Loading...
HomeMy WebLinkAbout17216 SMOKEY POINT DR_066907_2026 VSPECTION REPORT ¢ti1N GTO Permit No.: yG 001 Lot #: Address: 11 z +(z, Srv►k-4 Pr at__ Contractor: Sr 4 N m A---r- 4 Owner: 'J I N G� Date: 4- - o X APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. �I/ln! ICysr7ni�. r}so02av�� Inspector: -r :- ( Date: J4 -t9 -0L TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping R( Footing S,S rJ ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: �� T J �► �I �I I - 1 I 1 ] _- I If I I C I TY OF ARIL I "CCTQhI CONSTRUCT I Oh! PERM I T PERhrI I T IVO _ = CD6 -6 `307 Owner: BUZZ INN, STEAKHOUSE 1721ID SKOKEY PT DR 98223 Value of Work: Tax Describe Work: SIGN Proposed Use: SIGN Legal Description: Job Address: 17216 SMOKEY POINT DRIVE Type Address License# Contractor's Name YP SIGNMART GEN 1515 A FREEWAY DR SIGNML*959CB TOTALS Fee Permit Fee $68. @@ State fee $4. 50 SIGNATURE: y .� T I HA - READ TOTAL FEE. . . . . . . . . . . . . . . . . $72. 50 ANHDEREAMINED THIS APPLICA N AND PAYMENTS. . . . . . . . . . . . . . . . . . $0. 00 KNOW HE SAME TO BE TRUE :'[� COR- RECT IL PROVISIONS OF LAWS AND TOTAL DUE. . . . . . . . . . . . . . . . . $72. 50 Wo h iCE ILLS EOCC ;t'L DTWITHTYPE OF WHETHER �F FIED R O NOT. DATE RECEIPT # I NG OF C AL � 50 Ig 1 11 I j� 11 I J Lollinglipw 4 I 1 1 V 11 1 Ill y I I .1c f. 1 1 171 r 1 I I' - �1 . 1 I . I . ■11 1 4- coSIGN PERMIT APPLICATION Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223•Phone(360)403 3431 o FAX(360)403 3447 THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF COMPLETE PLANS,INCLUDING STRUCTURAL CALCULATIONS WHERE APPLICABLE, TWO(2)FULLY DIMENSIONED PLOT PLANS IF APPLICABLE Project Address: � J �� � r' �Ok id r'' /Vr � I2'\ Parcel ID#: (Jo6q53 oo UO.. Lot#: Subdivision: y� , Owner: �&-T CAAJ /Nhl., ► Y-"�� ��'v Phone Number: Address: 1 ®51 1-1_ , . ela rck P i/ City: State:_2VX fip Code: Contractor: Vl MGt r+- Phone Number:: 364' y,-Lg._gg(S Cell Phone: 3&`66 /- LSBS Fax: �(�(�-y 9:!2q"7 S E-mail: MI�C e t�e�yl yi'!gr ks q. ea wf Address �-� / / G+ Q� City: /121 /lel-17 4 State: w4 Zip Code: 19,7-73 Contractor's License Number: h 1►9LC3�C(j -------_ Expiration: WALL SIGN CALCULATIONS MONUMENT SIGN CALCULATIONS Height of wall Total street frontage in feet Length of wall Height of proposed sign Area of wall Width of proposed sign Height of proposed sign Total sign print area Length of proposed sign Total sign structure area 1 Area of proposed sign I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulations of the State of Was hingt Az Z Z 8' o ol Q pp n s (i�gnature Date MAR ��(���(/200 Print Applicants Name COA P RMIT CENTER FOR STAFF USE ONLY Permit# AcXptey Amount Received Receipt# Date Received WEB Forms—47 Page 1 of 1 5/05 dwa 4`�� SIGN PERMIT 7 APPLICATION Ile`r(G Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223•Phone(360)403 3431 •FAX(360) 403 3447 THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF COMPLETE PLANS,INCLUDING STRUCTURAL CALCULATIONS WHERE APPLICABLE, TWO(2)FULLY DIMENSIONED PLOT PLANS IF APPLICABLE ���' � !L' ( t � Parcel lD#: ( J o 6 5J� 020Q&02oo Project Address: - Lot#: Subdivision: A 1 Owner: 5-)CA1'L—J AV L 2 r�t'V Phone Number: Address. � L� • edfa r_�City: State:Ai&arfip Code: Contractor:�(�iy) im ct r`� Phone Number:: 360' y 3-9 `191S Cell Phone: 3C �G/- �: Fax: jr,,o-`/v2 R :/Cj7 S E-mail: %/Vl/K e e�,g it Me)rlu-5 4• Cc* 1 Address: l �t / t f eL✓G?✓ D� City: 6`"i ��"� State: W4 Zip Code: �tg,z73 Contractor's License Number: LC 13 _ ______ Expiration: WALL SIGN CALCULATIONS MONUMENT SIGN CALCULATIONS Height of wall Total street frontage in feet 7 r Length of wall Height of proposed sign Area of wall Width of proposed sign J Height of proposed sign Total sign print area W Length of proposed sign Total sign structure area Area of proposed sign4_) I hereby certify that the above information is correct and that the construction on, and the occupancy and th�'" use of the above-described property will be in accordance with the laws, rules and regulations of the State of Washingt {{k -z ZY U App n s ignature Date MAR 02 20A6 T Am: P 001 Print Applicants Name COA PERMIT CENTER FOR STAFF USE ONLY Permit# Acc:nt�� y Dntli�ec;Vi �d �e� ipt# Date Received WEB Forms—47 Page 1 of 1 5/05 dwa SHEET I OF jj_ DATE: I+ B ENGINEERING, INC. eb. 2006 STRUCTURAL CALCULATIONS THE ENCLOSED CALCULATIONS ARE FOR GRAVITY AND LATERAL LOADS TO THE CONCRETE FOUNDATION AND STEEL PIPE SIGN SUPPORT USING DIMENSIONS SUPPLIED BY THE CLIENT. THESE CALCULATIONS ARE NOT FOR THE ENTIRE PROJECT AND DO NOT INFER THAT AN ARCHITECTURAL OR STRUCTURAL REVIEW OF ANY OTHER PORTION OR LOADING TYPE TO THE REST OF THE STRUCTURE HAS BEEN MADE. ALL COORDINATION, SIGN DESIGN, ARCHITECTURAL, AND PERMITS BY OTHERS FOR BUZZ INN POLE SIGN LOCATED AT: 17216 SMOKEY POINT DR. ARLINGTON, WAS HINGTON �PVID F,14 ` VJAS, �P J• �r ? z z ` s"10nIAL r i� CLIENT: i � SIGN MART MT. VERNON, WASHIN GTON STRUCTURAL CALCULATION IN ACCORDANCE WITH CURRENT 2003 IBC CODE AND AMENDMENTS 20380 HALFWAY RD.,SUITE A BEND,OREGON 97701 Ph: (541)317-2939 FAX: (541)317-2940 ►; ..t, �o ■ 'll ti.4)�I URF ,tj ��rh .,11l'1K.:E1.Y'IUNa GENERAL: ALL M[-;Il IODS,MATERIAL,AND WOR[CMANSH[P SHALL CONFORM TO THE PLANS,THE CURRENT EDITION OF 111IlE (113C), AND CURRENT[BC STANDARDS,AS tVVfBNDI3D AND ADOPTED BY TIIF LOCAL GOVERNING BUILDING CODr., AUTI-IOMTY. VERIFY ALL,EXISTING CONDITIONS AND CHECK ALL,DIMENSIONS AND ELEVATIONS PRIOR TO STAR'T.