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2008-1257 (SIGN)-P.O. Boa 1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLE TAD4PICO •• (760) 777-7000 LA QuINTA, CALIFORNIA 92253 FAX (760) 777-7101 May 27, 2008 Mr. Tony Rector Superior Electrical Advertising 1700 W. Anaheim Street Long Beach, Ca 90813 SUBJECT: SIGN PERMIT 2008-1257 STARBUCKS COFFEE Dear Mr. Rector: The Planning Department has reviewed and approved your request for two permanent building mounted sign at 79-835 Highway 111, Suite 101, as shown in the attached exhibit. The approval is subject to the following Conditions: 1. Signs A.1 & A.2; B.1 & B.2, and C: Signs A.1 & A.2 ("STARBUCKS COFFEE" with LOGO) are approved at 12.56 square feet each sign. Signs B.1 & B.2 proposed below each of the logo signs ("DRIVE THRU") will be 7.32 square feet. Sign C is a custom 12" LED illuminated channel letter sign on the raceway will total 16.12 square feet and be located on the west elevation. The materials for the sign are per the approved plans on file with the Planning Department. 2. Signs E and F: Drive-thru illuminated directional signs will have a face and frame of 3.9 square feet and measure 33 inches in height. One will direct traffic into the drive- thru; the other will advise drivers not to enter the drive- thru from the wrong end. 3. Sign G: The Height Restriction Bar will be located approximately at the entrance of the drive thru. The 10" diameter digital vinyl logo shall be removed as part of this approval. 4. Signs H, I, & J: Will require structural engineering information. 5. Banners (Sheet 12 of 12): Per Section 9.160.060, the City of La Quinta only allows grand opening banners. The "Coming Soon" banner is prohibited per the code. The "Now Open" banner will be allowed within six months of the business opening and be displayed for no more than 30 days. Should you have any questions or need additional information, please feel free to contact me at (760) 777-7125. inc rely V • NEFRANCO Assistant Planner C: Building Department ri 25379 Wayne hills P1 # 272 Valencia, CA 91355 Sign Design Based on 2007 CBC Job # 1029/0498 Project Starbucks -Menu Job Location Hwy 111 & Jefferson La Quinta, CA INPUT DATA Exposure category (B, C or D) Importance factor, pg 73, (0.87, 1.0 or 1.15) Basic wind speed (3 sec. gust wind) Topographic factor (Sec.6.5.7.2, pg 26 8 45) Height of top Vertical dimension (for wall, s = h) Horizontal dimension Dimension of return corner Moment Arm DESIGN SUMMARY Max horizontal wind pressure Max total horizontal force at centroid of base Max bending moment at centroid of base ANALYSIS Velocity pressure = C p = qr. G Cf = I = 1.00 Category II V = 90 mph Ka = 1 Flat h = 6 ft s = 4 ft B = 8 It L, = 0.5 It A = 3.75 ft p = 25 psf F - =0.800 kips M =1 3.200 ft4dps qh = 0.00266 Kh Ka Kd V21 = 14.98 psf where: qh = velocity pressure at mean roof height, In. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h,(Tab. 63, Case 1, pg 79) Kd = wind directionality factor. (fab. 6-4, for building, page 80) In = height of top = 0.86 0.85 8.00 It DATE 5/6/2008 TEL: (661) 259-0700 FAX (661) 259-0900 7'-11 1/2" ALUM. SO.TUBE 2"SO. x 0.250" WALL o ALUM. EXTR. CABINET CABINET ATTACHED UTO SINGUyt;Oj0tT0UBE i n STEEL ((SCREWS STEEL FRAME BASE P1 M —y 1 WELDED TO BASE PLATE BASE PLATE 10I 25 -3/4"x8 -5/8"x7/8" N Wind Force Case A: resultant force though the geometric center (Sec. 6.5.14 & Fig. 6-20) p = qr. G Cf = = 26 psf F = p Aa = 0.80 Idps M = F (h - 0.6s) for sign, F (0.65h) for wall = 3.20 ft-ldps T = where: G = gust effect factor. (Sec. 6.5.8, page 26). = 0.00 = 0.85 ft-Idps Cr = net force coefficient. (Fig. 6-20, page 73) 1,82 Sq. St') Tube Aa=Bs = 320 ft Footing Design Diameter 2.00 FT Soil Pressure 100.00 PSF/FT S1 399.00 PSF A 2.35 FT EMBED. 4.48 'T O Depth = W-6" 24" Dia. '--1/4" Pole Design Sq. St') Tube MOD. Required USE S1. 0.66 —TS 2.5x2.5x3116" S=1.14. Anchor Bolt Design Anchor Bolts TENSION Required USE Ten 2400 7/8" x 38" Embed. T=8,614 NOTE: AS AN ALTERNATIVE ALL -THREAD BOLTS MAY BE USED IN LIEU OF ANCHOR BOLTS, MAINTAIN DIAMETER AND LENGTH OF DESIGN AND USE 3- SQ. WASHERS WITH DOUBLE NUT AT BOTTOM OF ALL -THREAD. Base Plate THICKNESS Required Thick 0.298 Steel Plate USE 253X'x9"x718" -� t=0.875° J— B9LTS TO AL x(4)6 io CONSOLIDATITQ� CONC. f'c=g�70 2'-0" DIA. CITY OF LA QUINTAT BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION i DATE6l1T/D�BY�`ff•/l.�SM_ /�(P •�--� T J —T TYP' E70xX O O o, 4" STL. SO. TUBE 2.5"x2.5"x3/ t 6" 'T O TYP. #— '--1/4" THK. GUSSET PLATE J—BOLTS TYP. 7/8" x 36" BASE - PLATE (4) TOTAL A t=7 8 NTS JUN 10 2006 IUI�'i 01OF Sl p lFyc * Exp. _ e C1 V I IL �lFOF CALtFri �, r y n i 25379 Wayne M"il.�ls P1 # 272 Valencia, CA 91355 Sign Design Based on 2007 CBC Job # 1029/0498 Project Starbucks -Preview Job Location Hwy 111 & Jefferson La Quinti, CA INPUT DATA Exposure category (B, C or D) Importance factor, pg 73, (0.87, 1.0 or 1.15) Basic wind speed (3 sec. gust wind) Topographic factor (Sec.6.5.7.2, pg 26 & 45) Height of top Vertical dimension (for wall, s = h) Horizontal dimension Dimension of return corner Moment Arm = C P = qh G Cr = I = 1.00 Category II V = 90 mph K,! = 1 Flat h = 6 it s = 4 It B = 2.91 It 4 = 0.5 It A = 3.75 ft DESIGN SUMMARY Max horizontal wind pressure - p = 25 psf Max total horizontal force at centroid of base F = 0.291 Idps Max bending moment at centroid of base M = 1.164 ft Idps , ANALYSIS VelocitV pressure qh = 0.00266 Kh Krt Kd V21 = 14.88 psf where: . qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient = 0185. evaluated at height, h,(Tab. 63, Case 1, pg 79) Kd = wind directionality factor. (rab. 64, for building, page 80) — 0,85 h = height of top = 6.00 It ALUM. SO. TUBE 2"SO. x 0.250" WALL ALUM. EXTR. CABINET CABINET ATTACHED TO ALU. SO TUBE USING 10) W10 STEEL SCREWS STEEL FRAME BASE WELDED TO BASE PLATE— BASE PLATE 25 -3/4"x8 -5/8"x3/4" Wind Force Case A: resuftant force though the geometric center (Sec. 6.5.14 & Fig. 6-20) P = qh G Cr = = 26 psf F = p A. = 0.28 Idps M = F (h - 0.6s) for sign, F (0.65h) for wall = 1.18 . ft -kips T = = 0.00 ft4dps where: G = gust effect factor. (Sec. 6.5.8, page 26). 