|
lion Design Based On 2018 W89C I
<br /> Job N JTn 704n77 R
<br /> project fort of Lwrrll I'ylan
<br /> 10'-6 1/2"� Job Location 7970 Tarminal Aw
<br /> �9'-3 1/2" rHrrk,WA
<br /> �--7'-6 1/4" I
<br /> —
<br /> I I INPUT DATA
<br /> 2'-1100 1 1/4"/4" _ I I 2'-101/4" I 6paorturecategory(a,CorD) D
<br /> I I I i I
<br /> I — Risk Category II
<br /> SIGN UltimateDnlgnVNndspead V,,,I tog MPH
<br /> I I I I I
<br /> I I CABINET I I I I Topographic factor K„ 1 I Int
<br /> I I I I I I I Haight of the sign h 1300 PT
<br /> I I I I 6'-o 1/2" I I Vertical dimension(for wall,a•h) a 23.00 Pt
<br /> 6'-0 1/2" I I I I I I I Awroge Horizontal dimension 0 n All PT
<br /> I I I I I I Dimension of return corner L, 1 60 FT
<br /> I I I I
<br /> 3/8"DIA.,GALV.ST'L. ANALYSIS
<br /> THRU-BOLT,TYP.
<br /> Velocity pressure
<br /> I I I I I I q,a 0.00788 K,K„Kr V1 Kr 24.04 111811111 1 1 1 23'-1" I ®I
<br /> 23'-1" 5'-8 1/4" - - HSS 12"x 12"x 3/16" wltrrr
<br /> ST'L.SQ.HSS,TYP.
<br /> 5'-8 1/4" 1 I I I I I ____ q,•Nloaly preaaure at height h.(Eq.2!1.10.1 page 788)
<br /> I I NP' I I I IK,a velocity,pressure exposure coefficient • 1,10
<br /> I I A I I I 3/16" TYP.
<br /> I elaivaled at helghl above gRnd to 1,h (Tab 20 10-1, page 708)
<br /> K.,a wind dlrsollonally,factor(Tab.26 6.1, page 208) ■ 0:10
<br /> I I
<br /> I I I I I HSS 12"x 12"x 3/16" ----J K.■ground slevallon factor,else(Tab.284.1,page 268) ■ 1,00
<br /> I I I I ST'L.SQ.HSS,TYP. CABINET
<br /> _ FRAME
<br /> TYP. Wind Para■D11e Alrasulfent fares thraueh wametrle aeMer
<br /> 8'-0" 1 I -OPEN- I I HSS 12"x 12"x 3/16" 8 0 I 1 __ ®I _____ I® _ Max horlzonlal wind pressure■ p•gr 00r■ ■ 33 P!F
<br /> I I I I ST'L.SQ.HSS,TYP. I I 18 DEGREE MAX SLOPE where'. 0•oust eifaol factor.(Deo.26.11-1,0100 200). • 0,11
<br /> I I I I I
<br /> I I I I I (SPECIAL INSPECTION REQUIRED FOR FIELD WELD) G a net roto.ooefllolenl.(PIO 21.2.1,page 322) 1112
<br /> I I I I I A.a s s■the gross ane ■ 141,11 FT°
<br /> I I I I _._._ I A CONNECTION Eallmated sign o•binal weight • see Lea
<br /> I I I I 10.1—'— - 1 11,° (12 PLACES) N.T.S.
<br /> I I I I DISIAN WMMARY
<br /> Allowable ltnw Design Wind Factor■ 0100
<br /> I
<br /> I I I I I I :• I I Design Wind Pressure a 0.6 x p a 10.80 P8F
<br /> ' � I'. + I I•
<br /> CONSOLIDATED 1 I CONSOLIDATED Design Windfores,P • 11.00 x As■ 2,17 KIPS
<br /> 10'4" I I I I' CONC.f'c=2500 1 I CONIC.f'c=2500 Moment Arm■ 14 30 FT
<br /> TYP. PSI 10-4 I I.:. PSI
<br /> Design Moment ■ F x Moment Arm a 47.88 KIP-FT
<br /> Footlna Dealan(Non collatralned)
<br /> I : •I I` :1 I .
<br /> ,' . ` City of Everett Permit Review
<br /> Diameter �'"FT
<br /> TYP. - °' r: ... Noll F'raaaura• 100 00 1
<br /> — — —
<br /> 30"DIA. - EVERETT Status: Approved s,■ i l,t!ar
<br /> TYP. 30"DIA. wa sHincroN A- 40t I I
<br /> ELEVATION
<br /> SIDE ELEVATION 12/15/2022 3:50:10 PM EMBED • 1020 f f
<br /> N.T.S. •
<br /> N.T.S.
<br /> Polt Deskin erL eQ Hee
<br /> Theo Mod Rsq'd USE A000 QR. B
<br /> U 1b was 12"x 12"x 1116" d 31,00 (0K)
<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 /> 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
<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
<br /> STEEL/ALUM.TUBES,MATCH THICKNESS LIKE FOR LIKE. OR EQUIVALENT. ER7 XX ELECTRODE FOR GTAW PROCESS. FOOTINGS CONCRETE MUST BE POURED AGAINST
<br /> Meow 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.
<br /> ALL EXPOSED STEEL TO BE PRIMED&PAINTED(POWDER COAT AS AN ALL STEEL MACHINED BOLTS SHOULD BE:ASTM 4307 OR ASTM 4449 ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT CAN PRODUCE MAINTAIN A MINIMUM 3"CONCRETE COVER OVER ALLWELDS 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 AT ZERO 0°AS DETERMINED BY THE APPROPRIATE AWS A5 CLASSIFICATION EMBEDDED STEEL.
<br /> ANCHORS: ALL BOLTS TO BE ZINC COATED:ASTM 8633 TEST METHOD OR MFG'S.CERTIFICATION.
<br /> BRAND NAME APPROVED POST INSTALLED ANCHORS SPECIFIED ON DEFORMED REINFORCING REBAR:ASTM A615 GRADE 60. ALUMINUM SOIL:
<br /> Oj�V 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 5 TABLE 1806.2(100
<br /> NN\T 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 /> 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 /> OTEL. www.yjine.com SHEETTITLE: DRN BY: J.A. DATE LAST REVISED: Nov 23,2022 REV.NO. REV.DATE REVISED BY PROJECT JOB#: JTS204622Port of EverettPylonTerminal_Everett WA.dwg
<br /> P.O.BOX 802050 POR1JE V ESR E�1J�1JJ CHKBY: T.J. PROJ.STARTDATE: 10-20-22 1 /--/-- PROJECT LOCATION: PORTOFEVERETT SHEET#
<br /> SANTA CLARITA,CA.91380 REV BY: T.J. SCALE: AS SHOWN 2 /__/__ _ 2920 TERMINAL AVE1(661)259-0700 FAX. 661 259-0900 P WLE O N EVERETT,WA OF
<br /> ( � PLOTTED BY: Michelle Grady ON 11/23/2022 4:50:04 P 3 -/--I-- -
<br />
|