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Sign Design Based On 2018 WSBC
<br /> Job q JfS_11 9223
<br /> Project Arco-WPM x82769-PVon
<br /> Job Lotaton 7915 Evergreen Vhy
<br /> 1 Everett WA
<br /> HSS
<br /> j_* ST'L.IRECT•HSS,TYP. _
<br /> SIGN CABINET INPUT DATA
<br /> TYP.
<br /> I � Eryosure ca!egory(B,C or D) C
<br /> 5/8"THREAD FORMING Risk Ca!egory II
<br /> — STRUCTURAL SCREWS. Ultrnate Design Wndspeed v„, 2 100 MPH
<br /> (24)TOTAL,TYP. Topographic factor K = 1 Flat
<br /> Heghtofthe sign It = 25e0 FT
<br /> TYP. Average Verscal dimension(forwall,s=h) 4 = ' 19.53 FT
<br /> HorrronLM dimension B - 600 FT
<br /> CABINET 1 — Dimension orretum comer Lr = 100 FT
<br /> FRAME,
<br /> TYP. ANALYSIS
<br /> I Velocity pressure
<br /> q,-040256 K,K„K.V'K. = 20.45 PSF
<br /> where:
<br /> SIGN CABINET i q,=veloatypressure alheight h.l Eq.20.10.1 page.208)
<br /> K,=,eloc.typressure e,posure coefficient 0.94
<br /> CONNECTION D [EVEOVEe,ialuated atheighl above 9Rnd level,In(Tab,2610.1.page 266)
<br /> Iemu' (12 PLACES) N.T.S. Kr=wind directiona'ityfacloc(Tab.20°-1,page 266) + 0.85
<br /> 2&-0' I K,=ground e!emotion factor.see(Tab.26.9.1.page 266) = 1.00
<br /> JUN15 2023 Wind Force Case A:resultant force through geemetdo canter
<br /> AtaxhorGnntalwnd III—— P.%GO,• = 30 PSF
<br /> - — — CITY OF EVERETT *hate: o=gust efeNL,ctor.(See.20A I.I,page 269). 0.85
<br /> C,=n el force coefficient(Fp.29.3.1,page 323) 1.70
<br /> >4=Bs=wegrossarea = 11r.10 FT'
<br /> Permit Services
<br /> �+ -20' .4 Estimated sign cabinet weight • 14o8 LOS.
<br /> DESIGN SUMMARY I
<br /> — I I Allowable Stress Design Wind Factor= e Oleo
<br /> HSS 10"X 6'X 1/4" 1 -- - - Design Wind Pressure= 0.8 x p• 17.78 PSF
<br /> ST'L.RECT.HSS,TYP. 2' _
<br /> `1 1'DIA.,24-MIN.EMBED. Design Wlndrorco,F • 17,78 x As• 208 KIPS
<br /> OPEN I GALV.ST'L.ANCHOR BOLT, IMomemArm= 20.10 FT
<br /> 10-0' TYP. Design Moment = F x Moment Ai 41.00 KlP•FT
<br /> Footing Deslgn INonconstralned)
<br /> 20" 16- HSS 1WX 6"X 1/4" Diameter- 3.00 FT
<br /> i -
<br /> ST'L.RECT.HSS,TYP. Sol Pressure= 150.00 PSFIFT
<br /> _ S " r 610.62 PSF
<br /> 1/4"if .TYP. A= 1.33 FT
<br /> i TYP. 1 _ EMBED.= 6.11 FT '
<br /> — — — — -- — �f: -- — 2- PL 20'X 20"X 11"THK.
<br /> — ST'L.BASE PLATE,TYP. 36" CIA DEPTH•6'•2"
<br /> J-11 (2)#4 TIES TOP 5' TYP• gf8• `-6'x 4"x 3/4"THK. Pole Design STT-.RECT.HSS
<br /> STL TRIANGULAR
<br /> -� #4 TIES @ 6'O.C.TOP 24' GUSSET,TYP. Sec.Mod.Req'd. USE A500 OR B
<br /> 6'-2' #4 TIES @ 12-O.C.REMAINDER 8•
<br /> TYP. ^_ TYP#6 VERTS,3"CLEARANCE, ;z= 0 11 HSS IO"x 6"x 114" Sit= 19.40 (OK)
<br /> BASE PLATE r'4- Base Plate STL PLATE
<br /> \AJ t=1" (2 PLACES) N.T.S. Thickness Rett'd. USE A36
<br /> CONSOLIDATED I= 0,14 PL 20"x 2W x 1" I= 1.00 (OK)
<br /> I — CONC.f'c=2500 PSI,
<br /> - TYP. Anchor Deslqn GALV.STL ANCHOR BOLT
<br /> F_ 36"DIA. I. Tension Rcq'O. USE F 1554 Oft36
<br /> TYP. T= 7853 1"D(A.,x 24"IMIN.EMBED T= 17070
<br /> ELEVATION Shear Reg'°-
<br /> v = 521 'v = 9110
<br /> N.T.S. tinily= ' (7853 I'17070) +' (521 1' 9110)='0 52 <1(OK)
