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l_ 6'-0„moi Sign Design Basad On 2018 WSBC
<br /> 6„ -I 5,-0„� I_6„
<br /> �l f Job tt JTS_119223
<br /> Project Arco-AMPM#82769-Pylon
<br /> Job Location 7915 Evergreen Way
<br /> 1 Everett WA
<br /> T HSS 10”X 6"X 1/4"
<br /> SIGN CABINET L ST'L.RECT.HSS,TYP. INPUT DATA
<br /> TYP.
<br /> Exposure category(B,C or D) - C
<br /> L -1 5/8"THREAD FORMING Risk Category = II
<br /> — — STRUCTURAL SCREWS, Ultimate Design Wlndspe dl Vr,_, = 100 MPH
<br /> (24)TOTAL,TYP. Topographic tactor K„ z 1 Flat
<br /> 6" Heightof1he sign If 25.00 FT
<br /> TYP. Average Verbal dimension(forwall,a h) s P 1953. FT
<br /> — Horizontal dim ension B = 600 FT
<br /> CABINET — Dimension ofreturn comer L, = 100 FT
<br /> 15'_0" FRAME, L — — L )
<br /> TYP. ANALYSIS
<br /> Velocity pressure
<br /> of,=0.00256 Kr Ke K°V'K, = 20.45 PSF
<br /> where
<br /> SIGN CABINET q,=wlocitypressure atheight In (Eq 2610-1 page 268)
<br /> CONNECTIONK,=wlocitypressure exposure coefficient = 0.94
<br /> evaluated atheightabow gRnd.lewl,h(Tab.28.10-1,page 288)
<br /> B (12 PLACES) N.T.S. K,,=wmd d,rectionahty factor.(Tab.266-1,page266) s Obs
<br /> 25'-0" K,=ground etewtion factor.see(Tab.269-1,page 266) a 1.00
<br /> Wind Force Case A:resultant force through geometric center
<br /> Max hon—tal wind pressure= pa%GC,= = 30 PSF
<br /> where G=gust effect factor ISec.2611-1.page 269). 0185
<br /> C,=net force coefficient(Fig 29.3-1,page 323) 1.70
<br /> A,=8s=Ile gross area : 117.19 FT2
<br /> 20"�� Estimated sign cabinet weight = 1406 LBS.
<br /> DESIGN SUMMARY
<br /> HSS 10"X 6"X 1/4" _ Allowable Stress Design Wind Factor= , 0.80
<br /> ST'L.RECT.HSS,TYP. 2" Design Wind Pressure= , O.B x p. 17.78 PSF
<br /> O QO 1"DIA.,24"MIN.EMBED.
<br /> Design W indforce.F = 17.78 x As. 208 KIPS
<br /> OPEN GALV.ST'L.ANCHOR BOLT, MomentA m= 20.10 FT
<br /> 10'-D" TYP Design Moment = F x Moment Arm= 41.88 KIP-FT
<br /> Footina Design(Nonconstrained)
<br /> 20" 16" HSS 10"X 6"X 1/4" Diameter= 3.00 FT 11 1 1
<br /> ST'L.RECT.HSS,TYP. Soil Pressure= 150.00 PSF/FT
<br /> S7= n 610.62 PSF
<br /> r-- A 1/4„ TYP. A= 1.33 FT
<br /> TYP. — O EMBED.= 6.11 FT
<br /> 2" PL 20"X 20"X 1"THK.
<br /> ST'L.BASE PLATE,TYP. 3s^ DIA DEPTH=6'-7'
<br /> (2)#4 TIES TOP 5" TY P• 3/g 6"x 4"x 3/4"THK. Pole Design STL RECT HSS
<br /> ST'L TRIANGULAR
<br /> #4 TIES @ 6"O.C.TOP 24" T Sec.Mod.Req'd- USE A500 GR.B
<br /> 6'-2" #4 TIES 12"O.C.REMAINDER GUSSET,TYP.
