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HomeMy WebLinkAboutB16-0664 000-000-000TITLE: Cover Sheet JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10521 pet) I i PHOENIX, AZ 85016 DATE: Mar -16 602-230-8634 / 800-525-8509 BY: FS Outdoor Inc. FAX 602-230-9071 SHEET: COV COVER SHEET CUSTOMER: STOTT OUTDOOR LOCATION: 783 ENTLER AVE - APN 040-400-034 BUTTE COUNTY, CA. SIZE OF FACE: 14 X 48 (ft) H.A.G.L.: 37.5 (ft) OA HEIGHT: 55 (ft) WIND LOAD: 110 MPH -EXPOSURE C SOIL: (psf/ t) a STRUCTURE DESIGN: X CENTER MOUNT PARTIAL FLAG - DISTANCE _ FULL FLAG - COLUMN LOCATION OFFSET= ft X V -BUILD 3b° ANGLE OR 30 (ft) MAX OPENING BACK TO BACK SINGLE -FACE MULTI POST DESIGN - SPACING = (ft) ENCLOSURE FOOTING DESIGN: ROUND SQUARE X SPREAD SPECIAL CONDITIONS: REVISIONS: BUTTE COUNTY I Re Vi � Fbm 2�v To 3o�V APR 0 5 2016 PERMIT # DEVELOPMENT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR SERVICES C DE CO PLIANCE DATE BYV--4- _ \`0 �m C 70173 a: EXP *I LCl IU�d/ Le 60ioy 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: DIGITAL 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 fc = 3000 psi AT 28 DAYS ASTM A706 OR A615, GRADE 60 (Fy = 60 ksi) DOUGLAS FIR LARCH #2 CBC TABLE 1806.2 (CLASS 5 MATERIAL) ALLOWABLE BEARING PRESSURE =1500 psf DESIGN PASSIVE LATERAL RESISTANCE (1806.3.4) 110 MPH (RISK CATEGORY II) - EXPOSURE C 40 psf OR 300# 2.5 PSF 9000 LBS EACH SIDE OTHER MEMBERS AS NOTED IN CALCULATIONS � I' TITLE: Specifications JOB #: 4425 N 24TH ST. - STE 200 Gl- ENG. #: G-10521 L PHOENIX, AZ 85016 DATE: Mar-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: DIGITAL 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 fc = 3000 psi AT 28 DAYS ASTM A706 OR A615, GRADE 60 (Fy = 60 ksi) DOUGLAS FIR LARCH #2 CBC TABLE 1806.2 (CLASS 5 MATERIAL) ALLOWABLE BEARING PRESSURE =1500 psf DESIGN PASSIVE LATERAL RESISTANCE (1806.3.4) 110 MPH (RISK CATEGORY II) - EXPOSURE C 40 psf OR 300# 2.5 PSF 9000 LBS EACH SIDE OTHER MEMBERS AS NOTED IN CALCULATIONS � I' k � TITLE: Wind Pressures JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10521 PHOENIX, AZ 85016 DATE: Mar -16 Outdoor lnc. 602-230-8634 / 800-525-8509 BY: FS FAX 602-230-9071 SHEET: WIND (2) Wind Load Design for 2013 CBC / ASCE 7-10 pW = q Gcf qZ = 0.00256(KZ)(K_,t)(Kd)(V2) cf = See Below Kit = 1.0 Kd = 0.85 G = 0.85 V = 110 KZ = 1.11 (Exposure C) ASCE 29.4.1 (Eq. 29.4-1, modified to change to pressure in lieu of force) ASCE 29.3.2 (Eq. 29.3-1) ASCE Figure 29.4-1 ASCE Table 26.6-1 Risk Category II ASCE Table 29.3-1 Structures to be designed using load combination D + L + 0.6W cf Calculations per ASCE Figure 29.4-1 Sign Width (B) = 48 Sign Overall Height (h) = 55 Sign HAGL = 37.5 Sign Face Height (s) = 17.5 Clearance Ratio (s/h) = 0.3182 Aspect Ratio (B/s) = 2.743 P_ ami O 0-15 U of X W N Y 0.85 20 0.90 25 0.94 30 0.98 40 1.04 50 1.09 60 13 1.17 70 80 1.21 90 1.24 100 1.26 120 1.31 140 1.36 160 1.39 Case A and Case B cf = 1.8 0.6pw = 26.83 ](AVERAGE WIND LOAD) - USE FOR GLOBAL DESIGN r Case C - Only applicable for B/s > 2 '7 a i� 0 to s cf= 2.51 pW =524.59 7.41 (MAXIMUM WIND LOAD) - USE FOR ELEMENT DESIGN s to 2s cf = 1.65 pW = Balance cf = 1.15 pW = 17.14 SEIs►�lG Le��17 MSL '7—(D C(��p'�er I5� CHo"!— BLD 5vacraees) '.f1d._ I.ZS A-Sc� I-Ar2k Rohea " ,64 = 3 (ELSE EQUI lea^l' a�"e�'�X ��C ocedAre Cs UI CR/,) �C ��r� 401('31) 155,k,A o. 044 SDs 1'; ©. o 1 !li'ettc ra i2E W T G - aamp 0/ v -ro�s�b,� ..rog,5,o„4 Pipes G011AK4 t�►P� o �� wig ©"1 h� = , 0 Z � 5�) .75- =©.'to SSP'! cG 04u,k, DATRi aY; i; 3 I - Design Maps Summary Report Yage I of I ,.1 � GS 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 39.700970N, 121.787330W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 0.614 g Sn,s = 0.803 g Sos = 0.536 g Sl = 0.271 g Sn,l = 0.503 g Spl = 0.336 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 NEHRP" building code reference document. MCER Response Spectrum o.9a 0.81 0.72-- 0.63. ,.., 0.54 CN 0 0.45 N 0.36 6.27- 0.18- 0.09 .270.180.09 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 0.48 0.42 0.36 Or " 0.30 10 W 0.24 0.18 0.12 0.06 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 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://ehp l -earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitud... 3/7/2016 Design Maps Detailed Report Design Maps Detailed Report 2012 International Building Code (39.700970N, 121.78733°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 Sr) 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. rage i ui -r E i From Figure 1613.3.1(1) `1' SS = 0.614 g From Figure 1613.3.1(2) 12' S, = 0.271 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. 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or su A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A 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: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 http://ehp 1-earthquake.cr.usgs. govldesignmaps/uslreport.php?template=minimal&latitude=3... 3/7/2016 Design Maps Detailed Report Yage L or 4 6 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 S5 = 0.614 g, Fa = 1.309 TABLE 1613.3.3(2) 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 1.4 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 See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and S5 = 0.614 g, Fa = 1.309 TABLE 1613.3.3(2) For Site Class = D and S, = 0.271 g, F, = 1.858 http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/report.php?template=minimal&latitude=3... 3/7/2016 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 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, = 0.271 g, F, = 1.858 http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/report.php?template=minimal&latitude=3... 3/7/2016 Design Maps Detailed Report Equation (16-37): Equation (16-38): SMS = FaSs = 1.309 x 0.614 = 0.803 g SM, = F,S, = 1.858 x 0.271 = 0.503 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Equation (16-40): SDS =Z/SMs=2/x0.803=0.536g SDI - % SMI = 2�a x 0.503 = 0.336 g Page 3 of 4 http://ehp 1-earthquake.er.usgs.gov/designmaps/us/report.php?template=minimal&latitude=3... 3/7/2016 . Design Maps Detailed Report Section 1613.3.5 — Determination of seismic design category SE TABLE 1613.3.5(1) nCl'1 T/1n in , .