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0205-182 (RC)LICENSED CONTRACTOR DECLARATION d, 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 Professionals Code, and my License is in full force and effect. License # Lic. Glass Exp. Date Date" -y°' �J+griature of Contractor'�­� L�= OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) 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 & Professionals Code). ( ) 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). ( ) I am exempt under Section B&P.C. for this reason Date Signature of Owner 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 the 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 & policy no. are: Carrier ,Te1T:4 FtMD Policy No. -,1631.633-91 (This section need not be completed if the permit valuation is for $100.00 or less). ( ) I 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 become subject to the workers' compensation provisions.' 6f Section 3700 of the abor__ Code, I shall forthwith comply with thoseprovisions.," .Date: • '72 '. Applicant, "a:.- Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety. for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, iand State laws relating to the building construction, and hereby authorize representatives of this -City to enter upon the above- mentioned'property for inspe°ction purposes Signature (Owner/Agent)' Date �--�� BUILDING PERMIT -- PER MIT DATE' VALUATION LOT y6 TRACT c. JOB SITE I k V APN ADDRESS '79440 CORPOTM111rX CE TME 115494YA14. OWNER CONTRACTOR� //, DESIGNER J. �y fiii�. Ap/ lENtGIIN��E--ERY. �7 �!•fYd��.nly�^�d,ebd L.n��J;re d.L�-Ni.L f4ti`B c.� '79.440 C QP -.P A:1S 10il PJAMY VJ,€f i�A QZTIIrfA CA 92-",3 HLECA 92,019 CjAC.3(ONW ff g USE OF PERMIT 3039 SF COMMERCIAL 't 1 ,.a.JJ TF, I12)-(Pl'dV3JCAt,'! Hi+;.APY (Ary C tai$ �.c4t1 Qfa�IAiT,fi�} 7``1'P':��.a1� tnt�TQ31'Rtl`C;i T $4�6?d. (:ONUACTAMOUNT L'S 11 SMI& -D cosi OF C� T11157RUC-nClla? > :n e 8,01AOURY f:ONSI7°at�OT3fi'sN FRE 01,000-418-000 MUD PLAVH CHECK 11FE 101-000-4,39-318 $355.73 MEC AT14CAL FRE 101-000-421-000 V75100 K'.,•.it'.•CTRIC AL YZE 1011.0,00-42'x'-000 • 1 "1'd.15 PLUMBING FLS• 101�000-449-,OM $94,00 STROHO MOTION MRZ COMM 100.000-241-000. _ $9.45 C11014MI:Ot`"]CIONT PATIO PI UN CI:•:ff= 1�'�4� T. Y'XIMITA K� MY[ 'Now, IE �1';��E�, 5 61 II. 1U�1 CITY 0F LAAUI_NTA FINANCEDEPT RECEIPT DATE j : BY�� DATE F LE4 �A INSPEC O INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K. to Wrap F.A.U: Framing a- Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath IT O Z Final Final BLOCKWALL APPROVALS POOLS - SPAS Steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines 6-02 1 Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test Appliances Final Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) COMMENTS: t O�< TO (W S cJ e� �- G—U 2 C - ' Tom Tisdale Fire Chief Proudly serving the unincorporated areas of Riverside County and the Cities of: Banning Beaumont .;. Cahmesa Canyon Lake Coachella Desert Hot Springs Indian Wells Indio Lake Elsinore La Quinta Moreno Valley Palm Desert Perris Rancho Mirage San Jacinto Temecula Board of Supervisors Bob Buster, District 1 John Tavaglione, District 2 Jim Venable, District 3 Roy Wilson, District 4 Tom Mullen, District 5 RIVERSIDE COUNTY FIRE DEPARTMENT In cooperation with the California Department of Forestry and Fire Protection 210 West San Jacinto Avenue • Perris, California 92570 • (909) 940-6900 . Fax (909) 940-6910 . September 12, 2002 City of La Quinta Building Department Re: Fire and Life Safety Clearance The Riverside County Fire Department is granti re and life saf clearance for the following address 79440 Corporate Cen Dr. ste-112, La Quint . Respectfully FRANK KAWASAKI Chief Fire Department Planner By oe -S oat Terry DeSoucy Fire Safety Inspector EMERGENCY SERVICES DIVISION - PLANNING SECTION - INDIO OFFICE Inspector. Project Name: Project Address: Project City. , pn In ectiolInAmuest Datel /p- Day.. �. . �/l,. 