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13-1485 (SIGN)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 13-00001485 Property Address: 78932 HIGHWAY 111 APN: 643-080-009-11 -000000- Application description: SIGN Property Zoning: REGIONAL COMMERCIAL Application valuation: 15960 T4'� 4 4 QU&M BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Applicant: Architect or Engineer: 4.l ------------------ r 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 Busiss and Professionals Code, and my License is in full force and effect. �License Class: C10_ C45 License No.: 690492 GDate:,lZ I7 I?S CC r: 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).: (_) 1, 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 I, 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.). (_ 1 I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY 1 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: LQPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 12/17/13 Owner: TACO BELL CORP C/O TBC TAX NO 009454 P O BOX 35370 LOUISVILLE, KY 40232 D n a Contractor: DEC i TAKO TYKO t 2013 5010 VENICE BLVD LOS ANGELES, CA 90019 C TY OF E (323)937-4495 UQUINTA EPT. Lic. No.: 690492 ----------------------------------------------- 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. yl 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 TRVL INS Policy Number UB2B072239 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 to become subject to the workers' compensation laws of California, and agree that, if I shout became s bject to the workers' compensation provisions of Section 3700 of the Labor Cod / 1 shall f ith comply with those provisions. 11 a i l~ ( Applicant: WARNING: FAILURE TO SECURE ORKERS' OMPENSATION 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 Director of Building and Safety 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/stat that the aba information is correct. I agree to comply with all city and county ordinances and state laws relau to building onstruction, and hereby authorize representatives of this co ty Jo enter upon the.above-mention property f r inspection purposes. �DJtei�Z r7 f-3sigpplic nt or end: LQPERMIT ' Application Number 13-00001485 Permit . . . ELECTRICAL 2013 Additional desc . Permit Fee . . . . 464.75 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date 6/15/14 Qty Unit Charge Per Extension 13.00 35.7500 EA ELEC SIGNS ---------------------------------------------------------------------------- 464.75 Permit . . . SOTB 2013 Additional desc . Permit Fee . . . . 363.22 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 6/15/14 Qty Unit Charge Per Extension 1.00 71.5000 LS MISC MONUMENT SIGN, FIRST 71.50 .00 24.3100 EA MISC MONUMENT SIGN, ADDL .00 1.00 24.3100 LS MISC WALL SIGN, FIRST 24.31 11.00 24.3100 EA MISC WALL SIGN, ADDL 267.41 ---------------------------------------------------------------------------- Special Notes and Comments 2 ILLUMINATED LOGOS 4.X 4, 1 ILLUINATED LOGO 3X3,3 ILL WALL,4, SEGMENTS OVER WINDOW 1, DRIVE THRU CLEARANCE BAR , MENU/ MOMUMENT SIGN. December 13, 2013 2:16:24 PM jjohnson. ---------------------------------------------------------------------------- Other Fees .. . . . . . . BLDG STDS ADMIN (SB1473) 1.00 PLAN CHECK, ELECTRICAL 619.71 , PLAN CHECK, SOTB 484.77 Fee summary Charged Paid Credited --------------------------------------------------------- Due Permit Fee Total 827.97 .00 .00 827.97 Plan Check Total .00 .00 .00 .00 Other Fee Total 1105.48 .00 .00 1105.48 Grand Total 1933.45 .00 .00 1933.45 LQPERMIT ' r Bin # City of as Quint -a','' >/ • Building &r Safety Division P.O. Box 1504, 78-495 Calle Tampico NAV j La Quinta, CA 92253 - (760) 777-701 OF `520J3 Building Permit Application and Trac in9I Permit # I 'Project Address:; g q1?_ w K( ' Owner's Name: A. P. Number: Address: P.O- Legal Description: Lity,ST,Zip: 'Contractor: �Cb r ' Teleph n � •.;:•:.;;<:r:::<::y:.<>}r::;:;:.;: Address: SU ( 6 .JC//r f (, (Project Description: �, Z� 104cw 0 S City, ST, Zip: �.�i Cq 4�Co(q Y�7"',YYi II " logo. Tele phone: -Z it3 7 f r Mill (V .&I " it c State Lic. # : City Lic. #.: Uro E-2v�• t{ 'Arch.; Etigr., Designer: 4 t4 M EN Ts S lmr�en Address: a.'.1nG(6t.. • () Cke0.rcA61c City, ST, Zip: i6�tR- 1'iENu � r tr ,'� ( UWgMcA� (W 7 -0` Telephone :.:..:::. <:;};:;<:>:•}:}}:.::.}ii::.i;}: . }• ii:(i}:•}:}i �i%.iii?:}:iv,:i,.!;:4:;i;iw'f. �:;'::ii'i:. State Lic. # J >:;<, :.:.fr..::.:.i.s;».:.�: •i.:..:..<.>..;.;.::.;.:f...:.;;.;.:r:.<.::.<.:.::.::.;>.;.ProJect Name of Contact Person: G /� S Construction Type: Occupancy: n Alter Repair Demo type circle one). New Ad ' Sq . Ft.: # Stories: # Units: Telephone #,of Contact Person: ( G_Estimated Value of Project:. / 5l 1 ? C. 6 APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Title 24 Cates. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2°' Review, ready for correction /issue 1 Electrical Aft A Subcontactor List Called Contact Person . Z Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted • Grading ` IN HOUSE:- 3W Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue �Zl� School Fees Total Permit Fees t'cttNs �O Y4 _ t �•� ���I�� (0 P RIM 1,13 MILLER CONSULTING ENGINEERS STRUCTURAL CALCULATIONS Taco Bell # 27782 Elements 78932 Highway 111, LaQuinta, California Cummings Resources December 2, 2013 Project'No. 131016 9 pages THE Principal Checked: VOID IF SEAL WgTr��F so �Z m w No. C0583o2 m Exp 6 30. I¢ X meq_ C►vI ,P - AND SIGN F NOT ORIGINAL *** LIMITATIONS' Miller Consulting Engineers, Inc. was retained-inI�'� project. This design is based upon information p vides') is solely responsible for accuracy of same. No re ponsiAiV is assumed by or is to be assigned'to the engineer forFgt shown on these sheets. DATE J Engin e e rin g. _P. ra.c.ti cal,_D.i-vers e,!-S.tru.c.t ura i_Solu.t i an.s_Sin.c.e_1-9-i 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219-5412 Phone (503) 246-1250 Fax (503) 246-1395 www.miller-se.com rc DEC '0.6 2013 TA OONMUNITy �iL��pAR NTA SEPT. ENTRY PORTAL WITH CIRCULAR FOUNDATION: Scope of work is for the design of the internal support framing, connection to the foundation, and the footin WIND: ASCE?-05 - 95 MPH, EXP= MAXIMUM HEIGHT (h) = 10 ft (3 second gust) IMPORTANCE FACTOR (I) _ - - 1 K1 = 0:00 - (AS(JE 7-05 Figure 6-4) ' GUST FACTOR (G) = 0.85 K2 = fi1'.00-- (ASCE 7-05 Figure 6-4) F= gz•G•Cf: K3 = -'1.00 (ASCE 7-05 Figure 6-4) Kz qz I F(psf) h Kzt = ? 1'A0 (ASCE Eqn. 6-3) • 0.85 16.69 1 = 25.5 0-10 ft Kd •= 0.85 (ASCE 7-05 Table 6-4) Cf = 1 ,1.80 - (ASCE 7-05 Figure 6-20) S= ; 10.00 ft' s/h = 1.00 B = , 0.33 ft B/s=1 0.03 1 -}- FORCES: w/ %5'H Width Height to Height to Area Wind load Force Height to Moment ! bottom (ft) .top (ft) (sq. ft.) (psf) (lbs) center (ft) (ft -Ib) 10.33 , 0 10 3.3 25.54 84.28 5.25 442.476 i 0 0 0 0 •' 0.00 0 0 0 1 0 0 0 0 0.00 0 0 .0 1 0' i 0: 0 0 0.00 0 0 0 £ = 84 £ = 442 SIGN POLE: (Single Pole) Mu = 1.6M Mu = 707 ft -Ib $Mn = 0.9'Fy =1 41400 psi Fy = 46000 psi Z,"qd = Mu/Oy = 0.205 in' Try the HSS'4X4X1/4, sign pole with a plastic modulus of 4.7 inch3 Z in3 fb = Mu/Z = 1809 psi'< 41400 OK Use the HSS 4X4X1/4 sign pole (min) • rxzs- ANCHOR Anchorage: eOLTs Mu = 8486.4 in -Ib ='442'1.6'12 Vu = 134 Ib = 84'1.6 Use 1" dia. anchorssee next page for calculation a i Base Weld: Try 5/16"• fillet all around Sreu = 4.72 in' Mall = 8260 ft -Ib > 442 ft -Ib, 5/16" fillet weld all around OK i Arm Design: The break -away arm is connected to the sign with a hinge connection and will pivot at its attachment (does not take wind loading). FOUNDATION: Mnet = , 0.442 k -ft Applied moment from sign P = , 0.084 k Applied lateral force, kips h tmd,,,) = 5.26. ft _ distance from ground surface to P, ft q=--150- psf/ft base soil-brg. I q'= 300 psf/ft allowable soil-brg, _ (150'2) 1 i. b = --l:.50 _ ft dia. Cl (estimated)- 3.00 ft ESTIMATED embedment, ft 3.00 for pressure UNconstrained '. Allowable w/ 1/2" movement at groundline S_1 = 300 psf q'd-est / 3 A = 0.4 ft 2.34'P'1000/(S_1'b) d = 1.82 ft A/2'(1+(1.+4.36'h/A)A.5) OK UNconstrained Use 1' - 67 diameter x 3' - 0" min. -11 11'•1019115• SLAYS 4 ARM RR u� on �H Base Plate Check: T = 663 Ib = (442)/(4/12)/2 arm = 2 in Mr = 995 in -Ib I = 0.75 in b = 4 in Z = 0.56 in Mc =1 12072 in -Ib 995 < 12072 OK Use 0.75" base plate 9570 SW Barbur Blvd I Project Name Taco Bell # 27782 Eleme s;P'TRgV Suite One Hundred � yr _ Y 5 RUCTION _ Portland14, OR 97219 5412 Location 78932 Hi hwa 11.1, L;� Quinta, Calif ' MILLER ! DATEIZL313 Client Cummings Resources t _. - - CONSULTING- - (503)246-1250 -- - - - -- - - - - - _ ENGINEERS Fax: 246-1395 By TAK Ck'd C` Date 12/2/13 Page of 9 www.hlltLus Profis Anchor 2.4.3 Company: Page: 1 Specifier: Project: ENTRY PORTAL Address: Sub -Project I Pos. No.: Phone I Fax: i E -Mail: Date: 12/2/2013 Specifier's comments: 11lnput data Anchor type and diameter: Hex Head ASTM F 1554 GR. 361 �® I Egective embedment depth: ha - 18.000 In. Material: ASTM F 1554 t Pooh. design method ACI 318.08 / CIP Stand•aft installation: without damping (anchor); restraint level (anchor plate): 2.0; es = 1.500 in.; t = 0.750 in. ( I HIM Grout CB -G EG, epoxy, ,•ky,,,k - 14939 psi Anchor plate: 1, x Ir x t = 11.000 In. x 11.000 In. x 0.750 In.