- .,AN DFCDn NCF ACCFLFRATION .JI°Ill. UCJ1bIV l,Hl �uvrll un.�.v VALUE OF SDs v - - -•- ---- - RISK CATEGORY I or II III IV SDs < 0.1679 A A A 0.1679 <_ SDs < 0.339 B B C 0.339 <_ SDs < 0.509 C C D 0.50g <_ SDS D D D For Risk Category = I ana 5Ds = u.5s0 9, —15— .,CMIU11 aL-w-, - -- TABLE 1613.3.5(2) r nnln nco Tnn oFCDnNCF ArrP:1 FRATTON JC1J1"Ill, L/CJIVIV---- VALUE OF SDI RISK CATEGORY I or II III IV SDS < 0.067g A A A 0.0679 < _ SDI < 0.133g B B C 0.1338 <_ SDI < 0.20g C C D 0.20g <_ SDS D D D For Risk Category = I ana .5D1 = v.sso y, .7CD... � a+- W.. ��.. 7- - 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://ehp 1-earthquake.cr.usgs.gov/designmaps/us/report.php?template=minimal&latitude=3... 3/7/2016 (�,, womcv fr(AM11 Srjqilox QEpO WAS ov p�AO �,bAO .)X\Go CLAP ,4m r = 23.1 l- z1 : l5 "r, F— W � OEM I F¢p,r \AQI V� �vo \YA D,L La. CARBON STEEL GRATING -ASTM A1011 Plain Galv. $Width ! Length Width Length Width Length Width Thickness d ..:�c"�.._'�"�rv��}�fxi'?.rxa.�M�r�k�:..:_.jr_¢°'•��.Y.�;'..".L�tia;Shy"`i''�it�'i.�`7'tF�l�'�a�"��"'�y"t�Cl-ay,-h`'v � .���'�c.�,'�•£L�is§d�'T'�•, 3 Ib 300 320 4-6 B-10 0.938 3.438 1.333 5.330 0.261 0.183 73 9 0.500 4 lb 400 430 4-5-6 8 10 0.93�8Cg 3.438 1 3�s33 5 330 0 ,2�y9�7 0 2105 65 9e 0.625 {���.%-7.�r,.'�-'��,.�;`f�'Y`,'�,�,ar`��s.`•���C {" .:c��.%Y.. �.tq����'i §�24-.�i�iS.L.�'�: ! . ��3: S-r�3��5 'rn,�.,y�`` �l�b��Q'''til�rr�r p��t_�1'tj �`f��k5��5�F�s:S ����' r 1, 7,5 Ib 5D0 550 4-5-6 8 10 0.813 3.375 1 333 5 330 0 327 0 250 52 9 0 625 7 lb 700 750 4-6 8 0.813 �A ��3. v,A�_r1 375 1.412 50330 0.368 0.312 60 6.5 0.750 Above conforms to EMMA 557- hW rt,Jj ,r,A1O(, I �nv 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 5691569M a s3rd'�§ixu..X ,Lt3 e�-��,.. .����...�."'',.F}`C+��•W'.V�"�v�ay,1�i`.d....,+y.._...._� �-'.'at �. �. �D;:T.ri; ��543'1. w�Ai�'� a. � -ter a '�: 3 Ib 300 320 8 10 2 2 6 3 4 0.938 3 438 1 333 5.330 0.261 0.183 73 9 0.500 pry'[ aA .r•.. qr il` .'.-�"`�; !!r,''.M + <.,`. `�±�, . IT:i, $ `.° .: rX 01r�`.' %!`•vY� uF t` .%.6_ �,T..alb-,"'�"�s�.., isr = Tj¢4 Ib 400 430 8 10 2 2X6 3 c94 0.938 3 438 `.111.3330 5.33D 0.297 0.215 655 eq9 0.625 . K_+�.:4{n,I��Y� Al �i �h`�.��v�'� ��.�r�'s:L��KL?,�k�..�3.�a?�i�"�t�+,.,o;.:w �D��������I�.,.n ,xy���;x��7`'�F �"Q��r���7t��,..�x..f °f.�61;�V���56•�}t �'"�,'; �L�, �'tiV„= 5 Ib 500 550 8 10 2 2 6 3-4 0 813 3 375 1 333 5 330 0 327 D 250 52 9 rte- �0 625 Above conforms to EMMA 557.99 ALUMINUM LONG LENGTH SWD (CATWALK GRATING) -ALLOY 5052 H32 � d�; ter• i t4�.,xr QED=t Al{] dh a «< w :X 5'-".1 �1A `'.,� 'tq' ;ke."li .A"s42s-y.Y.: 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 ,.x1.,lxq, U3 A5 uD osF OL l5tP uoJ T Mk\� roc. m Vis -No ncr v VDD CZI`I.s 1� LOAD & DEFLECTION TABLE Deflections shown in shaded areas can he safety used at the discretion of the engineer however, these deflections exceed W. 18"052 .105 .158 211 24" .125 250 .175 600' 2.0# c 30" .244 =48: CARBON STEEL 18" 049 099 147 .196 245 24° 156 36" � Z 24" 068 132 197 30" .116 228 345 ` 46d c 3F";570. 3.0# 42"dJ� X61 CARBON STEEL 24" ... . .073 146 220 Z93 t .. 006 `.'1 0 > :', r, u 30" 15511 4SS:,. / lir L`�1✓ 4 ,z,.. 4,r 31 42 24" .049 .094 140 187 30" .099 .1967 c 36" .180bl.'.:::;...$73v� .... .. , 3.14# 42" 225 4 455$4 " CARBON STEEL 48" � �� , �' p U. 24" .057 .115 .173 230,"p"-1^,46� 3o" .129 u 36" 3 620 42 48" 24" 031 .064 .096 .128 .160 .192 .224 256 30" .060 .120 180 240i4 C 36". 101 205 42" .158 315' 473,,:; 630x 4.0# 48" 24" .218 8;- , +598 111 147 184 222 259 29G 333 370;: CARBON STEEL 30 " .037 .073 205 u 36" .068 .135 .180 42" X83 5$5„ 48" 24" .038 .078 .116 .156 .196 .235 275 316 355 395 30" .081 .163 .245 c 36" .124 .250 879: 505 4.27# 42" .199 399:; 698 CARBON STEEL 48" 24" 242 160 .200 240 280 ; 320, .: 380 A00 .038 .079 .120 , 30" .078 .156 .235 u 36" .186 373": 56Q': 42" 37 48" 642v 24" 023 .047 .070 .093 .116 .140. 164 .186 .210 .234 30" 033 .087 .130 .174 217 21 904 341# 3$9 ;433 ' 36" 078 .154 .230 X305 383 458 335 ' c 42" .103 .206 310 4!} `. 516 617 ,-' 48" .155 610' 5.0# 54" CARBON STEEL 24" .025 050 075 .100 125 150 175 200 225 .250 :552: 30" 061 .123 .184 246 307 - 369 430 491 -. 36" 133 42" .200 54" 6b5: LOAD & DEFLECTION TABLE 1 q 24" .017 ,035 30" .045 .091 36" .092 ,184 42" 150x' 48 285 '"N S7,.tf 54',.Q57 054 .072 .090 135 .180 .226 81 30" .017 152 182 212 242 27$•', X303 ,`. 24" .015 .030 .045 .060 .075 .090 105 120 135 150 30" .035 .069 206 240 36" .195 190 c�82 `: X470 .103 .137 .171 n 269`324 37 A.31` t, 42" .054 .084 ,108 .161 241 .216 ,.Y48 C 48" .117 .166 236 CARBON STEEL 72 54" 167 ' 336 51670 ;. 6.25# 60" 225 :=,a52 6$.•: 36 CARBON STEEL 72 . 466 912 42" 24" .017 ,035 30" .045 .091 36" .092 ,184 42" 150x' 48 285 '"N S7,.tf 54',.Q57 054 .072 .090 135 .180 .226 81 CONCENTRATED LOAD: A load that is concentrated over a small area. Example, a DEFLECTION: The devlation In Inches from the original plane when the grating is pedestrian load, or light equipment load. Concentrated loads are shown in lbs per fl placed under a load. of grating width measured perpendicular to span. (le, in SWO Direction) CLEAR SPAN: The distance between supporting members measured from the inside UNIFORM LOAD: A load that is equally distributed over all of the clear span. Measured bearing point of one supporting member to the inside bearing point of the next sup - in lbs per sq. It (i.e., Inventories stacked on shelving.) porting member. AMICO GRATING APPLICATION GUIDE This table is a convenient means of selecting grating for typical walk -way installations. If the distance between supports, and the load to be carded are known, the most eco. nomical type of grating to be used may be selected from the table below. Expanded metal grating has its greatest resistance to bending in the direction of the long way of the diamond. The LWD should always be placed across the span for best results. (Window Washers) 30" .017 152 182 212 242 27$•', X303 ,`. .068 36" .030 .051 .061 .090 .121 .101 .151 .201 25fi;;M3i)i $1if4pi.x d5 X501 '.. .139 42" Heavy Pedest 150# 130 c 48" .065 095 .195 190 c�82 `: X470 54" 143 .: . , ,;585,. X283 " X23+ X64 u 7.0# 60" 203 .141 .189 CARBON STEEL 72 30" .039 .079 .118157 196 .236 ZT4 '3i. 353;! 