[NC WORI�, ,CALL DISCREPANCIES TO THE ATTENTION OF THE OWNER AND RESOLVE BEFORE PROCEEDING WITH TI-IF WORK. DETAILS NOT SPECIFICALLY SHOWN SHAI�l, BE CONSTRUCTED SIMILAR TO :DETAILS SIIOWN FOR RESPECTIVls MATERIALS AND SIMILAR CONDITIONS,SUBJECT TO REVIEW BY THE OWNER. DESIGN CRITERIA: DEAD LOADS ACTUAL WIND LOADS I3ASIC WIND SPEND: MI'II, (3-•50c EXPOSURE"C", I=1.0,PER IBC SIESMIC CATEsGORY."`'>" 5D3 P 7 EARTHWORK: 1. FOUNDATIONS: ALLOWABLE SOIL BEARING.PRESSURF: 1500 P.S.F.(ASSUN..CLD) 1-1/3 INCREASE ALLOWED FOR 'LOADS FROM WIND OR SEISMIC ORIGIN. SEE SOILS R13PORT FOR RETAINING WALL DESIGN LOAD AND SOIL CAPACITIES. ALL FOOTING SMALL BEAR ON FIRM,UNDISTURBED EARTH OR"STRUCTURAL BACK". AREAS OVER EXCAVATED SHALL BE 13ACIOILLE-D WITII "STRUCTURAL BACKFILL" OR LEAN CONCRETE (Po-=-2000 Psi). "STRUCTURAL BACKFILL" SHALL CONSIST OF APPROVED WELL-GRADED BACKFILL MATERIAL, WCTI•I MAXIMUM SIZE OF ROCK• 4". FROZEN SOIL,ORGANIC MATERIAL AND DELIETERIOUS MATTER IS NOT ALLOWED. COMPACT TO AT LEAST 95% OF ITS MAXIMUM DENSITY AS DETIRMINED BY ASTM D-1557-78. CONTRACTOR SHALL EX-RCISE EX11tE141 CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, TANKS, AND OTHER CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED WI I7 i WORK IRM, RECEIVING WRITTEN MTRUMONS FROM THE, OWNER.. A COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTING EXCAVATIONS FOR SUITABILITY OF BEARING SURFACES PRIOR TO PLACEMENT OF REINFORCING STEEL, PROVIDE DRAINAGE AROUND ALL WORK TO, AVOID WATER-S0FT'LNBD FOOTINGS. GRADING: SUB-GRADE PREPARATION: COMPACT TOP 6 INCHES OF EXPOSED SUB-GRADE AT OPTIMUM MOISTURE CONTENT'_. TO 90 PERCENT OF MAXIMUM DRY DENSITY AS DETERMINED BY AS'TM D-1557. IF ANY SOFT OR LOOSE SUB-GRADE MATERIALS ARE ENCOUNTERED, OVER-EXCAVATE AND REPLACE WITH COMPACTED SITE FILL. IF PROPER COMPACTION OF THE SUB-GRADE IS IMPRACTICAL BECAUSE OF EXCESSIVE MOISTURE, OVER EXCAVATE AND REPLACE WITH A SUFFICIENT THICKNESS(NOT LESS TI IAN 12")OF 2 INCH-MINUS WASHED'ROCKFTLL TO PROVIDE A FIRM WORK SURFACE. ALL SUBGRADE ELEVATIONS TO BE WITHIN+/0.1 FOOT OF THAT SPECIFIED. BASE COURSE: PROVIDE A FINAL COURSE TO DEPTH AS PER PLANS(6 INCHES MMMUM),OF 3A INCI I-MINUS ROAD M,I.S, AGGREGATE COMPACTED TO 90 PERCENT OF MAXIMUM DRY DENSITY AS DETERMINED