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_ I I I 13"! Sign Design Based On 2018 WSBC
<br /> 5.4„
<br /> II--
<br /> I 2"79"---1,02,1---3" H(P1) Job'. JTS t38223
<br /> "- -- 1171
<br /> ," II "leemenem) STL.iRECT.HSS4TYP. Joblocation E20 SEEEEVE E7ie83128 MALL WAY
<br /> SIGN (P2) n
<br /> '-CABINET HSS 5"X 2"X 1/4" 2" 5/8"THREADFORMING vemSTL.RECT.HSS,TYP. 1 1/4 DIA.,24 MIN.EMBED. e STRUCTURAL SCREWS,
<br /> 5'-0" 2" GALV.STL.ANCHOR BOLT, (12)TOTAL,TYP.
<br /> INPUT DATA
<br /> PL 12"x 8 1/2"x 3/4" TYP. �' Exposure category(B,C or Dy • C
<br /> STL.MATCH PLATE (P1) TYP. Rak Category • II
<br /> SEE DETAIL"C„ 1 " 13" I HSS 10"X 6"X 1/4"
<br /> STL.RECT.HSS,TYP. 1 - UEtlmate Design ih5ndspead Vuu 100 MPH
<br /> _ PL 13"x 17"x 1 1/4" CABINET i'. Topographic'.actor K. 1 Mat
<br /> - HSS 10"X 6"X 1/4" STL.BASE PLATE FRAME, Kerght of the sign h • 25.00 FT
<br /> ST'L.RECT.HSS,
<br /> © TYP.
<br /> `t Vertbal dun ension(lor wail,s=h)
<br /> Average Horizontal dimension $ 5.33 FT
<br /> TORSION TUBE
<br /> © 2 '®' C 1/4"F TYP. - B • 1588 FT
<br /> NOTE:SEE WELDING -
<br /> Dimension ol rear m corner L., =, 0.83 FT
<br /> DETAIL CONNECTION ANALYSIS
<br /> TYP. BASE PLATE
<br /> O t=1 1/4" (2 PLACES) N.T.S. © (6 PLACES) N.T.S. Velocity,•0.026Kpressure _
<br /> 0.00256 KrK„ VxK, 20.45 PSF
<br /> where.
<br /> 8'-2 1/8" • SIGN CABINET - q,=velocity pressure at height h.(Eq.26.10-1 page.268(
<br /> K,r-velocity pressure exposure coellcrent • 0.94
<br /> I 12„ I evaluafed at height abase gRnd level.h(Tab 28J 0.1.page 268)
<br /> IrI: -�'11 1�12'� K,•wind directionality-bctor.(Tab 28.6.1,page 288) • 0.85
<br /> 1"�1 .1-10"- r---1" 1 _I F-10"-H I_ 1„ 3/4"DIA.GALV.STL. Kr=ground elevation bcbr.sea(Tab.269.1.page 268) • 1.00
<br /> I
<br /> 25'-D" + ex 15/16" I I 3/4"DIA.GALV.STL.THRU-BOLTS r15/16" I I THRU-BOLTS
<br /> _i 7 - +1. TYP. • 1nt
<br /> TYP. Wind Force Case A:resultant force through geomec center
<br /> ti: VII
<br /> Max horizontal wind pressure= p=%GC,= = 31 PSF
<br /> 1 ' ir PL 12"x 8 1/2"x 3/4" PL 12"x B 1/2"x 3/4" where. G=gusto ea acbr.t5ec.26.1t-t,page269). 095
<br /> yB 1/2"6 5/8" STL.MATCH PLATE 8 1/2"6 5/8" ST'L.MATCH PLATE C,•natfircecoe!Aclene Fig 2931,page 3231 - 1.80
<br /> 19'-11 1/4" TYP A,=8s=fie gross area - 8456 Fr'
<br /> 1 - ® TYP _ - * 1/4"F TYP. Estimated sign cabinet weight " 503 LBS
<br /> ` 1/4"F }
<br /> 15/16"_I 15/16"J (P2)
<br /> HSS 10"X 6"X 1/4" HSS 5"X 2"X 1/4" DESIGN SUMMARY
<br /> STL.RECT.HSS,TYP. Allowable Stress Design Wind Factor= 0.60
<br /> STL.RECT.HSS,(P1) TORSION TUBE Design Wind Pressure= 0.6 x p= 18.78 PSF
<br /> HSS 10"X 6"X 1/4" Design Windforce,F = 18.78 x As= 1.59 KIPS
<br /> STL.RECT.HSS,TYP. LOWER MATCH PLATE UPPER MATCH PLATE Moment Arm= FT
<br /> OPEN
<br /> Design Moment• F x Moment Arm= 26.11 KIP-r 1
<br /> ©
<br /> MATCH P LATE Footing Design(Nonconstrained)
<br /> t=3/4" N.T.S. Diameter" 3,00 FT
<br /> Soil Pressure= 150.00 PSF/FT
<br /> Sr= 52145 PSF
<br /> O A= 118 FT
