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<br /> J I 13" -I Sign Design Based On 2018 WSBC I
<br /> (P1) Job= JTS_136323
<br /> - _ ST L.RECT.C HSS,
<br /> ST'L. HSS,TYP. Project Arco-AMPM#83367-Pylon
<br /> J / Job Location 4030 RUCKER AVE
<br /> SIGN - ---- (P2) - - Everett,WA
<br /> THREAD FORMING
<br /> CABINET HSS 5"X 2"X 1/4" 2" STRUCTURAL SCREWS
<br /> _ _ _._._.1 1/4"DIA-,24"MIN-EMBED- --
<br /> ST'L.RECT.HSS,TYP. INPUT DATA
<br /> 5'-0" -- 2" GALV.ST'L.ANCHOR BOLT, (12)TOTAL,TYP.
<br /> PL12"x81/2"x3/4" TYP. 6" Exposurecategory(B.CorD) - C
<br /> STL.MATCH PLATE f (P1) TYP. Risk Category II
<br /> SEE DETAIL"C" 17" 13" I HSS 10"X 6"X 1/4" Ultimate Design Windspeed V"cr 100 MPH
<br /> 1 STL.RECT.HSS,TYP. j
<br /> At - PL 13"x 17"x 1 1/4" CABINET - - Topographic factor K,; 1 Flat
<br /> 1 - - FRAME, ♦ Height or the sign h 25.00 FT
<br /> 7 6" - HSS 10"X 6"X 1/4" �- ! ST'L-BASE PLATE _
<br /> ST'L.RECT.HSS, _ -
<br /> _ TYP- Vetcaldimension(torwall,s=h) s 5.33 FT
<br /> _ TORSION TUBE 2" 0 1/4"V i,TYP. Average dimHorizontalion dim r wall,ension B = 15.86 FT
<br /> _ ____ - --- --=- Dimension of return comer 4 = 0.83 FT
<br /> L._.(_B1 NOTE:SEE WELDING I
<br /> DETAIL CONNECTION ANALYSis
<br /> TYP. BASE PLATE p Velocity pressure
<br /> LJ Vsloc
<br /> A t=11/4" (2 PLACES) N.T.S. (6PLACES) N.T.S. q,e0.00256K,K0K0V°K" - 20.45 PSF
<br /> where:
<br /> 8'-21/8" ^ SIGN CABINET
<br /> q,=velocity pres sure at height h.(Eq.26.10-1 page.268) !
<br /> K,=velocity pressure eiosure coefficient = 0.94
<br /> I evaluated at height abovegRnd.level.h(Tab.26.10-1,page268)
<br /> r`-12" �12" - _
<br /> •
<br /> • �_- Ka=wind directionality factor.(Tab.26.6-1,page 266) 0.85 •
<br /> 1" �{ 10" (F1" _3/4"DIA.GALV.STL. 1"--�{ H 10" -1 !� 1 • 3/4"DIA.GALV.ST'L. K,=ground elevation factor,see(Tab.26.9-1.page268) = 1.00
<br /> 25-0" + ( 15/16" I I I / THRU-BOLTS E 15/16" I I / THRU-BOLTS
<br /> -1- _ _ I _ -__- /" TYP. -` - _ TYP. Wind Force Case A:resultant force through geometric center
<br /> 1 - j j - - -0 '�" T - (� Maxhoraontal wind pressure= p=q,GC,= = 31 PSF
<br /> PL 12"x 8 1/2"x 3/4" i ! PL 12"x 81/2"X 3/4" where: G=gust effect factor.(Sea 26.11-1,page 269). = 0.85
<br /> STL.MATCH PLATEi.;L ST'L.MATCH PLATE
<br /> 81/2"65/8" `� <- 81/2"65/8"19'-1 1/4" 6"
<br /> c,=netforcecoefficient(Fig.29.3-1,page323) 1.80
<br /> TYP. ---__� A,=Bs=the gross area - 84,56 FT 1
<br /> 1 = -0 Q_``i 0 1/4" TYP. 1 - ��_''___ 3 O 114"V ',TYP. Estimated sign cabinet weight = 508 LBS. •
<br /> HSS 5"X 2"X 1/4" DESIGN SUMMARY
<br /> _
<br /> HSS10"X6"X1/4"
<br /> ST'L.RECT.HSS,TYP. Allowable Stress Design Wind Factor= 0,60
<br /> (P1) TORSION
<br /> TUBE
<br /> STL.RECT.HSS, 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 /> STL.RECT.HSS,TYP. LOWER MATCH PLATE UPPER MATCH PLATE Moment Arm= 16.45 FT
<br /> OPEN
<br /> Design Moment = F x Moment Arm= 26.11 KIP-FT
<br /> MATCH PLATE Footing Design(Nonconstrained(
<br /> Ct=3/4" N.T.S. Diameter= 3.00 FT
<br /> Sal Pressure= 150.00 PSF/FT
<br /> Si= " 523.45 PSF ,
<br /> A= 1.18FT
<br /> ; TYP. ^ -HSS 10"X 6"X 1/4" EMBED.= 5.23 FT
<br /> 4 1 s • a g a ryp• / " STL.RECT.HSS, I 36" DIA. DEPTH.S•3"
<br /> / 1/4 I \ „,...,,,,, ''' STL.