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC); (L x W x T) = 4.000 in. x 4.000 In. x 0.250 in. Base material: cracked concrete, 2500, f,= 2500 psi; h = 36.000 In. Reinforcement: tension: condition A. shear. condition A; anchor reinforcement tension, shear edge reinforcement: > No. 4 bar with stirrups Seismic loads (cat. C. D. E, or F) no Gl ometry [In.] & Loading [Ib, In.Ib] 1 L: I 5.5 rr N3 ir 0 Imo, m r• =1� �6 f7 . C4:::. 1 ���' ,(606 a� . ;•gib e o® o Z M I > PW .x InM sem aM aM for gausleciyl PRORSA (020012009HDIAG.FL.9494SNean Hoa be ngLVcaC Tratlpnmkd H10 Ail. scxean !v www.htid.us Profis Anchor 2.4.3 Company: Page: - 2 Specifier Project: ENTRY PORTAL Address: Sub -Project I Pos. No.: Phone I Fax: i Date: 1212=13 E -Mall: 2 Proof I Utilization (Governing Cases) ` Design values [Ib] Utilization Loading Proof Load Capacity 8R / Ov [°6] Status Tension_ Pullout Strength 53 6282 4 - K Shear Steel failure (with lever arm) 34 ' 3665 - ./1 OK Loading fix Ov C Ullllzatlon s•v N Status Combined tenon an sear loads 0.033 0. 5+ O 3 Warnings • Please consider all details and hlnts/wamings given in the detailed report Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all Information and data contained In the Software concern solely the use of HIIU products and are based on the principles, formulas and security regulations In accordance with Hild's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-spedflc tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carded out by means of the Software are based essentially on the data you put In. Therefore, you bear the sole responsibility for the absence of snore, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilt) on a regular basis. If you do not use the Autoupdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the HII0 Website. HOU will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. PROCam erk (.) mon Ee tlMU A . Feoraemam wM aw eam0ip c r.,! ru antl far pauamn G PROFlS Anular (c) 20012009 tail AO. FLa494 6dwan Hi0 m o raelaferad TreCamah al Hi0 AO. Schean Factored loads for pole design: Mc 26255 ft -Ib Vc = 49896 ft -Ib Tc = 21735 ft -Ib Mux = .2781 ft -lb = Mx•'.6 Muy = ' 1094 ft -Ib = My1.6 Vu. = 379 ft -Ib - Vx'1.6 Tu = 1682 ft -lb r1.6 Use HSS 5X5X1/4 Pole (159/6 FOOTING DESIGN: goofing dimentions: b= -1.5 ft ` d=ft' Mc = 12662 ft -Ib Vc = 49896 ft -Ib Tc = 10495 fi4b Mz = 1051 ft -Ib = 1051/1 My = . 684 ft -Ib = 684/1 V, = 336 ft -Ib = 33611 Mui= 1682 ft -lb =me 1.6 Muy = 1094 ft -Ib = MY -1.6 Vu. = 538 ft -Ib = W1.6 Vu, = 350 ft -Ib = V/1'1.6 (IBC 1805.7.2.1 NonConstrained) Mx = 1.738' ft -k ASSET EVOLUTION DT CANOPY (LOADING TO THE FRONT): `i Scope of work is for the design of the support tubes, connection to the k . foundation and the footing. WIND: ASCE7-05 95 MPH, EXP© MAXIMUM HEIGHT (h) =5 ft ft q= (3second gust) IMPORTANCE FACTOR (1) _ psf/ft base soil-brg. K1 = i 0.001 (ASCE 7-05 Figure 6-4) GUST FACTOR (G) = 0.85 b = K2 = 11.00 (ASCE 7-05 Figure 6-4) F = gz'G'Cf : K3 = -- ,1.00- , (ASCE 7-05 Figure 6-4) Kz qz I F(psf) h Kzt=�_1_00i._ Mc = (ASCEEgn.6-3) 0.85 16.69 1 = 21.5 0-11 ft Kd = ; 0.85. (ASCE 7-05 Table 6-4)' Cf = _. 1.52'.... (ASCE 7-05 Figure 6-20) s = ..-110.50 __ ft s/h = . _1.00�- ft B = ' 7.00 Ift B/s,= 1 0.67 A/2'(1+(1+4.36'h/A)A.5) FORCES: < 1.0 OK Width' Height to Height to Area Wind load Force Height to Moment 'B' (ft) ' bottom (ft) , top (ft) (sq. ft.) (psf) (Ibs) center (ft) (ft -Ib) (Mx) -44yy Yy " 1.00 1 18.00: 1 10.50 7.00 21.52, 151 9.25 1393 .0.50 1 10.00 1 8.00 4.00 21.52 86 4.00 344 0.00 0.00 21.52 0 0.00 0 _ E = 237 £ = 1738 Sign Cabinet Torsional Load 6.25. ? 8.00 10.50 15.63 21.52 336 3.13 1051 0.00 1 0-00 1 8.00 0.00 21.52. 0 1.40 0 Torsion (T o� Mz) E = 1051 Cant. Area = 43.75. fe = 7' 6 25 (roof cabinet area) Dead = 4219.- Ib (estimated at 5pso Snow = 0 psf Snow weight= . _.._.0- Ib Total (Vz) = 219 Ib = 218.75 ' My = r RRA ft -1h Cimnnrt Ann rlacinn fcinnIa ann) ' Factored loads for pole design: Mc 26255 ft -Ib Vc = 49896 ft -Ib Tc = 21735 ft -Ib Mux = .2781 ft -lb = Mx•'.6 Muy = ' 1094 ft -Ib = My1.6 Vu. = 379 ft -Ib - Vx'1.6 Tu = 1682 ft -lb r1.6 Use HSS 5X5X1/4 Pole (159/6 FOOTING DESIGN: goofing dimentions: b= -1.5 ft ` d=ft' Mc = 12662 ft -Ib Vc = 49896 ft -Ib Tc = 10495 fi4b Mz = 1051 ft -Ib = 1051/1 My = . 684 ft -Ib = 684/1 V, = 336 ft -Ib = 33611 Mui= 1682 ft -lb =me 1.6 Muy = 1094 ft -Ib = MY -1.6 Vu. = 538 ft -Ib = W1.6 Vu, = 350 ft -Ib = V/1'1.6 (IBC 1805.7.2.1 NonConstrained) Mx = 1.738' ft -k Px = 0.237 k . h 7.33 I ft distance from ground surface to P, ft q= 150.' psf/ft base soil-brg. q'= 300 psf/ft allowable soil-brg, _ (150'2) b = 1.50 ft diameter in' d 5.00 ft ESTIMATED embedment, ft 5.00 for pressure Mc = 9853 ' Allowable w/ 1/2" movement at groundline UNconstrained I Vc = 73080 S_1 = 500 ' psf q'd_est / 3 A=[ 0.7 ft 2.34`P-1000/(S_1'b) d = 2.83 ft A/2'(1+(1+4.36'h/A)A.5) OK UNconstrained < 1.0 OK Use 1'- 6" diameter x 5'- 0" dee footin 1 14MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd Project Name Taco Suite One Hundred Portland, OR 97219.5412 Location 78932 l - Muy = 9850 in lb = (684'1.2)'12 Mux = 33370 in -Ib = (1738'1.6)'12 Tu = in -Ib = (1051'1.6)'12 20179 379 Vu = Ib = 237'1.6 Use 1- dia. anchors, see next page for calculation Base Weld Check: 1/4" fillets all around main pole) Sweld = 5.63 in' Aweld = 3.48 int Mc = 9853 ft -Ib = 5.63'21000/12 Vc = 73080 Ib = 3.48'21000 Mr= 2422 ft -Ib =1738+684 Vr = 379 Ib Combined = 0.25 < 1.0 OK Base Plate Check: T= 3633 Ib = (1738+(584)/((7+1)/.12) arm = 1 in Mr= 3633 in -Ib I = 0.75 in b=1 6 hn Z = 0.84 in Mc = 18108 in -Ib Us6--0.75" basalplateN 1 0 4 ,, 4-r- A a it If % V MI J)INC & SAFETY DEPT. 1.1RZ VED Client Cummings, Resources, (503)246-1250 Fax: 246-1395 By TAK Ck'd �T Date 12��13 Page 3 of q www.nun. Is • Profis Anchor 2.4.3 Company: Page: 1 Address:: Address: Project: OPC FRONT Phone I Fax: Subproject I Pos. No.: I E -Mail: Date. '12/2/2013 Speciftoes comments: Tinput data Ahor type and diameter: Effective embedment depth: Material: Proof: v Stand -oil installation: Anchor plate: Profile: Base material: Reinforcement: t Seismic loads (cat. C. D, E, or F) Geometry [In.] 8. Loading [Ib, In.Ib) i 0 M IN f� P siwt d PRORSP 0 Hex Head ASTM F 1554 GR. 361 hd - 18.000 in. ASTM F 1554 design method ACI 318-08 / CIP without damping (anchor); restraint level (anchor plate): 2.0; ee = 1.500 in.; t = 0.750 in. HIM Grout' CB -G EG, epoxy, ite,,,,, = 14939 psi I, x II. x t = 11.000 In. x 11.000 In. x 0.750 in.; (Recommended plate thickness: not calculated) Square HSS (AISC); (L x W x T) = 5.000 in. x 5.000 In. x 0.250 in. cracked concrete, 25U0, = 2500 psi; h = 36.000 In. tenslon: condition A. shear. condition A; anchor reinforcement tension, shear edge reinforcement: > No. 4 bar with stirrups no �® c< c 0M Z mM Z: of 179 5.� 1. www.hiltl.us Profis Anchor 2.4.3 Company: Page: 2 Specifier. Project: OPC FRONT Address: Sub -Project I Pos. No.: Phone I Fax: I Date: 1202013 E -Mail: 2 Proof I Utilization (Governing Cases) Design values [IbJ Utilisation Loading Proof Load Capacity a / v [y,] Status enslon Pullout Strength 2446 16297- 16 UK - Shear Steel failure (with lever arm) 1088 3737 -130 OK Loading s v Utilization sv I%1 Status Combined tension an sear loads 0. 5 0. 8 / 8 O 3 Warnings • Please consider all details and hintshvamings given In the detailed repor0 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all Information and data contained in the Software concert solely the use of HIIti products and are based on the principles, formulas and security regulations In accordance with Hilti's technical directions and operating, mounting and assembly Instructions, etc., that must be strictly compiled with by the user. All figures contained therein are average figures, and therefore use•sperefic tests are to be conducted prior to using the relevant Hilts product The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put In by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitabillty for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, If applicable, darty out the updates of the Software offered by Hilt! on a regular basis. If you do not use the AuloUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software In each case by carrying out manual updates via the Hill] Website. Hlltl will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. I.P. dab uxl rmdl! nxW tie tlie4ad fw a9raanxmt wW 0,P ataurp mn010om erp fm flW39AIm PRORSA (020032009MAG.F1.946Sdm HMh,amgbt—d Tmdem cfM0AG.Sdm FORCES: Flower cabinet loading) Width Heightto Heightto Areal Windload' Force Heightto Moment 'B' (ft) bottom (ft) top, (ft) (sq: ft.) (psf) (Ibs) center (ft) (ft -lb) (My) 0.50 0.00 J 8.00 4.00 24.77 99 4.00 396 ' £ = 99 £ = 396 Canopy wind loadin u lift and lateral Cant. Area = 43.75 1 ft2 = T'6.2S (mf cabinet area) -. angle = 8.9 i L=--7-: wind dir. = 0 deg. Cnw Cnl Case A -0.60 -1.00 l Case B -1.4 0 degrees ft _ wind dir. = 1%r, P s Cnw P s ; -11.4. 