1 Case #: M Qt �-? Rep. Name:,(//T-fKA Company Name:%t2.7e OK / 77K t✓ Phone #: ,Z --- 02 Cell#. Fuger #: Sprinkler System ass Eall Fire Alarm Systems Ems Elll ❑ Unde round Thrust Block: ❑ Fire alarm wfdng Inspection: ❑ Underoround Ro h: ❑ Flre•alann function test: ❑ Underground Hydro: ❑-Fire alae n batte test: ❑ Unde round Flush: ❑ f Ire alarm final: ❑ Overhead Rough: ❑ sprInIder monitori ❑ Overhead Hydro: Fuel Storage Tanks ❑ Overhead Final: ❑ U e round tank(s): ❑ 'Hi h e storage: ❑ Aboveground tank(s): ❑ In -rack spriniders ❑ Fuel dispensers only. ❑ Hose racks: Fuildinv Inspections Hydrant System vi final: ❑ Unde round Thrust Block: hell final: ❑ undeg2round Rough: Final for occupancy; ❑ Unde round Hydro: ffisc. Inspections ❑ Unde round Flush: ❑ spray booths: Knox System ❑ Hooftuct exit utshi : ❑ 13uVuv Knox Box ❑ High pliefrack storage: ❑ Gate Aocess Knox Box ❑ other. i Start Time: /� s Start Time: Start Time: Finish The: Finish Time: Finish Time: D�SoU,t, ;j';''z - �1 F-SREPORrmSUPPLEMENT1 ER -4627 Reissued February 1, 2001 ICBO Evaluation Service, Inc. • 5360 Workman Mill Road, Whittier, California 90601 - www.icboes.org Filing Category: FASTENERS—Concrete and Masonry Anchors KWIK BOLT -11 AND POST NUT KWIK BOLT -II CONCRETE ANCHORS HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 94146 1.0 SUBJECT Kwik Bolt -ll and Post Nut Kwik Bolt -II Concrete Anchors. Revise Section 4.6 and Table 5 to add recognition of seismic resistance of Kwik Bolt -II installed in structural lightweight concrete. (Issued September 1, 2001.) 2.0 DESCRIPTION No change. 3.0 EVIDENCE SUBMITTED No change. 4.0 FINDINGS That the changes noted herein comply with the 1997 Uniform Building CodeTM (UBC), subject to the following conditions: 4.6 Except where specifically noted in the tables, allowable tension and shear values or applied loads for carbon steel and stainless steel Kwik Bolt -11 anchors in normal -weight concrete and carbon steel Kwik Bolt -11 anchors in structural lightweight concrete, noted in Tables 3, 4, and 5, may be adjusted in accordance with Section 1612.3 of the UBC for short-term loading due to wind or seismic forces. Use of the Post Nut Kwik Bolt -11 anchor, in resisting wind and seismic forces, is beyond the scope of this report. 4.7 through 4.10: No change. Unless specifically noted in this evaluation report supplement, the master report remains valid and unchanged. This report expires concurrently with the master report dated February 1, 2001. REPORTS" are not to be construed as representing aesthetics or anv other attributes not specifically addressed, nor are ihev to be construed as an endorsement of the subject ofthe report or a reconunendation for its use. There is no warrant), by lCBO Evaluation Service. Inc., express or implied as to anv finding or other matter in this report, or as to atm product covered by the report. Copyright© 2001 1 oRy�jv �atea� Pagel of 2 Page 2 of 2 ER -4627 TABLE 5—KWIK BOLT -II CARBON STEEL ALLOWABLE TENSION AND SHEAR IN LIGHTWEIGHT, EXPANDED SHALE -AGGREGATE CONCRETE' .2.3 ANCHOR SIZE (inch) EMBEDMENT DEPTH (inches) TORQUE (ft. -Ib.) SHEAR (lbs.) TENSION (lbs.) WITH SPECIAL INSPECTIONS TENSION (lbs.) WITHOUT SPECIAL INSPECTION TENSION (lbs.) WITH SPECIAL INSPECTIONS TENSION (lbs.) WITHOUT SPECIAL INSPECTION f� 2,000 psi f, = 2,000 psi f4 = 4,000 psi 1/4 3/6 1/2 S/6 3/4 1'/6 2 15/6 21/2 21/4 31/2 23/4 4 31/4 43/4 4 4006 400 7556 1,100 1,3706 1,840 2,4806 3,125 3,1706 4,135 210 300 380 630 685 1,000 1,110 1,650 1,545 2,200 105 150 _ 190 315 340 500 555 825 770 1,100 360 450 625 975 1,100 1,600 1,575 2,300 2,200 3,250 180 225 310 485 550 800 785 1,150 1,100 1,625 5 15 15 25 30 65 75 135 150 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1 ft -Ib = 1.3558 N m, 1 psi = 6.9 kPa. 'The tabulated tension and shear values are for anchors installed in lightweight expanded shale -aggregate concrete having the indicated compressive strength at the time of installation. Concrete aggregate must comply with ASTM C 330-85 and ASTM C 332-83. 2Except as described in footnote 6, allowable values or applied loads may be adjusted in accordance with Section 1612.3 of the UBC for short-term loading due to wind or seismic forces. 3Spacing and edge distances noted in Table 2 must be increased by 331/3 percent. 