392 36 085 252` 336 '�420f 3U487 , 42" 126 j170 mond. Example: Outside catwalk in ice and snow. mond to afford protection from dropped tools and other objects. u 48" 210 420 528 54 365. 731.> 60" 72" 7U80' 18" .019 .039 .059 .079 .099 .119 .139 .159 24" .046 092 .138 184 .230 2.0# c 30" 092 181$9 360 ALUMINUM 36" 125 CONCENTRATED LOAD: A load that is concentrated over a small area. Example, a DEFLECTION: The devlation In Inches from the original plane when the grating is pedestrian load, or light equipment load. Concentrated loads are shown in lbs per fl 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. It (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. (Window Washers) 18" .017 .034 .051 .068 .085 .103 .121 .139 .157 Heavy Pedest 150# 3 D# * 4 0# 5 0# 6 25# ! ( With Light Equip) 314# 4,27#** u 24" 30" 047 .106 .094 216 .141 .189 .236 300# 4 0# •; 1i5 <k 36" 2134.3 4.0# 6.25# 4.27#** 4000 CONCENTRATED LOAD: A load that is concentrated over a small area. Example, a DEFLECTION: The devlation In Inches from the original plane when the grating is pedestrian load, or light equipment load. Concentrated loads are shown in lbs per fl 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. It (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. (Window Washers) 314#* 314#* 314#* 4 27#**, 4 27#** t4or0 K:176 g9tt6atl X00# low 3 b# 4 0# 4 27k"* Heavy Pedest 150# 3 D# * 4 0# 5 0# 6 25# ! ( With Light Equip) 314# 4,27#** 250# 4.0# 5.0# 4.27#** 300# 4 0# •; 1i5 <k 350# 4.0# 6.25# 4.27#** 4000 *3.14# grating in lieu of 3# If the application requires a grating having a larger dia- **4.27# grating maybeused in lieu of 4# if the application requires a smaller dia- mond. Example: Outside catwalk in ice and snow. mond to afford protection from dropped tools and other objects. WW= 0.04 a WDA= 2.5X5+5.8= 18.3 PAF WW = MAX WIND LOAD [ksf] a= TRIB AREA [FT] 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 ((0.038a + 0.0183)/.577) = 21.6ksi a= 2.93487 ft MAX SPC'S 2'-11" O.0 TRY (ANGLE)4 X 3 X 1/4 LLH fb = 8 X 12 (0.038a/1.0 + 0.0183/.599) = 21.6 ksi a= 5.11708 ft I MAX SPC'S 5'-1" O.0 TRY (ANGLE)5 X 3 X 1/4 LLH fb = 8 X 12 (0.038a/1.53 + 0.0183/.614) = 21.6 ksi a= 7.85918 ft MAX SPC'S 7'-10" O.0 TITLE: DATE: 3/ 20l G knrj--�, CALCULATIONS FOR STRINGER BY: !pt(y- Outdoor Inc. SHT#: t' 7 TITLE: JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10521 REV 1 PHOENIX, AZ 85016 UPRIGHT DESIGN DATE: Mar -16 R--AtG- OiJt-doTorim. 602-230-8634 / 800-525-8509 FOR STATIC PANELS BY: FS A7FAX 602-230-9071 SHEET: UPRIGHT DESIGN _. nnr. ulrnrl�r.! LED PANEL, PpL = 2.71 K # Of Uprights = 2 Max Wind Pressure = 0.0380 'a s -o" 14.33 FACF - 8 ft e= ±1 2 Ift per upright :L; PDL x e = 2.71 x 2 = 5.42 ft -k per upright x 8 It SNL 21.03 ft -k per upright lbs Rear Walkway (L3x3x1/4 = 4.9 plf x 8 It Trib. x 4 = 156.8 lbs grating = 2.00 psf SE : W 12 x 16 APRON Z�J x 2 = _. nnr. ulrnrl�r.! LED PANEL, PpL = 2.71 K # Of Uprights = 2 Max Wind Pressure = 0.0380 ksf Height, H = 14.33 ft Upright S acin = 8 ft e= ±1 2 Ift DEAD LOAD: w = 0.0380 x 8 = 0.304 kif M,l,gnd = 0.304 x ( 14.33 ) 2 / 2 = 31.21 ft -k / 2 uprights M„dnd = 31.21 ft -k / 2 Uprights = 15.61 ft -k per upright Ms,9n = PDL x e = 2.71 x 2 = 5.42 ft -k per upright x 8 It Mtotal = 21.03 ft -k per upright lbs Rear Walkway (L3x3x1/4 = 4.9 plf x 8 It Trib. x 4 = 156.8 lbs grating = 2.00 psf SE : W 12 x 16 x 2 ft x 2 = M-.Ua-it, = 30.0 ft -k UBL : 8-0" Front Walkway (L4x3x1/4) = 5.8 plf x 8ft DEAD LOAD: Per Upright LED Panel = 9000 lbs - 6 Uprights = 1500 lbs Brace (L3x3x1/4) = 4.9 plf x 8 It Trib. x 2 = 78.4 lbs Rear Walkway (L3x3x1/4 = 4.9 plf x 8 It Trib. x 4 = 156.8 lbs grating = 2.00 psf x E ft Trib. x 2 ft x 2 = 64 lbs Front Walkway (L4x3x1/4) = 5.8 plf x 8ft Trib. x 2 = 92.8 lbs grating = 3.14 psf x 8 ft Trib. x 3 ft = 75.36 lbs Apron = 2 psf x 8 ft Trib, x 3 ft = 48 lbs Upright (W12 x 16 ) = 16.0 pif x 17.5 ft = 280 lbs Rear Ledger (W6x9) = 9 plf CL x 13 ft 114.03 lbs Front Ledger (W6x9) = 9 plf x 6.17 ft 56 lbs Misc. 10% = = 246.49 lbs PDL = 2711.4 lbs xi =1 4.5 in Try : 5/8 o A325 Bolts Aba¢ = 0.307 int X2 =1 4.5 in Mtma, = 21.03 ft -k V= 2.71 k I = 4 ( 4.5 )2 + 4 ( 9.0 )2 = 405 in T= 21.03 x 12 x 9.0 = 5.61 k/bolt 405 V= 2.71 = 0.34 k/bolt 8 bolts FT = 45 ksi fT = 5.61 k = 18 ksi 0.307 int fT < FT OK USE: (8) - 5/8 o A325 BOLTS TITLE: JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10521 REVI PHOENIX, AZ 85016 UPRIGHT FLANGE BENDING DATE: Mar-16 Outdoor Inc. 602-230-8634 / 800-525-8509 By. FS FAX 602-230-9071 SHEET: U VKIGMT FLANGE BENDING: Prying action governs design. Design flange thickness per AISC 13th Edition on pg. 410 a) prying forc6s in tee tmin = 0.325 in. > 0.265 in. NG Note : Provide 1/4" stiffener plate between bolts. F�F- 6T6' tmin — F 6a') Where: F„ = Specified minimum tensile strength of connecting element, ksi. 6 = 1 – d ratio of the net area at bolt line to gross area oat face of the stem or P leg of angle. a'=1if(3>_1 a' the lesser of 1 and s 11—jlif R < 1 1 B l _ b' Q– P(' –11 P a, a' = I a+ 2b < (1.25b + db) b' _ �b – db) T = Required strength, kips \ b = Distance from bolt centerline to the face of the tee stem, in. db = Boit 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 Check Saddle Beam : w1 2X16 9 T = 5.61 K if = 0.265 in. bf= 3.99 in. tH,= 0.220 in. b'= 0.7025 b = 1.02 in. gage = 2.25 in. S = 0.6944 a = 0.870 in. dboll= 0.625 in, a'= 1 F„= 65 ksi d'bolt = 0.688 in R = 2.457 B = 13.8 K p = 0.5941 p = 2.25 in a'= 1.1825 tmin = 0.325 in. > 0.265 in. NG Note : Provide 1/4" stiffener plate between bolts. F�F- 6T6' tmin — F 6a') Where: F„ = Specified minimum tensile strength of connecting element, ksi. 6 = 1 – d ratio of the net area at bolt line to gross area oat face of the stem or P leg of angle. a'=1if(3>_1 a' the lesser of 1 and s 11—jlif R < 1 1 B l _ b' Q– P(' –11 P a, a' = I a+ 2b < (1.25b + db) b' _ �b – db) T = Required strength, kips \ b = Distance from bolt centerline to the face of the tee stem, in. db = Boit 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 TITLE: JOB #: 4425 N 24TH ST. - STE 200 ENG. #: � � v PHOENIX, AZ 85016 SPREADER DESIGN DATE: Mar -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 V -size = 30 ft P �el MAX CANTILEVER =(V -size /2 -1 = 14 ft W SELF WTG. OF SPREADER, w = 0.035 klf DEAD LOAD OF HEAD STRUCTURE, P = 2.71 k Mwf„d FROM UPRIGHT = 15.61 ft -k L Mse[f wtg. = W12 = 0.035 x ( 14 )2= 3.43 ft -k Z - 2 MDG of Head = P (l + e) = 2.71 x ( 14 + 2 ) = 43.36 ft -k MTOTAL = Mwind From Upright + Mself wtg. + MDL of Head = 62.40 ft -k CONNECTION DISREGARD BALANCED DEAD LOAD X1 = 8 in x2 = 4 in Max Wind = 0.038 ksf Hs. n Face = 17.50 ft Upright Trib. = 8 ft Provide x-bracings as shown on plan for the 2 USE • W 12 x 35 longest members Mallow = 108 ft -k @ UBL = 10 FT USE: W 12 x 26 Mallow = 76 ft -k @ UBL = 10 FT TRY : 1 3/4 DIA.BOLT A,,.,1= 1 0.442 int MTOTAL= 62.4 + 15.61 = 78.0 ft -k V= 0.038 x 17.5 x 8 = 5.32 k 1 = 4 ( 8 )2+ 4 ( 12 )2 = 832 in T = 78.0 x 12 x 12 = 13.50 k/bolt 832 V= 5.32 — 0.67 k/bolt 8 bolt Check Stresses : fT = 13.50 k = 30.577 ksi < FT = 45 ksi OK fv = 0.67 k 1.51 ksi < Fv = 24 ksi OK TCR -- f 1/2, 1 112' (8) A-325 5OLT5 Tt ++ + 1 112. 