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B16-0390 042-060-082
SIGN ELEVATION AND ELECTRICAL DRAWING Lane — 3330 Highway 32 APN 042-060-082 24' SIGN FACE APRON A i LED light fixture Meter, panel and timer New 100 amp overhead electrical service Two (2) 137 watt LED lamps, one (1) on each side o OUTDOOR ADVERTISING 12 2'6" 20'6" 1 35' BUTTE C "`!' [? DA i F 3 � 1 �_ BY G% _ ?�90 � CO A V Greg Redeker (530) 717-2705 SINGLE LINE ELECTRICAL DRAWING Lane — APN 042-060-082 New overhead service from existing power pole 0— Main service disconnect PG&E meter switch (on pole) (on pole) To lights - 2 x 137 watt Cree LED light fixtures %2' min. EMT conduit Main panel Timer Timer box 100 amps disconnect 20 amps switch (on pole) (on pole) (on pole) Ground COMPLY WfTH CALIFORNIA ELECTRICAL CODE -for wiring methods- secure conductors and conduit per all applicable requirements as required by the 2013 CEC for the specific method of wiring All equipment and installation methods to comply with 2013 CEC CA12)t Greg Redeker (530) 717-2705 OUTDOOR ADVERTISING BUI is COU v nE, T - t ♦y 5— - �� IN! 'j F DXi E J/e11 16_ BY - - CA12)t Greg Redeker (530) 717-2705 OUTDOOR ADVERTISING SPECIFICATION SHEET EWZ SERIES c@aS MULTIPURPOSE CONTROL 1 OR 2 CHANNELS 24 DAY TIME SWITCH APPLICATIONS • Outdoor signs. • Lighting security. • Heating and air conditioning. FEATURES SCHEDULING: 20 ON & OFF set points for individual programs for each day of the week. Minimum setting is 1 minute. SunSet ASTRONOMIC: Adjusts daily to changes in sunset times. Adjustable 10 ° - 60 ° Northern or Southern latitudes. fan be individually offset +/- 1-240 minutes from both sunset and sunrise times. DAYLIGHT SAVING: Automatic ((an be omitted). LEAP YEAR: Automatic (ompensation. MANUAL OVERRIDE: Until the next regularly scheduled ON or OFF, automatic operation then resumes. CLOCK FORMAT: AM/PM. POWER OUTAGE BACKUP: Permanent schedule retention. Supercapacitor provides 4 days of real time backup. MOMENTARY OPTION: For mechanically held contactors: Model EWZ201 only. Configure with simple jumper change for single -channel momentary operation. SPECIFICATIONS WIRING DIAGRAMS EWZ101 TIMER SPST SUPPLY r—, 1 2 3 4 tti LOAD L N N 120/277VAC EWZ 103 TIMER DPST SUPPLY rq cr-1 1 2 3 4 S 6 rr LOAD � 1 LOAD L N N L N I20/277VAC TIMER DPST SUPPLY E -**,q cr-1 1 2 3 4 S 6 L1L2 LOAD 208 OR 240VAC ORDERING INFO EWZ 120 SPDT TIMER SUPPLY Z--�; F� 1 2 3 4 5 �v LOAD LOAD N N 120/277VAC EWZ201 TIMER CH I CH 2 SPST SPST SUPPLY E"i �r_ 11f 1 2 3 4 IS 66 rr LOAD 1 1 LOAD L N N L N I20/277VAC Fn—tary cenfigum im TIMER CN I 1 2 3 4 S i L N PULSE ON PULSE OFF 120/277VAC EWZ201 ONLY: UNIT MUST e1 CONFIGURED FOR MOMEMARY OPTION EWZ101 82470 120-277 1 SPST t:WZ103 w7 EWZ 120 82471 120-277 1 SPDT EWZ101-MB 82263 120-211 1 SPST EWZICI MBuw77- M-"° t2027T 1,' _ DPST' EWZ120-MB 82275 120-211 1 SPDT Overall Site Plan )0' rk%Aff=ft5ff,O�Vlwvm,TiTi Site Plan — New Outdoor Advertising Sign Planning Sign Permit ADM 15-0041 Front property line 11' 6" behind ---�. sidewalk The 2013 CBC, CRC, CMC, CPC, CEC ,CFC, CGBC and 2013 California Energy Standards as amended by the jurisdiction apply to this project Curb cut and apron Site Plan Detail -o m� L New sign set back 6" from front property line, 35' OAH, 12' x 24' faces, 30 degree "V" angle, column approx. 5'6" from property line Existing sign & mailboxes \amu Flood Zone; FIRM: 0600 It - 32 L Real property described as: Lot 5, according to Map entitled, "ESTERSON SUBDIVISION PART OF LOTS EIGHT (8) AND NINE (9) OF THE SIXTH SUBDIVISION OF THE JOHN BIDWELL RO.", which Map was filed in the Office of the Recorder of the County of Butte, State of California, July 19, 1948, in Book 16 of Maps, at page 26. 0 0 LAN 15roT * o•�b,�o2�p�'� BUILDING PERMIT# S1(> --C1 91�2 USE PERMIT # 04991( ASSESSOR'S PARCEL# © 2— 060-09& DATE_ _.._�I�� 6 BY C✓ Building on adjacent property New 4'x8' concrete footing 1, Utility vault and pedestals New overhead electrical service 0 Power pole First side yard fence post Pad and electrical cabinet 1"=30' e ceto-,< © g-- Owner: Steven D. Lane ✓ %J/� Location: 3330 Highway 32, Chico APN: 042-060-082 Size: 2.03 acres GP designation: RTL Zoning: G -C Prepared by: Greg Redeker, Stott Outdoor Advertising, 2/26/16 gredeker@stottoutdoor.com (530) 717-2705 I �, ti TITLE: Cover Sheet JOB #: _ 4425 N 24TH ST. - STE 200 ENG. #: G-10503 PHOENIX, AZ 85016 DATE: Feb -16 Outdoor Inc. 602-230-8634 / 800-525-8509 BY: FS FAX 602-230-9071 SHEET: COW COVER SHEET CUSTOMER: STOTT OUTDOOR LOCATION: SIZE OF FACE: H.A.G.L.: 3330 HWY 32 BUTTE COUNTY. CA. 12 X 24 (ft) 20.5 (ft) OA HEIGHT: 35 (ft) WIND LOAD: 100 MPH - EXPOSURE C SOIL: STRUCTURE DESIGN: (psflft) CENTER MOUNT X PARTIAL FLAG - DISTANCE = 4' FROM THE END FULL FLAG - COLUMN LOCATION OFFSET= (ft) X V -BUILD ° ANGLE OR 15 1 (ft) MAX OPENING BACK TO BACK SINGLE -FACE MULTI POST DESIGN - SPACING = (ft) ENCLOSURE FOOTING DESIGN: ROUND X SQUARE SPREAD SPECIAL CONDITIONS: rtl%40 1. LED CAPABLE: 3500 LBS EACH 19 SESWS/OV��F` uj C 714 tI73 EXP q yi REVISIONS: s� ciiv''ix..