BY AS'IM D-1557, BASE-COURSE GRADING RHQUIREMENI'S SHALL BE AS FOLLOWS: 100% PASSING 1" SIEVE; 90-100% PASSING 3/4 SIEVE;40-65%PASSING#4 SIEVE;30-50%PASSING A 38 SIG'VE;3-8%PASSING A#200 SIEVE. CONCRETE: TILE SE1,I:G11ON OF MATER :S FOR,AND THE MIXING AND PLACING C,. .4LL CONCMIE SHALL CONFORM TO'TI-Il; RF3QUIREME91-S OIL 11II CURRENT"U.B.C.MAXIMUM SIZE OF AGGREGATE SHALL BE 1 I/2". THE CEMENT CONITsNT AND MAXIMUM SLUMP %TALL BE AS SHOWN BELOW FOR INDICATED CONCRRrF STRENGTHS(1b),UNLESS A.,TE:RNAIT,MIX D13SIGNS AR13 SUBMfMD BY THL CONCRETE SUPP1,11M AND APPROVED BY TILL; OWNER. SUCH MIX DESIGNS MUST BE SUBSTANTIATED BY STRENGTH DATA FROM'IlUAL BATCIIF;S OR FfflLD EXPERIENCE. CONCR ME STRENGTHS SHALL BE VERIFIED BY STANDARD 28--DAY CYLINDER TESTS IF REQ0W0. MINIMUM 28-DAY MINIMUM SACKS OF CEMENT MAXIMUM ,'LOCATION S'IRENGTI[I A PER CUBIC YARD Of, CONCRETE SLUMP ALL CONC, 3000 5 1/2 4" EXCEPT AS NO SPECIAL INSP.REQUIRED NOTED ALL CONCW--TF3 EXPOSED TO EARTH OR WBAITIER SHALL, CONTAIN AN ACCLPTABLE AIR WIRAINING AGENT, CONFORMING TO ASTM SPECIFICATION C-260,TO ATTAIN 4%TO 6%ENTRAINED AIR BY VOLUME. ALL, CONCRETE MAY HAVE AN APPROVED WATER REDUCING ADMIXTURE, (POZZALITI-), ADDED liq STRICT ACCORDANCE WTITI THE MANUFACTURER'S RI✓COMMENDATIONS, TO PRODUCE FLOWABLI, CONCRETE WI'TYT MAXIMUM SLUMP NOT TO EXCEED 9 INCHE,S. PROTF?C'I' FRESHLY PLACED CONCRETE FROM PREMATURE DRYING ANI:) EXCESSIVE COLD OR 1IOT TEMPERATURES FOR AT LEAST 7 DAYS, IN ACCORDANCE WITH ACI 301. NO ALUMINUM (CONDUIT, MISCELI.,ANEOUS ITEMS,ETC.)SI-.IALL,BE F,.MBM- DED IN ANY CONCRETE. PROVIDE CONTROL,JOINTS IN All CONCRETE SLABS WITH SPACING NOT EXCEED I0'O,C.FOR I.INEXPOSED 9LA1BS, OR 10'O,C.FOR EXPOSED SLABS,UNLESS OTHER JOINTS SPACINGS ARE SHOWN ON'1TIE.PLANS, COLD WE, HER PLACING:PROTECT CONCRI 1R WORK FROM PI.IYSICAL DAMAGES OR REDUCED STRENGTH WITICH COULD BE CAUSED BY FROST, FREEZING ACTIONS, OR LOW TEMPERATURES, IN COMPLIANCE WITII ACI 306. DO. NOT USE FROZEN MATERIALS OR MATERIALS CONTAINING ICE OR SNOW.DO NOT PLACE CONCREne ON mom SUBGRADI's OR ON SUBORADE CONTAR,4MG FROZEN MATERIALS. HOT WEATHER PLACING: WHEN HOT WEATI IER CONDITIONS EXIST(90 DEGREES FAHRENHEIT AND ABOVE)WIIICI T WOULD SERIOUSLY IMPAIR'TILE QUALITY AND SIRENGTH OF CONCRETE,PLACE THE CONCRETE IN ACCORDANCE WI'IT-I ACI 305R. NONSHI2INIC GROUT: GROUT SHALL BE MASIUR BUILDERS "MASTER11FOW 928" OR "MASTERTff.,OW 713", SIKA CORPORATION'S"SIKAGROUT 212",BURKE,COMPANY'S"NONFI 3RROUS NONSHRINIC GROUT",OR APPROVED EQUAL, GROUT SHALL BE MIXED,APPLIED,AND CURED STRICTLY IN ACCORDANCE WITI I THE