic concrete breakout strength in tension must'be calculated according to ACI 318 Section D.5.2.2, using the values of he, and ker as given in Tables 3 and 4 in lieu of he, and k, respectively. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.2.6 must be calculated with W N as given in Tables 3 and 4. For carbon steel. KB -TZ installed in the soffit of structural sand lightweightor normal -weight concrete on steel deckfloor and roof assemblies, as shown in Figure 5, calculation of the concrete breakout strength may be omitted. (See Section 4.1.5.) 4.1.4 Requirements for Critical Edge Distance: In applications where c < c and supplemental reinforcement to control spli • n t c retVcE&_s*9pt, the concrete 'I �,tLJ REPORTS'" are not to be construed as representing aesthetics or any other attributes not endorsentent of the subject of the report or a recommendation for its use. There is no warranty by A finding or other matter in this report, or as to any product covered by the report. Copyright © 2007 1?0TH 20/ 7- 000;L ' :iftcahy addressed, nor are they to be construed as an Evaluation ServiceUEc'tyx e6 olirlM7d, as to any axs �oaasme c AM CIZT OF LA QUINTA "®""""'°� Page 1 of 14 COMMUNITY DEVELOPMENT Page 2 of 14 ESR -1917 breakout strength in tension for uncracked concrete, calculated according to ACI 318 Section D.5.2, must be further multiplied by the factor WP,, as given by the following equation: C 1 WCP,N = C ( ) uc whereby the factor WCPN need not be taken as less than 1.5he, For all other cases, wcPN = 1.0. Values for the COC critical edge distance c., must be taken from Table 3 or Table 4. 4.1.5 Requirements for Static Pullout Strength in Tension: The pullout strength of the anchor in cracked and uncracked concrete, where applicable, is given in Tables 3 and 4. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete must be calculated according to the following equation: F5T, NPn,rc = Np.or (Ib, Psi) (2) fc N,,rc - NP,cr 17.2 (N, MPa) In regions where - analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in tension must be calculated according to the following equation: fc Npn,rc = Np.uncr 2,500 (lb, Psi) (3) A72 Npn.t'c = Np,uncr (N, MPa) Where values for NP,, or NP,uncr are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The pullout 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 Figure 5, is given in Table 3. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete must be calculated according to Eq. (2), whereby the value of NP,deck,cr must be substituted for NPcr. 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. In regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in tension may be increased by Wc,N as given in Table 3. WAP is 1.0 for all cases. Minimum anchor spacing along the flute for this condition must be the greater of 3.0he7 or 1'/2 times the flute width. 4.1.6 Requirements for Static Steel Shear Capacity V,: In lieu of the value of V, as given in ACI 318 Section D.6.1.2(c), the values of V, given in Tables 3 and 4 of this report must be used. The shear strength V,,,,ck as governed by steel failure of the KB -TZ installed in the soffit" of structural sand lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figure 5, is given in Table 3. 4.1.7 Requirements for Static Concrete Breakout Strength of Anchor in Shear, Vc, or Vc,e: Static concrete breakout strength shear capacity must be calculated in accordance with ACI 318 Section D.6.2 based on the values provided in Tables 3 and 4. The value of IB used in ACI 318 Equation (D-24) must taken as no greater than he,. 4.1.8 Requirements for Static Concrete Pryout Strength of Anchorin Shear, VAP or Vcpg: Static concrete pryout strength shear capacity must be calculated in accordance with ACI 318 Section D.6.3, modified by using the value of kcp provided in Tables 3 and 4 of this report and the value of Nc, or Nc,y as calculated in Section 4.1.3 of this report. For anchors installed in the soffit of structural sand lightweight or normal -weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 5, calculation of the concrete pry -out strength in accordance with ACI 318 Section D.6.3 is not required. 