``""''''a�P FCAL\F PERMIT* � Q -6 BUTTE BUTTE COUNTY 1?EVELOPMENT SGRVICES REVIEWED FOR O_�COMPLIAN E DATE 1 BY --Q 6 COUNT' FEB 2 6 2016 DEVELOPMENT SL W C'ES ys1 bf 02 6 ( TITLE: Specifications JOB #: (_54 4425 N 24TH ST. - STE 200 ENG. #: G-10503 L PHOENIX, AZ 85016 DATE: Feb-16 Outdoor inC. 602-230-8634 / 800-525-8509 BY: FS FAX 602-230-9071 SHEET: 1 DESIGN SPECIFICATIONS CODE: STEEL: WIDE FLANGES: OTHER PLATES AND SHAPES: PIPE SECTIONS: WELDING: BOLTS: CONCRETE: REINFORCING STEEL: WOOD: FOUNDATION: DESIGN LOADS: WIND: LIVE: CATWALKS: DEAD: STATIC SIGN FACES: LED DISPLAY: 2013 CBC ASTM A992, Fy = 50 ksi ASTM A36, Fy = 36 ksi ASTM A5313, A252 OR API 5LX, Fy AS NOTED ASTM E-70XX ASTM A307 OR A325N AS NOTED f c = 3000 psi AT 28 DAYS ASTM A706 OR A615, GRADE 60 (Fy = 60 ksi) DOUGLAS FIR LARCH #2 CBC TABLE 1806.2 (CLASS 4 MATERIAL) ALLOWABLE BEARING PRESSURE =1500 psf DESIGN PASSIVE LATERAL RESISTANCE (1806.3.4) 150 x 2 = 300 psf/ft 100 MPH (RISK CATEGORY 1) - EXPOSURE C 40 psf OR 300# 2.5 PSF 3500 LBS EACH OTHER MEMBERS AS NOTED IN CALCULATIONS TITLE: Wind Pressures JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10503 (,R,-) V"jr PHOENIX, AZ 85016 DATE: Feb -16 602-230-8634 / 800-525-8509 BY: JSW Outdoor Inc. FAX 602-230-9071 SHEET: WIND (2) Wind Load Design for 2012 IBC / ASCE 7-10 pW = gzGcr ASCE 29.4.1 (Eq.; qZ = 0.00256(KZ)(KZt)(Kd)(V2) 20.5 cf = See Below Clearance Ratio (s/h) = Kn = 1.0 1.655 Kd = 0.85 ASCE Table 26.6-1 G = 0.85 0.6pw = 20.18 V = 100 Risk Category 1 KZ = 1.01 (Exposure C) ASCE Table 29.3-1 9.4-1, modified to change to pressure in lieu of force) ASCE 29.3.2 (Eq. 29.3-1) ASCE Figure 29.4-1 Structures to be designed using load combination D + L + 0.6W cf Calculations per ASCE Figure 29.4-1 Sign Width (B) = 24 Sign Overall Height (h) = 35 Sign HAGL = 20.5 Sign Face Height (s) = 14.5 Clearance Ratio (s/h) = 0.4143 Aspect Ratio (B/s) = 1.655 50 c�SE 2 3 PS-� Case A and Case B 1.13 cf = 1.8 0.6pw = 20.18 Case C Not applicable as B/s < 2 _ rn a� = O 0-15 U �, n CL W Y" 0.85 20 0.90 25 0.94 30 0.98 40 1.04 50 1.09 60 1.13 70 1.17 80 1.21 90 1.24 100 1.26 120 1.31 140 1.36 160 1.39 LlshllL t-oA-D 1'10 (NO14— PLD SMtGTckees) ad i.Zs A-s� T�I�, ts.�-Z s«-,qs � �tL 9oAe- 64 = 3 U,ce EQ,.t i Va �ea'f" 4a ✓�C %ced-u- e S ck56'6:. I Z . • 1, V= CS W +,0VC.1s 0.3-ly o. o44 (, S'Il ) ( t) = 0, 01-4, 5kmtc Tip to Intl' T G- ��, /V56 c- Z -t o 11 gump 1 PC- : 3 (4, S-/ k-) , 15. S 3� ✓�RE�Ue�.s ^- � k �-j"oQ.s�o"t P`('E ; 1-o n � X � 3 ? s " ; $ o �l � x t `b = � • `� � k-Co•,� toA 0 Ot ME: DATE: Z/ 0/ -U/4 Sc j S Ni; c. Chec L 3 v Page t o1 1 Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39.62540N, 121.537DW Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 0.623 g S,S = 0.811 g SDS = 0.541 g Si = 0.261 g S,,i = 0.491 g SDl = 0.327 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. S a MCER Response Spectrum 0.00 0.20 0:40 0.60 0.80 1,00 1..1.0 1.40 1.60 1.90 2.00 Period. T (sec) Design Response Spectrum :0.60 13.51 a.as 0 20 . 0.21 Et.18 0.1. . 4. X16 o110 _ 0.0 o. ; Q.40 0,11-;0 o.so 1,00 1-=0 1140t,Cr, 1120 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. http://ehp2-earthquake.wr.usgs.gov/desigmnaps/us/summary.php?template=minimal&latitu... 2/5/2016 1./%1aLrii 1v apa 11Gtmicu rmzputt -� Design Maps Detailed Report 2012 International Building Code (39.62540N, 121.537°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain S1). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)1" SS = 0.623 g From Figure 1613.3.1(2) 12' S, = 0.261 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. Site Class 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS VS N or N,„ s� A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A Page 1 of 4 C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf _._.._._.._.............._.__...____......-._........................._.____.....______�_. D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf __._....�........._.__._.�.---.---._.._-...._.__.._....._.._........_..__._........._.._........._...._--- F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/m2 s http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?template=minimal&latitude=... 2/5/2016 Page 2 of 4 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period For Site Class = D and SS = 0.623 g, F. = 1.302 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period SS <_ 0.25 SS = 0.50 SS = 0.75 SS = 1.00 Ss >! 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 C .4 � 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and SS = 0.623 g, F. = 1.302 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S,50.10 S,=0.20 S,=0.30 S,=0.40 S,>:0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 I 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.261 g, F, = 1.877 http://ehp2-earthquake.wr.usgs.gov/desig=aps/us/report.php?template=minimal&latitude=... 2/5/2016 a�wa�u IvIa1.1J "QLa11GU A.CPU1L Equation (16-37): Equation (16-38): SMS = FaSs = 1.302 x 0.623 = 0.811 g SMl = FSS, = 1.877 x 0.261 = 0.4919 Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = 23 SMs = Z/ x 0.811 = 0.541 g Equation (16-40): SM = % SM] = % X 0.491 = 0.327 g Page 3 of 4 http://ehp2-earthquake. wr.usgs. gov/designmaps/us/report.php?template=minimal&latitude=... 2/5/2016 Lwign iviay�, Lctaiicu AZP01t Page 4 of 4 Section 1613.3.5 — Determination of seismic design category 0 TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION VALUE OF SDS RISK CATEGORY I or II III IV SDS < 0.167g A A A 0.167g:5 SDS < 0.33g B B C 0.33g 5 SDS < 0.509 C C D 0.509 <_ SDS D D D For Risk Category = I and SDS =0.541 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1 -SECOND PERIOD RESPONSE ACCELERATION VALUE OF SDI RISK CATEGORY I or II III IV SDI < 0.067g A A A 0.0678 5 SDI < 0.133g B B C 0.1338 5 SDI < 0.209 C C D 0.20g _< SDI D D D For Risk Category = I and SDI = 0.327 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.758, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf http://ehp2-earthquake.wr.usgs.gov/desig=aps/us/report.php?template=minimal&latitude=... 2/5/2016 o LNQ�- VD LA Ms StzF y . - � - X3`1', �34 I.D Fci2 1,1� LLV Q� Cokap(L\sty _���c� L� s 1 u bo VA),\,L0A Vis. 0 �p�JN� C..���� _VRaa��� � �� �.� CS�c,-� r gra. � • o � �� s15 i i CARBON STEEL GRATING -ASTM A1011 Plain Galv. Width Length Width Length Width Length Width Thickness s �}) x "� " s .Ctn..c.:_M i.y�1...Jw..zJ<.:.,..:5_• 3 l 300 320 4-6 8-10 0.938 3.438 1.333 5.330 0.261 0.183 73 9 0.500 4 l 400 v430 4-5-6 8-10 0.938 3.438 1.333 5.330 0.297 0.215 65 9 0.625 r d' 1 }^y i�'-� �° rR'a,�q i -�2 �'' � rr+- `k .1 �. -� t•�'�,�' 1 ^'�f A � CYT 9T, �t"2 0;:'� Y f '�.5 � ` 5 l 500 550 4-5-6 8.10 0.813 3.375 1.333 5.330 0.327 0.250 52 9 0.625 71b 700 750 4-6 8 0.813 3.375 1.4125330 0.38880.312 60 8.5 0.750 Above Conforms toEMMA557. AW `2 `% AC FA3V ALUMINUM GRATING -ALLOY 5052 H32 2 l 200 - 4-6 8 1.000 3.600 1.333 5.330 0.235 0.250 77 9 0.460 Above conforms to EMMA 557.99 CARBON STEEL LONG LENGTH SWD (CATWALK GRATING) -ASTM A 569/569M 3 l 300 320 6-10 2-12,..66--3-4 0.938 3.438 1.333 5.330 0.261 0.183 73 9 0.500 4 l 400 430 8-10 2-2.6-3-4 0.938 3.438 1.330 5.330 0.297 0.215 65 9 0.625 T, � £ F +=txr+ra'r'r'Y� ;�'' u'9 „SPr Z^",'S= k F y 1 �.' .