<br /> •
<br /> �,P HSS 10"X6"X 1/4" EMBED.= 523 FT
<br /> •
<br /> + _ TYP. STL.RECT.HSS, I DIA DEATH•S-3" I
<br /> I__-_-_.__.__ 1/4 TORSION TUBE /� p p�
<br /> I ��%Mirk..41 (P1)Pole Design STL.RECT.HSS
<br /> (2)#4 TIES TOP 5" Sec.Mad.Req'd. USE A500 GR B
<br /> • �" #4 TIES @ 6"0.C.TOP 24" e ov wAs, ® Sx= 5 E9 I HSS 10"x 6"x 1/4" I Se= 19.40 (OK)
<br /> TYP. . 'rY
<br /> #4 TIES 12"O.C.REMAINDER 1/4" '�
<br /> TYP' (12)#&VERTS,3" 4CLEARANCE, 1 /���Ce ' ®1111b ThicknessaReq'd. USE PLATEte STL. A36
<br /> T2) �l \._=s^t^
<br /> CONSOLIDATED (P1) _�=t .'. . t= 1 I Pi 13"z 17"x 1 tfd" I t= 1 25 (OK)
<br /> CONC.f'c=2500 PSI,
<br /> TYP HSS 10"X 6"X 1/4" lri‘
<br /> GALV STL.ANCHOR BOLTAnchor DesignIIiI ST'L.RECT.HSS,TYP. 470, •� Tension Regd6 I 11N"pA.,x 24"MIN.EM8EDUSE F 1554 GR iT= 26750
<br /> F~DIA~I 1DIA.-1 = �kT``'�" O�/ Shear Req'd.
<br /> `4 V= 14270
<br /> ©WELDING DETAILiiii,..A.
<br /> 0NAI. '� '�\�' Unity 15996 1 267501 * i 57'I ' '4270)=025 <1(OK)
<br /> ELEVATION _ \
<br /> N.T.S. N.T.S. NJ Match Plate STL.PLATE
<br /> Thickness Req'd. USE A36
<br /> I= ^.e2 I PL 12"x 8 1/2"x 3/4" I I= 0.75 (OK)
<br /> NOTES :
<br /> (P2)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 ,x- I HSS 5"x 2"x 1/4" I Se= 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 sTt THRU-BOLT
<br /> Tension Rogd, USE A307
<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.W/C RATIO 0.45 BY WEIGHT FOR T= 1161 I 3r4"DIA., I T= 9950
<br /> •
<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 /> • E7OT XX ELECTRODE FOR FCAW PROCESS. Unity= t 1161 I 9550) * (438 / 5300)=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 /> ALL WELDS 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: • ALL BOLTS TO BE ZINC COATED:ASTM B633 TEST METHOD OR MFG'S.CERTIFICATION. Sx= 029 I HSS 10"x 6"x 114" Se= 19.40 IN"
<br /> • BRAND NAME APPROVED POST INSTALLED ANCHORS SPECIFIED ON - DEFORMED REINFORCING REBAR:ASTM A615 GRADE 60. ALUMINUM SOIL: Torsion Sneer Torslon= 1282 La-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 A5.10. PSF/FT).MODIFIED PER SECTION 1806.3.4. Shear Y3 A= 7.10 IN°
<br /> PLATES,ANGLES,CHANNELS,TEE,AND SQUARE TUBING:ALUMINUM FILLER ALLOYS PER TABLES M.9.1&M.9.2 OF 2015 ALUMINUM DESIGN MANUAL. rela!V Strom 1052 allow N= 18400
<br /> ALLOY 6061-T6 WITH 0.098 LBS PER CUBIC INCH. Unity= 10.29 I 19.40 1 + (1052 / 18400)=0 07 <1(OK)
<br /> www.yjinc.com SHEET TITLE: DRN BY: KS.P. DATE LAST REVISED: Jun 27,2023 REV.NO. REV,DATE REVISED BY PROJECT JOB#: JTS_136223_Arco-AMPM#83128_Pylon_SE Everett Mall Way Everett WA.dwg
<br /> P.O.BOX 802050 �� _ �Pitt 83CHK BY: T.J. PROJ.START DATE: Jun 15,2023 1 -/-/- - PROJECT LOCATION: ARCO-AMPM#83128 SHEET#
<br /> 41.c.! 1
<br /> SANTA CLARITA,CA.91380 REV BY: T.J. SCALE: AS SHOWN 2 _/_/_ - 220 S.E.EVERETT MALL WAY
<br /> EVERETT,WA 1 OF 1
<br /> TEL.(661)259-0700 FAX.(661)259-0900 PLOTTED BY: Michelle Grady ON 6/27/2023 2:26:00 Pfu 3 -/-/- -
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