4.1.9 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 Section D.8.3, values of cm,n and s,,,n as given in Tables 2 and 3 of this report must be used. In lieu of ACI 318 Section D.8.5, minimum member thicknesses hn,;n as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance cn,n and spacing sn,,n may be derived by linear interpolation between the given boundary values. (See Figure 4.) The critical edge distance at corners must be minimum 4he, in accordance with ACI 318 Section D.8.6. 4.1.10 Requirements for, Seismic Design: For load combinations including earthquake, the design must be performed according to ACI 318 Section D.3.3 as modified by Section 1908.1.16 of the IBC, as follows: CODE ACI 318 D.3.3. SEISMIC REGION CODE EQUIVALENT DESIGNATION Seismic Design IBC and IRC Moderate or high Categories seismic risk C, D, E, and F Moderate or high Seismic Zones UBC seismic risk 26, 3, and 4 The nominal steel strength and the nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, must be calculated according to ACI 318 Sections D.5 and D.6, respectively, taking into account the corresponding values given in Tables 3 and 4. The anchors comply with ACI 318 DA as ductile steel elements and must be designed in accordance with -ACI 318 Section D.3.3.4 or D.3.3.5. The nominal pullout strength NP,SB1S and the nominal steel strength for anchors in shear Vs,ses must be evaluated with the values given in Tables 3 and 4. The values of NP SB1S must be adjusted for concrete strength as follows: - F2,500 Npsers,rc - Npsets (lb, psi) (4) f� NP,seis.rc = Np,seis 1 7. 2 (N, MPa) If no values for Np,,S or Vs s�,s are given in Table 3 or Table 4, the static design -strength values govern. (See Sections 4.1.5 and 4.1.6.) 4.1.11 Structural Sand Lightweight Concrete: When structural lightweight concrete is used, values determined in Page 3 of 14 ESR -1917 accordance with ACI 318 Appendix D and this report must be modified by a factor of 0.60. 4.1.12 Structural Sand Lightweight Concrete over Metal Deck: Use of structural sand lightweight concrete is allowed in accordance with values presented in Table 3 and installation details as show in Figure 5. 4.2 Allowable Stress Design: 4.2.1 General: Design resistances for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC, must be established as follows: Rd Re/1ow,ASD - a (5) where Rd = 0 • Rk represents the limiting design strength in tension (ON„) or shear (oV„) as calculated according to ACI 318 Sections D.4.1.1 and D.4.1.2 and Section 4.1 of this report. For load combinations including earthquake, the value Rd in Equation (5) must be multiplied by 0.75 in accordance with ACI 318 Section D.3.3.3. Limits on edge distance, anchor spacing and member thickness, as given in Tables 3 and 4 of this report, must apply. Allowable service loads for single anchors in tension and shear with no edge distance or spacing reduction are provided in Tables 6 through 9, for ' illustration. These values have been derived per Equation (5) using the appropriate strength reduction factors Ofrom Tables 3 and 4 and the a factors provided in Section 4.2 of this report. The value of a must be taken as follows: REFERENCE FOR STRENGTH REDUCTION FACTORS a Including Seismic Excluding Seismic ACI 318 Section D.4.4 1.1 1.4 ACI 318 Section D.4.5 1.2 1.55 4.2.2 Interaction:- In lieu ofAC1 318 D.7.1, D.7.2 and D.7.3, interaction must be calculated as follows: For shear loads V s 0.2 • V,,o ,ASD, the full allowable load in tension TBuow,ASD may be taken. For tension loads Ts 0.2 T.1,1ASD, the full allowable load in shear Vellow•ASD may be taken. For all other cases: T V + s 1.2 (6) Tallow,ASD Vallow,ASD 4.3 Installation: Installation parameters are provided in Table 1 and in Figure 2. The Hilti KB -TZ must be installed according to manufacturer's published instructions and this report. Anchors must be installed in holes drilled into the concrete using carbide -tipped masonry drill bits complying with ANSI 8212.15-1994. The nominal drill bit diameter must be equal to that of the anchor- The drilled hole must exceed the depth of anchor embedment by at least one anchor diameter to permit over -driving of anchors and to provide a dust collection area as required. The anchor must be hammered into the predrilled hole until at least four threads are below the fixture surface. 