0 0,85 MOD. Required Cr = net force coefficient. (Fig. 6-20, page 73) 1,68 TS 2.6x2.641116" S=1.14 A,=Bs = 11.6 ftp Footina Design Diameter 2.00 FT Soil Pressure 100.00 PSF/FT S1 266.00 PSF A 1.28 FT EMBED. 3.02 24" Dia. Depth Pole Design Sq. Sty Tube MOD. Required USE S1 0.24 TS 2.6x2.641116" S=1.14 Anchor Bolt Design Anchor Botts TENSION Required USE Ten 873 314" x 24" Embed. T=6,329 NOTE: AS AN ALTERNATIVE ALL -THREAD BOLTS MAY BE USED IN LIEU OF ANCHOR BOLTS, MAINTAIN DIAMETER AND LENGTH OF DESIGN AND USE 3' $O. WASHERS WITH - DOUBLE NUT AT BOTTOM OF ALL -THREAD. Base Plate THICKNESS Required Thick 0.180 Steel Plate USE 263/4"x9"x3!4" t=0.75° J-BQLTS - 3/4' x 24 TOTAL (4) CONSOLIDATED — CONC. f'c=325v DATE 5/6/2008 TEL: (661) 259-0700 FAX (661) .259-0900 2'-11 1/8" + 2 /8' 2 —2 — � M M Ln co I 0 I 2'-0" DIA. ELEVATION NTS 25-3/4" {�-13 �` TYP. E70XX b 4" ST L. SO. TUBE 2.5"x2.5"x3/16" O TYP.YP. 1/4" THK. GUSSET PLATE r J—BOLTS TYP. 3/4" x 24'• BASE PLATE (4) TOTAL A t=7 8 NTS 25379 Wayne Mills Pl # 272 Valencia, C.A. 91355 Sign Design Based on 2007 CBC Job # 1029/0498 Project Starbucks Order Job Location Hwy 111 8 Jefferson La Quinta, CA INPUT DATA - _ .26 psf F =PAs = 0.16 Exposure category (B, C or D) = C {1 4 3/4" -'�— I I Importance factor, pg 73, (0.87, 1.0 or 1.15) 1 = 1.00 Category It Basic wind speed (3 sec. gust wind) V = 90 mph Topographic factor (Sec.6.5.7.2, pg 26 8 45) Ks = 1 Flat Height of top h = 4.25 It Vertical dimension (for wall, s = h) s = 4.25 ft Horizontal dimension B = 1.41 ft i7 Dimension of return corner t. = 0.5 ft v Moment Arm A = 2.125 ft DESIGN SUMMARY Max horizontal wind pressure p = 25 psf Max total horizontal force at centroid of base F = 0,150 kips Max bending moment at centroid of base M = 1 0.350 ft -kips ANALYSIS Velocity Dressure qh = 0.00266 Kh Kg Kd V21 = 14.88 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient = 0,85 evaluated at height, h,(rab. 63, Case 1, pg 79) Kd = wind directionality factor. (rab. 6-4, for building, page 80) = 0.86 h = height of top = 4.26 ft Wind Force Case A: resultant force though the geometric center (Sec. 6.5.14& Fig. 6-20) P = qh G Cr = _ .26 psf F =PAs = 0.16 kips M = F (h - 0.6s) for sign, F (0.65h) for wall , = 0.36 ft -kips T= = 0.00 ft-Idps where: G = gust effect factor. (Sec. 6.5;8, page 26). = 0.86 Cr = net force coefficient. (Fig. 6.20, page 73) 1.61 As=Bs = 6:0 ft2 Footina Desian Diameter 2.00 FT - Soil Pressure 100.00 PSF/FT S1 181.77 PSF A 0.96 FT EMBED. 