<br /> @ Sx= 9 11 HSS 10"x 8"x 114" Sx= 19.40 (OK)
<br /> TYP. (12)#6 VERTS,3"CLEARANCE,
<br /> TYP.
<br /> nBASE PLATE Base Plate STL PLATE
<br /> t=1" (2 PLACES) N.T.S. Thickness Req d. USE A36
<br /> CONSOLIDATED t- 14 PL 20"x 20"x 1" r t= 1-00 (OK)
<br /> CONC.f'c=2500 PSI,
<br /> TYP. Anchor Design GALV.Sr--ANCHOR BOLT
<br /> �36"DIA. Tension Reqd. USE F 1554 OR 36
<br /> TYP. T= 7853 1"1 x 24"MIN.BAS® T= 17070
<br /> ELEVATION Shear Req'd.
<br /> V = 521 IV = 9110
<br /> N.T.S. Unity= '853 117070) -" (521 1" 9110)=b52 <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 A36 DESIGN AND FABRICATION ACCORDING TO AWS D1.1./D1.3 COMPRESSIVE STRENGTH AT 28 DAYS,f'c=2500 PSI
<br /> COAT ALUMINUM IN CONTACT WITH CONCRETE WITH ZINC RICH PAINT. WIDE FLANGE:ASTM A992 AWS CERTIFICATION REQUIRED FOR ALL STRUCTURAL WELDERS. MINIMUM.
<br /> WAS<r��y�-�® 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
<br /> ER7 XX ELECTRODE FOR GTAW PROCESS. FOOTINGS CONCRETE MUST BE POURED AGAINST
<br /> STEEL/ALUM.TUBES,MATCH THICKNESS LIKE FOR LIKE. OR EQUIVALENT.
<br /> l E70T XX ELECTRODE FOR FCAW® PROCESS.SLOPE TOP OF EXPOSED FOOTING AWAY FROM DIRECT BURIAL POSTS ALL ANCHORS BOLTS SHOULD BE:ASTM F1554 UNDISTURBED EARTH.
<br /> $, B 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 MAINTAIN A MINIMUM 3"CONCRETE COVER OVERALL
<br /> 6 �' WELDS THAT HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20FT-LB
<br /> OPTION)OR ALTERNATIVELY USE GALVANIZED STEEL. ALL STAINLESS STEEL MACHINED BOLTS SHOULD BE:ASTM A276
<br /> f�
<br /> � AT ZERO 0°AS DETERMINED BY THE APPROPRIATE AWS A5 CLASSIFICATION EMBEDDED STEEL.
<br /> 52470
<br /> ANCHORS: • ALL BOLTS TO BE ZINC COATED:ASTM B633 TEST METHOD OR MFG'S.CERTIFICATION.
<br /> rL� BRAND NAME APPROVED POST INSTALLED ANCHORS SPECIFIED ON DEFORMED REINFORCING REBAR:ASTM A615 GRADE 60. ALUMINUM SOIL:
<br /> ®
<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 OP\O 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 /> '���+rr••���� OCO\ 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 WITH 0.098 LBS PER CUBIC INCH.
<br /> www.yjlnc.com SHEET TITLE. DRN BY: B.B. DATE LAST REVISED: Jun 01, 2023 REV.NO. REV.DATE I REVISED BY PROJECT JOB#: JTS_119223_Arco-AMPM#82769_Pylon_Evergreen Way_Everett WA.dwg
<br /> P.O.BOX 802050 A R CJD A MrP Mr #8227808 CHK BY: T.J. PROJ.START DATE: May 30,2023 1 -/-/- = PROJECT LOCATION: ARCO-AMPM#82769 SHEET#
<br /> SANTA CLARITA,CA.91380 REV BY: T.J. SCALE: AS SHOWN 2 _/_/_ 7915 EVERGREEN WAY
<br /> TEL. 661 259-0700 FAX. 661 259-0900 P Y L O N EVERETT,WA 1 OF 1
<br /> � � � � PLOTTED BY: Michelle Grady ON 6/1/2023 2:43:32 PM 3 -/-/- -
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