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'/, inch (3.2 mm). For, member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figure 5. 4.4 . Special Inspection: Special inspection is required, in accordance with Section 1704.13 of the IBC and Section 1701.5.2 of the UBC. The special inspector must be on the jobsite continuously during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, and tightening torque. 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 and minimum embedment depths 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 structural sand lightweight concrete having a specified compressive strength, f, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa), and cracked and uncracked normal -weight or structural sand lightweight concrete over metal deck having a minimum specified compressive strength, f�, of 3,000 psi (20.7 MPa). 5.4 The values of f, used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 Loads applied to the anchors must be adjusted in accordance with Section 1605.2 of the IBC and Sections1612.2 or 1909.2 of the UBC for strength design, and in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC for allowable stress design. 5.6 Strength design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable design values are established in accordance withrSection 4.2. 5.8 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3 and 4. 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 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. 5.11 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (fl > fr), 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 Where not otherwise prohibited in the code, kB-TZ anchors are permitted for use with fire -resistance -rated Page 4 of 14; ESRA 91.7 construction provided that at least 6ne'of the following, 6:0 EVIDENCE SUBMITTED conditions is fulfilled:' .6.1 Data in accordance, with' the ICC -ES' Acceptance • Anchors are used to.resis_t wind or seismic forces only. Criteria for Mechanical: Anchors in Concrete ,Elements ._ •Anchors that support afre-resisfance.'rafed envelope, AC193 , dated Janua 007 `AGI 355.2 ( ) January 2 ...- _ ( )� '- or a fire- resistance -rated membrane are protected by 6.2 A quality control manual. approved fire- rated materials;, .or have . been' evaluated for `resistance :to fire. 'exposure in 7.0. IDENTIFICATION -, accordance with recognized standards. -packaging The anchors. are identified by>'labeled with the • Anchors are used to support nonstructural elements. PR manufacturer's name (Hilti;. Inc) and contact information 514 Use of zinc coated carbon steel anchors is limited'to anchor name, anchor size, evaluation report number -= d.ryinterior locations..,. . ESR -1917),' and Ahe name of the; inspection :agency- (Underwriters Laboratories lnc) The anchors,have'the°letters ,' 5.15 ,Special inspection must be provided in accordance with. K&TZ embossed. on -the 'anchor stud and four notches Section.4.A. embossed into the anchor, head, and the'se`are'.visible after 5:1.6' Anchors .are manufactured by Hilti AG, in Schaan, installation for verification:'- Liechteristein, undere a` quality control program with inspections by Underwriters Laboratories Inc. (AA -637). i 'The 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: TABLEI—SETTING INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter (in.) INFORMATION Symbol Units 3/8 1/2 5/8 - , - 314 In. 0.375 0.5 0:625 • 0.75 Anchor OA. do (mm) (9:5) (12.7) (15:9) (19.1) -Nominal bit diameter dm In. 3/8 1/2 5/8 l.- 314 , Effective min. In. 2 2 3-114 371/8 4. 3-3/4 4-3/4 embedment he (mm) (51) (51) (83) (79) (102)(95) (121) In. 2-518 2-5/8 4 3-7/8. 4-3/4 4-5/8 5-3/4 Min. hole depth 'ho •1. (mm) (67) (67) '(102) (98) ..