� �. v t "'¢,r c•y�, V .,.'-Y � -a a� TM-a..ti#FF ! N' i P a v ^t '. 5 l 500 550 8-10 2-2.6-3-4 0.813 3.375 1.333 5.33D 0.327 0.250 52 9 0.625 Above conforms to EMMA 557.99 ALUMINUM LONG LENGTH SWD (CATWALK GRATING) -ALLOY 5052 H32 :f' Ilro+-... Rf t �iF�li4irt1 r t° 5' �f 312s e 'h"�.' 'r i g pmn mow 3567- Above u � 30S.1�x.,�`�3�,,�� ��rr, Above conforms to EMMA 557.99 2.0 Ib -3.0 Ib -4.0 Ib -5.0 Ib -6.25 Ib -7.0 Ib 3.14 Ib 4.27 Ib ORNAMESH CARBON STEEL -ASTM A A1011 -ALUMINUM ALLOY 5005 H34 Plain Width Length Width Length Width Length Width Thickness Steel 1.590 4-6 8 1.327 6.400 1.550 7.100 0.122 0.131 65 Aluminum 0.630 4.6 8 1.250 6.125 1.500 5.330 0.125 0.134 65 Above conforms to EMMA 557.99 ,pp MM INizvPII'v ; ? ULLVA I GW\�Gl WIAS \ \-kD PSF OL ZM�� UOC X,040 Z` W WOA Pi z \At S„01 WOO %Z.F.•L CVIS. CoQ. Z' CW"K- 1N\F TOFS. 35500 Deflections shown in shaded areas can be solely used at the discretion of the engineer. however, these deflections exceed W. I; 18" .052 .105 .158 .211,-0 #3rKt»8„"367 081 .153 .245 c 24" .125 250 .175 }'4, 2.0# 30" 244 z4@` CARBON STEEL W x�42 .199 399 :': 698_ .049 099 147 .196 .245 t 29 343 CARBON STEEL 48" C18" u 24 156 36 t*4 -- lp V211 I lokb rA 1. U .079 .120 .160 200 240 Felt' 30" 24 90" 068 132 197 X68 2 X95 ;: > 462 c 116 22804 1)" C 3F• 10� X80, d 3.0# 42 ,5.0s' CARBON STEEL r7r 24" 073 146 220 ; u 30" 1..5 too= �� �SF 336 s�o' � .023 42" 24" 30" �} 527 049 094 140 187 234 >: 2 0' 326 F P?;572 ,420' 465u°= 198 395 F 3 wo,(k�J�y c 36" .099 180 .087 .130 174 217 3.14# 42" .225 F�4 664' .078 CARBON STEEL 48° c 42" .103 24" .057 115 173 230 ,: X288 y� 846 =d04 s 462 ' 30" .129 61p 3db ti; u 36" 5.0# 54" .242 42• 4$ CARBON STEEL 48" .025 .050 .075 .100 .125 .150 .175 .200 .225 .250 24" .031 ,064 096 128 160 192 .124 256 +,8 "32U• 30 061 30" .060 .120 180 240 ;'Irrszk�3�0{ ^d2QFa 3QQ c 36. 101 205 265: 3y5 's 526 42" .158 915'= 473y 4�9� u 42" 4.0# 48" .219 A3� w r ,safi, CARBON STEEL 24" .037 ,073 .111 147 184 222 ;259 X96 493 y3Z(lr i 708::: 30" ry 068 .135 .2053da.,;ti^a�.r,, 54" 30" 081 .153 .245 c 36" .124 .250 379;.: 505 4.27# 42" .199 399 :': 698_ CARBON STEEL 48" .242 `M8Q 24" .038 .079 .120 .160 200 240 30" .078 .156 .235 u 36" .186 42" r7r 48"i$q'7 ; 24" .023 .047 .070 .093 .116 .140. 164 .186 .210 .234 30" .033 .087 .130 174 217 36" .078 .154 230 `3b4 •383 458 fi35, c 42" .103 .206 '310 Al"4 5561T 48" .155 61p 3db ti; 5.0# 54" .242 �4�9 465;' T30: CARBON STEEL 24" .025 .050 .075 .100 .125 .150 .175 .200 .225 .250 30 061 .123 .184 246 `A7 -'.<3$9 A 0 491 552;= 36" .133 265: 3y5 's 526 u 42" 200 QO;.:`z" 48" 355;:. 708::: 54" Y,606 . "Fl,"P., 44 44® 101 7.0# CARBON STEEL 2.0# ALUMINUM U C 24" .017 .035 .054 .072 .090 .110 .127 .145 30" .045 .091 .135 .180 .226 24" .015 .030 .045 .060 .075 .090 .105 .120 .135 .150 30, .035 .069 .103 .137 .171 .206 .240 ............. 36" .054 .108 .161 .216 -W# C 42" .084 .166 .247 ,so# 48" .117 .236 6.25# 54" 167 56- 6.25# 60" .225 CARBON STEEL 72 7.0# CARBON STEEL 2.0# ALUMINUM U C 24" .017 .035 .054 .072 .090 .110 .127 .145 30" .045 .091 .135 .180 .226 36" .092 .184 4 All."'K 42" 15 0 0 48" 54".143 366 54' 60" .2 03 30' .030 .061 .090 .121 .152 .182 .212 242 36" .051 .101 .151 .201 X251 1Y �5fis� x'401; 42' .065 .130 .195 0.X23 ir3@8J" 46 511 48" .095 .190 54".143 366 v7@4c3v 8664 :`s 60" .2 03 X05 30.. .039 .079 36' .085 .170 42" .126 u 48" .210 3.14#* 54" 366 781' 60" .566 72" 18.1 .019 .039 24' .046 .092 30' ;092 .181 36" .125 157 .196 U59 .079 .099 .119 .139 .1 138 .184 .230 iKW_o 18, .017 .034 .051 .068 .085 .103 .121 .139 .157 u 24' .047 .094 .141 .189 .236 30' .108 .216 36' .213 CONCENTRATED LOAD: A load that Is concentrated over a small area. Example, a DEFLECTION: The deviation in Inches from the original plane when the grating is pedestrian load, or light equipment load. Concentrated loads are shown In lbs per ft placed under a load, of grating width measured perpendicular to span. (le, In SWO Direction) CLEAR SPAN: The distance between supporting members measured from the Inside UNIFORM LOAD: A load that Is equally distributed over all of the clear span. Measured bearing point of one supporting member to the Inside bearing point of the next sup - In lbs per sq. ft. (i.e., Inventories stacked on shelving.) porting member. AMICO GRATING APPLICATION GUIDE This table Is a convenient means of selecting grating for typical walk -way Installations. If the distance between supports, and the load to be carded are known, the most eco- nomical type of grating to be used may be selected from the table below. Expanded metal grating has its greatest resistance to bending In the direction of the long way of the diamond. The LWD should always be placed across the span for best results. I. 1.0aa 50# 3.0# 3.0# 3.0# 4.0# _4A# 5.0# 6.25# 3.14#* �..14#' 3.14#* 4.27#** 4.27#'* W , ,so# 3.03.14## 6.25# * 420## + .20##* W 8 FT Ww = 0.02 a Ww= MAX WIND LOAD [ksf] MAB = W/(8 X 8^2) X 12^2 X 4^2 = 4.5W MB = W X 4A2/2 = 8W <----------CONTROLS TRY (ANGLE)3 X 3 X 1/4 fb = 8 X 12 ((0.023a + 0.0183)/.577) = 21.6ksi a= 4.84891 ft MAX SPC'S 4'-10" O.0 TRY (ANGLE)4 X 3 X 1/4 LLH �� (5 3 re.' 4c c: fb = 8 X 12 (0.023a/1.0 + 0.0183/.599) = 21.6 ksi a= 8.45431 ft MAX SPC'S 8'-5" O.0 TRY (ANGLE)5 X 3 X 1/4 LLH fb = 8 X 12 (0.023a/1.53 + 0.0183/.614) = 21.6 ksi a= 12.9847 ft MAX SPC'S 13'-0" O.0 4 FT WDL = 2.5 X 5 + 5.8 = 18.3 PLF a = TRIB AREA [FT] TITLE: DATE: 211A I ki. . CALCULATIONS FOR STRINGER BY: (� G14. Outdoor Iris. SHT#: (� //�y� TITLE: JOB #: 4425 N 24TH ST. - STE 200 LED Panel = 3500 lbs - 3 \'\\ ��V'fT ��. 