<br /> TORSION TUBE I
<br /> i
<br /> \�� 11.1)Pole Design STL RECT HSS
<br /> • -(2)#4 TIES TOP 5" / IBC i4 Sec.Mod.Req d. USE A500 GR B
<br /> Ab--- '- #4 TIES 6"0-C.TOP 24" ` w , sx= 5.58 I HSS 10"x 6"x 114' I Sx= 19.40 (OK)
<br /> 5'3" ', TYP. nl� �j, ®�
<br /> #4 TIES(�12"O.C.REMAINDER 1/4" �r
<br /> TYP. /
<br /> (12)#6 VERTS,3"CLEARANCE, ��. Base Plate STL PLATE
<br /> �a?.►V 4'
<br /> .�.��v fy_iYT, �it
<br /> Thickness Req'd. USE A36
<br /> TYP. ( ) �y►�10r1misr- r
<br /> - CONSOLIDATED pt ��TL� t= 1.00 I PL 13"x 1T'x 1 114" I t= 1.25 (OK)
<br /> CONC.f'C=2500 PSI, HSS 10"X 6"X 1/4" 1 _. GALV.STL ANCHOR BOLT
<br /> Anchor Design
<br /> - - - - - TYP, ST'L,RECT-HSS,TYP- . Tension Raga. USE F 1554 GR.36
<br /> I
<br /> 36"__ 36" _ / v� rJ•470 . .• T= 5596 I 1 1/4"dA,x 24"MIN.EMBED I T= 26750
<br /> r-DIA- _ _ DIA. 1 i '�0 `.�' f1O�� Shear Req'd.
<br /> s- V V Unity2= (5596 / 26750) + (524 / 14270)=0.25 <4270
<br /> 1(OK)
<br /> ELEVATION ©WELDING DETAIL �r®N� a \��\
<br /> --- -T.S. N.T.S. O� Match Plate STL PLATE
<br /> N.T.S.
<br /> Thickness Req'd. USE A36
<br /> t= 0.42 I PL 12"x 81/2"x 314" I t= 0.75 (OK)
<br /> NOTES :
<br /> 1P2)Pole Design STL RECT.HSS
<br /> GENERAL: STEEL: WELDING: CONCRETE: 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 I HSS 5"x 2"x 1/4" I 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 /> • E70 XX ELECTRODE FOR SMAW PROCESS. • CEMENT TYPE II OR IV.W/C 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 I 314"01A" I T= 9950
<br /> • E7OS XX ELECTRODE FOR GMAW PROCESS. PIER AND CAISSON Shear R d
<br /> • PROVIDE FULLY WELDED END CAPS AT EXPOSED OPEN ENDS OF !• HSS ROUND,SQUARE,AND RECTANGULAR TUBE:ASTM A500 GRADE B eg'
<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 /> • E70T XX ELECTRODE FOR FCAW PROCESS. Unity= (1161 / 9950) + (438 / 5303)=0.20 <1(OK)
<br /> • SLOPE TOP OF EXPOSED FOOTING AWAY FROM DIRECT BURIAL POSTS • ALL ANCHORS BOLTS SHOULD BE:ASTM F1554 UNDISTURBED EARTH.
<br /> ALLWELDS SHALL BE MADE WITH A FILLER METAL THAT CAN PRODUCE • MAINTAIN A MINIMUM 3"CONCRETE COVER OVER ALL
<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 20FT-LB Torsion Tube Design STL RECT.HSS
<br /> 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- Sec.Mod.Req'd. USE A500 GR B Fy= 46000 PSI
<br /> ANCHORS: i• ALL BOLTS TO BE ZINC COATED:ASTM B633 TEST METHOD OR MFG'S.CERTIFICATION. Sx= 0.29 I HSS 10"x 6"x 1/4" I Sx= 19.40 INa
<br /> • BRAND NAME APPROVED POST INSTALLED ANCHORS SPECIFIED ON SOIL Torsion Shear Torsion= 1282 LB-FT t= 0.250 IN• DEFORMED REINFORCING REBAR:ASTM A615 GRADE 60. ALUMINUM PLANS MAY BE SUBSTITUTED BY APPROVED EQUAL. I 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 ire
<br /> PLATES,ANGLES,CHANNELS,TEE,AND SQUARE TUBING:ALUMINUM FILLER ALLOYS PER TABLES M.9.1&M.9.2 OF 2015 ALUMINUM DESIGN MANUAL. Taal V Stress= 1052 allow N= 18400
<br /> • ALLOY 6061-T6 WITH 0.098 LBS PER CUBIC INCH. Unity= (0.29 / 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 R1 CEO A MrP 1VIr #8 3 3 J CHK BY: T.J. PROJ.START DATE: Jun 15,2023 1 -I-/- - PROJECT LOCATION: ARCO-AMPM#83367 SHEET#
<br /> r#,S*
<br /> SANTA CLARITA,CA.91380 REV BY: T.J. SCALE: AS SHOWN 2 _I_/- - 4030 RUCKER AVE.
<br /> TEL(661)259-0700 FAX.(661)259-0900 PYLON - EVERETT,WA I OF 1
<br /> PLOTTED BY: Michelle Grady ON 0/27/2023 2:37:26 PM 3 -/-/-
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