2.05 24" Dia I Depth = 3'-1" Anchor Bolt Design Anchor Botts TENSION Required USE Ten 247 318' x 24" Embed. T=1,576 NOTE: AS AN ALTERNATIVE ALL -THREAD BOLTS MAY BE USED IN LIEU OF ANCHOR BOLTS, MAINTAIN DIAMETER AND LENGTH OF DESIGN AND USE 3° SQ. WASHERS WITH DOUBLE NUT AT BOTTOM OF ALL -THREAD. Base Plate Steel Plate THICKNESS Required USE Thick 0.121 11.3/4"x17"x3/8" t=0.375" U DATE 5/6/2008 TET: (661) 259-0700 FAX (661) 259-0900 18 GAUGE ALUM. WELDED TO BASE PLATE BASE PLATE �y J—BOLTS : 3/8" x 24.. CONSOLIDATED CONC. Vc= 3250 24" DIA. ELEVATION NTS 11-3/ O J—BOLTS 3/8" x 24" I0 0 t— .25" ti-- 17" ( BASE PLATE „ t=5/16" NTS ��0 Q 'ESS/l N Yq A Exp. bbl D'1 C/VILV1M Q. 9rFCF CAL10 25379 Wayne Mills Pi # 272 Valencia, CA. 91355 Sign Design Based on 2007 CBC Job 9 1029/0498 Project . Starbucks Directional Job Location Hwy 111 & Jefferson La Quinta, CA INPUT DATA p=ghGG= K Max horizontal wind pressure p = - 25 psf Exposure category (B, C or D) = C — V-5" Importance factor, pg 73, (0.87, 1..0 or 1.15) 1 = 1.00 Category 11 Basic wind speed (3 sec. gust wind) V = 90 mph Topographic factor (Sec.6.5.7.2, pg 26 8 45) Ka = 1 Flat Height of top h = 3 ft D ° Vertical dimension (for wall, s = h) s = 3 ft Horizontal dimension B = 1.41 LI LfllLS�SI�l ft Dimension of return corner 4 = 0.5 it Moment Arm A = 1..92 (V R , DESIGN SUMMARY p=ghGG= K Max horizontal wind pressure p = - 25 psf Max total horizontal force at centroid of base F ' = 0.106 Idps Max bending moment at centroid of base M = 0.174 ft -kips ANALYSIS ft -lips Velocity pressure = 0.00 qh = 0.00268 Kx Kg Kd V21 = 14.88 psi where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) . 1,68 Kh = velocity pressure exposure coefficient = 0,85 evaluated at height, h,(Tab. 63, Case 1, pg 79) it' Kd = wind directionality factor. (fab. 6-4, for building, page 80) = 0,85 h = height of top = 3.00 it Wind Force Case A: resultant force though the geometric Center (Sec. 6.5.14 8 Fig. 6-20) p=ghGG= K = 26 psf F = P Aa = 0.11 kips M = F (h - 0.5s) for sign, F (0.65h) for wall = 0.17 ft -lips T = = 0.00 ft -kips where: G = gust effect factor. (Sec. 6.5.8, page 26). = 0.85 Cr = net force coefficient. (Fig. 6-20, page 73) 1,68 A,=Bs = 4.2 it' Footing Design Diameter 2.00 FT Soil Pressure 100.00 PSF/FT S1 155.17 PSF A 0.80 FT EMBED. 1.75 24" Dia. IlDepth— 2'B" Anchor Bolt Design . Anchor Bolts TENSION Required USE Ten 690 112' x 18' Embed. T=2,811 NOTE: AS AN ALTERNATIVE ALL -THREAD BOLTS MAY BE USED IN LIEU OF ANCHOR BOLTS, MAINTAIN DIAMETER AND LENGTH OF DESIGN AND USE 3'80. WASHERS WITH DOUBLE NUT AT BOTTOM OF ALL -THREAD. Base Plate Steel Plate - THICKNESS FYequired USE Thick 0.171 4"x1'4"0/2" t=0.5" r CV D � D A--- 2'-0"-4 DIA. ELEVATION DATE 5/6/2008 TEL (661) 259-0700 FAX (661) 259-0900 ST'L BASE PLATE 4"x16 -1/4"X1/2" J —BOLTS 1/2" x 18" CONSOLIDATED CONC. Cc=3250 NTS 1/2" A.B. 4 1 Q 1 .6 4.. A .L_ PLAT E t= 1 /2" NTS -� Rik O NSS/pN9/� No 91 Exp. `req CIVIL �P �FOF CAL10 25379 Wayne Mills PI # 272 Valencia, CA 91355 Sign Design Based on 2007 CBC Job # 1029/0498 Project Starbucks-aearance STD' ST'L PIPE Job Location May 111 & Jefferson 4" DIA., t=0.237 La Quinta, CA /,-,v-.—,--.