12 = 1166.67 lbs Brace/Hang rail (L3x3x1/4) = 4.9 plf ENG. #: G-10503 JlI�/ -R-4G PHOENIX, AZ 85016 HEAD STRUCTURE DEAD LOAD 1 DATE: Feb -16 *r Inc, 602-230-8634/800-525-8509 8 It Trib, x 4 = 156.80 lbs grating = 2.0 psi x BY: FS GCTIr1N TWPI I CIr_A1 • FAX 602-230-9071 2 = 64.00 lbs SHEET: �fJ I.-C).F--tn- 14'-6" FACE Sy 8r_bu x.ene� APRON DEAD LOAD: 12x24 HEAD STRUCTURE WITH LED PANELS PDL = 2033.91 lbs DEAD LOAD: 12x24 HEAD STRUCTURE WITH STATIC FACE PANELS Per Upright LED Panel = 3500 lbs - 3 Uprights 12 = 1166.67 lbs Brace/Hang rail (L3x3x1/4) = 4.9 plf x 8 ft Trib. x 1 = 39.20 lbs Rear Walkway (L3x3x1/4 = 4.9 plf x 8 It Trib, x 4 = 156.80 lbs grating = 2.0 psi x 8 ft Trib. x 2 ft x 2 = 64.00 lbs Front Walkway (L3x3xl/4) = 4.9 plf x 81t Trib. x 2 = 78.40 lbs grating = 2.0 psf x 8 It Trib. x 2 ft = 32.00 lbs Apron = 2.0 psf x 8 ft Trib. x 2 It = 32.00 lbs Upright (W8 x 13 ) = 13 plf x 14.5 It 14.5 ft = 188.50 lbs Front Ledger (W6x9) = 9 pli x 4.83 It 4.83 ft = 43.47 lbs Rear Ledger (W6x9) = 9 plf x 5.33 ft 5.33 R = 47.97 lbs Misc. 10%= Stdnger(L4x3xl/4) = 5.8 plf x 8 I Trib. = "ae - - PDL = 2033.91 lbs DEAD LOAD: 12x24 HEAD STRUCTURE WITH STATIC FACE PANELS GOVERNS Z o;q p�i�7tO�+t Ct, Per Upright SIGN Panel = 2.5 psf x 8 ft Trib. x 12 ft = 240.00 lbs Brace (L3x3x1/4) = 4.9 plf x 8 It Trib. x 1 = 39.20 lbs Rear Walkway (L3x3x1/4 = 4.9 plf x 8 ft Trib. x 4 = 156.80 lbs grating = 2.0 psf x 8 ft Trib. x 2 ft x 2 = 64.00 lbs Front Walkway (L3x3xl/4) = 4.9 plf x 8 It Trib. x 2 = 78.40 lbs grating = 2.00 psf x 8 ft Trib. x 2 ft = 32.00 lbs Apron = 2 psf x 8 ft Trib. x 2 It = 32.00 lbs Upright (W8 x 13 ) - 13 plf x 14.5 ft = 188.50 lbs Front Ledger (W6x9) = 9 plf x 4.83 ft = 43.47 lbs Rear Ledger (W6x9) = 9 pif x 5.33 R = 47.97 lbs Stdnger(L4x3xl/4) = 5.8 plf x 8 I Trib. x 3 = 139.20 lbs Misc. 10%= - = 106.15 lbs PDL = 1167.69 IbS GOVERNS Z o;q p�i�7tO�+t Ct, UPRIGHT DESIGN CONNECTION X1 = 4.5 TITLE: X2 = JOB #: lin ksf 4425 N 24TH ST. - STE 200 12 ft ENG. #: G-10503 ft PHOENIX, AZ 85016 UPRIGHT DESIGN 1ft DATE: Feb -16 Outdoor InC. 602-230-8634 / 800-525-8509 x 1 BY: FS upright FAX 602-230-9071 8 It Trib. SHEET: -7 UPRIGHT DESIGN CONNECTION X1 = 4.5 in X2 = 4.5 lin L.E.D. PANEL WTG., Poi = 2.03 K # Of Uprights = 2 Max Wind Pressure = 0.023 ksf Height, H = 12 ft Upright S acin = 8 ft e= ± 2 1ft DEAD LOAD: w = 0.0230 x 8 = 0.184 klf Mwtnd = 0.184 x ( 12.00 ) z / 2 = 13.25 ft -k / 2 uprights M111d = 13.25 ft -k / 2 Uprights = 6.62 ft -k per upright M:9n = Poi x e = 2.03 x 2 = 4.07 ft -k per upright x 1 Mtotal = 10.69 ft-kper upright x 8 It Trib. x 4 = 156.80 lbs grating = 2.0 psf USE: W 8 x 13 x 2 ft x Mca acjt = 15.5 ft -k UBL : 10--0" Front Walkway (L3x3x1/4) = 4.9 plf DEAD LOAD: Per Upright LED Panel = 3500 lbs - 3 Uprights = 1166.67 lbs Brace/Hang rail (L3x3x1/4) = 4.9 pH x 8 It Trib. x 1 = 39.20 lbs Rear Walkway (L3x3x1/4 = 4.9 plf x 8 It Trib. x 4 = 156.80 lbs grating = 2.0 psf x 8 ft Trib. x 2 ft x 2 = 64.00 lbs Front Walkway (L3x3x1/4) = 4.9 plf x eft Trib. x 2 = 78.40 lbs grating = 2.0 psf x 8 ft Trib. x 2 ft = 32.00 lbs Apron = 2.0 psf x 8 ft Trib. x 2 ft = 32.00 lbs Upright (W8 x 13 ) = 13 plf x 14.5 ft = 188.50 lbs Front Ledger (W6x9) = 9 plf x 4.83 It = 43.47 lbs Rear Ledger (W6x9) = 9 plf x 5.33 ft = 47.97 lbs Misc. 10%= = 184.90 lbs Try: 1/2 o A325 Bolts Abo,t = 0.196 in' Mtotat = 10.69 ft -k V = 2.03 k I = 4 ( 4.5 )Z + 4 ( 9.0 )2 = 405 in T= 10.69 x 12 x 9.0 = 2.85 k/bolt 405 V= 2.03 = 0.25 k/bolt 8 bolts FT = 45 ksi fT = 2.85 k = 15 ksi 0.196 in fT < FT OK FuSE : (8) - 1/2 o A325 BOLTS PDL = 2033.91 Ibs TITLE: JOB #: 4425 N 24TH ST. - STE 200 ENG. #: 0-10503 KAvG- PHOENIX, AZ 85016 UPRIGHT FLANGE BENDING DATE: Feb -16 Outdoor Inc. 602-230-8634/800-525-8509 BY: FS FAX 602-230-9071 SHEET: UPRIGHT FLANGE BENDING: Prying action governs design. Design flange thickness per AISC 14th Edition on pg. 9-12 Check Saddle Beam q 9 �q T= 2.31 K bt= 4.00 in. r+q tw= 0.230 in. b'= 0.76 T+q b" a' gage = 2.25 in, b = 0.75 J. dblt = 0.5 in. a'= 1 d'boit = 0.563 in R = 4.172 B = 8.82 K p = 0.6756 p = 2.25 in a'= 1.125 aj Prying forces !n tee W8X13 tt= 0.255 in. b = 1.01 in. a= 0.875 in. F„ = 65 ksi tmin = 0.214 in. < 0.255 in. OK F1114T b' train =+ 6a') Where: F„ = Specified minimum tensile strength of connecting element, ksi. d' ratio of the net area at bolt line to gross area oat face of the stem or P leg of angle. a'=1 ifR>1 a' = the lesser of 1 and s �1Ra)if P<1 1 B b' Q= P(T —1) P= a' a'= a+ db 5 11.25b + Zb 1 b' = rb — Zbl T = Required strength, /kips \\ JJ \ lil b = Distance from bolt centerline to the face of the tee stem, in. db =Bolt diameter, in. a = distance from the bolt centerline to the edge of the fitting, in, B = available tension per bolt per Table 7-2 p = Tributary length per pair of bolts for a tee. Which should preferably not to exceed the gage between the pair of bolts, g 0 = 1.67 TITLE: JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10503 ... R,VL L PHOENIX, AZ 85016 SPREADER DESIGN DATE: Feb-16 Outdoor Inc. 602-230-8634 / 800-525-8509 BY: FS FAX 602-230-9071 SHEET: SPREADERS: SPREADERS CANTILEVER FROM FIXED CONNECTION AT TORSION e = 2 ft F, V -size = 15 ft w to MAX CANTILEVER =(V -size /2 -1 = 6.5 ft SELF WTG. OF SPREADER, w = 0.022 klf DEAD LOAD OF HEAD STRUCTURE, P = 2.03 k Mwind FROM UPRIGHT = 4.60 ft -k L --+I w12 = 0.022 x ( 6.5 )2= 0.465 ft -k Mselj wtg. = 2 2 MDL of He.d = P /I "}' E� 2.03 x ( 6.5 + 2 ) = 17.255 ft -k l _ MTOTAL = Mwind From Upright + Mseif wtg. + MDL of Head = 22.32 ft -k CONNECTION DISREGARD BALANCED DEAD LOAD X1 = 8 in x2= 4 in Max Wind = 0.023 ksf HSICIn Face = 14.50 ft U right Tdb.