MANUFACTURER'S PRINTED INSTRUCTIONS. FILL OR PACK ENTIRE SPACE UNDER PLATES OR SHAPE,S. MASONRY: CONSTRUCTION SHALL MEF"I' '.IT-IE IZ13QUHWMNTS OF THE CURRENT UNIFORM BUILDING CODE. ALL CELLS CONTAINING REINFORCEMEN F 31-IALL BE FILLED SOLID WITH GROUT, AS SPECIFIED BELOW. GROUT SHALL BE VIBRATED WITLE PLACING TO ENSURE THAT CELLS ARE COMPLETELY FILLED. ALL UNITS SHALL BE LAID IN RUNNING BOND USING SPECIFIED MORTAR WITH I-TEAD JOINTS. MASONRY DESIGN STRENGTHS ARE WITHOUT SPECIAL INSPECTION. CLAY MASONRY UNITS (CMU): CONFORM TO ASTM C-62, C-21 OR C-652, GRADE S.W. WITH ULTIMATE NET AREA COMPRESSIVE STRENGTH OF UMTS=N INIMUM 1900 PSI;fin=1500 PSI MORTAR:TYPE S AS PER U.B.C.CONFORM TO ASTM C-270,Pm=2000 PSI NRNJMUM IN 28 DAYS. GROUT:GROUT FOR POURING SHALL BE A FLUID CONSISTENCY. CONFORM TO ASTM C-476 Po=1900 PSI MINIMUM IN 28 DAYS. 4 NIE'TALS: REINFORCING S'11!1_I.,(MASONRY AND CONCRETE): REINFORCEMENT SHALL CONFORM TO ASTM A-615, GRADE 60.T ffrAIL,FABRICNIll AND PLACE PER ACI 315 AND ACI 318. SM ICES SHALL BE 24 BAR DIAMYgERS,24„ MINIMUM FOR CONCRETE; 48 BAR DIAMETERS, 25" MINIMUM FOR MASONRY. SUPPORT ALL REWFORCEIvIENT WITH APPROVED Cl IAIRS,SPACERS,OR TIES. WFsLDED WIRE FABRIC: CONFORM TO ASTM A-•82 AND A-185.LAP ONE FULL,M 7.81-I ON SIDES AND ENDS.P.L,ACT;AT MID.-DEPTH OF SLAB UNLESS SHOWN OTT ERWISR y S1RUC1'iJRAL, STl,EL: CON1"ORM 7n 17-IE LATEST EDITION OI" TlA: RISC 31 LGIi7GAI10N FOR TTIL's DESIGN. FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS." SHOP PAINT AF ER FABRICATIONS WI'B-I AN APPROVED PRIMER(SEE PAINTING SPECIFICATION). GALVANIZE AFTER FABRICATION ALL M[SCELLAN13OUS SlTSE,L.SPECTT-ICALLY CALLED TO BE GALVANTXED ON PLANS, STEEL SHAPES AND PLATES: ASTM A-36(Fy=36KSI)or ASTM A-5 72(Fy=50 KSI) STEM-I.,STRUCTURAL,TUI3.INCr: ASTM A-500,GRADE 13(Fy=46 KSI) STRUCTURAL STJ'hL.I'II'IsS: ASTM A-53,GRADE B(Fy=35 KSI) MACHINE BOUT;S AND ANCIIOR BOLTS:ASTM A-307 ].DRILLED IN CONCRETE ANCHORS OR EXPANSION BOLTS:"ITILTP FASTENERS OR APPROVED EQUAL,UNLESS NOTED 01TIERWISF,ON DRAWINGS.EMBED BOLT RM CONCRETE OR GRO=D.MASONRY SEVEN DIAMETERS NiI1`MJI\4, UNLESS SHOWN OTHE?RWISE, WELDING: ALL WELDING SHALL CONFORM TO TI AMERICAN WIMINO SOCIETY STANDARDS FOR ARC AND GA6 WELDING LN BUILDING CONSTRUCTION, ALL WELDS SHALL BE DONE BY CERTIFIED WELDERS, USING E70 ELF,G"rRODES,AND 3/16"MINIMUM SIZE UNLESS NOTED 01TIERWISE.NO WELDING OF REINFORCING STEEL SHALL, BE DONE WITIIOUT SPECIFIC APPROVAL OF TI-LE L3NGINErsR. WI-EN APPROVED WELD REINFORCING STEEL IN' ACCORDANCE WITI-I'IT-IE AMERICAN WELDING SOCIETY'S"REINFORCING STEM WELDING CODE",IN