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BOTH2017-0002LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of. perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions ode nd my License is in full force and effect. License Class: B, C10, A. C46 License No.: 779970 Date_: —1 3 11 Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State 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 alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: I ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the 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 or she did not build or improve for the purpose of sale.). (� 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( I I am exempt under Sec. . B.&P.C. for this reason 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 Name: Lender's Address: WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor. Code, for the performance of tbe-work for which this permit is issued. � % I have and will maintain workers' compensation insurance, as required by Section 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: Carrier: STATE COMPENSATION INSURANCE FUND Policy Number: 1066062 _ 1 certify that in the performance 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, and agree that, if I should becomeubject o th workers' compensation provisions of SectioVof bor e, I s Ifo ith comply with those provisions. Applicank� IF WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correc I agree to comply with all city and county ordinances and state laws relating buildi construction, and hereby authorize representatives of this city to e# up th a ve- mentioned property for inspection purposes. , Date: �IJ^� Signature(ApplicantorAgent✓ 1 Q.�i VOICE (760) 777-7125 78495 CALLE TAMPICO' D FAX (760) 777-7011DESIGN LA QUINTA, CALIFORNIA 92253 & DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 6/13/2017 Application Number: BOTH2O17-0002 Owner: Property Address: '47897 WASHINGTON ST BHT II LA QUINTA 74 APN: 643090024 3027 TOWNSGATE RD NO 25.0 Application Description: SUNLINE /BUS SHELTER AT STOP NUMBER 998 WESTLAKE VILLAGE, CA 0 z Property Zoning: Application Valuation: $2,500.00 r— a a C:> F- w © CV z o Applicant: Contractor: O w� jINC" ND CONSTRUCTION COMPANY INC NO CONSTRUCTION COMPAN S o 2201 E WINSTON RD SUITE M Lu 2201.E WINSTON RD SU111M' Z 'w ANAHEIM, CA 92806 ANAHEIM, CA 92806 �l 7)c5 z (949)498-1799 a Llc. No.: 779970 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of. perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions ode nd my License is in full force and effect. License Class: B, C10, A. C46 License No.: 779970 Date_: —1 3 11 Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State 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 alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: I ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the 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 or she did not build or improve for the purpose of sale.). (� 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( I I am exempt under Sec. . B.&P.C. for this reason 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 Name: Lender's Address: WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor. Code, for the performance of tbe-work for which this permit is issued. � % I have and will maintain workers' compensation insurance, as required by Section 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: Carrier: STATE COMPENSATION INSURANCE FUND Policy Number: 1066062 _ 1 certify that in the performance 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, and agree that, if I should becomeubject o th workers' compensation provisions of SectioVof bor e, I s Ifo ith comply with those provisions. Applicank� IF WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correc I agree to comply with all city and county ordinances and state laws relating buildi construction, and hereby authorize representatives of this city to e# up th a ve- mentioned property for inspection purposes. , Date: �IJ^� Signature(ApplicantorAgent✓ Date: 6/13/2017 Ap$lication Number: BOTH2O17-0002 Owner: Property Address: 47897 WASHINGTON ST BHT II LA QUINTA 74. APN: 643090024 3027 TOWNSGATE RD NO 250 Application Description: SUNLINE / BUS SHELTER AT STOP NUMBER 998 WESTLAKE VILLAGE, CA 0 Property Zoning: Application Valuation: $2,S00.00- 2,500.00Applicant: Applicant: Contractor: ND CONSTRUCTION COMPANY INC ND CONSTRUCTION COMPANY INC .2201 E WINSTON RD SUITE M 2201 E WINSTON RD SUITE M ANAHEIM, CA 92806 ANAHEIM, CA 92806 (949)498=1799 - LIc. No.: 779970 Detail: SUNLINE BUS SHELTER AT STOP NUMBER 998 PER CITY APPROVED DESIGN STANDARD [ENGINEERED] THIS PERMIT DOES NOT INCLUDE. ELECTRICAL INSTALLATIONS. 