=1 8 ft MTOTAL= 22.3 + 4.60 = 26.9 ft -k V= 0.023 x 14.5 x 8 = 2.67 k 1 = 4 ( 8 )2+ 4 ( 12 )2 = 832 in T = 26.9 x 12 x 12 = 4.66 k/bolt 832 USE: W 12 x 22 Mallow = 45 ft -k @ UBL = 9 FT TRY: 5/8 . DIA.BOLT Abort = 0.307 int V = 2.67 — 0.33 k/bolt 8 bolt TCR -- Check Stresses : fT = 4.66 k = 15.194 ksi < FT = 45 ksi OK 0.307 int fv = 0.33 k = 1.09 ksi < Fv = 24 ksi OK 0.307 int ITt i/2^ I i/2' ib) A-925 COLTS 1 1411+ + II xz xz USE: (8) - 5/8 DIA. A325 BOLTS Provide 3/8" plate x fit x fit Stiffeners TITLE: JOB #: �` 4425 N 24TH ST. - STE 200 ENG. #: G-10503 v ' L PHOENIX, AZ 85016 TORSION DESIGN DATE: Feb -16 602-230-8634/800-525-8509 BY: FS Outdoor Inc. FAX 602-230-9071 SHEET: TORSION DESIGN WDL Torsion = 0.080 klf PDL = 2.03 k wind = 0.023 ksf Sign height = 14.5 ft Sign length = 24 ft bot. of upright to center of torsion = 1 ft # of Uprights Total = 2 e= 5 ft # of Faces = 2 TRY: 20" X 0.375 PIPE Fy = 35 ksi WS reader = 0.022 klf LS reader 10.33 ft LZ = 0 ft I -Torsion = 16 ft Partial Flag = PF P P P 4 -17 . t X, Li LiI I I4' -0 - DEAD LOADS PDL = 2 x 2.03 + ( 10.33 x 0.022 ) = 4.29 k VDL = 2 x 4.29 + ( 16.00 x 0.080 ) = 9.85 k MDL = 4.29 ( 0.00 + 8.00 + 16.00 ) + 0.080 ( 16.00 )Z = 113.13 ft -k 2 Torsion due to unbalanced load = 2 x 2.03 k x 5 ft = 20.30 ft -k WIND LOADS Pwind = Vwind = 0.023 x 14.5 x 24 = 8.00 k Mwind = 8.00 x ( 8.00 + ( 0.2 x 24 ) = 102.45 ft -k Torsion = 8.00 x ( 14.5 - 1 ) = 50.03 ft -k 2 COMBINED LOADS V = VDL2 -I- Vwind2 V = 12.70 ft -k M -VMDL2 + Mwind 2 M = 152.63 ft -k Torsion = 20.30 ft -k + 50.03 ft -k = 70.33 ft -k USE: 20" 4) x 0.375 in. PIPE Fy = 35 ksi .f (SEE ATTACHED SHTS 21 r �� TITLE: Torsion JOB 4: 4425 N 24TH ST. - STE 200 ENG. #: G-10503 4, PHOENIX, AZ 85016 DATE: Feb -16 Outdoor inc. 602-230-8634 / 800-525-8509 BY: FS FAX 602-230-9071 SHEET: Pipe Properites: Dia. = D = 20 (in) S = 111.3 (in3) Wall = t = 0.375 (in) I = 1113 (in4) Fy = 35 (ksi) Z = 144.4 (in3) D/t = 53.333 Compact Section A = 23.1 (in2) L = 16 (ft) Ag = 21.5 (in2) L„ = 16 (ft) Nominal Flexural Strength: Yeilding Mn=Mp=FyZ= Local Buckling (not applicable for Compact Section) Noncompact Sections Mn = 0.021E + Fy S= D t Slender Sections Mn= 0.33E S= D t Nominal Shear Strength: Vn=FrAgl2= Fir = Greater of F,:5 0.6Fy 1.60E 0.78E 5/4 Or (D3/2 V(DI ) ` 1tl 421.3 kip -ft Mn = 421.3 kip - 103.9 ksi 21.0 ksi Vn = 226.1 kips TITLE: Torsion JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10503 X,)V-G- PHOENIX, AZ 85016 DATE: Feb -16 Outdoor Inc. 602-230-8634 / 800-525-8509 BY: FS FAX 602-230-9071 SHEET: !/ Nominal Torsional Strength: Tn = F, C C = 'r (Dt)Z t = 226.9 (in3)2 Fir = Greater of L 1.2 � )5/4 or 0.60E2 = 79.9 ksi F,.:5 0.6Fy 21.0 ksi Tn = 397.0 kip -ft Nominal Compressive Strength: Structures are relatively light and compression loads are minimal when compared to flexural stresses. Conservatively assume that P,/P, = 0.05. Applied Loads: Pr — kips P� = P„ /C2, where n, = 1.67 M,. = 153.00 kip -ft M, = Mjn, where 0. =1.67 V, = 13 kips V, = V„ /S2, where Q, = 1.67 T,. = 71 kip -ft T� = T„ /52,. where 52,. =1.67 2 P, + M'' + V'' + T, = 0.812 < 1.0 Pipe OK P� M, V� T�— ) Final Selection: Use 20" Dia. X 0.375" Wall - 35 ksi steel TITLE: JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10503 ,.� PHOENIX, AZ 85016 TORSIONICOLUMN CONNECTION''. DATE: Feb -16 OuInc.602-230-8634 / 800-525-8509 FOR'FF &PF , . , BY: FS +.J��� 2 ltd FAX 602-230-9071 SHEET: Z 7 Y2 Y3 yl X1 -+- + X2 X3 X Y PLATE SIZE = 27 in. Square Sign Height = 14.5 ft # OF BOLTS = 12 Bolt dia. = 1 in Sign Length = 24 ft PDL = dd # of point loads = 3 x1 = 1.50 in # of bolt in row 1 = 4 X2 = 3 in # of bolt in row 2 = 2 x3 = 9 in P,- $fir 1 G Mtomlon= 103 ft -k bolts in -direction 18 ft Y1 = 1.50 in # of bolt in row 1 = 4 Y2 = 3 in # of bolt in row 2 = 2 Y3 = 9 1152 in C = 3.0 Sign Length = 24 ft PDL = 4.29 k # of point loads = 3 e = 0 ft Pwtnd = 8 k Wtg of Torsion pipe = 0.080 klf MnL = PTotal (e) P,- $fir 1 G Mtomlon= 103 ft -k Length of Torsion pipe = 18 ft M,,= 113.13 ft -k / PTotai = 14 k Moi UNBALANCED = 4.33 ft -k ___- S 4 bolts x( 3.0 + 9.00 )Z x 2 sides = 1152 in C = 3.0 + 9.00 = 12.00 in 2 bolts x( 9.00 )Z x 2 sides = 324 in r, = 3.0 + 9.00 = 12.00 in lxx = 1476 In r = 3.0 + 9.00 = 12.00 in ly= 1476 in" r = rZx+rzy = 17.0 in lTotat = 2952 in' MWnd = 8.00 x 14.5 - 0.00 = 58.00 ft -k 2 Tboit = ( 113.13 )+( 58.00 + 4.33 ) x 12 x 12.00 = 17.1 k/bolt 1476 1476 Vbo t = ( 103.00 ) x 12 x 17.0 + 8 k = 7.8 k/bolt 2952 12 BOLTS BOLT STRESSES fT = 17.1 k = 21.8 ksi < OK fv = 7.8 k = 9.9 ksi < QK 0.785 int 0.785 int FT= 1.3 Fnt - fv where: Fot = 90 ksi Fnnt for A325N bolts per Table J3.2 AISC 13TH Edition F„v = 48 ksi 0=2 F'T = 39.9 ksi > fT OK Tgu,= 31.3 k USE ( 12 ) 1 " DIA. A325 BOLTS 4TITLE: JOB #: 11 4425 N 24TH ST. - STE 200 ENG. #: G-10503 .� L PHOENIX, AZ 85016TORSION SADDLE BEAM DATE: Feb -16 Outdoor Inc. 602-230-8634/800-525-8509 BY: FS FAX 602-230-9071 SHEET: TORSION SADDLE BEAM : Prying action governs design. Design flange thickness per AISC 14th Edition on pg. 9-12 aJ Pr)dng forcos in feo trt,in = 0.529 in. < 0.590 in. OK d14Tb' tmin = pFu(1 + 6a') Where : F„ = Specified minimum tensile strength of connecting element, ksi. df ratio of the net area at bolt line to gross area oat face of the stem or P leg of angle. a'=1 ifR>_1 a' = the lesser of 1 and s (1RR)if R < 1 1 B b' Q= P(T —1) P= a' a'= I a+ Zb I <_ (1.25b + db) b' _ (b — 261 T = Required strength, //kips \ ` //J b = Distance from bolt centerline to the face of the tee stem, in. db = Bolt diameter, in. a = distance from the bolt centerline to the edge of the fitting, in, B = available tension per bolt p = Tributary length per pair of bolts for a tee. Which should preferably not to exceed the gage between the pair of bolts, g d'b = Width of the hole along the length of the fitting, in. f2 = 1.67 Check Saddle Beam: W24X62 4 T= 17.10 K tf= 0.590 in. bf= 7.04 in. tµ,= 0.430 in. U= 0.91 b = 1.54 in. gage = 3.5 in. 6 = 0.625 a = 1.770 in. db = 1.25 in. a'= 1 d'b = 1.313 in P = 5.864 B = 55.2 K p = 0.3800 p = 3.5 in a'= 2.395 F„ = 65 ksi trt,in = 0.529 in. < 0.590 in. OK d14Tb' tmin = pFu(1 + 6a') Where : F„ = Specified minimum tensile strength of connecting element, ksi. df ratio of the net area at bolt line to