4These tension values are only applicable when the anchors are installed without special inspection as set forth in Section 1701 of the code. SThese tension values are only applicable when the anchors are installed with special inspection as set forth in Section 1701 of the code. 6Anchors installed at this embedment depth shall not be used to resist shear due to wind or seismic forces. �Pr �s6q Accredited by the - _ E ® Evaluation Service, Inc. American National Standards Institute 5360 WORKMAN MILL ROAD - WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation oftne International Conference of Building Officials EVALUATION REPORT ER -4627 Copyright © 2001 ICBG Evaluation Service, Inc. Reissued February 1, 2001 Filing Category: FASTENERS—Concrete and Masonry Anchors (066) KWIK BOLT -II AND POST NUT KWIK BOLT -II CONCRETE ANCHORS HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 1.0 SUBJECT Kwik Bolt -11 and Post Nut Kwik Bolt -II Concrete Anchors 2.0 DESCRIPTION 2.1 Kwik Bolt -II: Kwik Bolt -11 (KB -II) concrete anchors consist of a stud, wedge, nut and washer. The stud is manufactured from a car- bon or stainless steel material. The carbon steel Kwik Bolt -11 stud is made from AISI 1038 or AISI 1144 materials. The wedges are made of AISI 1010 steel, except that KB -II 3/4 -by -12, KB -11 1 -by -6, KB -11 1 -by -9 and KB -11 1 -by -12 an- chors have AISI 304 (stainless steel) wedges. All carbon steel components are zinc -plated. Each component of the stain- less steel Kwik Bolt -I I anchor is made from either AISI 304 or AISI 316 material. The stud consists of a high-strength steel rod threaded at the upper end. A normal threaded KB -11 has a thread length equal to or less than three bolt diameters, while a long threaded KB -II has a thread length greater than three bolt di- ameters. Thetapered mandrel has an increasing diameterto- ward the anchor base, and is enclosed by a three -section wedge which freely moves around the mandrel. In the vertical direction, the wedge movement is restrained by the mandrel taper at the bottom and by a collar at the top of the mandrel. When subjected to torque, the wedge is forced against the wall of the predrilled hole to provide the anchorage. Allowable tension and shear values in normal -weight concrete are shown in Tables 3 and 4 for the carbon steel and stainless steel anchors, respectively. Allowable tension and shear val- ues for lightweight concrete are shown in Tables 5 and 8. The anchors are illustrated in Figure 1. 2.2 Post Nut Kwik Bolt -II: Post Nut Kwik Bolt -II concrete anchors consist of a carbon (AISI 1144) or stainless (Type 304) steel stud and post nut. The threaded end of the stud is fabricated to accept a threaded post nut with an outside diameter equal to the nomi- nal diameter of the stud. The post nut has a countersunk - head configuration. Allowable tension and shear values for carbon and stainless anchors in 3,000 psi (20.7 MPa) normal - weight concrete are shown in Table 7. The anchors are illus- trated in Figure 2. 2.3 Installation: 2.3.1 Kwik Bolt -II: Holes are drilled into the concrete using carbide -tipped masonry drill bits complying with ANSI B212.15-1994. The drill bit diameter must be the same as that of the anchors. The drilled holes must exceed the depth of an- chor embedment by at least two anchor diameters, to permit overdriving of anchors and to provide a dust -free area. The anchor must be hammered into the predrilled hole until at least six threads are below the surface. The nut must be tight- ened against the washer until the torque values specified in Table 1 are attained. Minimum embedment depths, edge dis- tance and spacing requirements are set forth in Tables 1 and 2. 2.3.2 Post Nut Kwik Bolt -II: Holes are drilled into the con- crete using carbide -tipped masonry drill bits complying with ANSI 8212.15-1994. The drill bit diameter must be the same as that of the anchors. The drilled holes must exceed the depth of anchor embedment by approximately two anchor di- ameters, to permit overdriving and to provide a dust -free area. The anchor is tapped into the hole until the post -nut head touches the material to be fastened. The post nut is then loosened by two complete turns and the anchor is again tapped until the post nut is again in contact with fastened ma- terial. The post nut is then hand -tightened with a screwdriver. Minimum embedment depths, edge distance and spacing re- quirements are set forth in Tables 1 and 2. 