(121) .(117) (146) Min. thickness of - In. 1/4 3/4 1/4 318 3/4 1/8 1-518 fastened part, jmm)' (6) (19) (6) (9) (19) (3) . (41) ft -Ib 25 40 60• . 110. Installation torque Tha (Nm) (34) (54) (81) (149) Min. dia. of hole in In. 7/16 9116 11/16 1306 fastenedart p dh (mm) (11.1) (14.3) ,(17.5) (20.6) Standard anchor In. 3 3-314 5 3-314 4-1/2 5-1/2 7 4-3/4 6 1.8-1/2 10 ; 5=1/2 810 - n lethe ' .9 t (mm) (76)-• (95) (127) (95) (114) (140) (178) (121 ) ( : 152) -(216) (254) (140) (203) (254) Threaded length In. 7/8 1-518. 2-718 1-5/8•. 2-318 3-3/8 4-7/8 1-1/2. 2-3/4 571/4 6-314, 1-112 4 6 1 (incl dog point) t"�" ' (mm) (22) (41) (73) (41) (60) (86) (124) (38) (70) (133)" (171) (38) ' (102) (152) Unthreaded length YunNr In. 2-1/8 2-1/8 3-1/4'-' 4 (mm) (54) (54) (83) (102) I 'The 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: Length ID marking A B.^ C D. E. .F- G H I J lK . L M N O. P ',Q R, 5 ' T, '.U- V W, on bolt;head' :mak � Length of From 1 %z 2 • 2 %z- 3 ' 3 Yz• 4 4_Yz 5 5Jz .6 _ 6'/: 7 7% 6 8 %z, , 9',. 9 %z 16 11 :12 13 14 .'15, anchor,.. Up;tobut X14... (inches) (nches) ' not,' ,2. '2:%z 3�, 3%z 4 '4A 5 5%z' 6 .6%z 7 7% 8 8.'/z - 9- 9%:. .10 11 12 �13� 15 16 including - FIGURE 3—BOLT,HEAD WITH LENGTH IDENTIFICATION CODE AND KB -TZ HEAD NOTCH EMBOSSMENT :mak � Page 7 of 14 ESR -1917 TARI F 't_r1FRIGN INFORMATION CARRON STEEL KR -TZ For 51: 1 Inch = 25.4 mm, 1 Ibt = 4.45 N, 1 psi = u.uubt395 mva For pouna-Incn units: l mm = u.U3y3/ Inches. 'See Fig. 2. 2 For structural light -weight concrete over metal deck, see Figure 5. 'See Section 4. 1.10 of this report. 'See Section 4.1.6. NP (not permitted) denotes that the condition is not supported by this report. 'See Section 4.1.5 of this report. NA (not applicable) denotes that this value does not control for design. 'See Section 4.1.5 of this report. NP (not permitted) denotes that the condition is not supported by this report. Values are for cracked concrete. Values are applicable to both static and seismic load combinations. 'See ACI 318-05 Section D.4.4. 'See ACI 318-05 Section D.5.2.2. 'See ACI 318-05 Section D.5.2.6. "The KB -TZ is a ductile steel element as defined by ACI 318 Section D.1. "For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-05 Section D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. Nominal anchor diameter DESIGN INFORMATION Symbol Units 318 112 518 3/4 In. 0.375 0.5 0.625 0.75 Anchor O.D. do mm 9.5 12.7 15.9 19.1 I In. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 Effective min. embedment' her 51 51 83 79 102 95 121 5 4 6 6 8 5 6 8 6 8 8 Min. member thickness2 hmrn4 102 127 102 152 152 203 127 152 203 152 203 203Critical Elm 4 5-1/2 4-1/2 7-1/2 6 6-1/2 8 3/4 6-3/4 10 8 9 edge distance ccmc4-3/8 111 102 140 114 191 152 165 222 171 254 203 229 2-1/2 2-3/4 2-3/8 3-5/8 3-1/4 4-3/4 4-1/8 cm'" 64 70 60 92 83 121 105 Min. edge distance In. 5 5-3/4 5-3/4 6-1/8 5-7/8 10-1/2 8-7/8 fors z mm 127 146 146 156 149 267 225 In. 2-1/2 2-3/4' 2-3/8 3-1/2 3 5 4 ' Sin mm 64 70 60 89 76 _ 127 102 Min. anchor spacing In. 3-5/8 4-1/8 3-1/2 4-3/4 4-1/4 9-1/2 7-3/4 for c z mm 92 105 89 121 108 241 197 In. 2-5/8 2-5/8 4 3-7/8 4-3/4 4-5/8 5-3/4 Min. hole depth in concrete ho mm 67 67 102 98 121 117 146 Ib/in 100,000 84,800 84,800 84,800 Min. specified yield strength fr N/mmZ 690 585 585 585 Ib/in 125,000 106,000 106,000 106,000 Min., specified ult. strength f. (N/MM2) 862 731 731 731 In .0.052• 0.101 0.162 0.237 Effective tensile stress area Ase mmZ 33.6 65.0 104.6 152.8 Ib 6,500 10,705 17,170 25,120 Steel strength in tension Ns kN 28.9 47.6 76.4 111.8 Ib 3,595 6,405 10,555 15,930 Steel strength in shear VS kN 16.0 28.5 47.0 70.9 Steel strength in shear, Ib 2,255 6,405 10,555 14,245 seismic3 Vsais kN 10.0 28.5 47.0 63.4 Steel strength in shear, Vs,deck Ib 2130 3,000 4,945 4,600 6,040 NP NP concrete on metal deck" kN 9.5 13.3 22 20.5 26.9 Pullout strength uncracked Ib 2,515 NA 5,515 NA 9,145 8,280 10,680 concretes NP'°"" (kN) (11.2) (24.5) (40.7) (36.8) (47.5) Pullout strength cracked Np" Ib 2,270 NA 4'915 NA NA NA NA concretes