<E70 XX INPUT DATA 1.50 FT Soil Pressure Exposure category (B, C or D) = C 316.67 PSF Importance factor, pg 73, (0.87,1.0 or 1.15) 1 = 1.00 Category II EMBED. Basic wind speed (3 sec. gust wind) V = 90 mph Thick 0.396 12" Sq. x 1/2" Thick t=0.5" Topographic factor (Seo.6.5.7.2, pg 26 & 45) Kn = 1 Flat TENSION Required USE Height of top h = 13 ft T=4,395 V 2970 2 112" Bolts V=3,300 Vertical dimension (for wall, s = h) s = 2 R LENGTH OF DESIGN AND USE 7 SQ. WASHERS WITH Horizontal dimension B = 5.5 It Dimension of return comer L, = 0.5 ft Moment Arm A = 1,0 ft DESIGN SUMMARY Max horizontal wind pressure p = 25 psf Max total horizontal force at centroid of base F = 1-0.275 bps Max bending moment at centroid of base M = 3.300 ft -kips ANALYSIS Velocity pressure qh = 0.00266 Kh K,a Kd V21 = 14.98 psf where: % = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient = 0.66 evaluated at height, N(Tab. 63, Case 1, pg 79) , Kd = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.86 h = height of top = 13.00 ft Wind Force Case A• resultant force though the aeometrtc terrier (Sec. 6.5.14 & Fig. 6-20) P = qh G CIM = 25 psf F = P A, = 0.25 Idps M = F (h " 0.6s).for sign, F (0.66h) for wall = 3.30 ft4dps T = = 0.00 ft-tdps where: G = gust effect factor. (Sec. 6.5.8, page 26). = 0.86 Cr = net force coefficient (Fig. 6-20, page 73) 1.82 k=Bs = tLO ft Footina Desian Diameter 1.50 FT Soil Pressure 100.00 PSF/FT S1 316.67 PSF A 1.35 FT EMBED. 4.58 18" Dia. QR FESS/pay � N 40 el,;111 No. 91 Exp. 0 h DATE 5/6/2008 TEL (661) 259-0700 FAX (661) 259-0900 12"I LU2) 1/2" DIA. HRU BOLTS 10'-0" TS 2x2xl/8" STEEL TUBE STD' ST'L PIPE 3-1/2" DIA., t=0.226 5/8" x 36" /{3 HOOPS @ 6" O.C. 6 . -. '.' -t TOP 36" 3" CLEARANCE L . CONSOLIDATED CONC. f'c=37-50 1.8 DIA. ELEVATION NTS XX STD' ST'L PIPE 3-1/2" DIA., t=0.226 4 J -BOLTS 8' x 36' 'Pole Design StaSrl Pi s� CIV Il Q n BASE PLATE qrF MOD. Required USE t=1 /2" NTS S1 1.35 3.6 x 0.226" WaU S F C A L1F ���\ Polar Mom. Required Base Plate Steel Plate J 0.92 J=4.01 11iICKNESS Required USE UNITY = (1.35/2.39)+(0.9214.01) = 0.790, O.K. Thick 0.396 12" Sq. x 1/2" Thick t=0.5" Anchor Bolt Design Anchor Botts Break Away Arm Bolt Design A325 Sri Thru Bolt TENSION Required USE Shrew Requited USE Ten 2829 - fiW x 38" Embed. T=4,395 V 2970 2 112" Bolts V=3,300 NOTE: AS AN ALTERNATIVE ALL -THREAD BOLTS MAY BE USED IN LIEU OF ANCHOR BOLTS, MAINTAIN DIAMETER AND LENGTH OF DESIGN AND USE 7 SQ. WASHERS WITH DOUBLE NUT AT BOTTOM OF ALL -THREAD. r CERTIFICATE OF COMPLIANCE (Part 1 ®f 2) 0LTG - � This certificate applies only to building righting requirements. ,w„. Thr_ documentation prepai er hereby ee mfres that the documentation is accurate and eompiotc. i l The Principal LlgrlV Tg Resigner hereby certifies thall-MRu-p-roposed outddgr righting and signs design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the upb6ifications. and with any other calculations submifted with this permit application, The proposed building has been designed to meet the