2.4 Special Inspection: Where special inspection is required, compliance with Sec- tion 1701.5 of the code is necessary. The special inspector must be on the jobsite continuously during anchor installation to verify anchor type, anchor dimensions, concrete type, con- crete compressive strength, predrilled hole dimensions, an- chor spacing, edge distances, slab thickness, anchor embed- ment and tightening torque. 2.5 Design: 2.5.1 General: Allowable shear and tension loads areas set forth in Tables 3, 4, 5, 7 and 8. 2.5.2 Combined Loading for Kwik Bolt -II Anchors in Nor- mal -weight Concrete: Allowable loads for Kwik Bolt -II an- chors subjected to combined shear and tension loads in nor- mal -weight concrete noted in Tables 3 and 4 are determined by the following equation: (pslpt)5/3 + (Vs / V )513 s 1 where: Ps = applied service tension load. Pt = allowable service tension load. Vs = applied service shear load. V = allowable service shear load. 2.6 Identification: The anchors are identified in the field by dimensional charac- teristics and packaging. The packaging label indicates the manufacturer's name and address and the size and type of anchor, the name of the quality control agency (Underwriters Laboratories Inc.) and the ICBO ES report number (ICBO ES Evaluation reports of ICBO Evaluation Service, Inc., are issued solely to provide information to C1assA members of ICBO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed noras an endorsement or recommen- dation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBG Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess lest facilities to make an independent verification. There is no warranty by ICBG Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 5 Page 2 of 5 ER -4627 ER -4627). A length identification code letter is stamped on the threaded end of the bolt. See the length identification sys- tem in Table 6. 3.0 EVIDENCE SUBMITTED Data in accordance with the ICBO ES Acceptance Criteriafor Expansion Anchors in Concrete and Masonry Elements (AC01), dated January 2001. 4.0 FINDINGS That the Kwik Bolt -II and Post Nut Kwik Bolt -II concrete anchors described in this report comply with the 1997 Uniform Building Code'", subject to the following conditions: 4.1 Installation dimensions and installation torques are as noted in Tables 1 and 2. 4.2 Allowable tension and shear values are as noted in Tables 3, 4, 5 and 7. 4.3 Calculations justifying that the applied loads com- ply with this report are submitted to the building of- ficial for approval. 4.4 Special inspection is provided as set forth in Sec- tion 2.4 of this report. member, and anchors subjected to seismic loads, wind loads or moving loads. 4.6 Allowable tension and shear values for Kwik Bolt -II anchors in normal -weight concrete noted in Tables 3 and 4, and sand -lightweight concrete over metal profile deck noted in Table 8, may be increased 331/3 percent for short-term loading due to wind or seismic forces. Use of the Kwik Bolt -II anchor in lightweight concrete, and use of the Post Nut Kwik Bolt -II anchor in resisting wind and seismic forces, are beyond the scope of this report. 4.7 Use of the anchors in resisting vibratory or shock loads, such as those present in supports for recip- rocating engines or crane loads, is beyond the scope of this report. 4.8 Use of the anchors is limited to nonfire-resistive construction unless appropriate data are sub- mitted to demonstrate anchor performance is maintained in fire conditions. 4.9 Use of the carbon steel anchors is limited to dry, in- terior locations. Use of the stainless steel anchors is permitted in exterior -exposure or damp environ- ments. 