2016 CALIFORNIA BUILDING CODES. FINANCIAL DESCRIPTION INFORMATION ACCOUNT QTY AMOUNT BSAS SB1473 FEE 101-0000-20306 0 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 DESCRIPTION ACCOUNT. QTY AMOUNT PATIO COVER, STD, OPEN 101-000042404 0 $101.84 DESCRIPTION ACCOUNT QTY AMOUNT. PATIO COVER, STD, OPEN PC 101-0000-426000 $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 502-000043611 0 $5.00 416q? Vel A_%14imr.-rmL1 Bin # Qty of La Quinia Building Br Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 1000;_ Building . Permit Application and Tracking Sheet Permit # BOTH J1017 - Project Address:pw 6 IA-qe 4 Owner's Name: Sunline Transit Agency A. P. Number: Address: 32-505 Harry Oliver Trail Legal Description: City, ST, Zip: Thousand Palms, CA 92276 Contractor: ND Construction Co. , Inc. Telephone: 760-343-34560 Address: 2201 E Winston Rd, Suite M Project Description: City, ST, Zip: Anaheim, CA 92806 Installation of bus stop shelter, bench, Tele phone: 949-498-1799 . . ..... XM . . . . . . . . . . . . . . . . . . . . . an trash receptacie on existing Nidewalx.-- State Lic. # 779970 City Lic. #.-. Arch., Engr., Designer: Address: City., ST, Zip: Telephone: X State Lic. #: Name of Contact Person: Nick Martin onstruction Type: Occupancy: Proj ect type (circle one): New . Add'n Alter Repair Demo Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: 9 4 9 - 4 9 8 -17 9 9 x70113 Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural CaIcs. Reviewed, ready for corrections Plan Check Deposit Truss Cales. Called Contact Person Plan Check Balance Tide 24 Cates. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2°"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 corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees & Total Permit Fees ? Add FEB 15 2017 CITY OF LA QUINTA COMMUNITY DEVELOPMENT E'' ESR -1917 _4S REPORT TM Reissued September 1, 2007 This report is subject to re-examination in two years. ICC Evaluation Service, Inc.I Business/Regional360 esslRegional Office ■ 5Workman Mill Road, Whinier, Califomia 90601 ■ (562) 6994543 Regional Office ■ 900 Montclair Road, Suite A, Birmingham, Alabama 35213 ■ (205) 599-9800 WWW .1 CC-eS.O f q Regional Office ■ 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 ■ (708) 799-2305 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 HiltiTechEnaDus.hilti.com EVALUATION SUBJECT: 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 CodeTm (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'., 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). 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 1923.2 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 ke, 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 lightweight or 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 splitting of the c re a is not present, the concrete REPORTS'- are not to be construedas representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an . endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. CD 1 C C p 7, 6 2 01 r - �,awear+w�a vxmucraxrucAi� Copyright ©2007 CITY OF LA QUII�ftglof14 COMMUNITY DEVELOPMENT 90TH;L01,7. 000;L 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 wcP,N as given by the following equation: wCP,N = (1) Cu, whereby the factor LP pN need not be taken as less than 1.5he1 for all other cases, LPcPN = 1.0. Values for the cec critical edge distance cac 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 io the following equation: F50�,0 Npn.rc = Np.cr (Ib, PSS) (2) f� Npn.rc = Np,a 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: f� Npn.rc = NP,uncr , (Ib, psi) (3) �50:0 f� Npn•rc = Np•uncr 17 22 (N, MPa) Where values for Np cr or NP;unc, 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 N,,,ec,,c, must be substituted for Np, ,. 