901 W CASINO RD 2022 Plans 2026-01-02

l 22 112" Sign Design Based On 2018 111111+ II I Job# JTS 154922 _II I „ Project Arco-Pylan "'11131/4". 16" X31/4 III"` Job Location 901 W Casino Road 1"DIA,x 24"MIN.EMBED. Everett WA I I j I -- I GALV.STL ANCHOR --------- --- I I BOLT,TYP. INPUTDATA EX. EX. __- � Exposure category(B,C or O) = C CABINET CABINET 7 (1 EX.C 10 x 15.3 Risk Category = II TO REMAIN TO REMAIN ST'L C-CHANNEL Ultimate Design Wndspeed V" = 100 IVPH 4'-0 118" 4'-0 1/8" NP' Topographic factor Kn = 1 Flat Heightolthe sign h = 18.92 FT Average Vertical dimension(forwati,s=h) s = 11.46 FT 221/2" 11.1 Horizontal dimension B = 8.00 Fr -�-- - - Dimension ofreturn comer L, = 1.50 FT 4•_0" (N)POLE COVER ANALYSIS EX.PL 22 1/2"x 22 1/2"x 1 1/2" Velocity pressure (N)POLECOVER f ST'LPLATE t6=0.00256K,K„KaV'K. = 19.35 PSF where: --------- 0 qx=velocity pressure atheight h.(Eq.26.10-1 page.268) EX.ST'C-CHANNEL 3 1/4" K,=velocity pressure exposure coefficient 0.89 STIFFENERS @24"O.C. i__- evaluated at height above gRnd.level,h(Tob.2610.1.page268) TYP.,V.I.F. K,=wind directionality factor.(Tab.26.6-1,page 266) = 0.85 18'_11" EX.ST"C-CHANNEL 18.11„ r�BASE PLATE Ke=ground el evaton factor.see(Tab.269-1,page 268) 1.00 STIFFENERS @24"O.C. /-9 t=1 1/2" N.T.S. TYP.,V.I.F. Wind Force Case A:resultant force(trough aeomsMc center Mexhonwrital wine pressure= p-q,GG= = 28 PSF where: G=guste8ect fact".(See.26.11-1.page 269). 0.65 14'-1 7/8" 14'-1 7/8" EX.C 10 x 15.3 C,=net force coefficient.(Fig.29.3-1.page 323) 1.71 STL C-CHANNEL TYP A,=Ss=the gross area = 91.68 FT- Estimated sign cabinet weight c 551 LBS. EX.C10x15.3 ST'L C-CHANNEL DESIGN SUMMARY TYP Allowable Strew Design Wind Factor= I Design Wind Pressure= 0.6 x p= PSF Design W indforce,F = 16.90 x As= KJPS Moment Arm= Fr Design Moment = F x Moment Arm= KIP-FT _ _ A New Footing Design 1146nconstralnedl Diameter= 3 00 FT TYP. RECEIVED Soil Pressure= 15000 PSF/FT $1= 598.26 PSF A= Z02 FT SEP0 9 2022 EMBED.= 5.98 FT (2)#4 TIES TOP 5" (2)94 TIES TOP 5" CITY OF EVERETT 36 DAA. DEPTH=V-0" #4 TIES @ 6"O.C.TOP 30" #4 TIES @ 6"O.C.TOP 30" 6-0" #4 TIES @ 12"O.C.REMAINDER 6,-0„ #4 TIES @ 12"O.C.REMAINDER EX.Pole Design Check STL C-CHANNEL (12)#6 VERTS,3"CLEARANCE (12)#6 VERTS,3"CLEARANCE EPT Sec.Mod Req'd. USE A36 C 10 x 15.3 S= 13.50 (01K) CONSOLIDATED CONSOLIDATED CONIC.Vc=2500 PSI CONIC.Vc=2500 PSI EX.Base Plate Check STL.PLATE Thickness Req'd. USE A36 ........... ,- PIL 22112"x 22112 1112" 1= 1.50 (OK) V.I.F. I 36„ I I 36„ I I~-DIA.