4L— -- x 1 --- X t-4-1-!` t tir X2 x2 SECTION C -C USE: (8) - 3/4 DIA. A325 BOLTS Provide 3/8" plate x fit x fit Stiffeners TITLE: JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10521 REVI � / % PHOENIX, AZ 85016 TORSION DESIGN DATE: Mar -16 Out Inc. 602-230-8634/800-525-8509 FOR CM BY: FS FAX 602-230-9071 SHEET: TORSION DESIGN: TRY: 24" X 0.406 in PIPE P WDL Torsion = 0.105 kif x PDL = 2.71 k VOL = 3 X 6.15 wind = 0.027 ksf 0.105 Sign height= 17.5 ft 4 Sign length = 1 48 ft 20 ) + 0.105 ( 20 )2 bot. of upright to center of torsion = 1.6 ft WS reader = 0.026 kif I -S reader = 28 ft (-Torsion = 20 ft Pwind = 0.027 X L,= s ft = L2 = 4 ft 17.5 DEAD LOADS Fy= 42 ksi L2 I L1 _I L1 PDL = 2 X 2.71 + ( 28 x 0.026 ) = 6.15 k VOL = 3 X 6.15 + ( 20 x 0.105 ) = 20.54 k MDL = 6.15 ( 4 + 12 + 20 ) + 0.105 ( 20 )2 = 242.3 ft -k 2 WIND LOADS Pwind = 0.027 X 17.50 X 48.00 = 22.68 k Vwind = 0.027 X 17.5 X 24 x ( 5/3) = 18.9 k Mwind = 22.68 X 0.2 x 48.00 = 217.73 ft -k Torsion = 18.90 X ( 17.5 - 1.5 ) = 137.03 ft -k 2 COMBINED LOADS = V VVDL'+ Vwind 2 Torsion = 137.03 ft -k V = 27.92 ft -k M = �MDL 2 -F Mwind 2 M = 325.77 ft -k USE: 24" c� X 0.406 PIPE Fy= 42 ksiC See Attached Shts. l 20 P TITLE: Torsion JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10521 V V 1 ,` -i PHOENIX, AZ 85016 DATE: Mar -16 Outdoor lnc, 602-230-8634 / 800-525-8509 BY: FS !7 FAX 602-230-9071 SHEET: Pipe Properites: Dia. = D = 24 (in) S = 174.6 (in3) Wall = t = 0.406 (in) I = 2095 (in') Fy = 42 (ksi) Z = 226.0 (in3) D/t = 59.1133 Noncompact Section A = 30.1 (int) L = 20 (ft) Ag = 28.0 (int) L,, = 20 (ft) Nominal Flexural Strength: Yeilding Mn=MP=FyZ= Local Buckling (not applicable for Compact Section) Noncompact Sections 0.021E Mn= +Fy S= D t Slender Sections Mn0.33E = S= D t Nominal Shear Strength: Vn = F,.Ag/2 = Fir = Greater of 1.60E 5/4 or 0.78E2 01t) `D VIDt F,r <_ 0.6Fy 791.1 kip -ft 760.8 kip -ft Mn = 760.8 kip -ft 89.5 ksi 25.2 ksi Vn = 353.1 kips TITLE: Torsion JOB #: 0 -Jan -00 4425 N 24TH ST. - STE 200 ENG. #: G-10521 U Vi PHOENIX, AZ 85016 DATE: Mar -16 Outdoor Inc. 602-230-8634 / 800-525-8509 BY: FS Z FAX 602-230-9071 SHEET: Nominal Torsional Strength: T»=F�rC C = 'r (D2 (in)t)2 t = 355.0 (in) F�, = Greater of AD 1.2(DI s/a or(DI 60E2 68.8 ksi � ) Fc. <_ 0.6 Fy 25.2 ksi Tn = 745.5 kip - Nominal Compressive Strength: Structures are relatively light and compression loads are minimal when compared to flexural stresses. Conservatively assume that Pr Pc = 0.05. Applied Loads: Pr — kips Mr = 326.00 kip -ft V1. = 28 kips Tr = 137 kip -ft P, + Mr )+( V'-+ T'' z — P� M, K T17 Final Selection: Use 24" Dia. X 0.406" Wall - 42 ksi steel P� = P,, In p where S2p =1.67 M, = M,, In, where n. =1.67 V� = V„ /C2, where S2, =1.67 T� = T„ /S2T where 52T =1.67 0.959 < 1.0 Pipe OK it TITLE: JOB #: r 4425 N 24TH ST. - STE 200 ENG. #: G-10521 REVI .R � L PHOENIX, AZ 85016 TORSION/COLUMN CONNECTION DATE: Mar -16 Outdoor Inc. 602-230-8634/800-525-8509 FOR CM BY: FS FAX 602-230-9071 SHEET: '.ir PLATE SIZE = 38.5 in Square Sign Height= 17.5 ft Sign Length = 48 ft Pwind = 22.68 k Mtorsion= 217.73 ft -k # OF BOLTS 12 Bolt dia. 1 1/4 in 777 77,77,777 bolts m'X=diecfion' ; .. X1 = 2.00 in # of bolt in row 1 = 4 x2 = 5.5 lin # of bolt in row 2 = 2 x3 = 11.75 lin Y1 = 1 2.00 lin I # of bolt in row 1 = 4 Y2 = 5.5 in # of bolt in row 2 = 2 Y3=1 11.75 lin PDL = 6.15 k # of point loads = 6 MDL = PTotat (.05x Sign Length) Wtg of Torsion pipe = 0.105 klf Moi = 98.64 ft -k Length of Torsion pipe = 40 Ift PTotai = 41 k M (encl)DL = 0 ft -k MDL+ Mena OL = 98.64 ft -k F'T = 39 ksi > fT OK USE ( 1 ) 11/4 " DIA. A325 BOLTS Tauow = 47.8 k 4 bolts x( 5.5 + 11.75 )'x 2 sides = 2380.5 in c = 5.5 + 11.75 = 17.25 in 2 bolts x( 11.75 )2 x 2 sides = 552.25 in r,, = 5.5 + 11.75 = 17.25 in 1xx = 2933 in r, = 5.5 + 11.75 = 17.25 in l vv = 2933 1n4 r = = 24.4 in [Total = 5866 in 4 �r2x+r2 y Mwind = 22.68 x 17.5 - 0.25 = 192.78 ft -k 2 Tboit = ( 192.78 + 98.64 ) x 12 x 17.25 = 20.6 k/bolt 2933 Vbolt = ( 217.7 ) x 12 x 24.4 + 22.68 k = 12.8 k/bolt 5866 12 BOLTS BOLT STRESSES F„ = 24 ksi fT = 20.6 k = 16.8 ksi < F'T K f, = 12.8 k = 10.4 ksi < F„ OK 1.227 int 1.227 int SI Fnt F'T = 1.3 Fnt - where : Fn, = 90 ksi Fnt for A325N bolts per Table J3.2 AfSC 13TH Edition Fn, = 48 ksi 0=2 F'T = 39 ksi > fT OK USE ( 1 ) 11/4 " DIA. A325 BOLTS Tauow = 47.8 k TITLE: JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10521 REVI V'R�L PHOENIX, AZ 85016 TORSION SADDLE BEAM DATE: Mar -16 Outdoor % 602-230-8634 / 800-525-8509 BY: FS �f FAX 602-230-9071 - SHEET: v TORSION SADDLE BEAM : Prying action governs design. Design flange thickness per AISC 14th Edition on pg. 9-12 Check Saddle Beam: MOM q T = 20.60 K 4= 0.670 in. a) Prying b"s in foo bf= 10.50 in. tH,= 0.520 in. b'= 1.865 b = 2.49 in. gage = 5.5 in. 6 = 0.7614 a= 2.500 in. db = 1.25 in. a'= 1 d'b = 1.313 in R = 2.424 B = 50.4 K p = 0.5968 p= 5.5 in a'= 3.125 F„ = 65 ksi tmin = 0.637 in. < 0.670 in. OK _ 114Th' tmin pFu(1 + Sa') 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 if0>_1 a' =the lesser of 1 and s (1RR)if R < 1 1 b' Q= P(BT —1) P= a' a/= I a+ 2b <_ l 1.25b + Zb) b' _ (b — Zb) 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. Q = 1.67 TITLE: JOB #: 4425 N 24TH ST. - STE 200 ENG. #: 0-10521 REV] 4 -'( PHOENIX, AZ 85016 COLUMN DESIGN DATE: Mar -16 602-230-8634/800-525-8509 BY: FS Outdoor Inc. FAX 602-230-9071 SHEET: . COLUMN DESIGN: wind = 0.027 ks Sign height = 17.5 ft Sign length = 48 ft O.A. HEIGHT= 55 ft H.A.G.L. = 37.5 ft TRY: 36 X 0.500 in PIPE Fy= 45 ksi f MDL = 98.64 ft -k (From Torsion/Column Connection) Torsion = 217.73 ft -k (From Torsion design) PF Fwind = 0.027 x 17.5 x 48 = 22.68 k peolwind= 0.027 x 3 x 38 = 3.04 k Pwlnd total = 25.72 k MDL = 98.64 ft -k Mwind = 22.68 x ( 17.5 + 38 ) + 3.04 x ( 37.5 ) = 1105.9 ft -k 2 2 Wending = MDL2 + Mwind2 = 1110.29 ft -k USE: 36 (� X 0.500 PIPE Fy = 45 ksi ¢ (SEE ATTACHED SHTS ai S 9 2 6 ) J v, TITLE: Column JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10521 REV I i PHOENIX, AZ 85016 DATE: Mar -16 Outdoor Inc. 602-230-8634 / 800-525-8509 BY: FS 11-5 P FAX 602-230-9071 SHEET: 1-5 Pipe Properites: Dia. = D = 36 (in) S = 488.1 (in3) Wall = t = 0.500 (in) I = 8786 (in 4) Fy = 45 (ksi) Z = 630.2 (in3) D/t = 72 Noncompact Section A = 55.8 (in2) L = 37.5 (ft) Ag = 51.9 0112) L,, = 37.5 (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 = FcrAg/2 = Fir = Greater of 1.60E 5/4 or 0.78E2 J17D (Dt) (Dt FcrS0.6Fy 2363.1 kip -ft 2174.5 kip -ft Mn = 2174.5 kip - 62.6 ksi 27.0 ksi Vn = 700.8 kips Nominal Torsional Strength: Tn=F,C C = 7r(Dt)Z t = 989.8 (in3) 2 Fir = Greater of 1.23E5/4 or 0.60E[L-1 (DI 2 = 48.1 ksi F�. _< 0.6 Fy 27.0 ksi �Tn = 2227.0 kip - Nominal Compressive Strength: Structures are relatively light and compression loads are minimal when compared to flexural stresses. Conservatively assume that P�Pr = 0.05. Applied Loads: P, = kips P� = Pn l92P where 0, =1.67 M,. = 1110.30 kip -ft M, = M„/S2M where 52,E =1.67 V,. = 26 kips V, = V„ /52,, where 52,, = 1.67 T,. = 218 kip -ft T� = T„ /52,. where 52,. =1.67 2 P'' + M'' +(-�V"�— +0.954 < 1.0 Pipe OK P, M, T� Final Selection: Use 36" Dia. X 0.5" Wall - 45 ksi steel TITLE: Column JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10521 REVI PHOENIX, AZ 85016 DATE: Alar -16 Outdoor Inc. 602-230-8634 / 800-525-8509 BY: FS �/' C� FAX 602-230-9071 SHEET: Nominal Torsional Strength: Tn=F,C C = 7r(Dt)Z t = 989.8 (in3) 2 Fir = Greater of 1.23E5/4 or 0.60E[L-1 (DI 2 = 48.1 ksi F�. _< 0.6 Fy 27.0 ksi �Tn = 2227.0 kip - Nominal Compressive Strength: Structures are relatively light and compression loads are minimal when compared to flexural stresses. Conservatively assume that P�Pr = 0.05. Applied Loads: P, = kips P� = Pn l92P where 0, =1.67 M,. = 1110.30 kip -ft M, = M„/S2M where 52,E =1.67 V,. = 26 kips V, = V„ /52,, where 52,, = 1.67 T,. = 218 kip -ft T� = T„ /52,. where 52,. =1.67 2 P'' + M'' +(-�V"�— +0.954 < 1.0 Pipe OK P, M, T� Final Selection: Use 36" Dia. X 0.5" Wall - 45 ksi steel f TITLE: JOB #: 4425 N 24TH ST. - STE 200 SPREAD ENG. #: G-10521 REV] .►, L PHOENIX, AZ 85016 FOOTING DESIGN DATE: Mar -16 Outdoor Inc. 602-230-8634/800-525-8509 BY: FS FAX 602-230-9071 SHEET: 7 Callow = 1500 psf SPREAD FOOTING DESIGN: TRY: 16.5 FTx 20.5 FTX 4 FT THK Dead Load of Head Structure : 6 Uprights x 6.15 k = 36.9 k Torsion Pipe: ( 24 in. 4) x 0.406 105 plf x 40 ft = 4.2 k Col Pipes: ( 36 in. (b x 0.500 190 pif x 37.50 ft = 7.13 k Middle Col Pipes: ( 0 In. it x 0.000 0 plf x 0.00 ft = 0.00 k Lower Col Pipes: 0 in. 4 x 0 0 plf x O ft= 0 k TOTAL = 48.23 k MOTH Bot of ftq = 25.72 k x 4 + ( 1106 ) = 1208.88 ft -k Callow = 1500 psf RECT For' Job Name: Job Number: roozmg uata: 0.000 Footing Length, L = 20.500 ft. Footing Width, B =16.500 ft. __ Footing Thickness, T = .... ...........v..,..._. 4.000 ft. Concrete Unit Wt., yc = _ 0.150 kcf Soil Depth, D = 0.000 ft. Soil Unit Wt., ys =0.1 OO mm kcf Pass. Press. Coef., Kp = 3.000 Coef. of Base Friction, Uniform Surcharge, Q = 0.000 ksf Pier/Loading Data: _._._._ 0.000 Number of Piers = Pier #1 Pier #2 Xp (ft.) = YP (ft.) = Lpx (ft.) = LPy (ft.) = h (ft.) _ PZ (k) Hx (k) - Hy (k) Mx (ft -k) - My (ft -k) "FOOTINGS.xis" Program Version 2.9 +PZ -my +Hx Nomenclature Checker: D h T 0.000 0.000 :0.000 0 000 ..... 3.000 3.0_00 _._._._ 0.000 0:000 -48.23 0.00 0.00 25.72 0 00 0 00 0.00 ....... ....0.00 0.00 1106.00 FOOTING PLAN 1 of 2 3/24/2016 3:15 PM (,-_(dS 2! fe✓ 1 "FOOTINGS.As" Program Version 2.9 Results: Nomenclature for Biaxial Eccentricity: Case 1: For 3 Corners in Bearing Total Resultant Load and Eccentricities: (Dist. x > L and Dist. y > B) EPz = -251.18 kips Dist. x i ex = _4.813 ft. (> u6) _ _ _ Pmax ey = 0.000 Brg. Ly OverturningCheck: EMrx = N.A. ft -kips EMox = N.A. ft -kips Dist. y FS(ot)x = N.A. � Line of zero J' EMry = 2574.60 ft -kips pressure Brg. Lx EMoy = 120_8.8_8 ft -kips FS(ot)y = Case 2: For 2 Corners in Bearing Sliding Check: (Dist. x > L and Dist. y <= B) Pass(x) = 39.60 kips Dist. x Frict(x) = 75.35 _ kips I` -I Pmax FS(slid)x = 4.469 (>= 1.5) Brg. Ly1 Passive(y) = 49.20 m kips Frict(y) = 75.35 kips Dist. y FS(slid)y = N.A. Brg. Ly2 Uplift Check: Line of zero EPz(down) _MA kips pressure EPz(uplift) =kips FS(uplift) = Dist. x = N.A. Dist. y=. NA Brg. Lx = . 16.312 . Brg. Ly = 16.500 %Brg. Area = 79.57 Biaxial Case = N.A. P1 = P2 = P3 = P4 = P3 0 k r P2=1.867 ksf ak. B P4=0 ksf L P1=1.867 ksf CORNER PRESSURES Pmax(net) = Pmax(gross)-(D+T)*ys Pmax(net) = 1.467 Iksf Case 3: For 2 Corners in Bearing (Dist. x <= L and Dist. y > B) Dist. x Pmax Dist. y Case 4: For 1 Corner in Bearing (Dist. x <= L and Dist. y <= B) Dist. x Brg. Lx Pmax Dist. y Brg. Ly Line of zero pressure 2 of 2 3/24/2016 3:15 PM TITLE: JOB #: r 4425 N 24TH ST. - STE 200 ENG. #: G-10521 ..� � PHOENIX, AZ 85016 FOOTING REINFORCING DESIGN DATE: Mar -I6 Outdoor Inc. 602-230-8634/800-525-8509 BY: FS� FAX 602-230-9071 SHEET: C SPREAD FOOTING REINFORCING DESIGN: Conc. Cover = 3 in. Reinf. Size = # 6 Top bars # 7 Bot. bars bar diameter of bot steel = 0.875 in. Ftg Depth = D = 48 in. gmax= 1.47 ksf #8 gmin= 0.00 ksf 2.67 3a= 16.2 ft 1.00 U2 = 10.25 ft d = 44.56 in. b = 12.00 in. Bar Size bar diameter in Area int Wt I #5 0.625 0.31 1.043 #6 0.750 0.44 1.502 #7 0.875 0.60 2.044 #8 1.000 0.79 2.67 #9 1.128 1.00 3.4 POL MOT L d D _- �_ Moment (a) Center line of Fig ) *r7 Longitudinal Reinforcing Steel at Bottom A,= 0. (00 in'/ ft F ( p 7 ) y I Transverse Reinforcing Steel at Bottom %ma:= 1.47 ksfqu min ' = 0.00 ksf ( _ qmm q @center of ftg = 0.540 ksf ( Yj )Ar Transverse Reinforcing Steel at Top As= 0, 7 4f in2/ ft Mu = 0.540 ksf x ( 10.25) 2 = 28.37 ft -k (rect. Area) 2 1 x 10.25 ft x 0.93 ksf x 2 x 10.25 ft= 32.73 (triangular area) 2 3 (.47 Mu Total = 61.10 x 1.6 = 97.76 ft -k Z Mu x12/4) Asreq= fdfy 0 = 97.76 x 12 ! 