4.5 Anchors are limited to installation in untracked 4.10 Anchors are manufactured by Hilti, Inc., at 5400 concrete. Cracking occurs where ff>_ fr due to South 122nd East Avenue, Tulsa, Oklahoma, with service loads or deformations. Examples of when quality control inspections by Underwriters Labo- cracking may occur include, but are not limited to, ratories Inc. (AA -668). anchor location in tension zone as the concrete member, anchor location in settling a concrete This report is subject to re-examination in two years. TABLE 1—INSTALLATION SPECIFICATIONS SETTING DETAILS ANCHOR SIZE 3/9 inch ANCHOR SIZE 1/2 inch 5/8 inch 3/4 Inch 1 inch Drill bit size = anchor diameter (inches) 3/8 1/2 5/8 3/4 1 Depth of embedment (minimum/standard) (inches) 31/2 73/8 21/2 21/4 3'/2 23la 4Wedge 43/4 41/2 clearance hole (inches) Ein '/16 9/1611/1613/16 4 31/4 11/8 Anchor length (min./max.) (inches) 7 21/8 7 21/4 7 3'/2 10 41/2 12 6 12 Thread length std./extra thread length (inches) 21/4 31/2 7/8 4 ] 1/q 4 11/2 41/2 11/2 1 41/2 21/4 41/2 Installation: Torque guide valued (ft. Ib.) Stainless steel Carbon steel: Min. embedment Carbon steel: Std. embedment 4 4 7 20 20 25 30 30 45 75 75 95 150 150 225 200 200 325 Min. base material thickness (inches) 131h 63l4 3 or 1.3 x embedment depth, whichever is greater mmin for SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. I Installation torques are applicable for all anchor installations unless noted otherwise in this report. TABLE 2—ANCHOR SPACING AND EDGE DISTANCE REQUIREMENTS, NORMAL -WEIGHT CONCRETE1,2,3,4,5,6,7 DESCRIPTION ANCHOR SIZE 1/4 inch 3/6 inch 1/2 inch 5/e inch 3/4 Inch 1 inch Embedment: minimum/standard (inches) 11/8 2 15/8 21/2 21/4 31/2 23/4 4 31/4 43/4 41/2 6 Sir Spacing required to obtain maximum working load (inches) 21/4 4 31/4 5 41/2 7 5'/2 8 61/2 91/2 9 12 Smi„ Minimum allowable spacing between anchors (inches) 11/8 2 15/8 21/2 21/4 31/2 23/4 4 31/4 43/4 41/2 6 Mir Edge distance required to obtain maximum working load (inches) Shear Tension 33/8 13/4 33/8 3 47/8 21/2 47/8 33/4 63/4 33/8 63/4 51/4 811/4 4'/8 81/4 6 93/4 47/8 93/4 71/8 131h 63l4 13'/2 9 mmin Minimum allowable edge distance (inches) Shear Tension 13/4 11/8 13/4 2 2112 15/8 21/2 21/2 33/8 21/4 33/8 31/2 41/8 23/4 41/8 4 0/8 311/4 1 47/8 43/4 63/4 41/2 63/4 6 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1Data in this table and the footnotes apply to all anchors covered in this report. '--When using Mmi„ for a load that is shear, reduce the allowable load by 50 percent. 'When using M,,,;,, for a load that is tension, reduce the allowable load by 20 percent. 417or S and M of anchors with actual embedments between the listed embedments, use linear interpolation. 5For S and M of anchors with embedments greater than the deepest embedment listed in this table, use the value for the deepest embedment listed. 6When using Smi,,, reduce the allowable tension load by 30 percent. 7When using Smi,,, reduce the allowable shear load by 30 percent. 'Page 3 of 5 ER -4627 TABLE 3 -CARBON STEEL KWIK BOLT -II ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL -WEIGHT CONCRETE1,2 For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 Ib. = 4.45 N. 1See Table 2 footnotes. 2Allowable loads may be increased by 331/3 percent for short-term loading due to wind or seismic forces. 30nly the long -threaded style KB -11 anchor installed at this embedment depth is permitted to be used to resist shear due to wind or seismic forces. Long threaded style KB -Il anchors have a thread length greater than three bolt diameters. TABLE 4 -STAINLESS STEEL KWIK BOLT -II ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL -WEIGHT CONCRETE1,2 k'= 2,000 psi I,'= 3,000 psi fc' = 4,000 psi 4' = 6,000 psi ANCHOR DIAMETER (inch) ANCHOR DEPTH (inches) Tension WithWithout Sp.lnsp. Sp.Insp. Shear With Sp.Insp. Tension Without Sp.Insp. Shear Tension With Without Sp.Insp. Sp.Insp. Shear Tension With Without �Sp.InsP. So.Insp. Shear With Sp.lnsp. 11/83 245 120 400 300 150 400 350 175 400 430 215 400 1/4 2 525 265 400 550 280 400 590 295 400 625 315 400 520 33/4 625 315 400 625 315 400 625 315 400 625 315 400 520 15183 500 250 925 605 300 975 710 355 1,025 800 400 1,025 3/8 21/2 1,125 565 1,100 1,210 605 1,100 1,290 645 1,100 1,450 725 1,100 1,350 41/4 1,190 595 1,100 1,235 615 1,100 1,285 640 1,100 1 1,450 725 1,100 1,350 21/43 860 430 1,810 960 480 1,840 1,065 530 1,840 1,625 815 1,840 1/2 31/2 1,750 875 1,840 2,000 1,000 1,840 2,250 1,125 1,840 2,62.5 1.315 1.840 2,250 6 1,950 975 1,840 2,165 1,080 1,840 2,375 1,190 1,840 2,625 1,315 1,840` 2,550 23/43 1,425 710 2,875 1,685 845 2,875 1,950 975 2,875 