0.90 1.50 17 9.9 . 1.6 0.3 13.5 . ASSET EVOLUTION DT CANOPY (LOADING TO THE SIDE): 17 ; i i ! WIND:, ASCE7-0 95 MPH, EXP© MAXIMUM HEIGHT (h) = 10.5. ft (3second gust) IMPORTANCE FACTOR (1) = I K1 = '0.00 , (ASCE 7-05 Figure 6-4) GUST FACTOR (G) = 0.85 : K2 = -1-.00-1 (ASCE 7-05 Figure 64) F = gz'G'Cf : K3 = ' 1.00 i (ASCE 7-05 Figure 6-4) Kz , qz I F(psf) h Kzt = - 1.00 'i (ASCE Eqn. 6-3) 0.85 16.69 1 = 24.8 0-11 ft Kd = -0:85-f (ASCE 7-05 Table 6-4) My at base = Cf = •,175 ' (ASCE 7-05 Figure 6-20) ft4b = 2.6'6`2.5'(2.5/2+8) s = 6.00 ft s/h = 0.57, 6'•11 15rr �I--W-6 B= -250__ ft B/s = -0'.42_ its•' i FORCES: Flower cabinet loading) Width Heightto Heightto Areal Windload' Force Heightto Moment 'B' (ft) bottom (ft) top, (ft) (sq: ft.) (psf) (Ibs) center (ft) (ft -lb) (My) 0.50 0.00 J 8.00 4.00 24.77 99 4.00 396 ' £ = 99 £ = 396 Canopy wind loadin u lift and lateral Cant. Area = 43.75 1 ft2 = T'6.2S (mf cabinet area) -. angle = 8.9 i L=--7-: wind dir. = 0 deg. Cnw Cnl Case A -0.60 -1.00 l Case B -1.4 0 degrees ft _ wind dir. = 1%r, P s Cnw P s ; -11.4. 0.90 1.50 17 9.9 . 1.6 0.3 13.5 Max pressure = 17 ; psf - Uplift = 16.8' psf = COS(8.9)'17 My = ' 2573' ft -lb = 16.8'43.75'7/2 i Lateral = 2.6 psf- SIN(8.9)'17 My at arm = 49 ft -Ib = 2.6'6'2.5^2/2 My at base = 361 ft4b = 2.6'6`2.5'(2.5/2+8) Canoov vertical loading dead and show ' Dead = ,_ '218.8- ib (estimated at 5psr) Snow = --0 + psf Snow weight = - 0 m Total (Vz) = 219 ib = 216.75 My= 684 ft -lb Total M 4014 tt-Ib Cabinet Arm Design (single arm) SIGN POLE DESIGNS: Mc = 12662 ft -Ib i Factored loads for pole design: Vc = 30082 ft -lb Mc = 26255 ft -Ib • . Tc = 10495 ft4b Vc = 49896 ft4b Mz = 0 ft4b Tc = . 21735 ft -lb My = 3306 ft4b = 2573+664+49 �Mu, =0 ft -Ib = W1.6 V.= 963 ft -Ib = 218.75+17'43.75 • Muy = 6422 ft -Ib = W1.6 Nlu, = 0 ft -ib = KW1.6 Vu, = 158 ft4b = Vi 1.6 Muy = 5290 ft4b = W1.6 Tu= 0 ft4b=7'1.6 Vu,= 27 fl4b=Vx'1.6 Use HSS 5XSX1/4 Pole (25%) Vu,=l 350 ft-Ib=V711.1.6 FOOTING DESIGN:,1(min) Use HSS 4X4X3/16 Cabinet Arms 42% Footing dimentions: ! b = 1.5 Ili d= S' I ft ' I FOOTING DESIGN OVERTURNING' (IBC 1805.7.2.1 NonConstrained) Mnet = 4.014 k -ft = 4014/1000 P = 0.099 k = 99/1000, Applied lateral force h (,I a w) = 40.55 ft distance from ground surface to P, ft q = 7 150 '," psf/ft base soil-brg. q' = 300 ' psf/ft allowable soil-brg, _ (150'2) b= 1.50 ft d (.ft.Wd) 71 5.00 ft ESTIMATED embedment, ft 5.00 for pressure ' Allowable w/ 1/2" movement at groundline UNconstrained S-1 = 500 psf q'd_est / 3 A-1 0.3 Ift 2.34'P'1000/(S-1'b) d = 3.85 ft A/2'(1+(1+4.36'h/A)^.5) OK UNconstrained +I Use 1'- 6" diameter x 5' - 0" deep footin s 1 44 MILLER CONSULTING ENGINEERS Srm- vtE w Anchorage: Mu = 17453 in -lb = (396'1.6+684'1.2)'12 Vu=J 158 jib = 99'1.6 Use 1" dia. anchors see next page for calculation Base Weld Check: (try 1/4" fillets all around main pole) Sweld = 5.63 in Aweld = 3.48 in2 Mc = 9853 ft -Ib = 5.63'21000/12 Vc = 73080 Ib = 3.48'21000 Mr - 40Y4- ft4b Vr ,58 1 <1.o Q F LA Q U I N TA Combined 0.41 < 1.0 O Base Plate Check. T= 6tib=(4014�%�(•� 1 /1 1 R00/ED arm = 1 ), in 1 Mr= 6021 r in -lb FOR CONSJB-Z- 9570 CTION t = 0.75 I' in b = in Z = 0.84. I Ir� Z ���Mc = 1811 08 iiM TE SW Barbur Blvd Project Name Taco R .II # 27782 Rpments Project # 131016 Suite One Hundred Portland, OR 97219-5412 Location 78937 Highway 111, LaAuinta, California� Client GuFAmings RAseumes (503) 246-1250 - - - - - - Fax: 246-1395 BYTAK -Ck'd Date 12i2M3 Page -5 fq Profis Anchor 2.4.3 Specifier. Project: OPC SIDE Address: Sub -Project I Pos. No.: Phone I Fax: j Dale: 12/2!2013 E -Mad: I Speciger's comments: 1linput data Anchor type and diameter: Hex Head ASTM F 1554 GR 361 Eftecdve embedment depth: hm = 18.000 in. Material: ASTM F 1554 P f: design method ACI 318-08 / CIP Stand-off Installation: without damping (anchor); restraint level (anchor plate): 2.0; ee = 1.500 in.; t = 0.750 in, Hill] Grout CB -G EG, epoxy, f3,_ - 14939 psi Anchor plate: r 13 x Ir x t = 11.000 in. x 11.000 In. x 0.750 in.; (Recommended plate thickness: not calculated) ProNet Square HSS (AISC); (L x W x T) = 5.000 in. x 5.000 in. x 0.250 in. Base material: cracked concrete, 2500, f.= 2500 psi; h = 36.000 in. , Reinforcement: tension: condition A, shear. condition A; anchor reinforcement tension, shear Seismic loads (cal. C. D. E. or F) edge reinforcement: > No. 4 bar with stirrups no Geometry [in.] & Loading [lb, In.lb] z .-Y r www.niltl.us Profis Anchor 2.4.3 Company: Page: 2 Specifier. Project OPC SIDE Address: Sub -Project I Pos. No.: Phone 12/2 I Fax: j Date: 12013 E -Mall: 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity ON / Ov [eel status Tension ull—Strength 1090 16282 um Shear Steel failure (with lever am) 40 3586 42 2 OK LoadinggN pv C UIIIIxatlor PKV M Status Combinedanon an sear loos 0.067 0.0 513 3 Warnings • Please consider all details and hlntshvamings gtven In the detailed report] Fastening meets.the design criteria! 4 Remarks; Your Cooperation Duties • Any and all informadon and data contained In the Software concern solely the use of HIIII products and are based on the principles, formulas and security regulations in accordance with Hild's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein ere average figures, and therefore use -specific tests are to be conduced prior to using the relevant Hdd product. The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put In by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits• prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of erors, the correctness and the relevance of the results or suitabllity, for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, If applicable, carry out the updates of the Software offered by Hdd on a regular basis. If you do not use the Autoupdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software In each case by carrying out manual updates via the Hild Website. Hold will not be liable for consequences, such as the recovery of lost or damaged data or pmgmms, arising from a culpable breach of duty by you. ' PROIS 0M reaels003109HROAfma94918t-Webnln91...dT d forp.f1mrAG PROFl9 Ar lwr (0170032009 Nig AG, F49e93 6Ne0n Hi0 b a roplatvmd T0tivm0rk el W9 Ae, Stlieen CITY OF iLA QllINTA BUILDING & SAFETY DEPT. A.PP pVED FOR CONS UCTION DATE %�.�� 9570 SW Barbur Blvd Project Name Taco Bell # 2778ElementsProject # Suite One Hundred131 E) 16 _ Portland, OR 97219-5412 Location 78919 Hinh�Na_ __a 111 I aQuinta, California M I L L E R - CONSULTING oNsuLTiNc - (503-)246-1250 - Client_- r Umming--s ENGINEERS Fax: 246-1395 BYC- kR'd-eTsadrFgs Dat- --- Page Ee _— of 1 Check Steel Rib zoo• Loading:. ' Vertical Wind =21.5 psf (controls) 650' Snow =1 psf z o0 Spacing = - 1.75 ft o.c. Cantilever span = 3.38 ft' M = 214 ft -Ib = 1.75' � 3.375" 21.5psf3.375'/ 2 plate height = 2 in (2" is the distance between the bolted connection, actual plate depth is 6 1/2" tall) Z = 0.25 in3 = 0.25"' 2"A2 / 4 Mc = 449 ft -Ib = 36000psi ' 0.25inA3 / 1.67 / 12 214 < 449 OK (48% stressed, based on conservative geometry) Use 1/4" plate for canopy ribs — Connection Check Vbolt = 1284 Ib = 214ft-Ib / 2" * 12 Vc =1 1980. Ito - 1284 < 1980 OK (65% stressed, based on conservative geometry) Use 3/8" dia. bolts to attach ribs to canopy arm - The above stresses assume the plate cantilevers out, but it is actually continuous below the canopy arm as shown. CITY OF iLA QllINTA BUILDING & SAFETY DEPT. A.PP pVED FOR CONS UCTION DATE %�.�� 9570 SW Barbur Blvd Project Name Taco Bell # 2778ElementsProject # Suite One Hundred131 E) 16 _ Portland, OR 97219-5412 Location 78919 Hinh�Na_ __a 111 I aQuinta, California M I L L E R - CONSULTING oNsuLTiNc - (503-)246-1250 - Client_- r Umming--s ENGINEERS Fax: 246-1395 BYC- kR'd-eTsadrFgs Dat- --- Page Ee _— of 1 LOWER SIGN POLE: CITY OF LA QU NI TA 1 ENU"SIGN.* . I EMBEDDED POLE: Scope of work is for the design of the internal support tubes, connection to the foundation, and the footing. 