kN 10.1 21.9 Pullout strength concrete on Np'deck'" Ib 1,460 1,460 2,620 2,000 4,645 NP NP metal decks kN 6.5 6.5 11.7 8.9 20.7 Anchor category' 1 Effectiveness factor k_ uncracked concrete 24 Effectiveness factor kc, cracked concretes 17 qjac,N= kunclk, 9 1.41 Coefficient for pryout strength, kcp 1.0 2.0 Strength reduction factor 0 for tension, steel 0.75 failure modes10 Strength reduction factor 0 for shear, steel failure 0.65 modes10 Strength reduction 0 factor for tension, concrete 0.65 failure modes or pullout, Condition B" Strength reduction 0 factor for shear, concrete 0.70 failure modes, Condition B" For 51: 1 Inch = 25.4 mm, 1 Ibt = 4.45 N, 1 psi = u.uubt395 mva For pouna-Incn units: l mm = u.U3y3/ Inches. 'See Fig. 2. 2 For structural light -weight concrete over metal deck, see Figure 5. 'See Section 4. 1.10 of this report. 'See Section 4.1.6. NP (not permitted) denotes that the condition is not supported by this report. 'See Section 4.1.5 of this report. NA (not applicable) denotes that this value does not control for design. 'See Section 4.1.5 of this report. NP (not permitted) denotes that the condition is not supported by this report. Values are for cracked concrete. Values are applicable to both static and seismic load combinations. 'See ACI 318-05 Section D.4.4. 'See ACI 318-05 Section D.5.2.2. 'See ACI 318-05 Section D.5.2.6. "The KB -TZ is a ductile steel element as defined by ACI 318 Section D.1. "For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-05 Section D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. Page 8 of 14 ESR -1917 Th Al F d_r1FC1f:N INFARMATlnN RTAINI FSS STFFt. KR -TZ For 51: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi= 0.006895 MPa For pound-mch. units: 1 mm = 0.03937 inches 'See Fig. 2s 'See Section 4.1.10 of this report. NA (not applicable) denotes that this value does not control for design. 'See Section 4,1.5 of this report. NA (not applicable) denotes that this value does not control for design. °See ACI 318-05 Section D.4.4. 5See ACI 318-05 Section D.5.2.2. BSee ACI 318-05 Section D.5.2.6. 'The KB -T2 is a ductile steel element as defined by ACI 318 Section 0.1. eFor use with the load combinations of ACI 318-05 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-05 Section D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. N Nominal anchor diameter DESIGN INFORMATION Symbol Units 3/8 1/2 5/8 3/4 in. 0.375 0.5 .0.625 0.75 Anchor O.D. do mm 9:5 12.7 15:9 19.1 in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 Effective min. embedment he,, . (mm), 51 51 183 79 102 95 121 5 4 6 6 8 5 6` 8: 6 8 8102 Min. member thickness hm;"tin.4 127 102 152 152 203 127 152 203 152 203 203Critical .3-7/8 5-1/2 4-1/2 7-1/2 6 7 8-7/8 •6 107 9111 edge distance ceC4-3/8 98 140 .114 191 152 178 225 152 254 178 229 2-1/2 2-7/8 2-1/8 3-1/4 2-3/8 4-1/4 4om'" 64 73 54 83 60 108 102Min. edge distance in. 5-3/4 5-1/4 5-1/2 5-1/2 10 8-1/2 for s z mm t5 127 146 133 140 140 254 216 in. 2-1/4 • 2-7/8 2 2-3/4 2-3/8 5 4 mm 57 73 51 70 60 127 102 Min. anchor spacing in. 3-1/2 4-1/2 3-1/4 4-1/8 4-1/4 9-1/2 7 th, mm 89 114 83 105. 108 241 178 in. 2-5/8 2-5/8 4 3-7/8 4-3/4 4-5/8 5-3/4 Min. hole depth in concrete mm676710298121117146 • Ib/in 92,000 92,000 92,000 76,125 Min. specified yield strength fy N/mm2 634 634 634 525 Min. specified ult. Strength f Ib/in z 115,000 115,000 115,000 101,500 (-N/mm 793 793 793 700 Effective tensile stress area Ase in 0.052 0.101 0.162 0.237 mmz 33.6 65.0 104.6 152.8 Steel strength in tension Ns Ib 5,968 11,554 17,880 24,055 kN 26.6 51.7 82.9 107.0 Ib 4,870 6,880 11,835 20,050 Steel strength in shear. Vs kN 21.7 30.6 52.6 89.2 Pullout strength in tension, NSe� Ib2,735. NA NA NA NA seismicz (kN) (12.2) Steel strength in shear, Ib 2,825 6,680 11,835 14,615 seismic2 (kN) (12.6) (30.6) (52:6) (65.0) Pullout strength uncracked Ib 2,630 5,760 12,040 concrete Np•u"cr NA NA NA (kN) (11.7) (25.6) (53.6) Pullout strength cracked Ib 2,340 3,180 5,840 8,110 concrete Np,cr NA NA NA (kN) (10.4) (14.1) (26.0) .