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 WcN as given in Table 3. LPc,P is 1.0 for all cases. Minimum anchor spacing along the flute for this condition must be the greater of 3.0her or 1 % 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 VS given in Tables 3 and 4 of this report must be used. The shear strength V,,uece 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,a: 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 la used in ACI 318 Equation (D-24) must taken as no greater than her. 4.1.8 Requirements for Static Concrete Pryout Strength of Anchor in Shear, Vc,, or V pg: Static concrete pryout strength shear capacity must be calculated in accordance with ACI 318 Section D.6.3, modified by using the value of k,, provided in Tables 3 and 4 of this report and the value of Nc, or Nobs 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 sm,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 hmin as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance cmin and spacing smin 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 Moderate orhigh Seismic Design IBC and IRC Categories seismic risk C, D, E, and F UBC Moderate or high Seismic Zones seismic risk 213, 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 D.1 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 Se,s and the nominal steel strength for anchors in shear V,,Se,s must be evaluated with the values given in Tables 3 and 4. The values of Np,$Bi$ must be adjusted for concrete strength as follows: =1Np,seis,rc — Np,se,s2,500 (lb, psi) (4) f� Np,seis,rc = Np,seis 17 22 (N, MPa) If no values for Np.seis or Vs,sais 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: R,1ow,ASD = Rd d (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 ofACI 318 D.7.1, D.7.2 and D.7.3, interaction must be calculated as follows: For shear loads V s 0.2 • Va11.,1SD, the full allowable load in tension Te„ow,ASD may be taken. For tension loads Ts 0.2 • T,,,.,ASD, the full allowable load in shear V.11.1.ASD may be taken. For all other cases: T V Tallow,ASD Va11ow,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 B212.15-1994. 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). r 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 with Section 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, calculatioIns 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 (f, > 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 r. Page 4 of. 14 ESR -1917 construction provided: that at least one of the following 6.0 EVIDENCESUBMITTED conditions is fulfilled: J6.1 Data in accordance with. .the ' ICC -ES: Acceptance _ •.Anchors are used to resist wind or seismic forces only. CriteriaforMechanical Anchors in Concrete Elements • Anchors thafsupport a fire -resistance -rated envelope (AC193), dated January2007 (ACI 355.21)., or afire- resistance -rated membrane are protected by 6.2 A quality control manual. approved fire=resistance- rated materials, or have been evaluated for.resisfance to fire exposure in 7.0 IDENTIFICATION accordance with recognized standards. The anchors, are identified by packaging;; labeled ,the Anchors are used to support nonstructural elements: 'With manufacturer's name (Hilti, Inc.) and contact information; iC 5.14 Use of`iinc-coated carbon steel anchors is limited to anchor name, anchor size, evaluation reportnumber(ICC-ES dry, interior.locations.. ESR -1917), and the name of the inspection agency r, (Underwriters Laboratories Inc.). The anchors have the letters l 5.1 5Special inspection must be provided in accordance with KB -TZ embossed on the. anchor, stud and four 'notches Section 4.4. embossed into the'. anchor head, and these are visible after 5.16 -Anchors` are manufactured by Hilti AG, ' in Schaan, installation for verification. "> Liechtenstein, under a quality control program with 'i inspections by Underwriters Laboratories Inc: (AA -637). I` Page 5 of 14 ESRA917 UNC thread mandrel expansion — element � dog, point FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ (KB -TZ) f hex nut '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. TABLE 1—SETTING INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter (in.) INFORMATION Symbol Units 318 112 518 3/4 Anchor O.D. do In. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit diameter day In. 318 112 518 3/4 Effective min. hel In. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 embedment (mm) (51) (51) (83) (79) (102) (95) (121) Min. hole depth ho In. 2-518. 2-518 4 3-718 4-314 4-518 5-314 (mm) (67) (67) (102) (98) (121) (117) (146) Min. thickness of In. 1/4 3/4 1/4 3/8 3/4 118 1-5/8 fastened part' �m (mm) (6) (19) (6) (9) (19) (3) (41) . ft -'Ib 40 60 110 Installation torque Ti�„ (Nm) (34) (54) (81) (149) Min. dia. of hole in In. 7/16 9/16 11/16. 13/16 fastened part de (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor In. 3 3-3/4 5 3-314 4-112 •5-1/2 7 4-3/4 6 8-1/2 10 5-1/2 8 10 lengths f�,a, (mm) (76) (95) (127). (95) (114) (140) (178) . (121) (152) (216) (254) (140) (203) (254) Threaded length In. 7/8 1-5/8 2-7/8 1-5/8 2-318 3-3/8 4-7/8 1-1/2 2-314 5-1/4 6-314 1-1/2 4 6 (incl. dog point) f" �d (mm) (22). (41) (73) (41) (60) (86) (124) (38) (70) (133) .