lighting requirpmpsts cnntained in the applicable parts of Sections 110, 119,130 through 132, 146, and 149 of Title 24, Part 6. Please ✓ one: ❑ 1 hereby aKrm that I am eligible under the provisions of Division a of the Business and Profcssiom Code to sign this document as the porion responsible: tot ft preparation; and that I am licensed in the State of California as a civil engineer or electrical engineer, or 1 am a licensed architect. I affirm that I am 4ftgiblc under the provisions of Division 3 of the Busine.-s and Proferions Code by section 55372 or 6737.3 to sign this don,ment as the person responsible for its preparation; and that I am a licensed contractor perfomdng this work. ❑ 1 affirm that I am eligible under the provWlons'etf Division .3 of the Business and Professions Code to sign this document because it perl31ns to a struc�ure or type of work dcscribed x-- exempt pursuant to Business and Professions Code Sections 5537.S53s and 6737.1. (Thero oectlons of the Business and Professions Gnde are printed in full in the Nonrasidential Manual.) INSTRUCTION5 TO APPLICANT OUTDOOR LIGHTING COMPLIANCE i4 ORKSHEETS (✓ box if worksheet is included) Far detailed instrrretioris on the usa of this and a// Energy Err<ciency Standards compliance fonds, pleas* refer to tha tllonnesidanual rblanua/ ubliahsd by the California Energy Commission. ❑ OLTG-I-C Certificate of Compliance, Required on plans for all submittals for outdoor lighting_ Part 2 of 2 may be incorporated in schedules on the plans. Either LTG -1-C or OLTG-I-C may be used for signs as follows; 1. Use LTC71-C if the project consists solely of indoor signs 2. Use LTG -1 -C if the project consists of indoor lighting, and outdoor or indoor signs, but no other outdoor lighting, 3. Use OLTG-I-C if the project consists solely of outdoor signs 4. Use OLTG-I-C if theproject consists of outdoor lighting, and indoor or outdoor signs, but no other indoor li hUn g. ❑ OLTG-2-C LIGHTING COMPLIANCE SUMMARY. Applicable Parts required for ALL outdoor lighting allowances (Except for Signs) ❑ OLTG-3-C AREA CALCULATIONS WORKSHEETS, Applicable parts required for all outdoor area calculations. OLTG-4-C SIGN LIGHTING COMPLIANCE. Requirpd for all intemally and externally illuminated signs, for both indoor and outdoor signs_ V CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE, FOR CONSTRUCTION T005 Noniesidential Compliance Forrr,s-._---- --.-•_ . • - -- DATEb 17 � BY �' Polara�y ZpO;, Zd Wuop : Z_o 800Z .j�S 'unE 'ON Xtid II rf : WOaJ CERTIFICATE OF COMPLIANCE (Pala 2 of 2 NAME Schedules on Plans SNOW that OUtd�neing nnee:s sulowed L tgnting Power ❑ Lighting power 311owances for general site illumination on OLTG-2-C Part 1 of 4 Not Applicable 0L-TG®1-C ❑ Lighting power allowances for local ordinances or for security multipliers on OLTG-2C Part 2 of 4 Not Applicable ❑ Lighting power allowances for specific applications, other than vehicle service stations with cano=CLTG-2-C Part 3 of 4 Not Applicable ❑ Lighting power allowances for vehicle service station canopies on OLTC3 2-C Part 4 *of 4 Not Applicable Sign lighting compliance on OLTG-4-C ❑ Not Applicable Measures on Plans Show that Outdoor Lighting Meets Outdoor Lighting Controls and Equiprnent n on olans of Note Block for Mandatory Measure ❑ Installed lighting power has been determined in accordance with § 130(e)1 !