4.23 WIND: ASCE7-0 95 MPH, EXP© MAXIMUM HEIGHT (h) = 8.65 ft (3 second gust) IMPORTANCE FACTOR (1) - Kt = 7010-l- 0 (ASCE 7-05 Figure 6.4) GUST FACTOR (G) = • 0.85 - K2 = Y 1'.00 i (ASCE 7-05 Figure 6-4) F = gz'G`Cf: K3 = 1 1.00 i " (ASCE 7-05 Figure 6-4) Kz qz I F(psf) h Kzt _ -t-1.00 j- (ASCE Eqn. 6-3) 0.85. 16.69 1 = 23.3 0-9 ft Kd = F 0.851-• (ASCE 7-05 Table 6-4) d Cf = I. 1.64.E - (ASCE 7-05 Figure 6-20 c s = _ _ 5.921. ft s/h = Use the HSS 3-1/2X3.112X1/4 . 8=1 7.68 ft B/s =1 1.30 UPPER SIGN POLES I FORCES: ft Width Height to Height to Area Windload Force Height to Moment Bottom (ft) top (ft) (sq. ft.) (psf)' , (Ibs) center (ft) (ft -Ib) I 6.001 i 7.251 _8.65 3.001 23.31 70 7.95 557 Trim 7.681 2.75 f 7.25 34.57 23.31 806 5.00, 4030 Cabinet at upper poles. l 1 7.68 l 1.33: 2.75 10.91 23.31 254 2.04 518 Cabinet at middle pole. }" 2.75 0.001 1.33 3.66 23.31 85 0.67 57 Cladding at lower pole. - E= 1215 E= 5162 LOWER SIGN POLE: CITY OF LA QU NI TA , M = 5162 ft -Ib = 5162+0 I EMBEDDED POLE: - Try the HSS 6X3X3/16 sign pole with a z = 5.6 in3 4.23 k -ft Mall =17 12831 Ift4b P= 1.215 = 12831 > 5162 OK fi;,,,, ; = , 3.48, ft Use the HSS 6X3X3116 sin pole q= -300r- psf/ft MIDDLE SIGN POLE: Footing shape: Circular 27377 M = 3602: flab = 70'(6.62)+806'(3.67)+254•(0.71) b =1 Y R Try the HSS 3 -1/2X3 -1/2X1/4 sign pole with a z = 3.5 in3 d _ 5.25,.. Mall - 8034 ft -Ib ESTIMATED embedment, ft 5.25 for pressure c 8034 > 3602 OKI Unconstrained Condition y Use the HSS 3-1/2X3.112X1/4 . 525 psf q'd est / 3 UPPER SIGN POLES 2.71. ft 2.34'P'1000/(S_1'b) I Number of poles = 2 1 4.83 ft A/2'(1+(1+4.36'h/A)^.5) M'--1 - 1089 ft -Ib = (557)/2+0/2 CONSULTING ENGINEERS (503) 246-1250 Fax: 246-1395 Try the HSS 3 -1/2X3 -1/2X1/8 sign pole with a z =1.9 in3 l Mall _ 4430 ft4b 4430 > 1089 OK Use 2 HSS 3 -112X3 -112X1/8 CROSSMEMBER alphaTorsion '= 1089 ft -Ib b= 4- - in b/t = 4 d= 1 in T,,,= ' 11585 psi = 1089'12/(.282'4'1^3) Fb = 21557 psi = 36000/1.67 Mr= 15 ft4b = 70/2'5.125/12 Me= 28743 ft -lb = 1'4^3/4'36000/1.67/12 Comb. = -- - 0.54 I I.. DI I- < 1.0 OK =15/28743+11585/21557 A- 7'J1" M= 2178 'in d= 2.25 in I T = 808 5Ib per boll= 2178'12/2.25/2 V = 219 Ib - (70+806)/4 Tall 19900 Ib V II - 10600 Ib 7'-00' 1EJl7� -d-d tit --1 - a - 0.31 < 1.0 OK CITY OF LA QU NI TA Use 4 A325 314" dia. bolts min for internal connections I EMBEDDED POLE: - Mnet = 4.23 k -ft Applied moment from sign minus M,", P= 1.215 k Applied lateral force, kips fi;,,,, ; = , 3.48, ft distance from ground surface to P. ft q= -300r- psf/ft allowable soil-brg, psf/ft q=2(150)=300' Footing shape: Circular 27377 in4b b =1 .:-.2.001_. R diameter d lawal= _ 5.25,.. ft ESTIMATED embedment, ft 5.25 for pressure Vu ' Allowable w/ 1/2" movement at groundline Unconstrained Condition _ S_T, = 525 psf q'd est / 3 A=l 2.71. ft 2.34'P'1000/(S_1'b) d= 4.83 ft A/2'(1+(1+4.36'h/A)^.5) 3 :/z' • 3 Irr.- 1 lid W A_yN Gr 9 X z+' rioc�Eve:� ASTM A-::6 "TEE1 3L A -S^0 G. e s+M r-Spo c., o CITY OF LA QU NI TA BUILDING & SAFETY DEPT. 0.1 yd Base Plate T = Check:_APPR0 10324 Ib = (5 62)/((6)/1 r V 'ED arm = 1 in OR CON UCTION Mr = 10324 in4b I = b = 0.75 in in s Z= 1.27 DATE f in' BY Me= 27377 in4b 10324 < 27377 OK ft x.93/1.15 Use 314" base plate Ancho7=:1�944ft-lb ft -k Muin4b = 5162'1.6'12 Vu =1215'1.6 Use 4 314" dia. anchors see next page for calculation 4.83 < 5,25' OK volume of concrete = 0.1 yd _ footing wt = 0.5 k Use 2'- 0" diameter x 5'- 3" deep sign wt = 0.67 k embedment footing Total wt (DL) = 1.15 k eccentricity of load to reaction (e) = 0.81 ft x.93/1.15 0.93 j maximum resistive moment available based on soil bearing, M,,, = ft -k 9570 SW Barbur Blvd Suite One Hundred Project Name Taco Bell # 27782 Elements Project # 1318T6 _ Portland, OR 97219-5412 Location 78932 Highway 11.1, LaQuinta, California ClientCummings Resources Resources M I L L E R ByTAK Ck'd(J�'A Date12/�13-Page of 9 CONSULTING ENGINEERS (503) 246-1250 Fax: 246-1395 r - e C 0 . - f www.nilti.us Profis Anchor 2.4.3 vnvw.hilti.us Profis Anchor 2.4.3 Company: Page: 1 Company: Page: 2 Specifier. Project: MENU BOARD Specifier. Project: MENU BOARD Address: Sub -Project I Pos. No.: Address: Sub.Project I Pos. No.: Phone I Fax: Date: 12/2/2013 .Phone I Fax: Dale: 12122013 E -Mail: E -Mail: Specifiers comments: 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity DR/Dv[%]_ Status_ 1I Input data I Tension Pullout Strength 644119156 OK Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 3/4 ® Effective embedment depth: hd = 15.000 In. Shear Steel failure (with lever am) 486 927 -153 OK Material: { ASTM F 1554 Loading UUlizatlon 9 D DV C Dxv I%] Status Proof' design method ACI 318.08 / CIP Com na lens on an s ear los s .703 A'24 1 90 OK Stand-off installation: without damping (anchor); restraint level (anchor plate): 2.0; ea = 1.500 in.; t = 0.750 In. Hill] Grout CB -G EG, epoxy, fto,a„{ = 14939 psi 3 Warnings g Anchor plate: 1. x Ir x t = 11.000 in. x 9.000 In. x 0.750 In.; (Recommended plate thickness: not calculated) . Profile: Rectangular HSS (AISC); (L x W x T) = 6.000 in. x 3.000 in. x 0.188 in. • Please consider all details and hints/wamtngs given In the detailed report Base material: cracked concrete, 2500, f,=2500 psi; h=36.000 in. Fastening meets the design criteria! Reinforcement tension: condition A, shear. condition A; anchor reinforcement tension, shear ' 4 edge reinforcement: > No.4 bar with stirrups 4 Remarks; Your Cooperation Duties Seismic loads (cal C. D. E. or F) no • Any and all Information and data contained In the Software concern solely the use of Hilo products and are based on the principles, formulas and security regulations In accordance with H(Id's technical directions and operating, mounting and assembly instructions, etc., that must be strictly Geometry [in.] 8 Loading [ib, In.lb] compiled with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using . the relevant HUH product The results of the calculations carried out by means of the Software are based essentially on the data you put In. Z Therefore, you bear the sole responsibility for the absence of mors, the completeness and the relevance of the data to be put In by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. i • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hill] on a regular basis. If you do not use I j (he AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software In each case i by carrying out manual updates via the HIIO Website: Hill] will not be liable for consequences, such as the recovery of lost or damaged date or T programs, arising from a culpable breach of duty by you. cp0 I 6 6 Inpu{Catsaril,—W mart M UI keO t.,apka .MN Ne eg ft � o Ixpays1011ry1 PROFS And -(c) 2003-2W9 Hid AG, FL -9494 Scnan Feubam&Wed Tm —rkcfMd AG.Sdnan n _Y-- C 0 y.. D { ..v ^ Z �Ay `0 i,i t><W U)0> > c< „ -� C: input Calaar teethe mast W NWBC forayaemm,l MN are eduhn p.4u—aro kr plaueellyl PRGFSArxJw(c)20a12009MUAG.FL-94948phaan M61sare9Wend Tnxl—a dHiOAG.Sd1— ID �,i,'J`tACO BELL ELEMENTS STRUCTURAL NOTES 1. THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS. SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMILIARIZED HIMSELF NTH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. ALL PHASES OF THE WORK SHALL CONFORM TO THE 2010 CALIFORNIA BUILDING CODE, INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. 2.THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE 3.THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE - STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. 4.CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR STRUCTURAL FILL COMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR TESTING AND MATERIALS, ASTM D698 (STANDARD PROCTOR), OR ASTM D7557 (MODIFIED PROCTOR). THE COMPACTION SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY THE BUILDING OFFICIAL COMPACTED STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES SHALL COMPLY WITH PROVISIONS OF AN APPROVED GEOTECHNICAL REPORT. ASSUMED SOIL BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT (PSF). 5.DESIGN LOADS: THE FOLLOWING ARE THE DESIGN REQUIREMENTS A) WIND DESIGN: BASIC WIND SPEED (3 SEC) = 95 MPH IW = 1.0 EXPOSURE = C B) SEISMIC DESIGN: BY OBSERVATION DOES NOT CONTROL DESIGN OF ELEMENTS. C) ASSUMED LATERAL BEARING PRESSURE: 30OPSF (150PSF BASE) WHICH INCLUDE INCREASES FOR 1/2- MOVEMENT AT THE GROUND LINE. 6.CONCRETE SHALL BE 2500 POUNDS PER SQUARE INCH (PSI) MINIMUM AT 28 DAYS. MIXING, PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE, ACI 378 AND IBC CHAPTER 19. ALL CONCRETE SHALL HAVE MAXIMUM W/C RATIO 0.50. ALL CONCRETE WITH -REINFORCEMENT TO HAVE NO CHLORINE OR CHLORIDES. SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER BEFORE POURING. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4` AMPLITUDE 7.ALL NON -SHRINK GROUT SHALL BE NON-METALLIC GROUT CONFORMING TO ASTM C1107, AND SHALL HAVE A SPECIFIED MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 5000 PSI. PRE -GROUTING OF BASE PLATES IS NOT PERMITTED. BALL REINFORCING STEEL (RESTL) TO BE DEFORMED BARS PER ASTM A615 GRADE 60. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. UNLESS NOTED OTHERWISE, SET MAIN RESTL 3- FROM EARTH AND 2' FROM FORMED SURFACES. BAR LENGTHS DETAILED'ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR HOOKS OR BENDS. SET ALL ANCHOR BOLTS AND DOWELS BEFORE POURING CONCRETE ALL REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706 AS APPLICABLE. USE MINIMUM 30` LAP FOR #4 BAR AND SMALLER UNLESS NOTED OTHERWISE (UNO). USE MINIMUM 36' LAP FOR #5 BAR UNO. ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL -CURED CONCRETE BLOCKS OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, MSP -1. 9.ALL STRUCTURAL AND MISCELLANEOUS STEEL TO BE ASTM A992 FOR W -SECTIONS AND A36 FOR ALL OTHER SECTIONS, PLATES AND BARS. ALL RECTANGULAR HSS SECTIONS SHALL BE ASTM A500, GRADE B. FY= 46000 PSI AND ALL ROUND HSS SECTIONS SHALL BE ASTM A500, GRADE B, FY = 42000 PSI. ALL STRUCTURAL STEEL PIPE SHALL BE ASTM A53, GRADE B. TYPE E OR S. FY= 35000 PSI. ALL BOLTS TO BE ASTM A307 WTH MATCHING NUT'S UNLESS NOTED OTHERWISE. UNLESS CONNECTION'IS NOTED AS SUP -CRITICAL OR PRENENTIONED, NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION PER RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS, SECTION 8.1. EMBEDDED SURFACES SHALL BE FREE OF CONTAMINANTS. ALL LNC (GALV.) COATINGS ON IRON AND STEEL PRODUCTS SHALL CONFORM TO ASTM A123. REPAIRS OF GALVANIZED COATINGS ARE TO CONFORM TO ASTM A780. ALL EXPOSED STRUCTURAL STEEL TO HAVE ONE FINISH COAT OF RUST INHIBITING PAINT, COLOR BY OWNER. WELD PROCEDURE FOR ALL MOMENT CONNECTIONS SHALL ENSURE THAT .WELDING FILLER METAL HAVE A NOTCH TOUGHNESS OF NOT LESS THAN 20 FT -LBS AT ZERO DEGREES FAHRENHEIT AS MEASURED BY STANDARD CHARPY V -NOTCH (CVN) TEST, ASTM E 23 IN ACCORDANCE WITH APPLICABLE FILLER METAL SPECIFICATION REFERENCED IN AWS D1.1. ALL WELDING TO CONFORM TO AMERICAN WELDING SOCIETY (AWS) D7.1 USING E70XX ELECTRODES. WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE SPECIFICATIONS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC). WELDING SHALL BE BY ANS CERTIFIED WELDERS FOR WELD TYPES SPECIFIED. WHERE WELD LENGTHS ARE NOT SHOWN, THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING JOINED. ALL BUTT WELDS SHALL BE FULL PENETRATION WELDS UNLESS NOTED OTHERWISE ON STRUCTURAL DRAWINGS. ALL WELDS TO BE PRIMERED. 10. ALL LIGHT GAGE STEEL MEMBERS MUST BE DESIGNED IN ACCORDANCE WITH THE SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURES. NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS AND COMMENTARY, AISI/COS/NASPEC 2001. THE NASPEC SUPERSEDES THE PREVIOUS EDITIONS OF THE SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS PUBLISHED BY THE AMERICAN IRON AND STEEL INSTITUTE (AISI) AND PREVIOUS EDITIONS OF THE CSA STANDARD S136, COLD FORMED STEEL STRUCTURAL MEMBERS, PUBLISHED BY THE CANADIAN STANDARDS ASSOCIATION. LIGHT -GAGE STEEL CONSTRUCTION: ALL LIGHT GAGE STEEL WELDED AND BOLTED CONNECTIONS ARE TO BE DESIGNED PER CHAPTER E. OF THE SPECIFICATION WITH SUFFICIENT CLEARANCES, EDGE DISTANCES, SPACING, AND END DISTANCES TO ACHIEVE THE APPROPRIATE STRENGTH OF THE ASSOCIATED CONNECTION. BOLTED CONNECTIONS ARE TO USE AS A MINIMUM 'EITHER ASTM A307(TYPE A), CARBON STEEL BOLTS AND STUDS, 60,000 PSI TENSILE STRENGTH, OR ASTM A325. STRUCTURAL BOLTS, STEEL. HEATED TREATED, 120/105 KSI MINIMUM TENSILE STRENGTH. SCREW CONNECTIONS FOR SHEAR, TENSION, BEARING, PULL-OUT, PULLOVER, ETC. ARE TO BE DESIGNED BASED ON THE EQUATIONS AS SPECIFIED IN SECTION E4 WITH THE APPLICABLE FACTORS OF SAFETY WHICH PROVIDE THE BASIS FOR DESIGN. ALL SCREWS SHALL BE THREAD -FORMING OR THREAD -CUTTING, WITH OR WITHOUT A SELF-DRILUNG POINT. SCREWS SHALL BE INSTALLED AND TIGHTENED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL FASTENERS THAT FASTEN DISSIMILAR METALS (SUCH AS ALUMINUM AND STEEL) ARE TO BE STAINLESS STEEL OR ZINC -PLATED CORROSION RESISTANT SCREWS. COLD -FORMED STRUCTURAL MATERIAL - ALL STRUCTURAL LIGHT -GAGE STEEL MEMBERS SHALL BE MILL CERTIFIED PRIME STEEL MEETING ASTM A570 / A570M - 97 STRUCTURAL DUALITY; GRADE 33 FOR STEELS THINNER THAN 16 GAGE (54 MILS) AND GRADE 50 FOR STEELS 16 GAGE (54 MILS) AND THICKER. GRADE 33 STEEL SHA - LL HAVE A FY = 33000 PSI AND FU - 45000 PSI. GRADE 50 STEEL SHALL HAVE A FY =50000 PSI AND FU = 60000 PSI. ALL UGHT-CAGE STEEL SHALL BE GALVANIZED PER ASTM A653 / A653M -00 WITH MINIMUM COATING OF G60 FOR EXTERIOR AND/OR LOAD BEARING MEMBERS AND G40 FOR INTERIOR NON -LOAD BEARING MEMBERS. 11. NON STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO, ELECTRICAL, MECHANICAL, LAND USE, SITE PLANNING, EROSION CONTROL, FLASHING AND WATER -PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. 12. ALL STRUCTURAL ALUMINUM SHAPES AND PLATES TO BE 6061-115. ALL WELDS TO USE 4043 ALUMINUM FILLER ALLOY. A PROTECTIVE BARRIER SHALL BE PROVIDED BETWEEN ALL STEEL AND ALUMINUM TO PREVENT CORROSION. ALL WELDING TO CONFORM TO AMERICAN WELDING SOCIETY (AWS) D1.2. WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER 'THE ALUMINUM DESIGN MANUAL WELDING SHALL BE BY AWS CERTIFIED WELDERS FOR WELD TYPES SPECIFIED. WHERE WELD LENGTHS ARE NOT SHOWN, THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING JOINED. ALL BUTT WELDS SHALL BE FULL PENETRATION WELDS UNLESS NOTED OTHERWISE ON STRUCTURAL DRAWINGS ALL WELDS TO RECEIVE THE SAME FINISH COAT AS THE MEMBER BEING WELDED. UNLESS NOTED OTHERWISE, ALL STAINLESS STEEL BOLTS TO BE ASTM A304 WITH MATCHING NUTS. NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION PER RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS, SECTION B.I. 13. CONTRACTOR TO VERIFY ALL CONDITIONS PRIOR TO FABRICATION OR INSTALLATION. DEC 0 6 2013 CITY IF LA QUINT'A COMMUNM D�/�LO.*�N 7 1 r IC I SILT- ;4 October t st - April 30 {� Mo:�day - Friday: 7:00 a.m. to 5:30 P.M. Satora y 8:00 a.m. to 5:00 P.m. Sunday: lore Government Code Holidays: None 11 May 1st - cRPtember 30th Txondau _ Friday: 6:00 a.m. to 7:00 P.m• 8:00 a.m. to 5:00 P.M. Nene 1 ETe.0i�: ,`r Gavern. Hent Code Holidays: None 1 r� l I.1 .I Q�pFESS/Ok9 rNo.�CIO 0c�C058302 6/30/ It ST C/V �F OF CALF 12'3' 3 Construction is NOT PERMITTED on the following Code Holidays: New Year's Day Dr. Martin Luther King Jr. Day President's Day Memorial Day Independence Day Labor Day Veteran's Day Thanksgiving Day - Christmas Day A RE -INSPECTION FEE OF $30 WILL BE CHARGED IF THE APPROVED PLANS AND JOB CARD ARE NOT ON THE SITE FOR A SCHEDULED INSPECTION. NO EXCEPTIONS! CITY OF LA QUINTA BUILDING &SAFETY DEPT. Al P� l&VED FOR CONSq-1 DATEA3 _63— COPYRIGHT 2011 Miller Consulting Engineers.lnc. A P IF IN4- MILLER CONSULTING ENGINEERS 9570 STY Borbur Blvd. Suite One Hundred Portland. OR 97219-5412 Phone (503) 246-1250 Fox (503) 246-1395 LLJ W O U Q U J J (n Ld U X D O N LLJ LY U) 0 _z U 131016 Q Z IX O �Q �U SF Z 00) O 15 n DRAWN CDP TAK DATE 12.3.2 013 REVISIONS SHEET cn_n— .[ ..Wd— a "AN ADEQUATELY SIZED DEBRIS CONTAINER IS REQUIRED ON THE JOB SITE DURING ALL PHASES OF CONSTRUCTION AND MUST BE EMPTIED AS NECESSARY. FAILURE TO DO SO t ,l MAY CAUSE THE CITY TO HAVE THE CONTAINER iN DUMPED AT THE EXPENSE OF THE OWNER/ ,1 CONTRACTOR." t�. f . .i� 1 r IC I SILT- ;4 October t st - April 30 {� Mo:�day - Friday: 7:00 a.m. to 5:30 P.M. Satora y 8:00 a.m. to 5:00 P.m. Sunday: lore Government Code Holidays: None 11 May 1st - cRPtember 30th Txondau _ Friday: 6:00 a.m. to 7:00 P.m• 8:00 a.m. to 5:00 P.M. Nene 1 ETe.0i�: ,`r Gavern. Hent Code Holidays: None 1 r� l I.1 .I Q�pFESS/Ok9 rNo.�CIO 0c�C058302 6/30/ It ST C/V �F OF CALF 12'3' 3 Construction is NOT PERMITTED on the following Code Holidays: New Year's Day Dr. Martin Luther King Jr. Day President's Day Memorial Day Independence Day Labor Day Veteran's Day Thanksgiving Day - Christmas Day A RE -INSPECTION FEE OF $30 WILL BE CHARGED IF THE APPROVED PLANS AND JOB CARD ARE NOT ON THE SITE FOR A SCHEDULED INSPECTION. NO EXCEPTIONS! CITY OF LA QUINTA BUILDING &SAFETY DEPT. Al P� l&VED FOR CONSq-1 DATEA3 _63— COPYRIGHT 2011 Miller Consulting Engineers.lnc. A P IF IN4- MILLER CONSULTING ENGINEERS 9570 STY Borbur Blvd. Suite One Hundred Portland. OR 97219-5412 Phone (503) 246-1250 Fox (503) 246-1395 LLJ W O U Q U J J (n Ld U X D O N LLJ LY U) 0 _z U 131016 Q Z IX O �Q �U SF Z 00) O 15 n DRAWN CDP TAK DATE 12.3.2 013 REVISIONS SHEET cn_n— .