gross area oat face of the stem or P leg of angle. a'=1 ifR>_1 a' = the lesser of 1 and s (1RR)if R < 1 1 B b' Q= P(T —1) P= a' a'= I a+ Zb I <_ (1.25b + db) b' _ (b — 261 T = Required strength, //kips \ ` //J b = Distance from bolt centerline to the face of the tee stem, in. db = Bolt diameter, in. a = distance from the bolt centerline to the edge of the fitting, in, B = available tension per bolt p = Tributary length per pair of bolts for a tee. Which should preferably not to exceed the gage between the pair of bolts, g d'b = Width of the hole along the length of the fitting, in. f2 = 1.67 TITLE: JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10503 RA L PHOENIX, AZ 85016 COLUMN DESIGN DATE: Feb-16 Out Inc. 602-230-8634/800-525-8509 BY: FS FAX 602-230-9071 SHEET: 7,57 COLUMN DESIGN: TRY: 24 X 0.375 in PIPE Fy= 35 ksi wind = 0.023 ksf MDL = 113.13 ft -k (From Torsion/Column Connection) Sign height = 14.5 ft Torsion = 103 ft -k (From Torsion/Column Connection) Sign length = 24 ft O.A. HEIGHT = 35 ft H.A.G.L. = 20.5 ft PFwind = 0.023 x 14.5 x 24 = 8.00 k Pcol —_ wind - 0.023 x 2 x 20.5 0.94 k Pwind total = 8.95 k MDL = 113.13 ft -k Mwind = 8.00 x ( 14.5 + 20.5 ) + 0.94 x ( 20.5 ) = 231.777 ft -k 2 2 Wending = �MDL2 + Mwind2257.91 ft -k USE: 24 (� x 0.375 PIPE Fy= 35 ksi (SEE ATTACHED SHTS L 7 ) FOOTING DESIGN: Moment, M = 257.91 ft -k Pwind total, P = 8.95 k h= M = 257.91 = P 8.95 28.83 ft USE: 4'-0" X 8'-0" X 10'-0" DEEP CUBE FOOTING (SEE ATTACHED SHTS & U-7) TITLE: Column JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10503 / PHOENIX, AZ 85016 DATE: Feb -16 Outdoor Inc. 602-230-8634 / 800-525-8509 BY: FS FAX 602-230-9071 SHEET: Z Pipe Properites: Dia. = D = 24 (in) S = 161.9 (in3) Wall = t = 0.375 (in) I = 1942 (in4) Fy = 35 (ksi) Z = 209.3 (in3) D/t = 64 Noncompact Section A = 27.8 (in2) L = 20.5 (ft) Ag = 25.9 (in z ) Lv = 20.5 (ft) Nominal Flexural Strength: Yeilding Mn=Mp=FyZ= Local Buckling (not applicable for Compact Section) Noncompact Sections 0.021E Mn = D + Fy S= t Slender Sections Mn0.33E = D S= t Nominal Shear Strength: Vn=F�Ag/2= Fir = Greater of Fir <_ 0.6Fy 1.60E 0.78E VD 5/4 OY 3/2(t) (�It) 805.5 kip -ft 600.4 kip -ft Mn = 600.4 kip -ft 57.3 ksi 21.0 ksi V„ = 361.0 kips TITLE: Column JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10503 'R. PHOENIX, AZ 85016 DATE: Feb -16 Outdoor G- % 602-230-8634 / 800-525-8509 BY: FS FAX 602-230-9071 SHEET: Nominal Torsional Strength: T„ = F,,. C C = 7r (Dt)Z t = 328.8 (in3)2 F�, = Greater of L 1.2 3E or .601lE2 _ I /D tt)114 �tI F,,!5 0.6Fy 44.1 ksi 21.0 ksi Tn = 575.4 kip -ft Nominal Compressive Strength: Structures are relatively light and compression loads are minimal when compared to flexural stresses. Conservatively assume that PR, = 0.05. Applied Loads: P, = kips P� = Pn/Q, Where 0, =1.67 Mr — 258 kip -ft M� = M,,IQ, where 92,y =1.67 Tyr = 9 kips V� = V„ /92v where S2v = 1.67 Tr = 1.03 kip -ft T� = T/n, where 52,. = 1.67 2 P'. + M, + V' + Tr = 0.884 < 1.0 Pipe OK P, M� V� Tl� Final Selection: Use 24" Dia. X 0.375" Wall - 35 ksi steel TITLE: FOOTING DESIGN JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10503 i PHOENIX, AZ 85016 DATE: 5 -Feb -16 602-230-8634 / 800-525-8509 BY: FS Outdoor Inc. FAX 602-230-9071 SHEET: Z Nonconstrained Embedded Pole FootingDesign Square or Rectangular Footing Design based on CBC or IBC section 1807.3.2.1. d = `4 1+1+ 4.36h 2 ( vA Where: A _ 2.34P Sib b = diagonal dimension of square or rectangular footing. (ft) t = plan thickness of square or rectangular footing. (ft) w = plan width of square or rectangular footing. (ft) q = allowable lateral soil bearing pressure. (ksf/ft) d = actual depth of embedment in earth. (ft) h = distance in feet from ground surface to point of application of'P' P = applied lateral force. (k) S, = allowable lateral soil -bearing pressure as based on a depth of one third the depth of embedment, 12' maximum depth for this consideration. (ksf/ft) Data: b = 8.944 q = 0.3 h = 28.83 P = 8.95 S, = 0.992 A = 2.361 d= 9.917 Use 4'-0" by 8'-0" by 10'-0" deep cube footing t= 4 W = 8 U Z I O U W D C13 O cn - -3 5'-0" O.Aat�. COLUMN_ 5>� LADDER 14'-G" FACE 20'-G" H.A.G.L. 24'-O" FACE LEDGER STRINGERS +� r HANG RAIL FRONT WALKWAY PLAN VIEW _HAND RAIL CROSSOVER 71-G" 8ALKWAY COLUMN 70 ,ION _REAR REAR LEDGER LADDER 71-01 11 24'-0" FACE 4'-0" 4'-O" UPRIGHT UPRIGHT UPRIGHT I I HANG 1 i I RAIL i 1 REAR LADDER I UPRIGHT ---'STRINGER i I i I I I 1 1 REAR I WALKWAY I HAND RAIL 1 I � -- - TORSION ------ --- -- ------ ----- — - I I HAND FRONT FRONT CROSSOVER RAIL WALKWAY LEDGER 41— 5'-011 PLATFORM LADDER PLATFORM COLUMN LADDER -1.1 PIPE 24110 x 0.37511 J (Fy = 35 k51) SLOPE CONCRETE AWAY FROM PIPE J r GRADE 31.0 I 1_011 4 10" MIN. ii3/8" 0 GALVANIZED j1 WIRE ROPE THIMBLE 3/8"0 7 x 19 4" 4" PREFORMED 11 3/4" 0 DROP FORGED GALVANIZED STEEL j1 EYEBOLT wl LOCK WASHER AIRCRAFT STRAND i i AND 2 HEAVY HEX NUTS II ozuzzuzzz= 3/8"0 CROSBY CLIP, G-4501/4 ii C 5 x G.7 OR EQUAL (3 REQUIRED PER l CONNECTION) UPRIGHT 1L SAFETY CABLE MOUNTING HANG RAIL L3"x3"x 114" w/ (2) 112"0 A-307 BOLTS @ EACH CONNECTION II 1'-0" ! 