-� -DIA. New Anchor Design GALV.STL.ANCHOR BOLT Tension Req'd USE F1554 GR.36 ELEVATION SIDE ELEVATION Tr �z,: ''1310.,x24"MlKEMBED T= 170700Shear Req'd. N.T.S. N.T.S. NOTE:INSPECT EXISTING BASE PLATE,EXISTING CHANNEL,&WELD FROM CHANNEL TO PLATE V = 525 V= 9110 FOR CORROSION.IF CORROSION IS ENCOUNTERED REPLACE MATERIALS LIKE FOR LIKE. Unity= (6255 .; 170700) 525 1 9110).0.09 <1(Olq NOTES : GENERAL: STEEL: WELDING: CONCRETE: 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 PROVIDE ISOLATION OF DISSIMILAR MATERIALS. PLATE,ANGLE,CHANNEL TEE:ASTM A36 DESIGN AND FABRICATION ACCORDING TO AWS Dl A,/D1.3 COMPRESSIVE STRENGTH AT 28 DAYS,f'c=2500 PSI ® COAT ALUMINUM IN CONTACT WITH CONCRETE WITH ZINC RICH PAINT. WIDE FLANGE:ASTM A992 AWS CERTIFICATION REQUIRED FOR ALL STRUCTURAL WELDERS. MINIMUM. Q! THERE IS NO PROTECTION ZONE AS DEFINED IN AISC 341-16. ROUND PIPE:ASTM A53 GRADE B OR EQUIVALENT. E70 XX ELECTRODE FOR SMAW PROCESS. CEMENT TYPE II OR IV.W/C RATIO 0.45 BY WEIGHT FOR 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 y STEEL/ALUM.TUBES,MATCH THICKNESS LIKE FOR LIKE. OR EQUIVALENT. ER7 XX ELECTRODE FOR GTAW PROCESS. FOOTINGS CONCRETE MUST BE POURED AGAINST � 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. ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT CAN PRODUCE ALL EXPOSED STEEL TO BE PRIMED&PAINTED(POWDER COAT AS AN ALL STEEL MACHINED BOLTS SHOULD BE:ASTM 0.307 OR ASTM 0.449 MAINTAIN A MINIMUM 3"CONCRETE COVER OVER ALL 5 70 OPTION)OR ALTERNATIVELY USE GALVANIZED STEEL. ALL STAINLESS STEEL MACHINED BOLTS SHOULD BE:ASTM A276 WELDS THAT HAVE A MINIMUM CHARPY APPROPRIATE H TOUGHNESS S IFICATB EMBEDDED STEEL. �� AT ZERO WAS DETERMINED BY THE APPROPRIATE AWS 0.5 CLASSIFICATION ANCHORS: ALL BOLTS TO BE ZINC COATED:ASTM B633 TEST METHOD OR MFG'S.CERTIFICATION. \�Cp� BRAND NAME APPROVED POST INSTALLED ANCHORS SPECIFIED ON DEFORMED REINFORCING REBAR:ASTM A615 GRADE 60. ALUMINUM SOIL. 0� PLANS MAY BE SUBSTITUTED BY APPROVED EQUAL. ALUMINUM: DESIGN AND FABRICATION ACCORDING TO AWS D1.2.ALL WELDING IN LATERAL SOIL BEARING PER IBC CLASS 4 TABLE 1806.2(150 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. PLATES,ANGLES,CHANNELS,TEE,AND SQUARE TUBING:ALUMINUM FILLER ALLOYS PER TABLES M.9.1&M.9.2 OF 2015 ALUMINUM DESIGN MANUAL. ALLOY 6061-T6 WITH 0.098 LBS PER CUBIC INCH. wrw/.yjinc.com SHEET TITLE: DRN BY: R.G. DATE LAST REVISED: Aug 25,2022 REV.NO. REV.DATE REVISED BY PROJECT JOB#: JTS_154922 Arco_Pylon-W Casino Road-Everett-WAA Mg CHK BY: T,J. PROJ.START DATE: Aug5,2022 1 -/-! PROJECT LOCATION: ARCO SHEET# GP.O.BOX 802050 �,��°� 9 • SANTA CLARITA,CA.91380 REV BY: T.J. SCALE: AS SHOWN _/_/ _ 901 W.CASINO ROAD D TEL,(661)259-0700 FAX.(661)259-0900 ]PYLON 2 EVERETTE,WA 1 OF PLOTTED BY: Angela Erickson ON 8/2512022 9:13:58 A 3 --1-I-- -