[ ..Wd— cn �TACO BELL ELEMENTS Q= W ENTRY PORTAL 0 �,, p HWL - CUMMINGS RESOURCES, LLC N O mm$ 78932 HWY 111 I W Fi LAQUINTA, CALIFORNIA G N � p 3 ZVID VIN yRFR W I W N rrl =gig. D H A N FRS O p 3' (/) oozA NODS CO) DLo zmil z — -------- — O� N \-1`S 0_ s 7 �Gl 'yi9 c' z Z ro Tm w o W 5n D m O' I> VIV aQv f Cqp NDN \r9,• N _ O Z� zo 3 C Z . ?N Om �G �y�II�G - m G7 X H X p L p sa. V ZZ� i oil. p 1. 1 o 1 4 0 Z O I V O I V Z ti z X ti� 'D NDm =o • mNCDr� S Wp A 15 SHEET CONTENT m R Oo v s z.,zD y C S FO cn �TACO BELL ELEMENTS Q= W ENTRY PORTAL 0 �,, p HWL - CUMMINGS RESOURCES, LLC N O mm$ 78932 HWY 111 I W Fi LAQUINTA, CALIFORNIA G N � p 3 ZVID VIN yRFR I W R GIST rrl =gig. N p N fi H A N FRS O yy5 -o �0 3' oozA NODS CO) DLo zmil r O pCTp < O no N O O� N \-1`S 0_ s 7 �Gl 'yi9 c' z N ro N �133N� w o W 5n I> aQv f Cqp NDN ra�o� _ O Z� zo 3 C Z . ?N • lV ?-1 ffm =coo �Agyn >�$�{A>OOVI 8 1 4 0 Z Z ti z X ti� 'D NDm =o A 15 SHEET CONTENT cn �TACO BELL ELEMENTS Q= W ENTRY PORTAL 0 �,, p HWL - CUMMINGS RESOURCES, LLC N O mm$ 78932 HWY 111 I W Fi LAQUINTA, CALIFORNIA G N � p 3 ZVID VIN yRFR DZDZ>.•TT;p R GIST rrl =gig. N p N fi H A N FRS yy5 -o �0 =� m s oozA NODS CO) DLo zmil r O pCTp < O no N O O� N \-1`S �R 7 �Gl 'yi9 c' z ro N �133N� w o W 3 rrl N p N fi H A N _ 7'-B 3/16" TORS TO EXTEND - OF FOOTING A 4UM OF 3 1/2- 2- THICK (MAX) I PSI NON–SHRINK 1T AT BASE O 9 DPS WITH 3" 135 DEC. SPACED AT C. WITH (3) THE TOP 5" SPACING 85 BARS kLLY SPACED ON I DIA. CIRCLE . I I —MENU BOARD ELEVATION , ,1 I I I I ' 9" 3/4" PLATE 3/4" DIA. A325 6" BOLT, TYP. n n � N 1/4 z \UPPER PLATE CONN. 2" DIA. HOLE � TYP 2 I__71i FOR ELECTRICAL 1 II HSS 31/2 x 31/2 x 1/8 i ! i 6" 3/4" DIA. A325 i TYP. 1/4 l 4 2 1" x 4" x 2'-0" CROSS PLATE HSS 3 1/2 x 3 1/2 x 1/4 HSS6 x3 x3/16 TORS TO EXTEND - OF FOOTING A 4UM OF 3 1/2- 2- THICK (MAX) I PSI NON–SHRINK 1T AT BASE O 9 DPS WITH 3" 135 DEC. SPACED AT C. WITH (3) THE TOP 5" SPACING 85 BARS kLLY SPACED ON I DIA. CIRCLE . I I —MENU BOARD ELEVATION , ,1 I I I I ' 9" 3/4" PLATE 3/4" DIA. A325 6" BOLT, TYP. n n � N 1/4 z \UPPER PLATE CONN. NOTES: 1. SEE SOA FOR STRUCTURAL NOTES. 2. SCOPE OF WORK IS FOR THE DESIGN OF THE INTERNAL STRUCTURE SUPPORTING THE SIGN CABINET, CONNECTION TO THE FOUNDATION AND THE FOUNDATION ITSELF ONLY. 3. ALL FRAMING IS PREMANUFACTURED OFF SITE." 4. SEE MANUFACTURER SHOP DRAWINGS FOR FINISHES AND INSTALLATION INSTRUCTIONS. Q�pFESS Ip�� No. Cc058302 Z �V/ 0/ s� CIV 1L ATF OF CAO o a-3-13 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPRTB_ ED 'FOR CONSTION _ DATE 12 /� COPYRIGHT 2011 Miller Consulting Engineers,lnc. IF 144 MILLER CONSULTING ENGINEERS 9570 SW Barbur BIW. Suite One Hundred Mr llord. OR 97219-5412 .Phone (503) 246-1250 Fax (503) 246-1395 0 a 0 m w U J J (I Ld U 0 V) a LLJ z o C7 � cai _Z a = F Z M 5 01v v o JOB Na 13101'6 DRAWN WF1ECKE7 TAK -PW DATE 12 3.2013 REVISIONS SHEET -S-3-0 2" DIA. HOLE FOR ELECTRICAL 9" 3/4"- PLATE i 6" 3/4" DIA. A325 i BOLT, TYP. J _O O N r1 f r1'LOWER S/I6 PLATE TYP• CONN. Y 7= –0 9. 3/4" PLATE 6. ' 3/4" DIA. GALV. ROD W/' p,. DBL NUT AND WASHER, - TYP. (18" MIN. EMBED ' INTO FOOTING) 2" DIA. HOLE 6 I. FOR ELECTRICAL - p O 3/18 TYP. 4 BASE. PLATE CONN. _ 3 =1 –0 NOTES: 1. SEE SOA FOR STRUCTURAL NOTES. 2. SCOPE OF WORK IS FOR THE DESIGN OF THE INTERNAL STRUCTURE SUPPORTING THE SIGN CABINET, CONNECTION TO THE FOUNDATION AND THE FOUNDATION ITSELF ONLY. 3. ALL FRAMING IS PREMANUFACTURED OFF SITE." 4. SEE MANUFACTURER SHOP DRAWINGS FOR FINISHES AND INSTALLATION INSTRUCTIONS. Q�pFESS Ip�� No. Cc058302 Z �V/ 0/ s� CIV 1L ATF OF CAO o a-3-13 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPRTB_ ED 'FOR CONSTION _ DATE 12 /� COPYRIGHT 2011 Miller Consulting Engineers,lnc. IF 144 MILLER CONSULTING ENGINEERS 9570 SW Barbur BIW. Suite One Hundred Mr llord. OR 97219-5412 .Phone (503) 246-1250 Fax (503) 246-1395 0 a 0 m w U J J (I Ld U 0 V) a LLJ z o C7 � cai _Z a = F Z M 5 01v v o JOB Na 13101'6 DRAWN WF1ECKE7 TAK -PW DATE 12 3.2013 REVISIONS SHEET -S-3-0 ti S d41°41'48P 9 BELL & CANOPY LETTERS — cam I t•' 1 I ITEM S d41°41'48P 9 BELL & CANOPY LETTERS DRIVE THRU CANOPY MENU BOARD — CONSTRUCTION ROM ®ctoher A - Apm&-M Monday r2: ' 7:00 a.m. to 5:30 P.M. 8200 a.m. to 5:00 P.M. O®�rernment Codg Holidays: None May 1 st - September 30th R'londay - FKid1%y:-�v'km. to 7:00 M. S°'00 m I'to 5.00 p m. a. & SLATS SLATS S�x�a';'? a��$': .-T ���aracsarmq Mn+ara. -VOV�Ii Lam,; • __ - - - I - a ,r iesrsom _ r*�:; • Y: OYIPY J. EXI �11NG STORY RESTAURANT ME sl. k.G-s'ems~ tic= moment CoOe l -Y idays: None qp •. axs�csw � II — s � - ��� �. IASin !Il _ m ;d I OOQ �dos� 1 I t onsiuction is NOT PERMITTED -on =ie i'ollou ing Code Holidays: — I—►rz:_'LETTERS & SLATS`= II;: II I New Year's Day BELL & CANOPY president's s Martin Luther t er King Jr. Day Day f- '- SLATS, , I +.Memorial Day �9ncl+ndence Day I 11-abot Day ,Vetei spy thanving Day ksgi hristmas Day J - = , mall• w. NON-ILLUM BELL, LETTERS & PRE -PAY NON-ILLUM. SLATS DRIVE THRU SLATS _ I I -_ — --_ — - Ie "AN ADEQUATELY SIZED DEBRIS T*ER ER t IS REQUIRED ON THE JOB SITE DU1�1G ALL — P?�iS�S=9"- T-RUfTI�AXD1MUST BE EMPTIED AS NECESSARY. FAILURE TO DO SO MAY CAUSE THE CITY TO HAVE THE CONTAINER DUMPED AT THE EXPENSE OF,THE OWNER/ — cam I t•' rodr ITEM EXTERIOR BUILDING SIGNS CLEARANCE BAR 2 4X4 SWINGING BELLS (HALO) 9.46 1 3X3 SWINGING BELLS (HALO) 12.7 3 LETTER SETS EXTERIOR BUILDING PRODUCTS q a SLATS N/A %xc WH SLATS (NON ILLUM) N/A 2 EYEBROW CANOPIES I EXTERIOR GROUND PRODUCT N/A 1 CLEARANCE BAR (RIGHT SIDE) N/A 1 DRIVE THRU CANOPY N/A 1 DMD 125, SIF 10 ADDrr10N - DRIVE THRU CANOPY MENU BOARD — CONSTRUCTION ROM ®ctoher A - Apm&-M Monday r2: ' 7:00 a.m. to 5:30 P.M. 8200 a.m. to 5:00 P.M. O®�rernment Codg Holidays: None May 1 st - September 30th R'londay - FKid1%y:-�v'km. to 7:00 M. S°'00 m I'to 5.00 p m. a. & SLATS SLATS S�x�a';'? a��$': .-T ���aracsarmq Mn+ara. -VOV�Ii Lam,; • __ - - - I - a ,r iesrsom _ r*�:; • Y: OYIPY J. EXI �11NG STORY RESTAURANT ME sl. k.G-s'ems~ tic= moment CoOe l -Y idays: None qp •. axs�csw � II — s � - ��� �. IASin !Il _ m ;d I OOQ �dos� 1 I t onsiuction is NOT PERMITTED -on =ie i'ollou ing Code Holidays: — I—►rz:_'LETTERS & SLATS`= II;: II I New Year's Day BELL & CANOPY president's s Martin Luther t er King Jr. Day Day f- '- SLATS, , I +.Memorial Day �9ncl+ndence Day I 11-abot Day ,Vetei spy thanving Day ksgi hristmas Day J - = , mall• w. NON-ILLUM BELL, LETTERS & PRE -PAY NON-ILLUM. SLATS DRIVE THRU SLATS _ I I -_ — --_ — - Ie "AN ADEQUATELY SIZED DEBRIS T*ER ER t IS REQUIRED ON THE JOB SITE DU1�1G ALL — P?�iS�S=9"- T-RUfTI�AXD1MUST BE EMPTIED AS NECESSARY. FAILURE TO DO SO MAY CAUSE THE CITY TO HAVE THE CONTAINER DUMPED AT THE EXPENSE OF,THE OWNER/ OCT 25 2013 CITY OF LA QUINTA COMMUNITY DEVELOPMENT A RE -INSPECTION FEE OF $30 WILL BE CHARGED IF THE APPROVED PLANS AND 10B CARD ARE NOT ON THE SITE FOR A SCHEDULED INSPECTION. NO EXCEPTIONSt - :-.---- - -� ----- - CI I T OF LA QUINTA BUILDING & SAFETY DEPT. Ai��'� VED FOR CONST UCTIO DATE 12�-( B D -ORDER# 774337 THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED CUSTOMER APPROVAL: DATE BY DATE BY FOR YOUR PERSONAL USE IN CONNECTION WITH A Rev. #1 Rev. #4 TAC'J DRAWING NO: PROJECT PLANNED FOR YOU BY CUNNINGS. ITIS NOT E R thnPLO i 1 3 – 2 9 2 Ownw, -- Ltigrpin, rides cn. SHOWN OUTSIDE YOUR ORGANIZATION NOR USED, Rev. #Z Rev. #5 ' REPRODUCED, COPIED OR EXHIBITED IN ANY FASHION TACO BELL # 27782 TH S DESIGN REMAINS OUR E"CLUSIVE PROPERTY AND UNLESS AUTHORIZED IN WRITING BY AN OFFICER OF DATE: 78932 HIGHWAY 111 ARTIST: T. Pickel DATE: 10-17-13 CANNOT BE DUPLICATED WITHOUT WRITTEN CONSENT I CUMMINGS. Rev. #3 Rev. #6 LA QUINTA, CA 92253 SHEET: 1 OF 11 SCOPE OF WORK SQ. FT. QTY ITEM EXTERIOR BUILDING SIGNS 21.7 2 4X4 SWINGING BELLS (HALO) 9.46 1 3X3 SWINGING BELLS (HALO) 12.7 3 LETTER SETS EXTERIOR BUILDING PRODUCTS N/A 4 SLATS N/A 2 SLATS (NON ILLUM) N/A 2 EYEBROW CANOPIES EXTERIOR GROUND PRODUCT N/A 1 CLEARANCE BAR (RIGHT SIDE) N/A 1 DRIVE THRU CANOPY N/A 1 MENU BOARD OCT 25 2013 CITY OF LA QUINTA COMMUNITY DEVELOPMENT A RE -INSPECTION FEE OF $30 WILL BE CHARGED IF THE APPROVED PLANS AND 10B CARD ARE NOT ON THE SITE FOR A SCHEDULED INSPECTION. NO EXCEPTIONSt - :-.