(171)' (38) (102) (152) Unthreaded length Y��m, In. 2-1/8 2-1/8 3-1/4 41 (mm) (54) (54) (83) (102) '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. Ji' Length•ID marking A, B. D E• F G H I J K L M N O' P. Q R S T U V W on bolt head .0 , , Length of From> 1 %_' 2 2%. 3 •3 %_ 4 4'/= 5 5 %_; : 6 6 %z 7 7 %z 8 ' 8:%= 9 29 Y= 10 1.1 1-121 13 14 15 anchor, fns - Up to but .3% (inches) not- 2. 2W 3 4 4% 5 5%= 6 6%= 7 -7%= 8 8%= 9 9%= ,10 11, 12 13 14 15 16 including Page 7 of 14 ESR -1917 TARI F 7-_I']FCif.m INFARMATIAN CARRnki CTCC1 1611712_T7 DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/8 1/2 5/8 3/4 Anchor O.D. do In. 0.375 0.5 0.625 0.75 mm 9.5 12.7 15.9 19.1 Effective min. embedment' hef In. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 mm 51 51 83 79 102 95 121 Min. member thickness2 hmn In. 4 5 4 6 6 8 5 6.8 6 8 8 mm 102 127 102 152 152 203 127 03 152 203 203Critical edge distance cmc In. 4-3/8 4 5-1/2 4-1/2 7-1/2 6` 6-1/2 t8 -3/4J6-3/4 10 8 9, mm 111 102 140 114 191 152 165 71 (254),(203) 229 In. 2-1/2 2-3/4 2-3/8 3-5/8 3-1/4 4-3/4 4-1/8 Min. edge distance cm'" mm 64 70 60 92 83 121 105 fors z In. 5 5-3/4 5-3/4 6-1/8 5-7/8 10-1/2 8-7/8 mm 127 146 146 156 149 267 (225)' In. 2-1/2 2-3/4 2-3/8 3-1/2 3 5' 4 Min. anchor spacing S"'" mm 64 70 60 89 76 127 102 for c z In. 3-5/8 4-1/8 3-1/2 4-3/4 4-1/4 9-1/2 7-3/4 mm 92 105 89 121 108 241 197 Min. hole depth in concrete ho In. 2-5/8 2-5/8 4 3-7/8 4-3/4 4-5/8 5-3/4 mm 67 67 102 98 121 117 146 Min. specified yield strength fY Ib/ins 100,000 84,800 84,800 84,800 (N/MM2) 690 585 585 585 Min. specified ult. strength fu Ibhn 125,000 106,000 106,000 106,000 N/mmZ 862 731 731 731 Effective tensile stress area Asa In z 0.052 0.101 0.162 0.237 I. mm 33.6 65.0 104.6 152.8 Steel strength in tension Ns Ib 6,500 10,705 17,170 25,120 kN 28.9 47.6 76.4 111.8 Steel -strength in shear Vs Ib 3,595 6,405 10,555 15,930 kN 16.0 28.5 47.0 70.9 Steel strength in shear, VS.Is Ib 2,255 6,405 10,555 14,245 seismic' kN 10.0 28.5 47.0 63.4 Steel strength in shear, Vs.d..k 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 5,515 9,145 8,280 10,680 concretes NP•u"c` (kN) (11.2) NA (24.5) NA (40.7) (36.8) (47.5) Pullout strength cracked NPc` Ib 2,270 NA 4,915 NA NA NA NA concretes kN 10.1 219 Pullout strength concrete on Ib 1,460 1,460 2,620 2,000 4,645 metal deck N °.decR.cr kN 6.5 6.5 11.7 8.9 20.7 NP NP Anchor category' 1 Effectiveness factor kuncr uncracked concrete 24 Effectiveness factor kr cracked concretes 17 'P`2C,N= kunclkcr 9 1.41 Coefficient for pryout strength, kc° 1.0 2.0 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 or pullout, Condition B11 0.65 Strength reduction 0 factor for shear, concrete failure modes, Condition B" 0.70 For 51: 1 Inch = ZbA mm, 1 lot = 4.45 N, 1 psi = 0.006895 MPa For pound -inch units: 1 mm = 0.03937 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. 10The KB -TZ is a ductile steel element as defined by ACI 318 Section CA. "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 TABLE 4 -DESIGN INFORMATION. STAINLESS STEEL KR_T2 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 We For pound -inch units: 1 mm = 0.03937 inches 'See Fig. 2. '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. 'See ACI 318-05 Section D.5.2.2. . 'See ACI 318-05 Section D.5.2.6. 'The Kl3-T2 is a ductile steel element as defined by ACI 318 Section D.1. 'For use with the load combinations of ACI 318-05 Section 9.2.•Condition 8 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 3/8 1l2 5/8,, 3/4 - Anchor O.D. de in. 0.375 0.5 0.625 0.75 mm 9.5 12.7 15.9 19.1 Effective -min. embedment' hef in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 mm 51 51 83 - 79 102 95 121 Min. member thickness hm;" in. 4 5 4 6 6• 8 5 6 8 6 8 8 mm 102 127 152 152 203 127 2 152 203 203 Critical edge distance ceC in. 4-3/8 3-7/8 t5-1 4-1/2 7-1/2 �6 7 /8 t225'254 t152 10 79 mm 111 98 114 191 152 178 178 229 . in. 2-1/2 2-7/8 2-1/8 3-1/4 2-3/8 - 4-1/4 4 Min. edge distance cm'"mm 64 73 54 83 60 108 102 fors 2 in.. 5 5-3/4. 