(36.1) Anchor category° 1 Effectiveness factor ku"cr uncracked concrete 24 Effectiveness factor kir cracked concretes 17 24 17 17 17 24 17 'V3c N'= ku-1kcr - 1.41 1.00 1.41 1.41 1.41 1.00 1.41 Strength reduction factor 0 for tension, steel failure modes' 0.75 Strength reduction factor 0 for shear, steel failure modes? 0.65 Strength reduction 0 factor for tension, concrete failure modes, Condition B8' 0.65• Coefficient for pryout strength, kcp 1.0 2.0 Strength reduction 0 factor for shear, concrete failure modes, Condition 88 0.70 For 51: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi= 0.006895 MPa For pound-mch. units: 1 mm = 0.03937 inches 'See Fig. 2s 'See Section 4.1.10 of this report. NA (not applicable) denotes that this value does not control for design. 'See Section 4,1.5 of this report. NA (not applicable) denotes that this value does not control for design. °See ACI 318-05 Section D.4.4. 5See ACI 318-05 Section D.5.2.2. BSee ACI 318-05 Section D.5.2.6. 'The KB -T2 is a ductile steel element as defined by ACI 318 Section 0.1. eFor use with the load combinations of ACI 318-05 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-05 Section D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. N Pagel 6f'14 ESR -1917 ' Sdesign 7I Cdesign hmin @ Cmin at.s > CL y • r - ; .. - s � Sdesi n S at.c 9 min h 2 hmin Cdesign edge'distance c-. FIGURE 4 -INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 6 -MEAN AXIAL STIFFNESS VALUES FOR KB -TZ CARBON AND.STAINLESSrSTEEL.ANCHORSIN. NORMAL -WEIGHT CONCRETE 103 ounds/in. Concrete condition carbon steel KB -TZ, all diameters stainless steel KB -TZ, all diameters uncracked concrete 700 120 cracked concrete 500 90 . 'Mean,.values shown; actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. TABLE 6 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC TENSION (ASD), NORMAL -WEIGHT 'UNCRACKED'CONCRETE, CONDITION B (pounds)'?' 3 For SI: 1' Ibf 4.45 N, 1psi 0.00689.MPa For pound -inch units: 1 mm = 0.03937 inches - 'Values are forsingle anchors with•no edge distance or spacing reduction. For other cases, calculation of Rd as per.ACl 318-05;and • conversion to ASD in accordance with Section 4.2.1 Eq. (5) of this report is required: : ZValdes are4or normal weight concrete: For sand -lightweight concrete, multiply values by 0.60. 4 'Condition B applies where supplementary reinforcement in conformance with ACI 318-05 Section D.4,4 is not,provided, or where pullout or pryout strength governs. For cases where the presence of'supplementary reinforcement can be verified, the strength reduction factors associated'.with Condition A may, be used: Concrete Compressive Strength Nominal Anchor Embedment Depth her f6 2,500 psi f = 3,000'psi f = 4;000 psi f = 6,060,0si Carbon Stainless Carbon Stainless Carbon Stainless.. Carbon A„Stainless Diameter (in.) -steel steel steel steel steel steel steel' steel 3/8 2 1,168' 1;221 1,279 1,338 1,477' 1,545 1;8091 1;892 2 1,576_ 1,576 1,726 1,726. 1;993 1,993 2,441 2,441 ' 1/2,1 -3,239 31/4• 2,561 2,674 2;805 2,930 3,383- 3,967, . 4,143 5/8' 311/6 3,078, 3,078 ', 3,372 3,372 3,893 3,893 4,768 , 41768 4 4,24&- 4,457 4,651' 4,8.83' 5,371 51638 6,578 6,905 3/4 3.3/4 3,844 4,046 4,211 4,432 4,863 5,118 5,956 ,6,268, "8,660 4 3/4 . : „ 4,959 5,590. 5,432 6;124 6,272 -7;071 7,682-_- ; For SI: 1' Ibf 4.45 N, 1psi 0.00689.MPa For pound -inch units: 1 mm = 0.03937 inches - 'Values are forsingle anchors with•no edge distance or spacing reduction. For other cases, calculation of Rd as per.ACl 318-05;and • conversion to ASD in accordance with Section 4.2.1 Eq. (5) of this report is required: : ZValdes are4or normal weight concrete: For sand -lightweight concrete, multiply values by 0.60. 4 'Condition B applies where supplementary reinforcement in conformance with ACI 318-05 Section D.4,4 is not,provided, or where pullout or pryout strength governs. For cases where the presence of'supplementary reinforcement can be verified, the strength reduction factors associated'.with Condition A may, be used: Nominal Diameter Allowable Steel Capacity, Static Shear ' Carbon Steel Concrete Compressive Strength2 3/8 Depth h fent Depth epth hfc'=2;500 psi' er fc = 31000 psi - Tc = 4,000 psi, fc = 6,000 psi ' (in.) Carbon°... ;Stainless steel , steel Carbon. Stainless! ateel steel Carbon Stainless Carbon",. Stainless steel steel • steel , - steel 3/8 2 11054 1;086.,. 