0.9 0.9 X 44.56 x 60 As rey = 0.54 in2 / ft at bottom Min. Temperature Steel As min = pbD= 0.0014 X 12.00X �gh ����� I,1%7 /Z 0.VO/n/%P USE: ( y' I ) *r7 Longitudinal Reinforcing Steel at Bottom A,= 0. (00 in'/ ft F ( p 7 ) y I Transverse Reinforcing Steel at Bottom As = D, qg in2/ ft ( ) .4f� Longitudinal Reinforcing Steel at Top As = 0.4f1 in2/ ft ( Yj )Ar Transverse Reinforcing Steel at Top As= 0, 7 4f in2/ ft 44! SIGN ELEVATION AND ELECTRICAL DRAWING Wood Family Trust — APN 040-400-034 LIGHTS Meter, panel and timer New 100 amp electrical service from PG&E 38' c ................................................................................r Eight (8) 137 watt LED light fixtures, four (4) on each side All equipment and installation methods to comply with 2013 CEC PERMIT # ._. © q I VVP F ^;� DAZE Z�� MPLIt NY i f5'fOTdi� BUTTE COUNT' APR 0 5 2016 DEVELOPMENT SERVICES Greg Redeker (530) 717-2705 5, New 100 amp electrical service from PG&E 38' c ................................................................................r Eight (8) 137 watt LED light fixtures, four (4) on each side All equipment and installation methods to comply with 2013 CEC PERMIT # ._. © q I VVP F ^;� DAZE Z�� MPLIt NY i f5'fOTdi� BUTTE COUNT' APR 0 5 2016 DEVELOPMENT SERVICES Greg Redeker (530) 717-2705 SINGLE LINE ELECTRICAL DRAWING Wood Family Trust — APN 040-400-034 783 Entler Avenue PERMff__©(;6 t�J� r1��,T L y .. �!E D )'` DAiE —___ � z��%f� BY_- _------- 0 Main service Main panel Timer PG&E meter disconnect 100 amps disconnect switch switch (on pole) (on pole) (on pole) (on pole) Ground New underground electrical service (final configuration dependent on direction from PG&E) To lights — 8 x 137 watt Cree LED light fixtures Y2" min. EMT conduit Timer box 20 amps (on pole) COMPLY WITH CALIFORNIA ELECTRICAL CODE ARTICLE 250 REQUIREMENTS FOR GROUNDING AND BONDING All equipment and installation methods to comply with 2013 CEC Label, circuit breaker(s), disconnect(s), fuse(s),switch(es) and their accessories, to identify their location and or equipment COMPLY WITH CALIFORN64 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 ® Greg Redeker (530) 717-2705 OUTDOOR ADVERTISING Oe - ate. PERMi I- B rTY COUNTY t Mad L - 4 _iog,lz www.formetco.com 1 (SOO) 3676-6352 0 Formetco Incorporated. All rights reserved. Cree® is a registered trademark of Cree, Inc. SPECIFICATION SHEET] EWZ SERIES d@us 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. Can be individually offset +/- 1-240 minutes from both sunset and sunrise times. DAYLIGHT SAVING: Automatic (can be omitted). LEAP YEAR: Automatic Compensation. 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 TIMING ACCURACY: Line Frequency. INPUT VOLTAGE: 120 - 277VAC, 50/60Hz (automatic detection). TERMINAL RANGE: #8-#16AWG. OPERATING TEMPERATURE: -40 OF to 149 OF (40 °C to 65 °C). POWER CONSUMPTION: 6VA Max. ENCLOSURE: Polycarbonate Indoor/Outdoor NEMA 3R is standard with lockable hasp. Suffix -MB without enclosure and includes mounting bracket. OPTIONS: Suffix -Q Quartz crystal timing. Maintains accurate timing where 50 or 60 Hz is not consistent such as on-site generator produced power. Consult factory for minimum order size. WIRING DIAGRAMS EWZ 101 TIMER SPST SUPPLY I r -1 1 2 3 4 �v LOAD L N N 120/277VAC EWZ 103 TIMER DPST SUPPLY �q cr-1 1 2 3 4 5 6 rr LOAD � 1 �LOAD L N N L N 120/277VAC TIMER DPST SUPPLY _/17 ` �I 1 2 3 -- 44 5 6 LlL2 208 OR 240VAC LOAD ORDERING INFO EWZ 120 SPDT TIMER E SUPPLY 1 2 3 LOAD 4 LOAD 5 f_T_J L N N N 120/277VAC EWZ 101 82470 120-277 EWZ120 82471 120-277 EWZ101-MB 82263 120-277 EWZ120-MB 82275 120-277 CONTACT RATINGS General Purpose 120-277 40A EWZ201 r—TIM—E—R-1 CH 1 CH 2 SUPPLY I SPS�T SPST 1 2 3 4 5I 6 rr LOAD i 1 � LOAD L N N L N 120/277VAC —ontary configuration TIMER CH" SUPPLY z� �q 1 2 3 4 5 i L N PULSE ON PULSE OFF 120/277VAC EWZ201 ONLY: UNIT MUST BE CONFIGURED FOR MOMENTARY OPTION 120-277 SPST Dp.T SPDT SP'Si' SPST OL ST 30A 30A Ballast 120 30A 120 30A 10A 208-277 20A 208-277 20A IDA To, Tu , Pilot Duty 120-277 720VA 120-277 720VA 720VA Resistive 28VDC 30A 28VDC 30A 30A 9730 Northcross Center Court P: 800 321 8 28078 P: 800.321.5847 INDUSTRIES www.nsiindustries.com 1�1JTTE COUB.:Tv t LZ� T„ e x `�l4$r _ K3 1 P 0 9 1 k ,iV F mp ,d �r! E - WIRING DIAGRAMS EWZ 101 TIMER SPST SUPPLY I r -1 1 2 3 4 �v LOAD L N N 120/277VAC EWZ 103 TIMER DPST SUPPLY �q cr-1 1 2 3 4 5 6 rr LOAD � 1 �LOAD L N N L N 120/277VAC TIMER DPST SUPPLY _/17 ` �I 1 2 3 -- 44 5 6 LlL2 208 OR 240VAC LOAD ORDERING INFO EWZ 120 SPDT TIMER E SUPPLY 1 2 3 LOAD 4 LOAD 5 f_T_J L N N N 120/277VAC EWZ 101 82470 120-277 EWZ120 82471 120-277 EWZ101-MB 82263 120-277 EWZ120-MB 82275 120-277 CONTACT RATINGS General Purpose 120-277 40A EWZ201 r—TIM—E—R-1 CH 1 CH 2 SUPPLY I SPS�T SPST 1 2 3 4 5I 6 rr LOAD i 1 � LOAD L N N L N 120/277VAC —ontary configuration TIMER CH" SUPPLY z� �q 1 2 3 4 5 i L N PULSE ON PULSE OFF 120/277VAC EWZ201 ONLY: UNIT MUST BE CONFIGURED FOR MOMENTARY OPTION 120-277 SPST Dp.T SPDT SP'Si' SPST OL ST 30A 30A Ballast 120 30A 120 30A 10A 208-277 20A 208-277 20A IDA To, Tu , Pilot Duty 120-277 720VA 120-277 720VA 720VA Resistive 28VDC 30A 28VDC 30A 30A 9730 Northcross Center Court P: 800 321 8 28078 P: 800.321.5847 INDUSTRIES www.nsiindustries.com M3 Site Plan Detail New 14'x 48' double sided outdoor advertising sign 30 degree "V" configuration Column approx. 35' from front property line, 22' from side property line Sign faces approx. 