5-1/4 5-1/2 5-1/2 10 8-1/2 mm 127 146 133 140 140 254 216 in. 2-1/4 2-7/8 •2 2-3/4 2-3/8 5 4 Min. anchor spacing mm 57 73 51 70 60 127 102 for c z in. 3-1/2 4-1/2 3-1/4 4=1/8 4-1/4 9-1/2 7 mm 89 114 83 105 108 241 178 Min. hole depth in concrete he in. 2-5/8 2-5/8 4 3-7/8 4-3/4 4-5/8 5-3/4 mm 67 67 102 98 121 117 146 Min. specified yield strength fy Ib/in 92,000 92,000 92,000 76,125 N/mm2 634 634 634 525 Min. specified ult. Strength f" Ib/in 2 115,000 115,000 115,000 101,500 N/mm 793 793 793 700 Effective tensile stress area Ase in 2 0.052 0:101 0.162 0.237 mm 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 Steel strength in shear VS Ib 4,870 6,880 11,835 20,050 kN 21.7 30.6 52.6 89.2 Pullout strength in tension, Ib 2,735 Nsefs NA NA NA NA ' seismic2 (kN) (12.2) Steel strength in shear, Ib 2,825 6,880 11,835 14,615 seismic2 Vseis (kN) (12.6) (30.6) (52.6) (65.0) Pullout strength uncracked Ib 2,630 5,760 12,040 concrete NP,. NA NA NA (kN) (11.7) (25.6) (53.6) Pullout strength cracked Ib 2,340 3,180 5,840 81110 concrete NP,., NA NA NA (kN) (10.4) (14.1) � (26.0) (36.1) Anchor category° 1 Effectiveness factor k„"e, uncracked concrete 24 Effectiveness factor kc, cracked concretes 17 24 17 17 17 24 17 4f3c N = k.-lk�. 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, kw 1.0 2.0 Strength reduction 0 factor for shear, concrete failure modes, Condition B8 0.70 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 We For pound -inch units: 1 mm = 0.03937 inches 'See Fig. 2. '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. 'See ACI 318-05 Section D.5.2.2. . 'See ACI 318-05 Section D.5.2.6. 'The Kl3-T2 is a ductile steel element as defined by ACI 318 Section D.1. 'For use with the load combinations of ACI 318-05 Section 9.2.•Condition 8 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 9 of 14- ESR -1917 1 , Sdesign Cdesign N - ' hmin L) cin ats>_ f N m p Sdesign --------------------------- Smin at C t> I h hm;n i } Cdesign ` r edge distance c FIGURE 4-INTERPOLATION'OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING ' 4 TABLE S -MEAN AXIAL STIFFNESS VALUES 0 FOR 'li CARBON AND STAINLESS STEEL ANCHORS'IN NORMAL -WEIGHT CONCRETE 103 ounds/in. i c • ,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-li CARBON AND STAINLESS STEEL ALLOWABLE STATIC TENSION; (ASD); NORMAL -WEIGHT r UNCRACKED CONCRETE, CONDITION' B (po6nds)1'2, 3 . - A r For Sl: 1 Ibf = 4.45 N; 1. psi = 0.00689'MPa For pound -inch units: 1 mm = 0.03937 inches ° ' '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) of this report is required. 4 Values are fonnormal 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 stiength,governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used.. i Concrete Compressive Strength Nominal Anchor Embedment Depth hef r fc = 2,500 psi fc = 3,000 psi fc = 4,000 psi fc - 6,000 psi .Diameter (in.) Carbon Stainless Carbon Stainless Carbon ' Stainless Carbon Stainless steel steel steel steel steel steel., steel steel ' 3/8. ' 2'.: 1,168 1,221 1,279 1,338 1,477 1,545 1,809: 1,892.- e 1/2, '2 1,576 1,576 1,726 -1,726 `1,993 ' 1,993 2,441, - 2,441 ' 31/14 21561 .2,674 2,805. 2,930' 3;239 3,383- 3,967 4,1143= ' 5/8 31/8 3,078 ' 3,078 3,372 3,372 3;893 3,893" 4,768 4,768' 41 4,246 4;457 4,651 4;883: 5,371 5,638 6,578 6;1905;'` 3/4 /4 31844 4;046 4,211 4,432 4,863 5,118 5,956 6,268 4 3/4 4,959 •5,590 5,432 6,124 6,272 7;071 7;682 • - 8,660 r For Sl: 1 Ibf = 4.45 N; 1. psi = 0.00689'MPa For pound -inch units: 1 mm = 0.03937 inches ° ' '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) of this report is required. 4 Values are fonnormal 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 stiength,governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used.. i F . ' -Page 10 of 14 ESR4917 s' TABLE 7 -KB -TZ CARBON AND'STAINLESS STEEL ALLOWABLESTATIC .TENSION (ASD); NORMAL -WEIGHT CRACKED CONCRETE; CONDITION B (pounds)I,2, s Nominal , Anchor Diameter t Allowable Steel Capacity, Static Shear Carbon Steel' Concrete Compressive Strength2 3/8 Embedment Depth he, fc = 2,500 psi fc = 3,000 psi fc = 4,000 psi fc = 6,000 psi (in.) Carbon . Stainless steel steel Carbon Stainless steel steel CarbonStainless steel steel Carbon Stainless steel steel 3/8'. . 2. 1;054 p 1;086 1,155 1,190 1,333 1,374-,683 1',683 1/2 ' 2 1,118 1;476 1',223 1;617 1,412. 1;868 1,729 - 2,287 . 31%4. 72,282 2;312 2,500 2,533 2,886 ' 2,925 3,535, 3,582 5/8 31/8 21180 2,180 2,388 2,388 2,758 2,758 ..3,371; 3,377 4 3,157 2,711 3,458 2,970 3,994 3,430 4,891_, 4,201 - 3/4 3.3/4 2,866 3,765° 3;139 41125 3;625 4,763 4,440 5833 4 3/4 4,085 4,085 4,475" 4,475. 