2,500 1,250 2,875 5/8 4 2,180 1,125 3,125 2,670 1,335 3,125 3,090 1,545 3,125 3,925 1,965 3,125 3,000 7 3,000 1,500 3,125 3,250 1,625 3,125 3,500 1,750 3,125 3,925 1,965 3,125 3,425 31/43 1,850 925 3,875 2,175 1,090 3,875 2,500 1,250 3,875 3,000 1,500 3,875 3/4 43/4 2,750 1,375 4,225 3,625 1,940 4,225 4,500 2,250 4,225 5,060 2,530 4,225 4,375 8 3,750 1,875 4,225 1 4,625 2,315 1 4,225 1 5,500 1 2,750 4,225 5,925 2,965 4,225 4,800 41/23 2,930 1,465 6,625 3,650 1,825 7,125 4,375 2,190 7,625 4,360 2,180 8,625 1 6 3,990 1,995 8,625 5,310 2,655 8,625 6,625 3,315 8,625 7,875 3,940 8,625 6,875 9 6,040 3,020 8,625 7,050 3,525 8,625 8,055 4,025 8,625 10,000 5,000 8,625 For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 Ib. = 4.45 N. 1See Table 2 footnotes. 2Allowable loads may be increased by 331/3 percent for short-term loading due to wind or seismic forces. 30nly the long -threaded style KB -11 anchor installed at this embedment depth is permitted to be used to resist shear due to wind or seismic forces. Long threaded style KB -Il anchors have a thread length greater than three bolt diameters. TABLE 4 -STAINLESS STEEL KWIK BOLT -II ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL -WEIGHT CONCRETE1,2 For SI: l inch = 25.4 mm, l psi = 6.9 kPa, l lb. = 4.45 N. 'See Table 2 footnotes. '-Allowable loads may be increased by 331/3 percent for short-term loading due to wind or seismic forces. 3Anchors installed at this embedment depth shall not be used to resist shear due to wind or seismic forces. 4'= 2,000 psi. !c'= 3,000 psi 4' = 4,000 psi fr' = 6,000 psi ANCHOR DIAMETER (inch) ANCHOR DEPTH (Inches) With Sp.lnsp. Tension Without Sp.lnsp. Shear With Sp.lnsp. Tension Without Sp.lnsp Shear With Sp.lnsp. Tension Without sp.lnsp. Shear With Sp.lnsp. Tension Without Sp.lnsp. Shear 11/83 170 85 525 230 115 540 245 120 550 350 175 550 1/4 2 425 210 550 500 250 550 500 250 550 520 260 550 33/4 520 260 550 520 260 550 520 260 550 520 260 1 550 15/83 400 200 825 460 230 950 515 260 1,075 625 315 1,150 3/8 21/2 875 440 1,250 1,025 515 1,250 1,175 590 1,250 1,350 675 1,250 41/4 1,000 500 1,250 1,145 625 1,250 1,350 675 1,250 1,350 675 1,250 21/43 800 400 1,700 1,000 500 1,740 1,200 600 1,775 1,250 625 2,085 1/2 31/2 1,250 625 2,085 1,625 815 2,085 2,000 1,000 2,085 2,250 1,125 2,085 6 1,375 690 2,085 1,765 880 2,085 2,150 1,075 2,085 2,550 1,275 2,085 23 /4 3 1,020 510 2,625 1,250 625 2,875 1,475 735 3,125 1,800 900 3,125 5/8 4 1,730 865 3,125 2,220 1,110 3,125 2,715 1,355 3,125 3,000 1,500 3,125 7 2,250 1,125 3,125 2,825 1,415 3,125 3,425 1,715 3,125 3,425 1,715 3,125 31/43 1,450 725 2,700 1,825 915 3,100 2,200 1,100 3,500 2,450 1,225 4,500 3/4 43/4 2,350 1,175 4,225 2,990 1,495 4,365 3,625 1,815 4,500 4,375 2,190 4,500 8 2,750 1,375 4,500 3,500 1,815 4,500 4,250 2,125 41500 4,800 2,400 4,500 41/23 2,300 1,150 5,700 2,850 1,425 6,350 3,400 1,700 7,000 4,500 2,250 7,000 1 6 3,740 1,870 7,000 4,930 2,465 7,000 6,120 3,060 7,000 6,875 3,440 7,000 9 5,250 1 2,625 7,000 1 7,075 3,540 7,000 8,800 4,400 7,000 8,800 4,400 7,000 For SI: l inch = 25.4 mm, l psi = 6.9 kPa, l lb. = 4.45 N. 'See Table 2 footnotes. '-Allowable loads may be increased by 331/3 percent for short-term loading due to wind or seismic forces. 3Anchors installed at this embedment depth shall not be used to resist shear due to wind or seismic forces. Page 4 of 5 TABLE 5-KWIK BOLT -II CARBON STEEL ALLOWABLE TENSION AND SHEAR IN LIGHTWEIGHT, EXPANDED SHALE -AGGREGATE CONCRETE1,2,3 ER -4627 For SI: 1 inch = 25.4 mm, I lbf = 4.45 N, 1 ft. -Ib. = 1.3558 N • m, 1 psi = 6.9 kPa. 'The tabulated tension and shear values are for anchors installed in lightweight expanded shale -aggregate concrete having the indicated compressive strength at the time of installation. Concrete aggregate must comply with ASTM C 330-85 and ASTM C 332-83. '-Use of the anchors in resisting wind or seismic forces in lightweight concrete is beyond the scope of this report. 3Spacing and edge distances noted in Table 2 must be increased by 331/3 percent. 