12 feet from property lines ' 55' OAH, external LED illumination Flood Zane; fi / QbMp } 0 A� 'L EST.O�TiTa Edge i 10' be concrete footing f i A (outside of PUE) . oo a� Real property described as: Lots 16 and 17, as shown on that certain map entitled "Southgate Industrial Park, Unit No. One", which map was recorded in the office of the Recorder of the County of Butte, State of California, August 18, 1972, in Book 43 of maps, at Pages 1 and 2. LJ� 'TIENT SERVICES & IANCE BY c.i Owner: Wood Family Revocable Trust Location: 783 Entler Avenue, Chico APN: 040-400-034 Size: 2.56 acres GP designation: I Zoning: HI Prepared by: Greg Redeker, Stott Outdoor Advertising, 4/4/16 gredeker@stottoutdoor.com (530) 717-2705 551-011 O.A.H. REAR LADDER CROSSOVER ..HAND RAIL 14'-0 FACE 17'-6" 3'-O APRC Gil 6 NOTES AND SPECIFICATIONS ii UPRIGHT (APPLY UNLESS OTHERWISE NOTED) II , HANG RAIL L 3" x 3" x 1/4" ii CLIP ANGLE `�' CODE - 2013 CBC 4'-0" w/ (2) 1/2"0 A-307 BOLTS I/4 ii L 3" x 3" x 3/8.. EACH CONN. II w/ (2) 112"0 A-307 BOLTS WIND DESIGN - SIGN STRUCTURE WIND LOADS ARE DETERMINED IN ACCORDANCE WITH ASCE 7-10 I/4 II @ EACH LEG 8-0 fl III SECTION 29.4.1. 0 48'-0" 1 BASIC WIND SPEED: 110 MPH (3 SECOND GUST) 51-011 �� I 5 1/2" RISK CATEGORY: II EXPOSURE:C �1�1 I I 2'-1 1/2" \ DESIGN WIND PRESSURE: 27.0 PSF (AVERAGE) 38.0 PSF (MAXIMUM AT ENDS), 8 0 ���� i 3 _6 REFER TO ASCE 7-10 FIGURE 29.4-1. REAR FRONT LEDGER ANY SIGN COMPONENTS NOT SPECIFICALLY DETAILED ON THESE DRAWINGS BUT ATTACHED TO THE i i WALKWAY STRUCTURE SHALL BE DESIGNED IN ACCORDANCE WITH THE INFORMATION ABOVE. 8'-0 4'-0" I I E S ECTI cJ N D— D 5EE SEISMIC DESIGN - SIGN STRUCTURE SEISMIC LOADS ARE DETERMINED IN ACCORDANCE WITH ASCE 7-10 STRINGER i i wsXe v CHAPTER 15 USING DATA FOR SIGNS AND BILLBOARDS FROM TABLE 15.4-2.: 8-0 I1 II MOUNTING I I RISK CATEGORY: II II I I E 4`-0 1` ,,•� DETAIL !_ +-j REAR MAPPED SPECTRAL RESPONSE ACCELERATIONS: Ss =.614, S1 = 0.271 lii 1 i `1 LEDGER SITE CLASS: D, PER SOIL REPORT SPECTRAL RESPONSE COEFFICIENTS: Sos = 0.536, SDI 0.336 ,.�—•,—• '• a I1 SPREADER , i ! — -�- 1 5� -0�� II`t 5'-0" 11 SEISMIC DESIGN CATEGORY: "D" •—'• W 12x35 BRACE UPRIGHT ii FORCE RESISTING SYSTEM: CANTILEVERED COLUMN L3"x3"x 1/411 I I to DESIGN BASE SHEAR: 5.83 KIPS REAR(T B) 14'-O" 4 I I REAR LEDGER 1 13/4" WALKWAY -O i i SEISMIC RESPONSE COEFFICIENT (Cs): 0.179 —•'' ii l i w/ (2) 112"0 FACE I I BRACE L 3"x3"x 1/4" MR STRINGER RESPONSE MODIFICATION FACTOR : 3.0 I A-307 BOLTS i w/ (2) 112" A-307 BOLTS ( ) ''•, L4"x3"x 114" I I s sips „ COLUMN @ EACH CONN. EACH CONNECTION 114 CLIP ANGLE SEISMIC BASE SHEAR IS DETERMINED IN ACCORDANCE WITH SECTION 12.8 EQUIVALENT LATERAL II — L 3"x3N 1/4" x 4 3/4" FORCE PROCEDURE" USING THE DESIGN DATA ABOVE p TORSION I LLH II 171-01 1 3/4" w/ (2) 1/2"0 A-307 BOLTS'' DESIGN LIVE LOAD - MAINTENANCE PLATFORM 40 PSF OR 300 LBS CONCENTRATED LOAD. II II COLUMN 300 ! �I — — TORSION cz DESIGN DEAD LOAD - I I, I I /8" SIGN PANEL: 2.5 PSF p111 1 SPREADER I CRO55 BRACE I I LED DISPLAY: 9000 LBS EACH W 12x26 3/4"0 ROD4"0 F—E F FACE ! ! SECTION OTHER STRUCTURAL MEMBERS: AS NOTED IN CALCULATIONS (SEE DETAIL) E (TYP.) � �•'''–� II p I I I PANELS I ii uI STEEL - WIDE FLANGES - ASTM A-992, OTHER SHAPES & PLATES - ASTM A-36. REAR LOWER REAR LEDGERI I WALKWAY PIPE SECTIONS - ASTM A-53 GR B OR A 252 GR 2, OR API - LX WITH MINIMUM YIELD STRENGTH AS UPRIGHT 11j1f —151-011 I I SPREADER INDICATED ON DRAWINGS. r r �1•��•�,. 11 " - I FRONT REINFORCING STEEL - REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 WALKWAY ' II111 LJ GRADE 60. REINFORCING SHALL BE FABRICATED AND SECURED IN ACCORDANCE WITH ACI 318 AND CRSI r r MANUAL OF STANDARD PRACTICE. DO NOT WELD REINFORCING STEEL UNLESS APPROVAL IS OBTAINED rr __ FRONT �rrr ii APRON -� FROM THE ENGINEER PRIOR TO CONSTRUCTION. r r SIGN FACE �_.� Illp I _6 I I _2 SPREADER LEDGER r r 31-011 APRONEXPANDED METAL GRATING - EXPANDED METAL GRATING SHALL BE MANUFACTURED FROM CARBON STRINGERS FRONT I 0 — — STEEL IN CONFORMANCE WITH THE EXPANDED METAL MANUFACTURERS ASSOCIATION (EMMA) HANG RAIL r r WALKWAY BRACE STANDARD NO. 557-99 'STANDARDS FOR EXPANDED METAL.' EMMA IS A DIVISION OF THE NATIONAL TORSION BAR 3/4"0 ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS NAAMM . rr�r G / I p„ DOUBLE NUT ( ) DALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO LATEST AISC rr Q ��1 rrrr W6x9 CLIP ANGLE SPECIFICATIONS AND STANDARD PRACTICE. PLAN VWALKWAYI EW !5EE _ FRONT L 3x3x 1/4 x 0-3 LEDGER PAINTING - ALL STRUCTURAL STEEL, EXPOSED TO WEATHER, MOUNTING I I /2" Q SHALL BE SHOP PRIMED AND PAINTED IN DETAILACCORDANCE WITH AISC 335 (SPECIFICATION) AND AISC 303 (STANDARD PRACTICE). 3 I 112" 18 VARIES 2,500) _ 2,500) AT 28 DAYS AND BE PLACED IN ACCORDANCE WITH ACI 318. CONCRETE MIX SHALL BE p G R D Rp CONCRETE - CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI (DESIGNED AT F p C 8055 ACE DETAIL TY I CAL S ECTI C� N Th 1\U SIGN PROPORTIONED WITH A MAXIMUM SLUMP OF 5". :. WELDING - ALL WELDING MATERIALS AND COMPONENTS SHALL BE IN COMPLIANCE WITH 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 48'-0" FACE — PRE -TENSIONED (PT). PT BOLTS SHALL BE FULLY TENSIONED PER AISC TURN OF THE NUT METHOD (1/3 (8) 3/4"0 OF A TURN PAST A SNUG TIGHT CONDITION) OR OTHER AISC APPROVED TENSIONING METHOD. 211 2" A-325 BOLTS 5 EQ. 5P.@ 8'-0" = 40'-011 4_p GA. 3 112" SPREAD COLUMN FOOTING - FOUNDATION DESIGN BASED ON ALLOWABLE SOIL BEARING PRESSURE ♦ ♦ 1 _ PER IBC TABLE 1806.2 OF 1500 PSF (SOIL CLASS 5 - TYPE: CLAY, SANDY CLAY, SILTY CLAY, CLAYEY SILT, — SILT AND SANDY SILT). VERIFY SOIL TYPE DURING EXCAVATION. NOTIFY ENGINEER OF ANY ( 1 ♦ I♦ } I DISCREPANCY. ! (8) 5/5"0 1 112-1 1 112" - SPECIAL INSPECTIONS - SPECIAL INSPECTIONS ARE REQUIRED PER CHAPTER 17 FOR THE 1 HANG RAIL 1 A-325 BOLTS PL 3/8.. 4" 8" 8" 4" FOLLOWING ITEMS: GA. 2 1 /4 GUSSET - HIGH STRENGTH BOLTS: PERIODIC INSPECTION TO REVIEW BOLT TYPE AND TENSION 1/4 SECTION C—C -SPREAD FOUNDATION: PERIODIC INSPECTION TO VERIFY EXCAVATED DIMENSIONS AND i 1 I/2" REINFORCING STEEL 2 1/4"r- 4 /4" 1 /4 4 1/2" X I I BRACE I STRINGER REARI N z^ ON c SPREADER PL 1 /4" x STEEL FABRICATOR- ALL STRUCTURAL STEEL SHALL BE SHOP FABRICATED BY THE FOLLOWING WALKWAY i 4 I/2„ I/4 I/4 W 12x26 3” x FIT 8.5. 1, CITY OF LOS ANGELES APPROVED FABRICATOR: L 4 112'l �i - _ - PAGE STEEL 1/4 G 1/4 C 2040 INDUSTRIAL DRIVE UPRIGHT 2 I /4" 4 1/2 ? PAGE, AZ 85040 TORSION I I j 1 1/2" 450 PL 1/4" x UNLESS SPECIFICALLY INDICATED AS FIELD WORK NO FIELD WELDING IS ALLOWED WITHOUT THE PL 1/4" 2x6 3 x FIT I/4 1 2 APPROVAL OF THE ENGINEER OF RECORD. SPECIAL INSPECTIONS IS REQUIRED FOR ALL FIELD WELDING. B.S. B.S. PL 3/8" THE ERECTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD BEFORE ERECTION AND 7" x I'-9" + NOTIFY ENGINEER OF ANY DISCREPANCIES. 