5,168 5,168 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 l 'Values are for single anchors with no:edge distance or spacing reduction. For other cases, calculation of Ra as per ACI 318-05 and conversion to ASD in'accordance with Section 4.2.1 Eq. (5) is required. ?Values 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 isnot provided, or where pullout or t , pryout strength governs. For caseswheredhe presence of supplementary reinforcement can be'verified, the strength reduction factors associated with Condition A may be used. TABLE 8 -KB -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 For SI: 1 Ibf = 4.45 N ` 'Values are for single anchors with no edge distance or spacing reduction.due.to concrete failure. , , t , 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)"" Concrete Compressive StrengthZ ' Nominal Anchor Diameter Allowable Steel Capacity, Seismic Shear Carbon Steel Stainless Steel 3/8 • Embedment Depth h,, fc = 2,500 psi f = 3,000 psi f = 4,000 psi f = 6,000 psi (in,) Carbon steel Stainless steel 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 1/2 2; 1,065 1,212 1,167 1,328 1,348 1,533 1,651 1,878 31/4 2,178,- 2,207 2,386 2,418 2,755 .2,792 , 3,375 3,419 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 3/4 2,736 3,594 2,997 3,937 3,460 4,546 4,238 5,568• 43/4, 3,900. 3,900 4,272 4,272 1 4,933. 4,933, 1 6,042 6,042 F For SI: 1 dbf'= 4.45 N,.1 psi = 0.00689 MPa For pound -inch units: 1 mm = 0.03937 inches '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. ZValues are for normal weight concrete. For sand -lightweight concrete, multiply values by 0.60. 3Condition 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. TABLE 10 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC SHEAR LOAD (ASD), (pounds)' . k a 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 For SI: 1 Ibf = 4.45 N 'Values are for single anchors with no edge distance or spacing reduction due to concrete failure. Page 12 of 14 ESR -1917 TABLE_11—KB-TZ CARBON. STEEL ALLOWABLE TENSION, AND SHEAR LOADS (ASD), INSTALLED 1NTO.THE UNDERSIDE OF A STRUCTURAL SAND LIGHTWEIGHT CONCRETE OVER METAL DECK,SLAB (pounds)1;2,3 NOMINAL ,ANCHOR DIAMETER EMBEDMENT DEPTH,,hef (inches) TENSION, SEI SMIC° TENSION NONSEISMIC6 $HEAR. SEISMIC°: SHEAR NONSEISMIC" 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 -2136 5/8 4 2,255 2,362 4,677 '2,804 I -or 51: 1 pit = 4.45 N, 1 inch=25.4 mm: 'Pullout strength values Np,deck are for anchors installed in structural sand lightweight concrete.having 'a minimum 2,500 psi compressive strength at the time of installation. See Table 3. The values listed in'Table 11 have been calculated assuming a minimum'3 r000 psiconcretecompressive strength. The pullout strengths maybe adjusted for other lightweight concrete compressive strengths in accordance with Section4.1.5 using the following reduction equation: Np,deck,fc = Np,deckF-i'-5-00 (lb, psi)* Np,deck,fc = Np,deckfc (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 26 MP6). ZMinimum 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 lower flute may be installed with a maximum 1 -inch, offset in either direction. See Figure 5.' 'Allowable seismic tension and shear loads :are calculated. by multiplying Np,deck and Vs,deck by,the strength reduction (P factor of 0.65, the seismic reduction 4) factor of 0.75 according to ACI 318 D3.3.3, and the dividing.by an a of 1.1 in accordance with, Section 4.2:1. 5Allowable nonseismic tension and shear loads are calculated by -multiplying Np,deck and .Vs,deck by the strengthireduction ( factor of 0.65.and dividing,byana of 1.4 in accordance with Section 4.2.1. Allowable nonseismic loads are calculated assuming.the lightweight concrete over metal deck is'chkked. r Page,14.of 14 _ ESR -1917 : Given• _ .. - r 2 -•1/2-in:-KB-TZ anchors under static A T TauoW • A tiP� 1.5hef tension load as shown. hef = 3.25 in. s� -Normal wt. concrete, f = 3,000 psi J l . No supplementary reinforcing. - s=6•• uncracked concrete., ✓ > " _Assume 6„ �V Condition B per 318 D.4.4 c) ;; � ��• {. -•- - . • Calculate the allowable tension road for this.configuration. 1.5hef ' Calculation per ACI 318-02 Appendix D and this report. Code Report Ref. Ref.,._ Step 1. Calculate steel capacity: 0Ng = 0nA�f,� = 0.75 x 2 x 0.101 x 106,000 16,059 lb h C.5.1.2 - Check whether f;,1 is not greater than 1.9fya and 125,000 psi. _ sa C:4.4 a) . Table 3 . Step 3. Calculate concrete breakout strength of -anchor in tension: - 1 ,Zj{y"V A. NC . C:5.2.1 Ncbg=-Wec,NWed,NVc,NV1cp;NNh " ANCO § 4.1 _42 §4.1.23 . i Step 3a. Verify minimum member thickness, spacing and edge distance: '- C.8 Table 3 ' Smin hmrn = 6 in. < 6 in:.`., Ok 2.375, 5.74 i Fig. 3 4 ,slope -' 2:375 - 5.75 _ 3.0 3.5 - 2.375.. For cmin =4in� min 2.375 controls 3.5, _%;3W5 smin = 5.75 - [(2.375,1-- 4.0)(-3.0)] = 0.875 < 2.375 in < 6 in .. ok 0.875 ! ci. 4 Step 3b. For check 1.5h = 1:5(3.25) = 4:88 in > c 3.0h - 3(3.25) = 9.75 in > s e e, - I � C.52.1 Table 3 s Step 3c. Calculate ANO and AN for the anchorage: AN, = 9t ; = 9 x (3.25)2 = 95.1in2 I .. i D.5 2:1 AN _ (1.5hBf + c)(3he, + s) = [1.5 x (3:25) +-4] [3 x (3.25) + 6] = 139.8 int < 2 • A. ok. Table 3 - 1 Step 3d. Determine weL,N eN = 0 Yl ec,N = ! I. C:5.2.4 • i_ - 'Step, 3e: Calculate Nb: Nb = kuncr fc hefi.s =17 x J900 x3.25!