---- - -� ----- - CI I T OF LA QUINTA BUILDING & SAFETY DEPT. Ai��'� VED FOR CONST UCTIO DATE 12�-( B D -ORDER# 774337 THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED CUSTOMER APPROVAL: DATE BY DATE BY FOR YOUR PERSONAL USE IN CONNECTION WITH A Rev. #1 Rev. #4 TAC'J DRAWING NO: PROJECT PLANNED FOR YOU BY CUNNINGS. ITIS NOT E R thnPLO i 1 3 – 2 9 2 Ownw, -- Ltigrpin, rides cn. SHOWN OUTSIDE YOUR ORGANIZATION NOR USED, Rev. #Z Rev. #5 ' REPRODUCED, COPIED OR EXHIBITED IN ANY FASHION TACO BELL # 27782 TH S DESIGN REMAINS OUR E"CLUSIVE PROPERTY AND UNLESS AUTHORIZED IN WRITING BY AN OFFICER OF DATE: 78932 HIGHWAY 111 ARTIST: T. Pickel DATE: 10-17-13 CANNOT BE DUPLICATED WITHOUT WRITTEN CONSENT I CUMMINGS. Rev. #3 Rev. #6 LA QUINTA, CA 92253 SHEET: 1 OF 11 4 �1 10 9/1 " BELL 12'-7" EXISTING-0" CANOPY WALL Z!OlLt- T--_------- (FINAL SLATS SIZE TBD) 7-_ ----- - - - - -- T.O. FASCIA f. s� I I I T.O. WAINSCOT I Oma• I T.O. sine ----------- RIGHT (SIDE ENTRANCE) 12'-2" LETTERS 12'-6" EXISTING �■■ ' AN ;e;;,, ■ TACO BEL L :: ' :, ■__ ■� � illl I 60'-11 " 10 9/1 12'-2" LETTERS BELL 9'-4" EXISTING 8'-8" CANOPY 9'-4" EXISTING WALL S .WALL bILL (F NAL SLATS SIZE T D) (F NAL SLATS SIZE T D) ,�� r.o—rowFr FRONT (ENTRANCE) ADDITION I I I I I I I ------- - - -To! i. SCALE: 1/8" = 1'-O" 39'-11" 3-0• f.0. BAND D� T.O. SlAB� SCALE: 1 /8" = 1'-0" CiTY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CON RUCTIO DATEJ D -ORDER# 774337 THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED CUSTOMER APPROVAL: O.ATE BY DATE BY TAC'O0 CE:L L DRAWING NO: FOR YOUR PERSONAL USE IN CONNECTION WITH A � Rev. #1 Rev. #4 �i CI � I P!'W,V��i ir`li PROJECT PLANNED FOR YOU BY CUMMINGS. IT IS NOT p.yrnx ost��r.f+>Ij' �j�➢I TO BE SHOWN OUTSIDE YOUR ORGANIZATION NOR USED, - R� R� TACO BELL # 27782 . 1-3-292 11 i REPRODUCED, COPIED OR EXHIBITED IN ANY FASHION �� 78932 HIGHWAY UNLESS AUTHORIZED IN WRITING BY AN OFFICER OF 11 ARTIST: T. Pickel DATE:10-1 7-13 CUMMINGS. Rev. #3 Rev. #6 LA QUINTA, CA 92253 SHEET: 2 OF 1 1 f� 10 9/1 " BELL 12'-7" EXISTING-0" CANOPY WALL Z!OlLt- T--_------- (FINAL SLATS SIZE TBD) 7-_ ----- - - - - -- T.O. FASCIA f. s� I I I T.O. WAINSCOT I Oma• I T.O. sine ----------- RIGHT (SIDE ENTRANCE) 12'-2" LETTERS 12'-6" EXISTING �■■ ' AN ;e;;,, ■ TACO BEL L :: ' :, ■__ ■� � illl I 60'-11 " 10 9/1 12'-2" LETTERS BELL 9'-4" EXISTING 8'-8" CANOPY 9'-4" EXISTING WALL S .WALL bILL (F NAL SLATS SIZE T D) (F NAL SLATS SIZE T D) ,�� r.o—rowFr FRONT (ENTRANCE) ADDITION I I I I I I I ------- - - -To! i. SCALE: 1/8" = 1'-O" 39'-11" 3-0• f.0. BAND D� T.O. SlAB� SCALE: 1 /8" = 1'-0" CiTY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CON RUCTIO DATEJ D -ORDER# 774337 THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED CUSTOMER APPROVAL: O.ATE BY DATE BY TAC'O0 CE:L L DRAWING NO: FOR YOUR PERSONAL USE IN CONNECTION WITH A � Rev. #1 Rev. #4 �i CI � I P!'W,V��i ir`li PROJECT PLANNED FOR YOU BY CUMMINGS. IT IS NOT p.yrnx ost��r.f+>Ij' �j�➢I TO BE SHOWN OUTSIDE YOUR ORGANIZATION NOR USED, - R� R� TACO BELL # 27782 . 1-3-292 11 i REPRODUCED, COPIED OR EXHIBITED IN ANY FASHION �� 78932 HIGHWAY UNLESS AUTHORIZED IN WRITING BY AN OFFICER OF 11 ARTIST: T. Pickel DATE:10-1 7-13 CUMMINGS. Rev. #3 Rev. #6 LA QUINTA, CA 92253 SHEET: 2 OF 1 1 ,alr — REAR SCALE: 1/8" = 1'-0" 39'-11 " 3'-2.23" NOTE: NO LED ILLUMINATION OR ELECTRICAL OF ANY KIND BELL IN RELATION TO SLATS ON 12'-2" LETTERS THIS ELEVATION r'_ q 1/" 1 1'-0 1 /7" GYICTINIG (FINAL.SLATS SIZE TBD)— — — — To— - sa — — — 2'-1 1.13 ,a B.O. CANOPY. TYP. yn CITY OF `/ i QUINTA i BUILDING & SAFETY DEPT. -T APPROVED. FM71 7 Fr fl FOR CONSTRUCTIPN T.O. BAND _ T.O. BAND 12 DATE T.O. S° --LAB � LEFT (DRIVE THRU) ' SCALE: 1 /8" = 1'-0" 60'-11., ' D -ORDER# 774337 - ' THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED FOR YOUR PERSONAL USE IN CONNECTION WITH A CUSTOMER APPROVAL: - - _ - . EATE BY Rev. #1 - - IXTE Rev. #4 BY r �,� - - �� T"�c.0 B E��— DRAWING NO: - a/t~7 ij 1�I ( 1�+ (� 11�► }i i '1' ICY [YQI AN 4j`�1 PROJECT PLANNED FOR YOU BY CUMMINGS. IT IS NOT TO BE SHOWN OUTSIDE YOUR ORGANIZATION NOR USED, 13-292 . L�yrnl '.�'4afJTn rhrY4e� Lti';.-g1 Ianc�apmr. REPRODUCED, COPIED OR EXHIBITED IN ANY FASHION REV. Rev. #5 'TACO BELL # - UNLESS AUTHORIZED IN WRITING BY AN OFFICER OF []4TE:.. A 1 1 78932 HIGHWAY 111 LA QUINTA, CA 92253 ARTIST: T. Pickel DATE:10-17-13 CUMMINGS. Rev. #s Rev. #6 SHEET: 3 of . 11 4'-10 9116" 21.73 5Q. FT. SIGN SPECIFICATIONS Materials • Return: Aluminum- 5" Deep 5„ • Face: Formed And Debossed .150 White Polycarbonate 2 Decoration RETURN • Return: Painted Violet Spraylat 1-8-7917 CLEAR FACE • Face: 2nd Surface Graphics POLYCARBONATE Accesses BACK 4" THREADED ROD • Removable Face WITH 2 X 4 BLOCKING L.E.D. Area FRONT FACING •Squared: 21.73 sgft AND REAR FACING Weight(Est.) 2' PVC SPACER • 125 lbs. Wind Load • Windload Designed For 110 mph Wind Zone L.E.D. ELECTRICAL SPECIFICATIONS TRANSFORMER Illumination • White LED's 5000K 1/4" RIVNUT Electronic • Ballast: t.b.d. DISCONNECT Line Load SWITCH BY G.C. 120 VAC (50Hz) INPUT FROM • Amps: 0.8CIrCUItS: (1) 20 am BREAKER OR DISCONNECT SWITCH p 1/4" LAG • Volts: 120 OPTIONAL COLOR SPECIFICATIONS Graphic & Color Specifications Color Cjj,9ph�F I QUINTM White pra0 . Q Violet BUI P y a -�)�� DEP1-63 -9126 Yellow •Sera Ila L �'8d3 =® 363P-01 5 Magenta FS�7TION 363r,0-1412 DATE D -ORDER# 774337 Y THIS DESIGN REMAINS OUR EXCLUSIVE PROPE11 AND CANNOT BE DUPLICATED WITHOUT WRITTEN 'ON 'ENT THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED FOR YOUR PERSONAL USE IN CONNECTION WITH A PROJECT PLANNED FOR YOU BY CUMMINGS. IT IS NOT TO BE SHOWN OUTSIDE YOUR ORGANIZATION NOR USED, REPRODUCED, COPIED OR EXHIBITED IN ANY FASHION UNLESS AUTHORIZED IN WRITING BY AN OFFICER OF I cUMMINGS. CUSTOMER APPROVAL: - - DATE BY Rev. #1 Rev. #2 Rev. #3 DATE BY Rev. #4 Rev. #5 Rev. #6 - - ,. LrA20 BEMIL A TACO BELL # 27 782 78932 HIGHWAY 111ARTIST. LA QUINTA, CA 92253 DRAWING NO: 13-292 DATE: - T. Picket DATER 0-17-13 SHEET ,4 of 11 toggle swlfch 38.23" 0 9.46 5Q. FT. CLEAR POLYCARBONATE BACK FRONT AND REAR TRANS 1/4 1/4" THREADED ROD WITH 2 X 4 BLOCKING SIGN SPECIFICATIONS Materials • Return: Aluminum- 5" Deep • Face: Formed And Debossed White Polycarbonate • Back: Clear Lexan Decoration • Return: Painted Violet Spraylat L8-7917 • Face: 2nd Surface Graphics Accesses • Removable Face Area • Squared: 9.46 sqft Weight(Est.) • 125 lbs. Wind Load • Windload Designed For 110 mph Wind Zone ELECTRICAL SPECIFICATIONS Illumination White LED's - 5100K Electronic • Power Supply Line Load • Amps:.5 • Circuits: (1) 20 amp • Volts: 120 " CITY OF LA QUINTA BUIL dING & SAFETY DEPT. COLOR SPECIFICATIO14S APPROVED Graphic & Color Specifications OR CONST LJCTION Color ;Other White SurnllZ�b_i 8( Violet�S.p.�a18�7�37 0�9a- Yellow Spraylat L8-7937 3630-015 Magenta Spraylat L8-7836 3630-1412 — DISCONNECT Lit SWITCH BY G.C. 120 VAC (60Hz) INPUT FROM BREAKER OR DISCONNECT SWITCH PART ; ; e 1/4" .LAG OPTIONAL D -ORDER# 774337 THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATEDCUSTOMER FOR YOUR PERSONAL USE IN CONNECTION WITH ARev APPROVAL: DATE #1 8Y ' DATE B`! Rev. #aEA \ C�L LDRAWING ft NO: U jh{Bf1J!�`+ 'C j {ti rj�'N�. f� ul PROJECT PLANNED FOR YOU BY CUMMINGS. IT NOT TO BE SHOWN OUTSIDE YOUR ORGANIZATION NOR USED, - 13-292rhrc Ip11° _ Rev. #2' Rev. #5 TACO BELL # 27 782 REPRODUCED, COPIED OR EXHIBITED IN ANY FASHION UNLESS AUTHORIZED IN WRITING BY AN OFFICER OF DOTE: 78932 HIGHWAY 111 ARTIST: T. Pickel .-DATE:1 o-1 7-13 CUMMINGS.Rev. #3 Rev. #s LA QUINTA, CA 92253 SHEET: 5 of 11 12"rz1 1 12.1 SQ. FT. S'-11 3/8" ALUM. RETURN OY4" LAG (OPTIONAL) LED ACRYLIC FACE STRAIN RELIEF 0/4" THRU BOLT 1 " TRIM CAP WEEP HOL BAFF1 12'-2" D D SECTION VIEW - EQUIPMENT GROUNDED 7'-7 13/1 *E CONDUIT & TORS TRANS BOX POWER SUPPLY <ING AS I _E SWITCH SIGN SPECIFICATIONS Materials • Return: Aluminum • Face: Flat acrylic with 1" white trimcap. Decoration • Return: Painted White Wind Load • Windload Designed For 110 mph Wind Zone ELECTRICAL SPECIFICATIONS Illumination • White LED's Electronic • Ballast: t.b.d. Line Load • Amps: 0.8 ..Circuits: (1) 20 amp • Volts: 120 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSI UCTIO DATEI� PART# 823 -IN -12 -CL -WHITE D -ORDER# 774337 THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED CUSTOMER APPROVAL: DATE BY DATE BY --� « FOR YOUR PERSONAL USE IN CONNECTION WITH A Rev. #1 Rev. #a 01 I I -_-p DRAWING NO: NOTTACO 8 E,L�L //yy-►► 0U W40, N, PROJECT WNOUDFEYOUROYCUMMTIONNTIS USED TACO BELL# 27782 13-2"' 2 1� Ibj/ j�1�pl pl`yy TO BE SHOWN OUTSIDE YOUR ORGANIZATION NOR USED, p"�' 1gp1�F�Ofi REPRODUCED, COPIED OR EXHIBITED IN ANY FASHION Rev. #2 Rev. #5 UNLESS AUTHORIZED IN WRITING BY AN OFFICER OF DATE: 78932 HIGHWAY 111 ARTIST: T. Pickel DATE: 10-17-13 CUMMINGS. - Rev. #s Rev. its _ LA QUINTA, CA 92253 SHEET: 6 of 11 5. Yum!. BrandS@ THIS DESIGN REMAINS OUR EXCLUSIVE PROPERTY AND CANNOT BE DUPLICATED WITHOUT WRITTEN CONSENT SLAT WALL SEGMENTS arc rol , 8'-8" & 10'-0" FRONT VIEW REMOVABLE PANEL 1 O�' FOR ACCESS 3/8" THREADED ROD W/ PIPE SPACER SIDE VIEW .125" ALUMINUM SKIN 2"x7x3/16" STEEL ANGLE FRAME 2x10 BLOCKING SIGN SPECIFICATIONS Materials • Canopy: Fabricated Aluminum • Frame: Constructed Of Channel And Angle Decoration • Canopy: Painted Tiger Drylac Bronze Metalic #49-66230 Accesses • Service Doors Located Bottom Side Of Canopy Area T.B.D. Weight(Est.) T.B.D. Wind Load • Wind Load Designed For 110 mph Wind Zone LETTERS Routed & backed with polycarbonate. Vinyl decoration. COLOR SPECIFICATIONS Graphic & Color Specifications Color Tiger Drylac Bronze Metallic TOP VIEW CITY OF LA QUINTA BUILDING &SAFETY DEPT. APPR VE®. FOR CONST UCTION DATEB( PART # • ■ • • PART # • ■ D -ORDER# 774337 THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED CUSTOMER APPROVAL: DATE BY - DATE BY FOR YOUR PERSONAL USE IN CONNECTION WITH A Rev. #1 - Rey #4 I DRAWING NO: PROJECT PLANNED FOR YOU BY CUMMINGS. IT IS NOT - TAC;O� ��• {mayikNl/'i►Y Ij�i'"/iE TO BE SHOWN OUTSIDE YOUR ORGANIZATION NOR USED, L!?