5900 36TH AVE W BRIDGE POINT 2025-04-23

Sign Design Based On 2018 WSBC Job# JTS_215723 �4'-10" Project Bridge Point-Monument Job Location 5900 36th Ave W 10" I^ 4 0 Everett,WA INPUT DATA Exposure category(B.C or D) = C -- A 4 DIA.,t=0.237" Risk Category = II TYP. ST'D.STL.PIPE Ultimate Design Wndspeed VULi = 100 MPH Topographic factor Kr, = 1 Flat 1/2"DIA.GALV.STL. Height ofthe sign h = 10.00 FT SIGN CABINET THRU-BOLT,TYP. Average Vertical dimension(for wall,s=h) s = 9.79 FT Horizontal dimension B = 4.83 FT CABINET Dimension ofreturn corner Lr = 0.50 FT FRAME TYP. ANALYSIS Velocity pressure q�=0.00256 K,K"r Ka VZ& = 18.50 PSF where: 10'-0" 8'-9 3/8" CON N E CT 1 O N q==velocity pressure at height h.(Eq.26.10-1 page.268) �n1 K,=velocity pressure exposure coefficient = 0.85 ~ (2 PLACES) N.T.S. evaluated at height above gRnd.level,h(Tab.26.10-1,page 268) Kv=wind directionality factor.(Tab.26.6-1,page266) = 0.85 Ice=ground elevation factor,see(Tab.26.9-1,page 268) = 1.00 Wind Force Case A:resultant force through geometric center Max horizontal wind pressure= p=%GCr= = 25 PSF where: G=gusteffect factor.(Sec.26.11-1,page 269). = 0.85 Cr=net force coefficient.(Fig.29.3-1,page 323) 1.56 A;=Bs=the gross area = 47.32 FT' Estimated sign cabinet weight = 285 LBS. DESIGN SUMMARY Allowable Stress Design Wind Factor= 0.60 - Design Wind Pressure= 0.6 x p= 16.0I PSF Design Windforce,F = 16.00 x As- Design 0.76 KIPS 4 DIA.,t=0.237" Moment Arm= 4.91 FT 4'-6" > ST'D.ST'L.PIPE Design Moment = F x Moment Arm= 3.71 KIP-FT CONSOLIDATED Footing Design(Nonconstrained) CONIC.f'c=2500 PSI Diameter= 2.00 FT 6" ` City of Everett Permit Review Soil Pressure= 150.00PSF/FT EVERETT Status: Approved S1= 442.30PSF w�zn�r,oToh A- 2.00 FT �DA. i 10/03/2023 3:46:08 PM EMBED.= 4.42 FT 24" DIA. DEPTH=4'-G" ELEVATION Pole Design STD.STL.PIPE N.T.S. Sec.Mod.Req'd. USE A53 GR.B S= 2.12 4" DIA., t=0.23T' S= 3.03 (OK) 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 D1.1./D1.3&D1.6 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. 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 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 STAINLESS STEEL ROUND,SQUARE,AND RECTANGULAR TUBE: E70T XX ELECTRODE FOR FCAW PROCESS. UNDISTURBED EARTH. ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT CAN PRODUCE MAINTAIN A MINIMUM 3"CONCRETE COVER OVER ALL ALL EXPOSED STEEL TO BE PRIMED&PAINTED(POWDER COAT AS AN ASTM A276 T304 OR EQUIVALENT. WELDS THAT HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20FT-LB OPTION)OR ALTERNATIVELY USE GALVANIZED STEEL. ALL ANCHORS BOLTS SHOULD BE:ASTM F1554 OR ASTM F593 T304 AT ZERO 0°AS DETERMINED BY THE APPROPRIATE AWS A5 CLASSIFICATION EMBEDDED STEEL. ANCHORS: ALL STEEL MACHINED BOLTS SHOULD BE:ASTM A307 OR ASTM A449 TEST METHOD OR MFG'S.CERTIFICATION. BRAND NAME APPROVED POST INSTALLED ANCHORS SPECIFIED ON ALL STAINLESS STEEL MACHINED BOLTS SHOULD BE:ASTM F593 T304 ALUMINUM SOIL: PLANS MAY BE SUBSTITUTED BY APPROVED EQUAL. ALL BOLTS TO BE ZINC COATED:ASTM B633 DESIGN AND FABRICATION ACCORDING TO AWS D1.2.ALL WELDING IN LATERAL SOIL BEARING PER IBC CLASS 4 TABLE 1806.2(150 DEFORMED REINFORCING REBAR:ASTM A615 GRADE 60. ACCORDANCE WITH THE LATEST EDITION OF THE AWS A.5.10. PSF/FT).MODIFIED PER SECTION 1806.3.4. ALUMINUM: FILLER ALLOYS PER TABLES M.9.1&M.9.2 OF 2015 ALUMINUM DESIGN MANUAL. DESIGN AND FABRICATION ACCORDING TO 2015 ALUM.DESIGN MANUAL PLATES,ANGLES,CHANNELS,TEE,AND SQUARE TUBING:ALUMINUM ALLOY 6061-T6 WITH 0.098 LBS PER CUBIC INCH. www.yjinc.com SHEE T TLE BRPiBY: J.G. DATE LAST REVISED: Sep 14,2023 REV.NO. REV.DATE REVISED BY PROJECT JOB#:JTS_215723_Bridge Point-5900 36th Ave W_Everett_WA.dwg P.O.BOX 802050 B R11DGU EE P O I N 1Er" CHK BY: T.J. PROJ.START DATE: 09/12/2023 1 -/- PROJECT LOCATION: BRIDGE POINT SHEET# SANTA CLARITA,CA.91380 REV BY: T.J. SCALE: AS SHOWN 2 --I-/- 5900 36TH AVE W TEL.(661)259-0700 FAX.(661)259-0900 r� i 11�irE NTV PLOTTED BY: Michelle Grady ON 9/14/2023 11:53:49 3 _/_/.. EVERETT,WA 1 OF 1 Seattle Office 9489 Jeff Battista May 8,2023 [ ]Approved This original artwork is protected 11715 SE Sth Street Customer Number Salesperson Date [ ]Approved With Changes Noted under Federal Copyright Laws. Al BRIDGE Make no reproduction of this August 8,2023 KR • Bellevue,WA 98005 143979 Karen Fischer 9 design concept without permission 206.223-1122 Quote Number Drawn By September 14,2023 KF Customer Signature Landlord Signature from Tube Art Group. 2 Of 9 143979 Bridge Dev 5900 36th Ave West TUBE ART GROUP 800.562.2854 Everett 500 R2 SOLD Colors on print may not accurately Everett,WA 98203 Fax 206.223.1123 File Name Checked By Revisions Revisions Date Date depict specific colors.