15 1 /211 il REAR 3 -0 FACE I WALKWAY PANELS��j j !! WGx9 5'-0" II ii ! ! REAR STRINGER ! i LEDGER L4N3"x 114" LLH II 121-011 i FACE II = II � 5-O" ii II SEE STRINGER 1 MOUNTING REAR DETAIL II WALKWAY ' 1�I J, u 5PREADER , W 12X22 APRON - r 2'-0" APRON FRONT I' -G" I'-0" WALKWAY r D 1011 11-011 G" ' IF WGx9 - � ,-, FRONT TORSION SEE 1 r LEDGER WALKWAY 1 112" MOUNTING 2'-1 1/2" I'-8" VARIES DETAIL 811 TYPICAL SECTION THRU 51GN UPRIGHT CLIP ANG '-E L 3" x 3" x 3/8" 1 w/ (2) 112"0 A-307 BOLTS @ EACH LEG ; 1 1/2" 1 1.ONT LEDGER SECTION D -D 4'-0" 311 311 a ° � a 4'-011 + _ �J TOPtION ° 21-011 4 a a d WELDED WIRE FABRIC L 3" x 3" x 1/4" (8.5. OF COLUMN) EQ. SPACED OR FIBER MESH (4) REQUIRED SEE NOTES AND SPECS. SECTION F -F SPAN = L CABLE MOUNT CABLE MOUNT LEVEL- --------------------- ---- ---------------- CABLE - RELAXED L/30 - CABLE / 30 CABLE - IN MEASURED POSITION (A FORCE OF 10 LBS, SHALL BE APPLIED TO THE CABLE WHEN MEASURING THE DEFLECTION, TO TAKE THE SLACK OUT OF CABLE.) SAFETY CABLE TENSION x RESPONSE MODIFICATION FACTOR (R): 3.0 SECTION 5-13I/4 W 12x22 SEISMIC BASE SHEAR IS DETERMINED IN ACCORDANCE WITH SECTION 12.8 "EQUIVALENT LATERAL 1 FORCE PROCEDURE" USING THE DESIGN DATA ABOVE UPRIGHT q I I REAR LEDGER II ::11 3/411 351De5 1/4 CLIP ANGLE L 3"x3"x 114" x 4 3/4" 1 3/411 w/ (2) 112"0 Ili A-307 BOLTS III J� SECTION E -E TORSION PIPE W 24 x G2 20"0 x 0.375" (Fy = 35 k51) PL 4" I/4 i + - �j PL I/2" I' -o.. 10 I -- A PL I" II I I I I II I I G" I I I COLUMN PIPEPL 1/2" GUSSETS 24"0 x 0.375" 1/4 I 4s° (1 2) REQUIRED (Fy = 35 k51) (3) PER CORNER I I COLUMN-TOR51ON CONNECTION TORSION DESIGN LIVE LOAD - MAINTENANCE PLATFORM 40 PSF OR 300 LBS CONCENTRATED LOAD. VARIES � DESIGN DEAD LOAD - UPRIGHT-SPREADER-TOR5[ON CONNECTION SIGNIS DISPLAY: 00�BSEACH FRAME - FRONT t L3'x3'xF//4" EACH WALKWAY FOR REAR WALKWAY 1/2" 0 J -BOLT 112" 0 J -BOLT WALKWAY LEDGER GRATING X EXPANDED METAL 112" WELDED TO ANGLES @ 15" 0. C. ------- WALKWAY 3.14 p5f - FOR WALKWAY WGx9 1 (3'-1 1/2" WIDE) 1 2.0 p5f - FOR WALKWAY (2'-1 112" WIDE) I " TYPICAL WALKWAY DETAIL WALKWAY MOUNTING DETAIL UPRIGHT n ii STRINGER II L4"x311x 1/4" ii LLH II I /4 I I I I I n it 2 1/12"' n II 3; 3/411 ii CLIP ANGLE ii L5"x3N 114" x 4 3/4" LLH n w/ (2) 1/2"0 A-307 BOLTS , JL GA. 2 1/4" 5TRINGER MOUNTING DET 311 911 911 311 I 112" � I 112" t. AI OTHER STRUCTURAL MEMBERS: AS NOTED IN CALCULATIONS - i \ - �� STEEL - WIDE FLANGES - ASTM A-992, OTHER SHAPES & PLATES - ASTM A-36. PIPE SECTIONS - ASTM A-53 GR B OR A 252 GR 2, OR API - LX WITH MINIMUM YIELD STRENGTH AS NOTES AND SPECIFICATIONS INDICATED ON DRAWINGS. 1. Ali EXPANDED METAL GRATING - EXPANDED METAL GRATING SHALL BE MANUFACTURED FROM CARBON STEEL IN CONFORMANCE WITH THE EXPANDED METAL MANUFACTURERS ASSOCIATION (EMMA) (8) 5/8"0 (APPLY UNLESS OTHERWISE NOTED) ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS (NAAMM). I ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO LATEST AISC A-325 BOLTS PAINTING - ALL STRUCTURAL STEEL, EXPOSED TO WEATHER, SHALL BE SHOP PRIMED AND PAINTED IN ACCORDANCE WITH AISC 335 (SPECIFICATION) AND AISC 303 (STANDARD PRACTICE). CONCRETE - CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI (DESIGNED AT GA. 2 114" CODE - 2013 CBC PROPORTIONED WITH A MAXIMUM SLUMP OF 5". REINFORCING STEEL - REINFORCING STEEL SHALL BE WELDED WIRE FABRIC 4x4 - W4 x W4 PER ASTM Al 85 OR A497M. WELDED WIRE FABRIC CAN BE SUBSTITUTED WITH POLYPROPYLENE FIBER MESH WIND DESIGN - SIGN STRUCTURE WIND LOADS ARE DETERMINED IN ACCORDANCE WITH ASCE 7-10 INCORPORATED INTO THE CONCRETE MIX AT THE RATE OF 3 LBS. PER CUBIC YARD. REINFORCING SHALL BE FABRICATED AND SECURED IN ACCORDANCE WITH ACI 318 AND CRSI MANUAL OF STANDARD PRACTICE. DO NOT WELD REINFORCING STEEL UNLESS APPROVAL IS OBTAINED FROM THE ENGINEER I PRIOR TO CONSTRUCTION. SECTION 29.4.1. WELDING - ALL WELDING MATERIALS AND COMPONENTS SHALL BE IN COMPLIANCE WI1rH AWS D1.1. BOLTS - ALL REGULAR SHALL CONFORM TO ASTM A-307. HIGH STRENGTH BOLTS SHALL CONFORM TO ' ASTM A -325N. ALL BOLTS SHALL BE INSTALLED TO A SNUG TIGHT CONDITION UNLESS NOTED TO BE PRE -TENSIONED (PT). PT BOLTS SHALL BE FULLY TENSIONED PER AISC TURN OF THE NUT METHOD (1/3 / OF A TURN PAST A SNUG TIGHT CONDITION) OR OTHER AISC APPROVED TENSIONING METHOD. BASIC WIND SPEED: 100 MPH (3 SECOND GUST) (8) I/2"0 A-325 BOLTS[F!B WALLS OF THE HOLE WILL NOT STAND WITHOUT SUPPLEMENTAL SUPPORT, OR WHERE UNCOMPACTED L 1 1/2" - 1806.3. ALLOWABLE LATERAL SOIL PRESSURE PER IBC TABLE 1806.2 IS 150 PSF/FT (SOIL CLASS 4 - TYPE: 8" ----- 8" 1 1/2" RISK CATEGORY: SPECIAL INSPECTIONS - SPECIAL INSPECTIONS ARE REQUIRED PER CHAPTER 17 FOR THE FOLLOWING ITEMS: 4" 4" - CUBE FOUNDATION: VERIFY EXCAVATION DIMENSIONS EXPOSURE: C GA. 2 1 /4" CITY OF LOS ANGELES APPROVED FABRICATOR: PAGE STEEL SECTION C -C DESIGN WIND PRESSURE: 23.0 PSF (AVERAGE) PL 3/8" REFER TO ASCE 7-10 FIGURE 29.4-1. I /4 GUSSET ANY SIGN COMPONENTS NOT SPECIFICALLY DETAILED ON THESE DRAWINGS BUT ATTACHED TO THE I /2'; 1/4 STRUCTURE SHALL BE DESIGNED IN ACCORDANCE WITH THE INFORMATION ABOVE. 4 1/2" m 2" ON a SPREADER PL 3/811 SEISMIC DESIGN - SIGN STRUCTURE SEISMIC LOADS ARE DETERMINED IN ACCORDANCE WITH ASCE 7-10 4 11 1/2" 1/4 W 12x22 2" x FIT B.S., CHAPTER 15 USING DATA FOR SIGNS AND BILLBOARDS FROM TABLE 15.4-2.: VC 11 RISK CATEGORY: 1 4 1/211 0 1/4 MAPPED SPECTRAL RESPONSE ACCELERATIONS: Ss =.623, S1 = 0.261 01� SITE CLASS: D, PER SOIL REPORT 4 112" SPECTRAL RESPONSE COEFFICIENTS: SDs = 0.541, SD1 = 0.327 I 1/2" 45' PL 3/8" I SEISMIC DESIGN CATEGORY: "D" P21X2� x FIT B.5. 1/4 1 �-0" FORCE RESISTING SYSTEM: CANTILEVERED COLUMN 21 PL 3/8" 1/4 DESIGN BASE SHEAR: 2.27 KIPS 7" 11011 SEISMIC RESPONSE COEFFICIENT (Cs)• 0 180 x RESPONSE MODIFICATION FACTOR (R): 3.0 SECTION 5-13I/4 W 12x22 SEISMIC BASE SHEAR IS DETERMINED IN ACCORDANCE WITH SECTION 12.8 "EQUIVALENT LATERAL 1 FORCE PROCEDURE" USING THE DESIGN DATA ABOVE UPRIGHT q I I REAR LEDGER II ::11 3/411 351De5 1/4 CLIP ANGLE L 3"x3"x 114" x 4 3/4" 1 3/411 w/ (2) 112"0 Ili A-307 BOLTS III J� SECTION E -E TORSION PIPE W 24 x G2 20"0 x 0.375" (Fy = 35 k51) PL 4" I/4 i + - �j PL I/2" I' -o.. 10 I -- A PL I" II I I I I II I I G" I I I COLUMN PIPEPL 1/2" GUSSETS 24"0 x 0.375" 1/4 I 4s° (1 2) REQUIRED (Fy = 35 k51) (3) PER CORNER I I COLUMN-TOR51ON CONNECTION TORSION DESIGN LIVE LOAD - MAINTENANCE PLATFORM 40 PSF OR 300 LBS CONCENTRATED LOAD. VARIES � DESIGN DEAD LOAD - UPRIGHT-SPREADER-TOR5[ON CONNECTION SIGNIS DISPLAY: 00�BSEACH FRAME - FRONT t L3'x3'xF//4" EACH WALKWAY FOR REAR WALKWAY 1/2" 0 J -BOLT 112" 0 J -BOLT WALKWAY LEDGER GRATING X EXPANDED METAL 112" WELDED TO ANGLES @ 15" 0. C. ------- WALKWAY 3.14 p5f - FOR WALKWAY WGx9 1 (3'-1 1/2" WIDE) 1 2.0 p5f - FOR WALKWAY (2'-1 112" WIDE) I " TYPICAL WALKWAY DETAIL WALKWAY MOUNTING DETAIL UPRIGHT n ii STRINGER II L4"x311x 1/4" ii LLH II I /4 I I I I I n it 2 1/12"' n II 3; 3/411 ii CLIP ANGLE ii L5"x3N 114" x 4 3/4" LLH n w/ (2) 1/2"0 A-307 BOLTS , JL GA. 2 1/4" 5TRINGER MOUNTING DET 311 911 911 311 I 112" � I 112" t. AI OTHER STRUCTURAL MEMBERS: AS NOTED IN CALCULATIONS - i \ - �� STEEL - WIDE FLANGES - ASTM A-992, OTHER SHAPES & PLATES - ASTM A-36. PIPE SECTIONS - ASTM A-53 GR B OR A 252 GR 2, OR API - LX WITH MINIMUM YIELD STRENGTH AS 911 U 2' 5Q I 12" INDICATED ON DRAWINGS. 