1,155' 1,190 1,333, 11374 `' .' 1,633 1;683 ' :2 •1;116. 1,476' ,•; 1,223. 1,617. 1,412 1,868 • . 1,729. 1 /2 3.1/4 21282 ' 21312 2,500 2,533 2,886 2,925 3;535 3,582. ' 31/8 .2,180 2,180- 2,388 2,388 2,758 21758 3;377 3,377 "y 5/8 4 -3,157 2,711 3,458 2,970 3;994 3,430 =- 4;891 4,201 3/4 3,3/4' 2;866 '3j,766 3,139 4,125 - 3,625 4,763 ;- , .4,440 : `51833 ° 4;3/4 4,085 4,085. 4,475 4,475 5,168 5168: 6,329 6,329 ' For SI: 1 Ibf = 4.45 N,.1 psi = 0.00689 MPa For pound -inch units: 1 mm ;0,03937 inches z 'Values are'for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318-05 and conversion to ASD in accordance with Section 4.2:1 •Eq: (5) is required. - ZValdes are for normal weight concrete. For sand -lightweight concrete, multiply values by.0.60. 3Condition B applies where supplementary reinforcement in conformance w th ACI 318-05 Section D.4,4;is n6t provided, or where pullout or pryout strength governs. For cases where the'presence of supplementary, reinforcement can be verified, the strength reduction factors associated with Condition A may be used.' .� r. TABLE 8 -11(13 -TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC SHEAR LOAD (ASD), (pounds)' Nominal Anchor Diameter Allowable Steel Capacity, Static Shear ' Carbon Steel Stainless Steel 3/8 1,669 2,661 1/2 2;974 3,194 5/8 4,901 5,495 3/4 7,396 9,309 Page 11 of 14- ESR -1917 TABLE 9 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD);•NORMAL=WEIGHT CRACKED CONCRETE; CONDITION B.(pounds)' z, a Nominal Anchor Diameter Allowable Steel Capacity, Seismic,Shear, , Carbon Steel Concrete Compressive Strength2 .3/8 Embedment _ f c = 2,500 psi Depth h,,: (in.' ) Carbon Stainless steel steel f c = 3,000 psi• fc = 4,0.00 psi f c- 6,000 psi Carbon Stainless steel steel Carbon Stainless steel steel Carbon ::Stainless steel" steel 3/8 .. 2 1;006_ 1,037 1;102 1,136 .1,273 ,1,312 1,559 1,607 2 1,065 1,212 1,167.. - . 1',328 1,348 .1,533 1,651 1;878 1/2 311/4 . r 2;178 2,207 - 2,386. 2,418 2,755 2,792 -'3375 3,41.9 31/8 2,081: 2,081 2,280 2,280 2,632 2,632 ' 3,224 3,224 5/8 4 3,014 2;588 3,301: 2,835 3,812. 3,274 4,669 • 4;010 33/4 - 2,736 3,594 2;997 3,937 3,460 4,546 4;238- 5,568 ` 3/4 4 3/4 `3,900 3,900 4,272 4,272 4,933-' 4,933' .6,042 , 6;042 For SI: 1 Ibf -:4.45 N_11, psi :0:00689 MPa For pound -inch units: 1 mm = 0.03937 inches 'Valuesare for single anchors withno edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318=05 and conversion to ASD in accordance with Section. 4.2.1 Eq. -(5) is required.. IValues are for normal weight' concrete. For sand -lightweight concrete, multiply values by 0.60. 'Condition B applies where supplementary reinforcement in conformance with ACI 318-05 Section.D.4.4 is not provided, or where -pullout or pryout strength governs. For caseswhere.the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A: may be used TABLE 10 -KB -TZ CARBOWAND STAINLESS ST EEL ALLOWABLE, SEISMIC SHEAR LOAD (ASD), (pounds)' Nominal Anchor. `Diameter Allowable Steel Capacity, Seismic,Shear, , Carbon Steel Stainless Steel .3/8 999 1,252 1/2 2,839 3,049 5/8 4,678 5,245' 3/4 6,313 6,477. Page 12, of 14 ESR4917 TABLE 11 -KB -TZ CARBON STEEL ALLOWABLE TENSION AND SHEAR LOADS (ASD),. INSTALLED`INTO THE UNDERSIDE OF'A STRUCTURAL SAND LIGHTWEIGHT CONCRETE OVER METAL DECK SLAB (Pounds)1'2'3 NOMINAL,: ANCHOR :DIAMETER EMBEDMENT DEPTH, hef. (inches) ; TENSION SEISMIC4 TENSION, NONSEISMIC6 SHEAR 9EISMIC4 SHEAR :NONSEISMIC6 3/8 2 709. " 743 944 989 1/2 / 2, 709 743 1,330 1,393 1/2 3-1 /4 1;272 1,333. 2,192 2-,296 5/8 3-1/8 971 1,017 2,039 2;136 5/8_ 4 2,255 2,362 2,677 2,804 For SI`. 1 plf =,4.45 N; 1 inch=25.4 mm. 