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Sign Design Based On 2018 WSBC <br /> 10'-6 1/2" - <br /> 9'-31/2" I Job# JTS_204622 <br /> Project Port of Everett-Pylon <br /> 1 7'-6 1/4" I I or Job Location 2920 Terminal Ave <br /> I I Everett,WA <br /> I � _ <br /> 2'-101/4" I 1 I I I INPUT DATA <br /> 11- - - � Exposure category(B,C or D) D <br /> 1 I I Risk Category II <br /> I 1 SIGN 1 I I Ultimate Design Wndspeed Vu LT = 100 MPH <br /> CABINET <br /> 11 1 I I Topographic factor K:r = 1 Flat <br /> 11 1 I I <br /> Height ofthe sign h = 23 08 FT <br /> 6-0 1/2" <br /> I 1 1 I I _ Vertical dimension(forwall,s=h) s = 23.08 FT <br /> - <br /> I 1 1 I Average Horizontal dimension B = 648 FT <br /> I 1 1 I I Dimension of return corner Lr = 1 50 FT <br /> 11 1 I I <br /> 11 1 I I ANALYSIS <br /> " -OPEN- 3/8"DIA.,GALV.ST'L. <br /> Velocity pressure <br /> 6 <br /> THRU-BOLT,TYP. q,=0.00256 K,Kt Kd V2 K, = 24.04 PSF <br /> 1 where: <br /> HSS 12"x 12"x 3/16" <br /> qz=velocity pressure at height h. Eq.26.10-1 page.268) <br /> ST'L.SQ.HSS,TYP. <br /> 23'-1" I ___ 1 Kz=velocity pressure exposure coefficient = 1.10 <br /> 5'-8 1/4" I 1 1 I I r TYP. evaluated at height above gl level,h (Tab.26.10-1, page 268) <br /> 11 I I 1 3/16" <br /> 11 TYP. I I ` 11 1 1 Kd=wind directional ity factor.(Tab.26.6-1, page 266) = 0.85 <br /> I 1 r I 1 1 1 K,=ground elevation factor,see(Tab.26.9-1,page 268) = 1.00 <br /> 11 I I + I L----J 1 CABINET <br /> FRAME Wind Force Case A:resultant force through geometric center <br /> 11 1 I ® I 1® TYP. _ <br /> Max horizontal wind pressure= p=Q6GG= 33 PSF <br /> 1 1 I where: G=gust effect factor.(See.26.11-1,page 269). = 0.85 <br /> I 1 I Cf=net force coefficient.(Fig.29.3-1,page 323) 1.62 <br /> I 1 I = <br /> (SPECIAL INSPECTION REQUIRED FOR FIELD WELD) A,=Bs=the gross area 149.51 FTz <br /> 8'-0" I I -OPEN- I I HSS 12"x 12"x 3/16" Estimated sign cabinet weight = 898 LBS- <br /> ST-L.SQ.HSS,TYP. <br /> BS.ST'L.SQ.HSS,TYP. A CONNECTION <br /> I 1 I I (12 PLACES) N.T.S. DESIGN SUMMARY <br /> 'ROW I 1 I I Allowable Stress Design Wind Factor= 0.60 <br /> I 1 I I Design Wind Pressure= 0.6 x p= 19.90 PSF <br /> I 1 1 I Design Windforce,F = 19.90 x As= 2.97 KIPS <br /> I 1 1 I Moment Arm= 14.30 FT <br /> Design Moment = F x Moment Arm= 42.55 KIP-FT <br /> I I. I I Footing Design(Non constrained) <br /> 6'-10" I 1. 1 I Diameter= 2.50 FT <br /> TYP. I 1 1 I CONSOLIDATED Soil Pressure= 150.00 PSF/FT <br /> ! CONIC.f'c=2500 PSI <br /> $1= 677.81 PSF <br /> I 1 P 1 I A= 2.05 FT <br /> 1_0 EMBED.= 6.78 FT <br /> _ _ -.TYP_ d - <br /> [-30" <br /> DIA. I 30" DIA. DEPTH=6'-10" <br /> P. <br /> 'EILEVATION Pole Design ST'L.SQ.HSS <br /> Sec.Mod.Req'd. USE A500 GR.B <br /> N.T.S. S= 925 HSS 12"x 12"x 3/16= S= 31.50 (OK) <br /> NOTES : <br /> GENERAL: STEEL: WELDING: CONCRETE: <br /> A AC�� 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 A36 DESIGN AND FABRICATION ACCORDING TO AWS D1.1./D1.3 COMPRESSIVE STRENGTH AT 28 DAYS,f'c=2500 PSI <br /> ®� 'WAS, � COAT ALUMINUM IN CONTACT WITH CONCRETE WITH ZINC RICH PAINT. VIDE FLANGE:ASTM A992 AWS CERTIFICATION REQUIRED FOR ALL STRUCTURAL WELDERS. MINIMUM. <br /> ® <br /> 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.WIC RATIO 0.45 BY WEIGHT FOR <br /> _ E70SA XX ELECTRODE FOR GMAW PROCESS.PROVIDE FULLY WELDED END CAPS AT EXPOSED OPEN ENDS OF HSS ROUND,SQUARE,AND RECTANGULAR TUBE:ASTM A500 GRADE B PIER AND CAISSON <br /> r0] • El XX ELECTRODE FOR GTAW PROCESS. FOOTINGS CONCRETE MUST BE POURED AGAINST <br /> j•_____ �' - - STEEL/ALUM.TUBES,MATCH THICKNESS LIKE FOR LIKE. OR EQUIVALENT. <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 MAINTAIN A MINIMUM 3"CONCRETE COVER OVER ALL <br /> p 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 <br /> 52470 C1lL 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 /> t�V <br /> ANCHORS: ALL BOLTS TO BE ZINC COATED:ASTM B633 TEST METHOD OR MFG'S.CERTIFICATION. <br /> BRAND NAME APPROVED POST INSTALLED ANCHORS SPECIFIED ON DEFORMED REINFORCING REBAR:ASTM A615 GRADE 60. ALUMINUM SOIL: <br /> 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 <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 /> 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 6061-T6 VVITH 0.098 LBS PER CUBIC INCH. <br /> www.yjinc.com SHEET TITLE: DRN BY: J.A. DATE LAST REVISED: Oct 21,2022 REV.NO. REV.DATE REVISED BY PROJECT JOB#: JTS-204622_Port of Everett_Pylon_Terminal_Everett_WA.dwg <br /> P.O.BOX 802050 P O WE <br /> RW ESV RID CHK BY: T.J. PROJ.START DATE: 10-20-22 1 -/-/- PROJECT LOCATION: PORT OF EVERETT SHEET# <br /> SANTA CLARITA,CA.91380REV BY: T.J. I SCALE: AS SHOWN 2 -/-/- - 2920 TERMINAL AVE <br /> TEL.(661)259-0700 FAX.(661)259-09001 <br /> TEL.(661)259-0700 FAX.(661)259-0900 PYLON PLOTTED BY: Michelle Grady ON 10/21/2022 10:34:26 M 3 -/-/- - EVERETT,WA 1 OF <br />