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_ 5'-4" _ - 13"� Sign Design Based On 2018 WSBC
<br /> 2"' HS(PiJob# JTS_136323
<br /> 9"�2"
<br /> H$$10°X 6°X 1/4° Project Arco-AMPM#83367-Pyfon
<br /> - ST'L.RECT.HSS,TYP.
<br /> Job Location 4030 RUCKER AVE
<br /> SIGN (P2) Everett,WA
<br /> CABINET HSS 5"X 2"X 1/4" 2 5/8"THREAD FORMING
<br /> - O O 1 1/4"DIA.,24"MIN.EMBED.
<br /> - - STRUCTURAL SCREWS,
<br /> ST'L.RECT.HSS,TYP.
<br /> 5'-0" 2" � GALV.ST'L.ANCHOR BOLT, ( )TOTAL,TYP. INPUT DATA
<br /> PL 12"x 8 1/2"x 3/4" TYP.
<br /> 6„ Exposure category(B,Cor D) = C
<br /> ST'L.MATCH PLATE (P1) TYP. Risk Category II
<br /> SEE DETAIL"C„ 17 13 HSS 10"X6"X1/4" � Ultimate Design Windspeed Verr 100 MPH
<br /> ST'L.RECT.HSS,TYP. - - -
<br /> PL 13"x 17"x 1 1/4" CABINET Topographic factor K, 1 Flat
<br /> 6" HSS 10"X 6"X 1/4" J ST'L.BASE PLATE FRAME, L- Heightofthe sign h = 25.00 FT
<br /> ST'L.RECT.HSS, TYP. Vertical dimension(forwall,s=h) s 5.33 FT
<br /> TYP. Average Horizontal dimension B 15.86 FT
<br /> TORSION TUBE 2" 1/4" Dimension of return comer L - 0.83 FT
<br /> L --� NOTE:SEE WELDING
<br /> TYP DETAIL"D" CONNECTION =11S....-
<br /> t=
<br /> NALYSIS
<br /> ABASE PLATE n Velocity1S....re -
<br /> t=1 1/4" (2 PLACES) N.T.S. B (6 PLACES) N.T.S. %=0.00256 K,Kr V V'K, 20AS PSF
<br /> where:
<br /> 8'-2 1/8" SIGN CABINET
<br /> q,=velocity pressure atheight h.(Eq.26.10-1 page.268)
<br /> K,=valocitypressure exposure coefficient = 0.94
<br /> �12"� evaluated at height above gRnd.level,h(Tab.26.10-1,page268)
<br /> I X12 K,=wind directional ity factor.(Tab.26.6-1,page266) 0.85
<br /> X10"� 1° i ground elevation factor,see(Tab.26.9-1,page 268) 1.00
<br /> II I 3/4"DIA.GALV.ST'L. 3/4"DIA.GALV.ST'L. ,
<br /> 25'-0" 15/16" THRU-BOLTS 15/16" THRU-BOLTS
<br /> TYP. TT -�__ TYP. Wind Force Case A:resultam force through wometric center
<br /> CO), 7 - QOIV Maxhorizontal wind pressure= p=q,Gq= 31 PSF
<br /> T PL 12"x 8 1/2"x 3/4" I� PL 12"x 8 1/2"x 3/4" where: G=gustetfectfactor.(Sec.26.11-1,page 269). 0.85
<br /> 19'-11 1/4" 6"
<br /> 81/2" 65/8" ST'L.MATCH PLATE 81/2" 65/8" ST'L.MATCHPLATE C,=netforcecoefficient(Fig.29.3-1,page 323) 1.80
<br /> TYP. O O 1 O O A,=Bs=the gross area 84.56 FTS
<br /> - - 1/4„
<br /> TYP. -1 1/4 TYP. Estimated sign cabinet weight = 508 LBS.
<br /> HSS 10"X 6"X 1/4" HSS 5"X 2"X 1/4" DESIGN SUMMARY
<br /> ST'L.RECT.HSS, ST'L.RECT.HSS,TYP. Allowable Stress Design Wind Factor= 0.60
<br /> (P1) TORSION TUBE Design Wind Pressure= 0.6 x p= 18.78 PSF
<br /> HSS 10"X 6"X 1/4" Design W indforce,F 18.78 x As= 1.59 KIPS
<br /> ST'L.RECT.HSS,TYP. LOWER MATCH PLATE UPPER MATCH PLATE Moment Arm= 16.45 FT
<br /> OPENS
<br /> Design Moment F x Moment Arm= 26.11 KIP-FT
<br /> n MATCH PLATE Footing Design(No nconstrained)
<br /> V t=3/4" N.T.S. Diameter= 3.00 FT
<br /> Soil Pressure= 150.00 PSF/FT
<br /> S1= , 523.45 PSF
<br /> JL
<br /> � A= 1.18 FT
<br /> HSS 10"X 6"X 1/4" EMBED.= 5.23 FT
<br /> TYP. ST'L.RECT.HSS,
<br /> TYP. 1/4" TORSION TUBE 36" DIA. DEPTH=5-3"
<br /> ,n p A (P1)Pole Design STL.RECT.HSS
<br /> ; (2)#4 TIES TOP 5" .del Sec.Mod.Req'd. USE A500 GR.B
<br /> 5'-3" 14 #4 TIES @ 12'D.C.REMAINDER 1/4 TYP ®� ®� -Aili -� Sx= 5.68 HSS 10"x 6"x 1/4" Sx= 19 40 (Olq
<br /> TYP.