<br /> NOTES :
<br /> GENERAL: STEEL: WELDING: CONCRETE:
<br /> • SIGN DESIGN IS BASED ON ADEQUATE EXISTING SUPPORT ELEMENTS. DESIGN AND FABRICATION ACCORDING TO 2018 WSBC STEEL DESIGN AND CONSTRUCTION ACCORDING TO ACI 318-14
<br /> PROVIDE ISOLATION OF DISSIMILAR MATERIALS. • PLATE,ANGLE,CHANNEL TEE:ASTM A30 DESIGN AND FABRICATION ACCORDING TO AWS D1.1./D1.3 COMPRESSIVE STRENGTH AT 28 DAYS,f'c=2500 PSI
<br /> FICATION REQUIRED FOR ALL
<br /> C��� COAT ALUMINUM IN THERE IS NO PROTECONTACT WITH CONCRETE WITH ZINC TION ZONE AS DEFINED N AISC 341�gICH PAINT. WIDE O N FLANGE:PE:ASTM A53 GRADE B OR EQUIVALENT. E70 XX AWS EELEICTRO E FOR SMAW PROCESS.STRUCTURAL WELDERS. CEMENT TYPE II OR IV.W/C RATIO 0.45 BY WEIGHT FOR
<br /> ®� PROVIDE FULLY WELDED END CAPS AT EXPOSED OPEN ENDS OF HSS ROUND,SQUARE,AND RECTANGULAR TUBE:ASTM A500 GRADE B E70S XX ELECTRODE FOR GMAW PROCESS. PIER AND CAISSON
<br /> Q STEEL/ALUM.TUBES,MATCH THICKNESS LIKE FOR LIKE. OR EQUIVALENT. • ER7 XX ELECTRODE FOR GTAW PROCESS. FOOTINGS CONCRETE MUST BE POURED AGAINST
<br /> SLOPE TOP OF EXPOSED FOOTING AWAY FROM DIRECT BURIAL POSTS All ANCHORS BOLTS SHOULD BE:ASTM F1554 E70T XX ELECTRODE FOR FCAW PROCESS. UNDISTURBED EARTH.
<br /> ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT CAN PRODUCE
<br /> ALL EXPOSED STEEL TO BE PRIMED&PAINTED(POWDER COAT AS AN ALL STEEL MACHINED BOLTS SHOULD BE:ASTM A307 OR ASTM A449 WELDS THAT HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20FT-LB MAINTAIN A MINIMUM 3"CONCRETE COVER OVER ALL
<br /> OPTION)OR ALTERNATIVELY USE GALVANIZED STEEL. ALL STAINLESS STEEL MACHINED BOLTS SHOULD BE:ASTM A276 AT ZERO 0"AS DETERMINED BY THE APPROPRIATE AWS A5 CLASSIFICATION EMBEDDED STEEL.
<br /> 5 470 ANCHORS: ALL BOLTS TO BE ZINC COATED:ASTM B633 TEST METHOD OR MFG'S.CERTIFICATION.
<br /> On�J BRAND NAME APPROVED POST INSTALLED ANCHORS SPECIFIED ON DEFORMED REINFORCING REBAR:ASTM A615 GRADE 60. ALUMINUM 801L:
<br /> PLANS MAY BE SUBSTITUTED BY APPROVED EQUAL. ALUMINUM: DESIGN AND FABRICATION ACCORDING TO AWS 01.2.ALL WELDING IN LATERAL SOIL BEARING PER IBC CLASS 4 TABLE 1808.2(150
<br /> DESIGN AND FABRICATION ACCORDING TO 2015 ALUM.DESIGN MANUAL ACCORDANCE WITH THE LATEST EDITION OF THE AWS A.5.10. PSF/FT).MODIFIED PER SECTION 1806.3.4.
<br /> Oro\0�\ PLATES,ANGLES,CHANNELS,TEE,AND SQUARE TUBING:ALUMINUM FILLER ALLOYS PER TABLES M.9.1&M.9.2 OF 2015 ALUMINUM DESIGN MANUAL.
<br /> • ALLOY 6D61-T6 WITH 0.098 LEIS PER CUBIC INCH.
<br /> www Aine.com SHEET TITLE: DRN BY: B.B. DATE LAST REVISED: Jun 01,2023 REV.NO. REV.DATE REVISED BY PROJECT JOB#: JTS-119223 Arco-AMPM#82769_Pylon_Evergreen Way_Everelt WA.dwg
<br /> P.O.BOX 802050 ARCO � � #�����
<br /> CHK BY: T.J. PROJ.START DATE: May 30,2023 1 -/-/- — PROJECT LOCATION: ARCO-AMPM#82769 SHEET#
<br /> s 7915EVERGREENWAY
<br /> SANTA CLARITA,CA.91380 �,� REV BY: T.J. SCALE: AS SHOWN 2 -/-1- EVERETT,WA
<br /> � OF
<br /> TEL.(661)259-0700 FAX.(661)259.0900 PLOTTED BY: Michelle Grady ON 6/1/2023 2:43:32 PM 3 44- — 1
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