� mal '®QR' REPRODUCED, COPIED OR EXHIBITED IN ANY FASHION R-. #2 Rev. #5TH S DESIGN REMAINS OUR EXCLUSIVE PROPERTY AND - TACO BELL # 27 782 13-292 UNLESS AUTHORIZED IN WRITING BY AN OFFICER OF DATE. 78932 HIGHWAY 1 1 1 ARTIST: T. Pickel DATE:1 0-17-13 CANNOT BE DUPLICATED WITHOUT WRITTEN CONSENT cUMMINGS.- - - - Rev. #s Rey. #6 LA QUINTA, CA 92253 SHEET: 8 of 1 1 23JOH"mr r uiw r 7oi "-�\ r X Ni X" -IS 38UTJ33T2 VIMUJOD 3TAJ9 J33T2' 9'-8 9/16" 45- 9'-4 9/16" 8'-2" '-2 9/16" II I 9=0" Don'MngYour IP On This! TOP VIEW THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED CUSTOMER APPR(VAL: FOR YOUR PERSONAL USE IN CONNECTION WITH A PROJECT PLANNED FOR YOU BY CUMMINGS. IT IS NOT TO BE SHOWN OUTSIDE YOUR ORGANIZATION NOR USED, ilu� L"- lnaoyO* REPRODUCED, COPIED OR EXHIBITED IN ANY FASHION UNLESS AUTHORIZED IN WRITING BY AN OFFICER OF DATE. CUMMINGS. F -Z Z O oa �Z Z�z i= Z Z :) 00 0� 2� I— F- �w w �= 00 Z=�_ CO = °O in 4" X 4" X 1/4" STEEL TUBE COLUMN 6"Curb Height -----1_30AiI8 EMBEDDMENT� 01" x 24" BOLTS 1 7 :i 0 0 SPECIFICATIONS 4"x4"x1/4" Steel tube column Adjustable mounting plate and hinge assembly for clearnace bar 4" PVC tube sleeved over 2"x3" steel tube for clearance bar COLOR SPECIFIC TB Bronze Tiger Drylac 49-66230 C33 Yellow PMS 108U �3 Pantone Process Magenta U Pantone Violet U © Pantone Black F OF LA QUINTA NG & SAFETY DEPT. PPROVED CONST UCTION #6 REBAR w/ #3 REBAR TIES (typ.) , DATE _LZZ ff3 B o� AUGERED FOUNDATION: 1'-6"0x5'-9" DP all I NOTE: THIS IS A RIGHT SI INSTALL TOTAL= 0.38 CU. YDS. n n o � o • • 0 One DAM BY DATE BY Rev. #1 Rev. #4 T C'O' 1031, L L Rev. #2 Rev #6 TACO BELL # 27782 78932 HIGHWAY 111 Rev. #3 Rev. #6 LA QUINTA, CA 92253 D -ORDER# 774337 DRAWING NO: 13-292 ARTIST: T. Pickel DATE:10-17-13 SHEET: 9 OF 11 6'-11 1/2" 4'-615/16" 2 70w METAL HALIDE FLOOD LIGHTS CLIP -MOUNTED TO STEEL TUBE CV co N N 1� bo 0 zo 5" X 5" X 1 /4" STEEL TUBE COLUMN GRADE 11" 7' 11" 7' O _" 5"x 5"x 1/4" STEELTUBE COLUMN 1 1/4" STEEL PLATE CANOPY 70P VIEW '6-11 15132"� '4'-'6 718" 1 SUBGRADE IM1y111[4F;VIIIEel 0f6l 5" x 5" x 1/4" Steel tube column 419A91x1/4" Steel tube horizontal canopy support .063 Aluminum canopy deck *Optional fabric canopy top also available 1/4" Steel rib plates - rafters Electrical: 1.17 amps COLOR SPECIFIC 0 TB Bronze Tiger Drylac 49-66230 C33 0 White Matte 1' —6" 6 CURB HEIGHT '--ELECTRICAL- CONDUIT M g Z0 4 a is r DATE BY DATE BY Rev. #1 Rev. #4 Rev. #2 Rev. #5 Rev. #3 Rev. #6 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR COW-\rRUCTION DATE j TsA210 BE�L TACO BELL # 27782 78932 HIGHWAY 111 LA QUINTA, CA 92253 D -ORDER# 774337 DRAWING NO: 13-292 ARTIST: T. Pickel DATE:10-17-1 3 SHEET: 10 OF 11 THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED CUSTOMER APPROVAL: FOR YOUR PERSONAL USE IN CONNECTION WITH A _ PROJECT PLANNED FOR YOU BY CUMMINGS. IT IS NOT TO BE SHOWN OUTSIDE YOUR ORGANIZATION NOR USED, REPRODUCED, COPIED OR EXHIBITED IN ANY FASHION UNLESS AUTHORIZED IN WRITING BY AN OFFICER OF DATETHIS OESIPER. .. .... .... CUMMINGS. CANOPY 70P VIEW '6-11 15132"� '4'-'6 718" 1 SUBGRADE IM1y111[4F;VIIIEel 0f6l 5" x 5" x 1/4" Steel tube column 419A91x1/4" Steel tube horizontal canopy support .063 Aluminum canopy deck *Optional fabric canopy top also available 1/4" Steel rib plates - rafters Electrical: 1.17 amps COLOR SPECIFIC 0 TB Bronze Tiger Drylac 49-66230 C33 0 White Matte 1' —6" 6 CURB HEIGHT '--ELECTRICAL- CONDUIT M g Z0 4 a is r DATE BY DATE BY Rev. #1 Rev. #4 Rev. #2 Rev. #5 Rev. #3 Rev. #6 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR COW-\rRUCTION DATE j TsA210 BE�L TACO BELL # 27782 78932 HIGHWAY 111 LA QUINTA, CA 92253 D -ORDER# 774337 DRAWING NO: 13-292 ARTIST: T. Pickel DATE:10-17-1 3 SHEET: 10 OF 11 SIGN SPECIFICATI❑NS 1, OVERALL DIMENSIONS OF SIGN HEIGHT, 104,750' TOP VIEW WIDTH 91.250' DEPTH 7.5' 1.25 2. AREA OF SIGN - SQUARED 1 66.37 SQ,FT. 3. LUMENS, MENU BOARD, 7,095 • INSTALLATION NOTE: ASSURE THE DRIVE THRU MENU BOARD IS LEVEL BOTH VERTICALLY AND a. LEDS HORIZONTALLY DURING THE INSTALLATION PROCESS. MENU BOARD, 33-FT 4100K 7.50J 5. POWER SUPPLY 1 (2) 60-WATT ( 0.96 AMPS EA ) 6. TOTAL LINE LOAD4.92 AMPS @ 120VAC FRONT VIEW SIDE VIEW 7. (1) 15 AMP CIRCUIT, 60Hz UL 48 & NEC COMPLIANT LED LAYOUT AND WIRING DIAGRAM 8. SIGN IS MANUFACTURED TO UL 48 SPECIFICATIONS. 9, PAINT SPECIFICATIONS, (SIGN) INTERIOR I MILL FINISH EXTERIOR CABINET I BRONZE, TIGER DRYLAC 49/66230_33 EXTERIOR DOORS AND FRONT SATIN BLACK 10. MAXIMUM DESIGN WIND LOAD 100 MPH WIND SPEED -EXPOSURE C. 11. CRATED WEIGHT, 745 LBS 12. SIGN WILL BE SERVICEABLE BY, OPENING DOOR PANELS TO SERVICE LEDS AND POWER SUPPLY. STEEL TUBE 13, DESIGN SPECIFICATIONt 3,000 P.S.I, CONCRETE 0.61 CU. YDS. a• x a• x 1/4' INSTALLATI❑N INSTRUCTI❑NS 70.00 1, OPEN PACKAGING CAREFULLY AND INSPECT FOR DAMAGE. IF DAMAGE IS FOUND, CLAIM MUST BE FILED WITHIN 15-DAYS WITH SHIPPING AGENT, 2. MARK FOUNDATION AREA AND RECEIVE CONFIRMATION FROM CLIENT OR CONTRACTOR. 3. EXCAVATE FOUNDATION AREA, 4. ALL DESIGN AND CONSTRUCTION OF FOUNDATION MUST BE ACCORDING TO ACI 318-99 REQUIREMENTS. 5. SET COLUMN AND ANCHOR BOLTS PLUMB IF REQUIRED, INSTALL 33,000 CONDUIT STUB AND POUR CONCRETE. 16. 00 6. ALLOW CONCRETE TO CURE- EXCAVATIONS MUST CURE UNDER ISO VIEW PROPER CONDITIONS FOR 7-DAYS PRIOR TO ANY INSTALLATION. COMPRESSIVE STRENGTH AT 28 DAYS, F'C= 6.00 3,000 PSI MINIMUM. 7. INSTALL POLE AND / OR SIGN. F❑UNDATI❑N KIT SOLD SEPARATLY, B. MAKE FINAL ELECTRICAL HOOK UP TO PRIMARY WIRING INTO 3.500 ANCHOR BOLT WEATHER PROOF BOX, SUPPLIED BY INSTALLER. 9. ELECTRICAL NOTE, ALL WIRING AND ELECTRICAL CONNECTIONS ACI 3187.10.5.6 ON THIS SIGN MUST BE INSTALLED IN ACCORDANCE WITH THE (3) #3 BARS IN TOP 5' 6.000 REQUIREMENTS OF ARTICLE 600 OF THE NATIONAL ELECTRICAL o CODES AND/OR OTHER APPLICABLE LOCAL CODES. THIS BASE �� 63 00 •.;'°, 1' ELECTRICAL CONDUIT INCLUDES PROPER GROUNDING AND BONDING OF THE SIGN, C110 POWER TO MENU BOARD), 10. PAINT THE POLE AND/OR ANY OTHER APPLICABLE AREAS, AS LEVELING Nur <' •' NOTE STATED ON THE PURCHASE ORDER, PERFORM ANY OTHER IF LOW VOLTAGE WIRING IS REQUIRED, FOUNDATION WITH . TOUCH UP AS REQUIRED. 2-1' ELECTRICAL CONDUITS MUST RUN RASE PLATE 11. REMOVE LIFTING BRACKETS FROM TOP OF SIGN. ACI 318 7.10.5.2 12. TEST LIGHT THE SIGN AND CHECK FOR PROPER ILLUMINATION MAXIMUM VERTICAL SPACING OF 13. CLEAN UP, CLEAN INSTALLATION WORK SITE OF ALL EXCESS 4.00 TIES IS 16 BAR DIAMETERS OF 8' (4) 3/4'X36' ANCHOR BOLTS MATERIALIS AND-DEBRIS COULD GO TO 10' IF YOU USE #5 .00 CLEAN UV NP'TEI-PB,.NOJ .DBIISCQRD�AN�MIAT i ��� RIS BARS VERTICAL INTO ON SITE.DUMPSTERS� LA 24.000 X 63.000 *000 ((�� _ AUGERED FOOTING 6.00.000 ( xsr�0.851DEBUL niNG-'I & SAFETY DEPT. 9. 00 6. 00 CONCRETE BASEADESIGNIXS-BASED ON-.10 PH, EXPO, URE-C 6GUST DESIGN �INDi SP�EEDf P�I'A2006g XPOSURE C. CONCRETE FOI�NDAF ON. E;Sd^ E U$1 ` ATERAL OIL 000 75 BEARING PRESSi R�OF� OyP-S �V_ ATI 4 SOIL CONDITIONS DOO EXIST AT FOUNDATION LOC TION, IT (1) PLYWOOD ANCHOR BOLT IS THE ERECTOSS O�ILI TO NOT Y EVE BRITE, MOUNTING TEMPLATE BASE PLATE LLC PRIOR TTO ADD L LAVATIONOR ANY 3' COVER REQIRED BETWEEN REBAR CONCRETE~PL�AEM AND SOIL, NEED 18' CIRCLE TO ORDER USE ITEM# KTO1723P -ORDER# 774337 THIS IS AN ORIGINAL UNPUBUSHED DRAWING CREATED CUSTOMER APPROVAL: DATE. BY CATE BY FOR YOUR PERSONAL USE IN CONNECTION WITH A Rev' #1 Rev. #4 f-i \ C,O 13",� L .. DRAWING NO: PROJECT PLANNED FOR YOU BY CUMMINGS. IT IS NOT O TO BE SHOWN OUTSIDE YOUR ORGANIZATION NOR USED, TACO BELL # 27782 13-292 ,q�rpr'a8¢i�r thriu f-vl inmYaavrt. REPRODUCED, COPIED OR EXHIBITED IN ANY FASHION Rev. #2 REV. #5 - UNLESS AUTHORIZED IN WRITING BY AN OFFICER OF DATE: _ 78932 HIGHWAY 1 1 1 ARTIST: T. Pickel DATE:10-17-13 THISIDESIGN REMAINS OUR EXCLUSIVE PROPERTY ANID CANNOT BE DUPLICATED WITHOUT WRITTEN CONSEI, CUMMINGS. REV. #3 Rev. its � LA QUANTA, CA 92253 SHEET: 1 1 OF 11