<br /> (12)#6 VERTS,3"CLEARANCE, � Base Plate STL PLATE
<br /> TYP. r
<br /> Thickness Req'd. USE A36
<br /> I= 1.00 F PL 13"x 17"x 1 114" t= 1.25 (OK)
<br /> CONSOLIDATED (P1) D
<br /> CONC.f'c=2500 PSI, J
<br /> - - - TYP. HSS 10"X 6"X 1/4" �L^ Anchor Design GALV.STL ANCHOR BOLT I
<br /> ST'L.RECT.HSS,TYP. r • Tension Rai USE F 1554 GR.36
<br /> 136"1 136" 1 _ 52470 T- 5596 1 V4"D A.,x 24"MIN.BAB® T= 26750
<br /> DIA. DIA. ® + r r� Shear Reqd.
<br /> ELEVATION
<br /> ,- WELDING DETAIL N.T.S. - �®��, \�,���,°�' Unity
<br /> (5596 / 26750) + (524 / 14270,=0.25= <41(0
<br /> N.T.S. �� Match Plate STL PLATE
<br /> Thickness Req'd. USE A36
<br /> NOTES : I= 0.42 PL 12"x 8 112"x 314" t= 0.75 (OK)
<br /> GENERAL.- STEEL: WELDING: CONCRETE: Sec. Pole Design S71-RECT.HSS
<br /> Sec.Mod.Req'd. USE A500 GR B
<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 Sx= 0.56 F HSS 5"x 2"x 114" Sx= 3.23 (OK)
<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. Bolt Design GALV.STL THRU-BOLT
<br /> E70XX ELECTRODE FOR SMAW PROCESS. CEMENT TYPE II OR IV.WIC RATIO 0.45 BY WEIGHT FOR Tension Req d. USE A307
<br /> THERE IS NO PROTECTION ZONE AS DEFINED IN AISC 341-16. ROUND PIPE:ASTM A53 GRADE B OR EQUIVALENT. T= 1161 314-DA., T= 9950
<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 Shear Req'd.
<br /> STEEL/ALUM.TUBES,MATCH THICKNESS LIKE FOR LIKE. OR EQUIVALENT. ER7 XX ELECTRODE FOR GTAW PROCESS. FOOTINGS CONCRETE MUST BE POURED AGAINST V = 438 V = 5300
<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.ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT CAN PRODUCE Unity= (1161 / 9950) + (438 / 5300)=0.20 41(OK)
<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 21 Torsion A MINIMUM 3"CONCRETE COVER OVER ALL Torsion Tube Design ST'L RECT.HSS
<br /> OPTION)OR ALTERNATIVELY USE GALVANIZED STEEL. ALL STAINLESS STEEL MACHINED BOLTS SHOULD BE:ASTM A276 AT ZERO WAS DETERMINED BY THE APPROPRIATE AWS A5 CLASSIFICATION EMBEDDED STEEL. Sec.Mod.Reqd. USE A500 GR B Fy= 46000 PSI
<br /> ANCHORS: ALL BOLTS TO BE ZINC COATED:ASTM B633 TEST METHOD OR MFG'S.CERTIFICATION. Sx= 0.29 F HSS 10"x 6"x 114" Sx= 19.40 IN'
<br /> BRAND NAME APPROVED POST INSTALLED ANCHORS SPECIFIED ON DEFORMED REINFORCING REBAR:ASTM A615 GRADE 60. ALUMINUM SOIL: Torsion Shear Torsion= 1282 LB-FT t= 0.250 IN
<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(150 549 B= 6.00 IN
<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. Shear D= 10.00 IN
<br /> V= 503 A= 7.10 INZ
<br /> PLATES,ANGLES,CHANNELS,TEE,AND SQUARE TUBING:ALUMINUM FILLER ALLOYS PER TABLES M.9.1&M.9.2 OF 2015 ALUMINUM DESIGN MANUAL. Tat.l V St...= 1052 allow N= 18400
<br /> ALLOY 6061-T6 WITH 0.098 LBS PER CUBIC INCH. I Unity= (0.29 I 19.40) + (1052 / 18400)=0.07 <1(OK)
<br /> www.yjinc.com SHEET TITLE: DRN BY: K.S.P. DATE LAST REVISED: Jun 27, 2023 REV.NO. REV.DATE REVISED BY PROJECT JOB#: JTS-136323_Arco-AMPM#83367_Pylon_Rucker Ave Everett WA.dwg
<br /> P.O.BOX 802050 A ` tP- t CHK BY: T.J. PROJ.START DATE: Jun 15,2023 1 _/_/_ PROJECT LOCATION: ARCO-AMPM#83367 SHEET#
<br /> M � #����J J 4030 RUCKER AVE.
<br /> SANTA CLARITA,CA.91380 p Y L J REV BY: T.J. SCALE: AS SHOWN 2 -/-/- 4030EVER C WA 1 OF 1
<br /> TEL.(661)259-0700 FAX.(661)259-0900 PLOTTED BY: Michelle Grady ON 6/27/2023 2:37:26 P 3 _/_/_ -
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