•5 =5,456 Ib " = D.5.2.2 .` Table 3 Step 3f. Calculate modification•factorfor edge distance: 'fwed,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 (uncracked concrete) _ C+:5.2.6 Table 3 c;1.5h a I 4 13 `� 5( Step 3h. Calculate modification factor for splitting: wcp N = max check: = 0.53; cac 7.5 7. § 4.1.23 ' LShef • Table 3. 0.65 > 0.53.. controls Cc h ^' f Step 3i. Calculate (�Ncog : (Ncbg 0.65 x 139.8 x 1.00 x 0.95 x 1.41 x 5,456 x 0.65 = 4,53a t• ; C-.5.2.1. § 4.1.4-2 95.1 __ C-.4:4 c) , -Table 3 Step 4. Check pullout strength: Per Table 3, OnNpnxt = 0.65x2x5,515 lb s,000 = 7,852 b A43ZS .-_. Ok * 0:5.3.2 ;§ 4:1:35 2soo - • G.4.4 c) Table 3 Step 5. Controlling strength: mNcb9 = 4,539 Ib < mnNpn < RNs..-. cDNcbg controls 6.4.1'.2 ,; Table 3 � .• Step'6. Convert value to ASD: Tallow= 4,539 = 3,242 Ib. _ § 4.2 1.4 L t _ T4 .. . ,Zj{y"V 1 L t _ T4 T W F-� 6 N 00 T C .Z7 z N 2 D z v z D r C (/1 N 2 M r M rn N LA a w m ............................................................................................................................................., 4 Proposed Bus Sheller Space LS ace hftd O WASHINGTON ST. ♦--- ...........................................................................................................................................: Washington y St. q i?orH zol 17----000 bL IN 1 1 K o r N CJ N o _= 22 w� CD o r (moo it LoCDc3]r �ZICAC z �. ■ �cfl W a III Co ■ o !m !rJ') a'ro ❑ rI1 II m ❑ "7. O/ IC w N^' cft {lC v m % on � m z C _Jm m 1w= �^ Iw CD ti X Washington y St. q i?orH zol 17----000 bL IN 1 1 _ O O n n r o r N o o CD o r (moo it LoCDc3]r �ZICAC z �. �cfl hn a III Co o am ic) rt O !rJ') Washington y St. q i?orH zol 17----000 bL IN ;ry r P_,� WF ?11 S L: ovfLlFD IE GENERPL NOTES:- . ' L. ALL SDtUCTURAL STEEL UNLESS MER E NOTED.. BNa11 BE ASTM A -JB MIMMUY YIELD SiRENGTN..—RSI. 3.ALL STRUCT -u. MEMBERS UNLESS ' �•' -^. OTNERNISEN0TEDSNALLBEOFALLOY808}TSOR I. ' .: GREATFA • ' �4 vF Gp J: ,LLL'NOLES TO BE DR LLED OR PUNC ED Mr: . STEEL KELOINIJ SN CONFORMTO MIERIUN NELOING -� ' 's�50GETY STANMROD ID•. ELECTROoEs SIULLx CONFORMTOANSJ CLASS EIOsfi Zy '"S. ALUMWOU KEtDING514tLLCONF00. T°� RENDING SOGETYSTANDNto Dt. V ELECTRODES SNALL CONFOR NGTO "' A NEATTss FJiMNJ., B. ALLNEL ... TO BE GONE AT TOIM MNNFKTURINO COMPANY. INC. FKILRY: r r+ 4� E? . t - w_•,•.. .: ::.�,. ". .....5 <zrpvY"..,'..:,h,..t��F' "�,�,X+^r5}. :c r'4 .t '�t.N+, a c': ik3R-T»:._. . 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O'' 000000f�++00000000000 l 0°°o o "LR 0000000 - ' o oo, 00000000 t b 0000000000 I 0000 0o BOTH ENDS 20-1/4"WX'77-1/2"H --d 0000000' _ io oog0000000000000000000000 o oo / ,- 0000000. I o 000p00000 000000000000000 1 .0000000 01/4,HOLES ON.3/8"CENTER ^^^^^^ (7o 000_000000 oo oo000 o000 o0 o0� -_ _ 0000000 -t. to ^^^^^^^ SUPPORTE.. YSTEELF,LAT c- 1 r W r �I----------------- a g k' Oa i 3" SCH. 40 _ ALUMINUM ROOF - LL O STEEL PIPE SUPPORT BEAM n W = Nw SECTION C -C R -E FIVE W FEB. 16 2017 0 00 - -----------------W000 ------------------ 'io 00000000000000000ao�o 000'00 d00000 00000000oo Oo000000000 - 0000000 (1)1/4-20 HEX NUT- - _ 00 o0000000000000000010000000000000000000000.1 uJ l000000000000000000g0000000000'000000000000 1 0000°000000 30" X`4.8" I 0000000 BCONNECTIONS AT EACH END 0000000 "t? ' •. 00 00 00 00000000°000000000°°000000°0000000000000 �, 1000°000°00°000000000000000000000000000000i 1 Ooo0oo00000000c000,0000o 000 00000000000° -^ 00000000000 00000000000 00000000000 ' 0000000 0000000 , - za m, .. 00 00 °0 0 0 10. - i000000000000000 O'" 0000000000oo000 ^• 000000000 };%;• ° � 000000 00000000000 0000 0 000 0°00 00°0 DcscmN29 9'. NON—AD LOW DUME W PERF. SCREEN 0000000 000 00 000000 ' 00 I 00000000000 00000000000 BELOW ROOF PANELS AND BOWS, 000 0000000 0000000 , d .�h •1. '+14 — 2'-0 1/8" — '�, ELEVATION II - END ELEVATION ADJUSTABLE ANCHOR/SUPPORT_x FRONT 4' 12 GA PERFORATED Y • 4 END. ELEVATION - ASSEMBLY AT 2 PLACES y, BENCH W/ ONE VAGRANT IPI ' y '• A BAR:ANDNO BACK DaANN ar:ER JcaE.� /16 1wL, 2/1/13 .. .: ,... ...._ ...... ... .... ..,� ). r.- -. OSLO .., ., ', .. .,,. :. .. .,'..>. .. ,. ,.. .. ,. ,rs.4f_.Yi..a�.-_. .., G.�am._.,-. .`k..G'G-_SR:Yu...-^? ..Z.�. R3"�.x.Y.....-.,.... r;�- r. .3h:ab _ ...�,r. ..-.N�r .a_. ..Se W.v_3.s i.a..a.":_... 