� Not Applicable ❑ AO permanently installed luminalres with lamps rated over 100 watts either have a lamp efficacy of at least 60 lumens per watt or are controlled by a motion sensor § 132(s) 0 Not Applicable ❑ All Luminaires with lamps rated greater than 175 watts in hardseape areas, including parking lots, building entrances, canopies, and all outdoor sales areas meet the Cutoff Requirements of § 132(b) Not Applicable rr❑AA All permanently installed outdoor lighting meets the Control Requirernents or § 132(c)l LYJ Not Applicable ❑ Building facades, parking lots, garages, canopies, and outdoor sales areas meet the Multi -Level Lighting Requirements of § 132(c)2 J Not Applicable MAKi lATORY AUTOMATIC CONTROLS ONTROL LOCATION CONTROL IDENTIFICATION CONTROL TYPE AREA CONTROLLED NOTE To Auto Timc SMteh/Photosensor. etc FIELD u l -ding FnT Auto Time SWYC Auto Time Switc Sign 2005 ZtYresidcntiai t: ompfiance Fom)s March ZC05 1=d wuop :" 800Z .0T -unr 'ON Xtid WOdd r': L. V z a_ 0. J 2 O 0 � V Lz l z 0 t � Cn U � m m tq c � a � c t vi rn c m m y O C CCS U 7 a`> d � � O C U = j � r T •C 7 CC ted m E w ma_ 0 o m N U C � rn:3� ra >, -a CQ itr a ra 3 �Ea M �0 U y N W N U) E� y v> d) N E U C r N _ o a7 t! c Z rn to 4 E m D cu cu CD c ac). c E t7r .0. ? rd V) o •a� 0 m X p W V) o to c m N _c r= X O V> a a. co a E E � � c c Q rD ar N r L a o U-. Zen t7d WdZt7:2-© 8002 •@T -unt : 'ON Xdd : WOd-4 m c Electronic Ballast-. with V)Output Frequency of C� 20kHz or moreILI J� r `o CFL9 nut containing 0. Medium Screw Baue ,m Sockets Barrier Coat Fluorescent y p Z 0 Lamps (indudes most T5 and 78 tamps) — .e 8 n. Light Utnitting Diode w s ' N (LED) p Neon and Cold Cathode o b LL m m - =Pulse Z Start or Ceramic 2 m Metal Halide M High Pres wre Sodlum L 3 m U -j 9 Is G Smaller than K7 Y/N. Y •y m Total Designed O Sign Input watts y y Number of Ballasts In Signs _ _ Number of OR nr Lineal Feet of Lamps Q m d Y J Lamp TYpc C L Of J Allotted Watts �. C9 ,(DXF) m 3 Allotted LPD y y_ N (12 or 2.3) (W / ft2) Internally (I) OR L� W Externally (E) Illuminated Sign Area (ft 2) o J., 4 .moo, -c V O J - ? m � V w m (Quantity of Signs d Q Sign Syrnbol or Code Q J ((tom01 ul a F t � Cn U � m m tq c � a � c t vi rn c m m y O C CCS U 7 a`> d � � O C U = j � r T •C 7 CC ted m E w ma_ 0 o m N U C � rn:3� ra >, -a CQ itr a ra 3 �Ea M �0 U y N W N U) E� y v> d) N E U C r N _ o a7 t! c Z rn to 4 E m D cu cu CD c ac). c E t7r .0. ? rd V) o •a� 0 m X p W V) o to c m N _c r= X O V> a a. co a E E � � c c Q rD ar N r L a o U-. Zen t7d WdZt7:2-© 8002 •@T -unt : 'ON Xdd : WOd-4