'Pullout strength values %deck are for anchors installed in structural sand lightweight concrete havinIga'minimum 2;500 psi • doPnpressive strength- at;the time of installation: See Table 3. The values listed in Table 1-1 have been calculated assuming a minimum 3,000 psi concrete compressive strength. The pullout strength' maybe adjusted for other' lig htweight.concrete compressive strengths`in accordance,with. Section 4.1.5 using the'following reduction equation: Np,deck,fc = Np,deckfc (lb, psi,)* 2,500 Np,deck,fc =.Np,deck % (N, MPa)' 17.2 'This equation can be used for structural sand lightweight concrete compressive strengths between 2,500 psi and 4,000.psi (17 MPa and 28 MPa). 2Minimum anchor spacing along,the flute shall be the greater of 3.Ohef or 1.5 times•the flute width in accordance with Section, 4.1:4. 3Anchors,in the lo'w'er flute may be installed with a maximum 1 -inch offset in either direction. See figure 5. 'Allowable seismic tension and she loads are'calculated by: multiplying.Np,deck and Vs,deck by the strength reduction (P factor of 0.65; the'seismic reduction.m factor of 0.75 according to AC(318 D3.3.3, and 'the dividing by an -a of 1.1 in accordance with-. Section 4.2.1. SAllowable nonseismic tension and shear loads are calculated by multiplying Np,deck and Vs,deck:by the strength reduction 4) factor of 0.65 and dividing by an 1..4 a of in accordance with Section 4.2.1. Allowable nonseismic loads'are calculated assuming the lightweight concrete over metal deck is cracked. Page 13 of)14 ESR -1,917; ;oa .. W • O is . .. AL OR. AND .'•-i'.•MIN. 3E000 PSf NORM O S z _ U ' • LI HTWIGHT CONCRETE G . z' a._ UPPER- ' (VALLEY). ;.'•:'.';.,;..'.'. MIN.20 GAUGE ' STEEL•W-DECK 'MIN. 4-1/2" L. MIN. 12" TYP. I LOWER . MAX. 1" I FLUTE" (RIDGE) OFFSET TYP. FIGURE 5—INSTALLATION IN ;THE SOFFIT OF,CONCRETE OVER METAL DECK. FLOOR AND ROOF ASSEMBLIES Page 14`of'14`�., ? ESR=1917 ' Gruen s ; 2-1,/2=in. KB TZ anchors under static A Ta�mW A LAN J 1.5her tension load as shown" BID her= 3 25 In` Normal wt ,concrete, f c = 3,000 psi No supplementary reinforcing:: , ..• is =6„ Assume untracked concretes .6" Condition B per ACI 318.D.4.4 c) x /• R fid �t4 t , �yF .. Calculate the allowable tension _load for K thins configuration.' hW!"am • ^' 1.5her Ic�gr= q Calculation per ACI 31'8-02 Appendix D and this report. code Ref. "Report Ref. Step 1 Calculate steel capacity 'ON, = OnA.f, = 0.75 x 2 x 0.101.x 106, 000 =16,0591b D.5.1.2 %Table Check whether f„� is notgreater.than 1.9fye and 125,000 psi. « D.4.4 a) 3 Step 3. Calculate concrete breakout strength of anchor in tension: Ncbg =,ANC Wec,NWed,NIVc,NWcp,NNb h ? 6.5.2.1 § 4:1.x•2 � ANCO Step 3a. Verify minimum member thickness, spacing and edge distance: , D.8 ' 'Table 3 hmi„ = 6 in <_ 6 in.}.•. ok l sm,n 2.375, 5.75 Figr 3 4 2.375:5.75 slo e = = 3.0 . p 3.5 - 2.375 ' For cmin+= 4in ; 2.375 controls 3.5, 2.375 . 'min = 5.75 - [(2:375 - 4.0)(=3:0)] = 0.875 < 2.375in < 6in :. ok 0:875 cmin 4 Step 3b. For AN check 1.5h = 1:.5(3.25) = 4.88 in > c 3Ah'3(3:25) = 9.75in > s _ e� - e� - Table'3 ' Step. 3c. Calculate ANe'and AN for the anchorage: AN, = 9h'I =,9 x (3.25)' =. 95.1 int AN = (1.5her'+'c)(3he, + s) _ [1.5, x (3:25)+ 4] [3 X (3.25) + 6] = t39.8 int < 2 - A. ok 0.5.2.1 Table 3 Step 3d. Determine e' 0::WMN 1.0 13.5.2.4 - Step'3e. Calculate Nb: Nb=kuncr f� he,ls =17 x 3,000 x 3.25'•5 = 5,456 Ib .; G:5.2.2 Table 3 Step 3f. Calculate modification factor for edge distance: Wed,N = 0.7+0.3 4 = 0.95 D.5.2.5 Table 3 1.5(3.25) Step'3g..y/c,N =1:41 (untracked concrete) 0.5.2.6 Table 3` ., Step 3h. Calculate modification'factor for splitting: Wep N = max "5h,� check: 4 =0.53; 1.5(3.25) _ 0165,. c 1 7.5 7.5 §.4.1.3 1.5hef Table 3 ' 0.65 > 0.53.•. controls cac i Step 3i. Calculate (PNcbg : ONcb4•0:65 x 139.8 'x 1.00 x 0.95 x 1.41 x 5,456 x 0.65 = 41539 Ib '11.5.2.1 - § 4.1.42 95:1 D.4.4 c) : Table 3 Step 4. Check pullout strength: Per Table 3, OnNpn,Pc = 0.65x2x5,515 Ib • 3,000 = 7,852 Ib >4539 .'. OK ; 115.3.2 §4.1.35 ` 2,500 11.4.4 c) , Table 3 Step 5.:Controlling,strength: (Ncbj = 4,539 Ib < (I)nNpn < mNs .. (PNcbg controls °- 11.4.1.2 -Table 3 Step 6. Convert value to ASD: Te„o,, = 4,539 = 3,242 Ib. * § 4.2 1.4 FIGURE 6 -EXAMPLE CALCULATION I OF