1/4 1 1 1 I TORSION R �t W 12x26 THE UNDERSIGNED ENGINEER WILL NOT SUPERVISE THE FABRICATION OR ERECTION OF THIS L--'- -- SECTION B -B 1 STRUCTURE. 6 t L` 1 BUTTE I TORSION COUNTY �R0550VER FRONT FRONT I VARIES .WALKWAY LEDGER I APR 0 5 2016 I I U P I HT— PREADERTORSION .CONNECTION DEVELOPMENT 'COLUMN I SERVICE PIPE I I �/' /' _ / THIS PRINT IS THE PROPERTY OF U 1��UG� WYG OUTDOOR, INC. 37'-6" -- PERMIT #--L— � I PROFESSIONAL SEAL VALID ONLY WHEN FABRICATED BY BUTTE COUNTY DEVELOPMENT SERVICES H.A.G.L. � THE ABOVE. IT IS PROVIDED FOR PERMIT PURPOSES L REVIEWED FOR ONLY. 1 C DEC MPLIANCE (�, BY4 ANY OTHER USE OR REPRODUCTION IS PROHIBITED LU C a0a I DATE --4- _r WITHOUT WRITTEN AUTHORIZATION FROM w 1 VICj OUTDOOR INC. s's EXP TORSION PIPE I I W30x99 24"0 x 0.406" 3 -2 I /2 �'�,4 CIVILOQ' �a (Fy = 42 k51) SQUARE —I1r UPRIGHT CUSTOMER ®FCAL1F® I 11 �� PL 112" �114 I THK. PL. I L SLOPE CONCRETE I _3 A 1011I/4 A GRADE i AWAY FROM PIPE — — -- --- --- — (I PL I 2) I 114`0 (PT) I 1011 A-325 BOLTS 1 I I 2" II STRINGER 5 1/2" i 1_4" x 3" x 1/4" 5TOTT OUTDOOR REVISIONS LLH � � ° _ 113/4" 11 1/4 AREVISE FROM 24 V TO 30 V 03/21 / 1 G II ', SIGN LOCATION 1 1 3/4° ---- I ------ � 783 ENTLER AVE 14'x48' 5 I/2 2 1/2" APN-040-400-034 51NGLE P05T a BUTTE COUNTY, CA 2.. I1 33/4 CENTER MOUNT I I 1/4 3/8 1/2" GU55ET PL 1 CLIP ANGLE F �. a I —� COLUMN PIPE 1 1 2 2 II DOUBLE I ACE u (I G) REQUIRED a a a e 36"0 x 0.500" I a L 5 x 3 xI 1/4" x 4 3/4" LLH j o L-----� (4) @EACH w/ (2) I/2 0 A-307 BOLTS 30 V—BUILD e . tFy = 45 ksi) I I I 5 112' 5 ► /2 ii - J� CORNER 113 113 JL GA. 2 114" 5EE E2 FOR ADDITIONAL �-____-- 4 4 LED CAPA5LE SPREAD INFORMATION COLUMN-TOR51ON CONNECTION 5ECTION A—A 5TRINGER MOUNTING DETAIL ENG. No. DR. CH. G-1052 1 ff5 J5W Outdoor Inc. DATE ELEVATION 03/08/1 G 4425 North 24th Street, Suite 200 Phoenix, Arizona 85016 JOB NO. SHEET NO. Phn: (602) 230-8634 Fax: (602) 230-9071 E I Of 2 - --T-- - 7 I I p n I� + IL 11 # rr 2" II STRINGER 5 1/2" i 1_4" x 3" x 1/4" 5TOTT OUTDOOR REVISIONS LLH � � ° _ 113/4" 11 1/4 AREVISE FROM 24 V TO 30 V 03/21 / 1 G II ', SIGN LOCATION 1 1 3/4° ---- I ------ � 783 ENTLER AVE 14'x48' 5 I/2 2 1/2" APN-040-400-034 51NGLE P05T a BUTTE COUNTY, CA 2.. I1 33/4 CENTER MOUNT I I 1/4 3/8 1/2" GU55ET PL 1 CLIP ANGLE F �. a I —� COLUMN PIPE 1 1 2 2 II DOUBLE I ACE u (I G) REQUIRED a a a e 36"0 x 0.500" I a L 5 x 3 xI 1/4" x 4 3/4" LLH j o L-----� (4) @EACH w/ (2) I/2 0 A-307 BOLTS 30 V—BUILD e . tFy = 45 ksi) I I I 5 112' 5 ► /2 ii - J� CORNER 113 113 JL GA. 2 114" 5EE E2 FOR ADDITIONAL �-____-- 4 4 LED CAPA5LE SPREAD INFORMATION COLUMN-TOR51ON CONNECTION 5ECTION A—A 5TRINGER MOUNTING DETAIL ENG. No. DR. CH. G-1052 1 ff5 J5W Outdoor Inc. DATE ELEVATION 03/08/1 G 4425 North 24th Street, Suite 200 Phoenix, Arizona 85016 JOB NO. SHEET NO. Phn: (602) 230-8634 Fax: (602) 230-9071 E I Of 2 - --T-- - 7 I I p 3" TOP LONGITUDINAL REINFORCING (17) #G (Fy = GO K50 EQUALLY SPACED TOR.51ON (I )ADDL #G CONTINOU5 (Fy = GO KSI) EACH SIDE OF COLUMN TOP TRANSVERSE REINFORCING (2 1) #G (Fy = GO K51) EQUALLY SPACED COLUMN 4 FTG. I I I PROVIDE STANDARD HOOK TOP REINFORCING TYP @ COLUMN i i LOWER COLUMN PIPE 5LOPE GRADE AWAY FROM CONCRETE I I COLUMN 3/4" RING • II PIPE • PLATE _ II I' @ 42" O.D. — � 3300O " ;I D II 4 Q 4 ° ii it a 4 I G C RING FG 20 EQ. SPC'S 20'-G" TO PIPE41-011 %li�l Im !I �1 NI \ �j \ IW III II Ill _741/HT ° ° VI W U Yl IV ° I� a TYP. 1 /4ii II ° ° Q d II II °-----------------� —511 v5 l a 11211 BOTTOM 3" CLR 3" CLR REINFORCING PL5/8..x3..x8" 811 STIFFENERS (1 2 REQ'D) @ 300 (T * B) /2" 311 311 5ECTION G -G SPREAD FOOTING ELEVATION FOOTING I\EI N F TOP MAT G' -G" G EQ. 5PC'5 It 3u COLUMN 4 COLUMN — SLOPE CONCRETE AWAY FROM PIPE —\ L 2 x 2 x 1/4 BOTTOM LONGITUDINAL GRADE REINFORCING (17) #7 (Fy = GO K51) L 2" x 2" x 3/8" EQUALLY SPACED 3.. (MIN.) I'-9" AT 4'-4" O.C. MAX. 2'-0" i F L 2 x 2 x 1/411 ! ,CONCRETE <, FOUNDATION REBAR (TOP) 41-011 (1) 5/8"0 A307 BOLT - - G EQ. 5PC'5 20'-G"AT EACH P05T 511 1 I , TORSION J ! REBAR CR055OVER OR BOTTOM / OF COLUMN ! (BOTTOM) WALKWAY FRAMING BOTTOM TRANSVERSE � , REINFORCING (/ 2 1/2"1A (17) #7 (Fy = GO K51) EQUALLY SPACED 3.. (MIN.) ALT. COLUMN 1N FOOTING DETAIL TYPICAL HAND RAIL CONNECTION 3 t .�, FOOTING REI NF BOTTOM MAT ,t THIS PRINT IS THE PROPERTY OF ` XVg OUTDOOR, INC. PROFESSIONAL SEAL VALID ONLY WHEN FABRICATED BY QR , n. THE ABOVE. IT IS PROVIDED FOR PERMIT PURPOSES, �, r s '✓�©��� ONLY. E ;MIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR ANY OTHER USE OR REPRODUCTION IS PROHIBITED w e� OMPL.IANC;E WITHOUT WRITTEN AUTHORIZATION FROM C 7i0 -x,73 C DE 3d ,( 6Y �- Wy OUTDOOR, INC. EXP L� IDATE CIWah. CUSTOMER 0FCML-* FRAME 5TOTT OUTDOOR REVISIONS Tr 1 /2� 0 J -BOLT, Qj REV15E FROM 24' V TO 30° V — 03/21 / 1 G 10 MIN. ; I 3/8" O GALVANIZED _ - L4 x3 x I /4 LLV FOR FRONT WALKWAY I SPAN = L �- — �� L3"x3"x I/4" FOR REAR WALKWAY EACH SIDE OF WALKWAY � I SIGN LOCATION 14'x 48 II WIRE ROPE THIMBLE CABLE MOLNT CABLE MOUNT 783 ENTLER AVE 3/8"0 7 x .19 �, -5 O _ WALKWAY APN-040-400-034 51 NGLE P05T J -BOLT I /2 0 J BOLT BUTTE COUNTY, CA CENTER MOUNT 4.. 4 I I PREFORMED II 3J4" rd DROP FORGED Level --------- -- -- ---------- ------------------- GALVANIZED STEEL i EYEBOLT wJ LOCK WASHER ------ -------------- D B E FA E AIRCRAFT STRAND �; AND 2 HEAVY HEX NUTS - LEDGER GRATING X EXPANDED METAL o `���'�- =- ___- I �2° I ---------- 30 V -BUILD ------ --------- WELDED TO ANGLES @ 18 O.C. GABLE -RELAXED LED CAPABLE I L / 30 3.14 psf -FOR WALKWAY WGx9 � (3'- I I /2" WIDE) �� �� I i WALKWAY ENG. NO. DR. CH. 2.0 psf -FOR WALKWAY... 3/8 O CROSBY CLIP, G-450 1/4 I, C 5 x G.7 _— _ OR EQUAL (3 REQUIRED PER �; CABLE - IN MEASURED POSITION (A FORCE OF 10 LBS. - ,- - G-10521 F5 J5W CONNECTION) �i UPRIGHT SHALL BE APPLIED TO THE CABLE WHEN MEASURING THE (2 I I/2 WIDE) I DEFLECTION, TO TAKE THE SLACK OUT OF CABLE.)ATE liOutdoorInc.nc AFETY CABLE MOUNTING SAFETY CABLE TENSION TYPICAL WALKWAY DETAIL WALKWAY MOUNTING DETAIL 442 03/08/1 6 Phoenix, Arizona 85016 5 North 24th Street, Suite 200 Boa NO. SHEET NO. _ Phn: (602) 230-8634 Fax: (602) 230-9071 - E2of2 - -- -- - --- - __ - m --- - - - -- - -- 2I T - ----_ T II i — i �� � I o r -I. V I 1 1-� !� 2P � jar___ IT — I 1 f ISIS