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BOWS •N: 48-1/2" ON CENTER, Ul o� _ Z-0 1/8" - ' SECTION G G :° SOLAR PANEL MOUNTING:DETAIL M s, o SHEET 1 OF 2 ' �- _ ADA - , 30" X`4.8" I _ 4' BENCH 6 Mariah amCAn92879 ' INTERIOR ROOF. BOWS •N: 48-1/2" ON CENTER, Ul o� _ Z-0 1/8" - ' SECTION G G :° SOLAR PANEL MOUNTING:DETAIL M s, o SHEET 1 OF 2 ' �- olor Mon ��°��er'�oro , CIIY'OF LA UINTA Q SSSS- — -- — -- = --__—__—__—__—__ 6 Mariah amCAn92879 ' - COMMUNITY DEVELOPMENT ROOF�:PLAN.VIEW DcscmN29 9'. NON—AD LOW DUME W PERF. SCREEN [P�(f 9 BELOW ROOF PANELS AND BOWS, SUN INE '+14 t II - vzE N n oLI rE aEv D , j Y • 4 - - 8030=0 — IPI L-: DaANN ar:ER JcaE.� /16 1wL, 2/1/13 .. .: ,... ...._ ...... ... .... ..,� ). r.- -. OSLO .., ., ', .. .,,. :. .. .,'..>. .. ,. ,.. .. ,. ,rs.4f_.Yi..a�.-_. .., G.�am._.,-. .`k..G'G-_SR:Yu...-^? ..Z.�. R3"�.x.Y.....-.,.... r;�- r. .3h:ab _ ...�,r. ..-.N�r .a_. ..Se W.v_3.s i.a..a.":_... ".....•: S.,,aggQ��],..w..u�.. ta1R4.Fs,-..Y,u._.Y.n..._.... hf_r�.�w fJLtiC...:.v�.._e..z.,�.1.,.s....L.,...-,......'J�e-�.....u...-,3.1Fj.' i- .,. c � .`. .♦. < .. ... ,.. / ..,t•:4%f..zmwM .Y,,. -�i�F { � ..�r-R.a,'2\.34M�,AL�w_. iM•%a•.�'h.-�-7t/s_3. g��-.<:�'- 7`�.+�R':: 4''•Y_C (T!x_'.�'4." .�/ �f �e�¢*.f!-,..C.-":I.b-�''4,.-a. ,Mf.;t�•s��^Zm. Y. *Y_rr&3 �•,J xAs�zx c^Diui+® r ALY00R1O"''cm.D�D . D+DamaD ovr - GENEFMLNDTESSfNUCN 2 :. S I.AIISTRUCNRAL'STEEL UNlE590NEaN18E NOTED. S11 htI.WWWMYIELDSrNENGTHlS.D00 PS,. 'ALLRALAWMaVM MEMSEAS. UNLESS - ik' �m.'TOTEO SHALL BE OFALLO BOBS TS OH 3.AuH FA To ; 1,ALLxOLES TOSEORRIF.D oRFO MTNEO A ''. . STEEL MELDING SHALL CONFORM TOAYEa CAN MELDING "souErrsrArmwDD ELEcmooes sNAu �.. _......_..__.,,.�...,�..r.---��.---• - ^" _. '.. :pr-r,•r�wA-{", :kwuvUMM MSTANTAN DONFORN TOMIERICAN v.ELMNG =METY SDARD D1. 3-0B. ELECTRODES SHALL RMTOA—F-10DLAVISLAVISERMNi.' S.ALLMEWINLDINGNBE DDNE AT TOLVt MANUFACNPING COMPANT;1NO. FAMI . ; _ . i' 4' 7: 1. . 4'12 GA PERFORATED STEEL VAGRANT BAR BENCH W/ ONE VAGRANT 01-1/4" SCH. 40 4' BAR AND NO BACK - (11 STEEL PIPE } V-9 9/16" l'-9 9/16" (R4 5/16") 1,-6„ 1'-81/8" (p-6��) 03/4"'SCH. 40 STEEL PIPE ! 1 BENCH LEG 01-1/4" SCH. 40 ANCHOR 3/8"THK. STEEL (R2 11/16") STEEL PIPE . 012" X 3-3/4" STN. STL. PLATE' ONE PER SHOE , 4' BENCH DETAIL ., ., ..:.: �:r"�,, c'�....,^..� .. ,"-="�"'�. ani: �-. ✓.� y- rh ;.;� x _ _ .ZONE. M. - DESWPTpH OAIE APPRMm ' -.ALUMINUM ALUMINUM EXTRUSION . ®O®.. .®O® ROOF:PERIMETER ® ®' STEEL PLATE ,; STEEL FLAT BAR 3/8- STN. STL. HARDWARE INCLUDE (8): •k 1/4"X13-1/2" 3/8".X 4" 3/9,167F1",BOLT ,_,• - 3/8 FLAT. WASHER, AND PRESSURE RIB 3/8" LOCK WASHER ALUMINUM •q SECTION: E 'E ROOF PANEL .POST TO ROOF CONNECTION _ - # 14X 1-1/4'TEK SCREW ROOF,BOW - 5 PER JOINT 3/8" 2l. 12" `ROOF GUTTER ,) 3/8" ` ______________ _______________________________ 1 STL. FLAT BAR 3/8"X 4" - END SCREENFASTENED REAR SCREEN TO DUAL POST ASSEMBLY - !I W/ (1) 1/4.20 X 1" MACHINE SCREW, (2) 1/4" FLAT WASHERS, AND (1) 1/4-20 HEX NUT L FLAT BAR 1/4" X 2", I 8. CONNECTIONS AT EACH END 3/8 IMETER OF SCREEN 1 .4 SECTION F -F END SCREEN FRAME ' - 2'-1 7/8" TRASH CAN INCLUDES A . SHOE 32 GAL. LINER _ 2-12" SCH. 40 SO. STEEL TUBE STEEL PIPE ` STEEL LOCKABLE 1 -1/4"X -1-1/4"X•1/16" _ HINGED LID PERIMETER OF SCREEN3" SCH. 40 i•`: STEEL PIPE o I 0.0000000000 i HEX HEAD BOLT \ 3/4"-10 X 12' THREADED - 0 O 0 .0 O 0.0 .0 0 .0 O 7" 01/2"-13X'4" W LOCK NUT ' ' STN STL (18 8) ROD, f; 0 0 0 0 0 0 0 0 0 0 0 1 ONE PER SHOE B I B. 3/4"-10 HEX NUT,. )'00000000000 3/8" HEX HEAD BOLT STEEL.FLATBAR 1/4" 3/4" LOCK WASHER 8 O O O O'O O:O O O O O 14 GA PERFORATED STEEL 012' 13 X 4". W LOCK NUT 3)8" X 4" x 4" 3/4" FLAT WASHER (2 TOTAL) -S : ' 2'-91/2" 00000000000 0000.0000000 ONE PER SHOE _ 0 0 0 0 0 0 0 0 0 0 0 O; ALUM. EXTRUSION (2PC,) RUBBER SETTING DETAIL D !` 0 0 0 0 O 0 0 0 0 O O 3 -id' LENGTH CHANNEL. 0000'0000000 2" MINI. EMBED v u 4" 0 0 0 0 0 0 0'0 0'O O L,'4 (.. f TRASH CAN PEDESTAL j d '� STEEL 12" X 12"X3/8" PLATE .' - I 7N _. 3/8" THK. STEEL THREADED ROD 01/2"X 3 3/4 TNCSTL ` .. PLATETYP.'. (STN, ISTLR-11917 _ SECTION_A A4PERsOE ,. :- ANcr1oR' BAMSUPP.ORT'POST 1 ` - " I� DETAIL FL DLL - 01/2"'X3-3/4". STN. STL. - - ` 4 PER'SHOE - - ��; TRASH'CAN. DETAIL (4)HILTI ANCHOR - f SEC.TION:B-B 012"X3.3/4"STN. STL. b IMBED 2- SHEET 2.OF 2 SHOE'DETAIL Tolar Manufacturing Com ppny, • Inc r+ a - '- - 258Mariah Circle, Corona; CA 92879 '77 NON—AD LOW DOME W/. PERF SCREEN it,l1 Al..SUN IN ' j9 ' saE. D-1' wN, U DNI No... REv - t 803 0 —OER ��ill, fj .. .' - r MIE DPAnN 1 13 6 2 1 .:, _, ... i.. 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