4These tension values are only applicable when the anchors are installed without special inspection as set forth in Section 1701 of the code. 5These tension values are only applicable when the anchors are installed with special inspection as set forth in Section 1701 of the code. TABLE 6 -LENGTH IDENTIFICATION SYSTEM STAMP ON ANCHOR A B C D E F G H I J K L M N 0 P 0 R S T U V W X Y Z Length F.M 111 2 2t/2 3 3112 4 41h 5 SI/_ 6 61h 7 71/, 1 8 81h 9 91/2 10 11 12 13 14 15 16 17 18 TENSION (Ib.) WITH TENSION (Ib.) TENSION (Ib.) WITH TENSION (Ib.) but not EMBEDMENT SHEAR (pounds) SPECIAL INSPECTIONS WITHOUT SPECIAL SPECIAL INSPECTION4 INSPECTIONS WITHOUT SPECIAL INSPECTION4 ANCHOR SIZE DEPTH TORQUE fc' = 2,000 psi fc' = 4,000 psi (inch) (inches) (ft. -Ib.) fc' z 2,000 psi 1/4 11/8 4 400 210 105 360 180 21/4 2 5 400 15 755 300 380 150 450 190 625 225 310 3/8 15/8 21/2 15 1,100 25 1,370 630 685 315 975 340 1,100 485 550 1/2 21/4 31/2 30 1,840 65 2,480 1,000 1,110 500 1,600 555 1,575 800 785 5/8 23/4 4 75 3,125 135 3,170 1,650 1,545 825 2,300 770 2,200 1,150 1,100 3/4 31/4 43/4 150 4,135 2,200 1,100 3,250 1,625 For SI: 1 inch = 25.4 mm, I lbf = 4.45 N, 1 ft. -Ib. = 1.3558 N • m, 1 psi = 6.9 kPa. 'The tabulated tension and shear values are for anchors installed in lightweight expanded shale -aggregate concrete having the indicated compressive strength at the time of installation. Concrete aggregate must comply with ASTM C 330-85 and ASTM C 332-83. '-Use of the anchors in resisting wind or seismic forces in lightweight concrete is beyond the scope of this report. 3Spacing and edge distances noted in Table 2 must be increased by 331/3 percent. 4These tension values are only applicable when the anchors are installed without special inspection as set forth in Section 1701 of the code. 5These tension values are only applicable when the anchors are installed with special inspection as set forth in Section 1701 of the code. TABLE 6 -LENGTH IDENTIFICATION SYSTEM STAMP ON ANCHOR A B C D E F G H I J K L M N 0 P 0 R S T U V W X Y Z Length F.M 111 2 2t/2 3 3112 4 41h 5 SI/_ 6 61h 7 71/, 1 8 81h 9 91/2 10 11 12 13 14 15 16 17 18 o (inches) or Up m 2 211, 3 31/2 4 41h 5 511_ 6 61/2 7 711 8 81h 9 91h IO 11 12 13 14 15 16 17 18 18 1/4 carbon steel but not 310 including TABLE 7 -POST NUT KB -II ALLOWABLE TENSION AND SHEAR VALUES (pounds), NORMAL -WEIGHT CONCRETE1,2 ANCHOR DIAMETER (Inches)/MATERIAL MINIMUM EMBEDMENT DEPTH (inches) With Special Inspection3 fc' = 3,000 psi Tension Without Special Inspection Shear 1/4 carbon steel 11/8 310 155 330 1/4 stainless steel 11/8 305 155 470 3/8 carbon steel 15/8 605 300 700 3/8 stainless steel 15/8 460 230 1,250 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 'The tabulated tension or shear values are for anchors installed in stone -aggregate concrete having the indicated compressive strength at the time of installation. '-Use of the anchors in resisting wind or seismic forces is beyond the scope of this report. 3These tension values are only applicable when the anchors are installed with special inspection as set forth in Section 1701 of the code. 4These tension values are only applicable when the anchors are installed without special inspection as set forth in Section 1701 of the code. TABLE 8-KWIK BOLT -II CARBON STEEL ALLOWABLE TENSION AND SHEAR IN SAND -LIGHTWEIGHT CONCRETE OVER METAL PROFILE DECK', 2, 3, 4 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, lft.-1b. = 1.3558 Nm, ]psi = 6.9 kPa. IThe tabulated tension and shear values are for anchors installed in lightweight expanded shale -aggregate concrete having the indicated compressive strength at the time of installation. Refer to Figure 3 for minimum dimensions of the composite deck. Concrete aggregate must comply with ASTM C330-85 and ASTM C 332-83. 2Space and edge distances noted in Table 2 must be increased by 331/3 percent. When anchors are installed in the ridge, the minimum distance measured from the center of the bolt to the edge of the ridge is 23/8 inches. 3Allowable loads may be increased by 331/3 percent for short-term loading due to wind or seismic forces. 4Anchors are permitted to be installed in the valley or ridge of the composite steel-deck/concrete-fill assembly. fc' = 3,000 psi Tension (pounds) ANCHOR EMBEDMENT DEPTH Shear DIAMETER (inch) (inches) With Special Inspection Without Special Inspection (pounds) 1/4 21/4 560 280 490 3/8 21/4 790 395 1,000 1/2 21/4 880 440 1,000 5/8 41/2 1,675 835 2,575 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, lft.