1. Ali EXPANDED METAL GRATING - EXPANDED METAL GRATING SHALL BE MANUFACTURED FROM CARBON STEEL IN CONFORMANCE WITH THE EXPANDED METAL MANUFACTURERS ASSOCIATION (EMMA) STANDARD NO. 557-99, 'STANDARDS FOR EXPANDED METAL.' EMMA IS A DIVISION OF THE NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS (NAAMM). I ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO LATEST AISC SPECIFICATIONS AND STANDARD PRACTICE. PAINTING - ALL STRUCTURAL STEEL, EXPOSED TO WEATHER, SHALL BE SHOP PRIMED AND PAINTED IN ACCORDANCE WITH AISC 335 (SPECIFICATION) AND AISC 303 (STANDARD PRACTICE). CONCRETE - CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI (DESIGNED AT 2,500) AT 28 DAYS AND BE PLACED IN ACCORDANCE WITH ACI 318. CONCRETE MIX SHALL BE PROPORTIONED WITH A MAXIMUM SLUMP OF 5". REINFORCING STEEL - REINFORCING STEEL SHALL BE WELDED WIRE FABRIC 4x4 - W4 x W4 PER ASTM Al 85 OR A497M. WELDED WIRE FABRIC CAN BE SUBSTITUTED WITH POLYPROPYLENE FIBER MESH 1 INCORPORATED INTO THE CONCRETE MIX AT THE RATE OF 3 LBS. PER CUBIC YARD. REINFORCING SHALL BE FABRICATED AND SECURED IN ACCORDANCE WITH ACI 318 AND CRSI MANUAL OF STANDARD PRACTICE. DO NOT WELD REINFORCING STEEL UNLESS APPROVAL IS OBTAINED FROM THE ENGINEER I PRIOR TO CONSTRUCTION. WELDING - ALL WELDING MATERIALS AND COMPONENTS SHALL BE IN COMPLIANCE WI1rH AWS D1.1. BOLTS - ALL REGULAR SHALL CONFORM TO ASTM A-307. HIGH STRENGTH BOLTS SHALL CONFORM TO ' ASTM A -325N. ALL BOLTS SHALL BE INSTALLED TO A SNUG TIGHT CONDITION UNLESS NOTED TO BE PRE -TENSIONED (PT). PT BOLTS SHALL BE FULLY TENSIONED PER AISC TURN OF THE NUT METHOD (1/3 / OF A TURN PAST A SNUG TIGHT CONDITION) OR OTHER AISC APPROVED TENSIONING METHOD. CUBE COLUMN FOOTING - EMBEDMENT DEPTH FOR FOOTING DOES NOT APPLY TO LOCATIONS WHERE WALLS OF THE HOLE WILL NOT STAND WITHOUT SUPPLEMENTAL SUPPORT, OR WHERE UNCOMPACTED L FILL OR ORGANIC FILL EXISTS. FOUNDATION IS DESIGNED UTILIZING LATERAL BEARING PER IBC SECTION 1806.3. ALLOWABLE LATERAL SOIL PRESSURE PER IBC TABLE 1806.2 IS 150 PSF/FT (SOIL CLASS 4 - TYPE: SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL, AND CLAYEY GRAVEL), DESIGNED LATERAL SOIL PRESSURE HAS BEEN MULTIPLIED BY 2 PER SECTION 1806.3.4. VERIFY SOIL TYPE DURING EXCAVATION. NOTIFY ENGINEER OF ANY DISCREPANCY. SPECIAL INSPECTIONS - SPECIAL INSPECTIONS ARE REQUIRED PER CHAPTER 17 FOR THE FOLLOWING ITEMS: - HIGH STRENGTH BOLTS: PERIODIC INSPECTION TO REVIEW BOLT TYPE AND TENSION - CUBE FOUNDATION: VERIFY EXCAVATION DIMENSIONS STEEL FABRICATOR - ALL STRUCTURAL STEEL SHALL BE SHOP FABRICATED BY THE FOLLOWING CITY OF LOS ANGELES APPROVED FABRICATOR: PAGE STEEL (1 2) 1 "0 (PT) A-325 BOLTS SECTION A -A PERMIT # 6f b 3 I a BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE ATE �4._, BY - 1/4 3'-G" 11 2040 INDUSTRIAL DRIVE PAGE, AZ 85040 UNLESS SPECIFICALLY INDICATED AS FIELD WORK, NO FIELD WELDING IS ALLOWED WITHOUT THE APPROVAL OF THE ENGINEER OF RECORD. SPECIAL INSPECTIONS IS REQUIRED FOR ALL FIELD WELDING. -3 11 UARE THE ERECTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD BEFORE ERECTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES. THE UNDERSIGNED ENGINEER WILL NOT SUPERVISE THE FABRICATION OR ERECTION OF THIS STRUCTURE. L 2" x 2" x 1/4" L 2" x 2" x 3/8" AT 4'-4" O.C. MAX. L 2" x 2" x 1/4" (1) 5/8"0 A307 BOLT AT EACH POST CROSSOVER OR WALKWAY FRAMING THIS PRINT IS THE PROPERTY OF RMG OUTDOOR, INC. PROFESSIONAL SEAL VALID ONLY WHEN FABRICATED BY THE ABOVE. IT IS PROVIDED FOR PERMIT PURPOSES ONLY. ANY OTHER USE OR REPRODUCTION IS PROHIBITED WITHOUT WRITTEN AUTHORIZATION FROM RMG OUTDOOR, INC. CUSTOMER 5TOTT OUTDOOR ADVERT151 NG SIGN LOCATION 3330 HWY 32 BUTTE COUNTY, CA. BUTTE COUNTY FEB 2 6 2016 DEVELOpN4ENT 2'x 24' sF.RvlcEs 51 N G LE P05T V (, dd; PARTIAL FLAG 15' V -BUILD (LED CAPABLE - BOTH FACES) ENG. NO. DR. H. G-10503 1`5 J5W l l 4 Outdoor Inc. DATE 02/05/1 G TYPICAL HAND RAIL CONNECTION 4425 North 24th Street, Suite 200 Phoenix, Arizona 85016 JOB NO. SHEET NO. Phn: (602) 230-8634 Fax: (602) 230-9071 E I Of I - i \ - �� 911 U 2' 5Q I 12" 1. Ali I 111 I it ,4 I (1 2) 1 "0 (PT) A-325 BOLTS SECTION A -A PERMIT # 6f b 3 I a BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE ATE �4._, BY - 1/4 3'-G" 11 2040 INDUSTRIAL DRIVE PAGE, AZ 85040 UNLESS SPECIFICALLY INDICATED AS FIELD WORK, NO FIELD WELDING IS ALLOWED WITHOUT THE APPROVAL OF THE ENGINEER OF RECORD. SPECIAL INSPECTIONS IS REQUIRED FOR ALL FIELD WELDING. -3 11 UARE THE ERECTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD BEFORE ERECTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES. THE UNDERSIGNED ENGINEER WILL NOT SUPERVISE THE FABRICATION OR ERECTION OF THIS STRUCTURE. L 2" x 2" x 1/4" L 2" x 2" x 3/8" AT 4'-4" O.C. MAX. L 2" x 2" x 1/4" (1) 5/8"0 A307 BOLT AT EACH POST CROSSOVER OR WALKWAY FRAMING THIS PRINT IS THE PROPERTY OF RMG OUTDOOR, INC. PROFESSIONAL SEAL VALID ONLY WHEN FABRICATED BY THE ABOVE. IT IS PROVIDED FOR PERMIT PURPOSES ONLY. ANY OTHER USE OR REPRODUCTION IS PROHIBITED WITHOUT WRITTEN AUTHORIZATION FROM RMG OUTDOOR, INC. CUSTOMER 5TOTT OUTDOOR ADVERT151 NG SIGN LOCATION 3330 HWY 32 BUTTE COUNTY, CA. BUTTE COUNTY FEB 2 6 2016 DEVELOpN4ENT 2'x 24' sF.RvlcEs 51 N G LE P05T V (, dd; PARTIAL FLAG 15' V -BUILD (LED CAPABLE - BOTH FACES) ENG. NO. DR. H. G-10503 1`5 J5W l l 4 Outdoor Inc. DATE 02/05/1 G TYPICAL HAND RAIL CONNECTION 4425 North 24th Street, Suite 200 Phoenix, Arizona 85016 JOB NO. SHEET NO. Phn: (602) 230-8634 Fax: (602) 230-9071 E I Of I I