-1b. = 1.3558 Nm, ]psi = 6.9 kPa. IThe tabulated tension and shear values are for anchors installed in lightweight expanded shale -aggregate concrete having the indicated compressive strength at the time of installation. Refer to Figure 3 for minimum dimensions of the composite deck. Concrete aggregate must comply with ASTM C330-85 and ASTM C 332-83. 2Space and edge distances noted in Table 2 must be increased by 331/3 percent. When anchors are installed in the ridge, the minimum distance measured from the center of the bolt to the edge of the ridge is 23/8 inches. 3Allowable loads may be increased by 331/3 percent for short-term loading due to wind or seismic forces. 4Anchors are permitted to be installed in the valley or ridge of the composite steel-deck/concrete-fill assembly. Page 5 of 5 KWIK BOLT II CONCRETE DFANSION ANCHOR 07D Nuf Washer Thread Area Anchor Body Mandrel Triple Segmented Area O Area Sleeve FIGURE 1 ° °a e .,ad Min. 64, ° d Min. 4-3/4" VALLEY ER -4627 WB II C1311IT19:19 ( POST NJT ANCHOR Reduced Diameter Tappered Threads Mandrel Area 1: If- L o Countersunk Bolt Triple Segmented Post Nut Expansion Sleeve FIGURE 2 MIN. 3000 PSI SAND—LIGHTWEIGHT CONCRETE d Min. 3-Y4., d ° ea Min. 4—:/4" RIDGE FIGURE 3 — PROFILE OF SAND—LIGHTWEIGHT CONCRETE OVER METAL DECK NO. 20 GAUGE STEEL DECK RIDGE EDGE RIVERSIDE COUNTY FIRE - DEPARTMENT FIRE PROTECTION JOB CARD THIS INSPECTION RECORD MUST BE AT JOB SITE WITH AN APPROVED SET OF PLANS Owner {%�, �, Date qjjjjV2. Location 7q• yl/o <�,,-0orA4 Case No. LA©-e-SPk -l�G I Sprinkler Company 4 At Underground Static Date Inspector (200 PSI For 2 Hrs. Prior to Inspection Time) (Center Load Pipe Only, Joints and Thrust Blocks Must Be Exposed). Underground Flush Date Inspector Overhead Sta4Date Inspector (2 eeUef?-Fime) 5 2 - Overhead Final Da Inspec Fire Main Installer 14 Underground Static (200 PSI For 2 Hrs. Prior to (Center Load Pipe Only, Jo, Underground Flu Extinguishing System In Date Inspector ection Time) and Thrust Blocks Must Be Exposed). Date Inspector Final Date Inspector Fire Alarm Installer 1 Final Date Inspector Tank Installer Final Date Inspector FINAL for OCC ANCY QsS ot,AA .9 /1.:)- . /a -a Inspector 4 D to DO NOT OCCUPY THIS STRUCTURE UNTIL AFTER FINAL INSPECTION. 264.159 (Rev 10/97) 5UI VE 112 _- -7?-7 -7011 CITY OF LA QUINTA - I BUILDING & SAFETY DEPARTMENT 777-7012 INSPECTION REQUEST LINE 777-7153 .T_'PATTT. coraCt�EMERALD CONTRACTING Permit Number 0205-182 POST ON JOB IN CONSPICUOUS PLACE INSPECTOR MUST SIGN ALL APPLICABLE SPACES j 79-440 CORPORATE CENTER DRIVE JOB ADDRESS 3038 SF COMMERCIAL TI -(PHYSICAL THERAPY OFFICE - PRN LA QUINTA) TYPE VN CONSTRUCTION. TYPE OF INSPECTION DATE INSP. TEMPORARY POWER • SETBACKS U/G PLUMBING / WASTE U/G ELECTRICAL/ GROUNDING FOOTINGS / STEEL CONCRETE SLAB DO NOT POUR CONCRETE UNTIL ABOVE SIGNED OKAY TO WRAP FRAMING (COMBINATIO ROUGH ELECTRIC ROUGH PLUMBING ROUGH MECHANICAL INSULATION UNTIL INTERIOR GYP. BD. (DRYWALL) 1 S10Z- (j EXTERIOR LATH SEPTIC ABANDONMENT SEWER CONNECTION SEPTIC / GREASE INTERCEPTOR MASONRY INSPECTIONS FOOTINGS / STEEL BOND BEAM POOL / SPA / WATER FEATURE INSPECTIONS PRE-GUNITE / SETBACKS U/G PLUMBING U/G UAS U/G ELECTRICAL PRE -PLASTER ALARMS / BARRIERS N FINAL INSPECTIONS TEMP. USE OF PERMANENT POWER ELECTRICAL PLUMBING MECHANICAL PUBLIC WORKS DEPARTMENT COMMUNITY DEVELOPMENT DEPT. FINAL / JOB COMPLETED ABOVE APPROVALS DO NOT INCLUDE RIGHT TO TURN ON UTILITIES OR OCCUPY BUILDING N r Certificate of Occupancy City of La Quinta Building and Safety Department This Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code, certifying that, at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: BUILDING ADDRESS: 79-440 Corporate Center Dr. Ste #112 Use Classification: Physical Therapy Office / Tenant Improvement Bldg. Permit No.: 0205-182 Occupancy Group: B Type of Construction: VN Land Use Zone: CR Owner of Building: J. Paul Building Official . Address: 79-440 Corporate Center Dr. #112 City: La Quinta, CA 92253 By: Daniel P. Crawford Jr. Date: September 13, 2002 POST IN A CONSPICUOUS PLACE