NO CASE WILL, A WELD .BE MADE WI`iI-IIN 6 BAR DIAMETERS OF A "COLD BEND." SPECIAL INSPECTORS SIIALL BE PROVIDED DURING ALI,STRUCTURAL FIELD WELDING INCLUDING'17-11,WELDING OF REINFORCING STERl.. (UBC) EACH SPECIAL INSPECTOR SIIALL, BE A QUALIFIED PERSON WHO SHALL SHOW COMPETENCE TO TPIE+, SATISFACTION OF THE BUILDING OFFICIAL,FOR THE PARTICULAR OPIMA7110N. ALL INSPECTION REPORTS SHALL BE SUBMTITED TO THE?.BUILDING DEPAR`.IM E:NT WITI I THE PROJECT NAME AND ADDRESS(U13C), f V � � � � � -;o g IX L �X Us ir C)Fi om o U. o Ln = X38 z 0 LIO U R UJ *?--w 9 p t 8 u 3:6 CQ I.- LU Z U m U Lu 84iQ LD .. ....... 00 Ut @ Ml- ........ 11 .......... .. ...........*::*. .00. ............ ---------- ri ... {}%}•'::>{.. WON ........... ---------- PROJECT M_�4-D G SHEET: `Ia OF _ PROJECT NAME: f?d Z n LOCATION: S kf i !rBENGINEERING., INC. BY: DATE: 2--z4 G DF,57! � CAI TF A ,� • ��o�ti� C•�r!� -� Jcd� �(�c.�j� �r</�c. ��ti� �?/� i . i �e� s mt �vs = ,7� � = /z �- Sec l✓C—�� k4 Uie ' �✓/n/D oyS. We-1J. 2/24/2006 WIND02 v1-02 Detailed Wind Load Design (Method 2) per ASCE 7-02 Description: ?? Analysis by: ?? User Input Data Calcu ated Parameters WWY,W Structure Tye Other importance Factor I 1 (Basic Wind Speed M 85 m h Hon-Hurricane,Hurricane(v=85-100 mph) Alaska Struc Category I, 11, 111, or IV), II Table 6-2 Values _ IEx .osure 13, C,or D C Npha= 9.500 .. Struc Nat Frequency n1 1 Hz z = 900.000 IKd Directonali Factor 0.85 Overall Structure Ht Ht 15.00 ft Width Pe .To Wind Dir B 8,00 ft At= 0.105. Width Paral.To Wind Dir(L) 1.80 ft Bt= 1.000 Damping-Ratio(beta Q Q1 I I Am= 0.154 . Red values should be changed only through"Main Menu" Sm= 0.650 Calculated Parameters Cc= _ 0-.200- Type of Structure I 500.00 It Heim east-Horrzontal-Dim- 8.33 (Epsilon-- U.200 Flexible Structure No Zmin= 15.00 ft Gust Factor Category I: Rigid Structures-$1 :llft±ed Method GUs0 For rigid structures(Nat Freg a 1 Hz) use 0.85 1 0.85 Gust Factor Category ll: Rigid Structures-Corn Anal sis Zm Zmin 15.00 ft lam --,Cc* 331z 9.167 - Mal - Lzm I"zm/33 ^E silos - - 427.06 ft - Q- (1/(1+0.63" 'in B, +Ht/L,zm ^0.63) ^0.5 026-13 Gust2 0.925" 1+1.7•Izm"3.4"0)/(1+1.7'3.4•lzm - 0.9047 Gust Factor Summary G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.85 Copyright 2002-MECA Enterprises, Inc. www.mecaconsulting.com Page No. 1 of 4 w` 'G q 2/24/2006 WIND02 A-02 Detailed Wind Load Design (Method 2) per ASCE 7-02 Figure 6-20: Force Coefficients for Solid Signs. ,At Ground Level` Above Ground v Ct / MIN Ct <=3. l 2 / <=6 1.2 5 1.3 10 1.31 8 1 4 16. 1.4 10 1.5 20 1.6 20. 1.75 40_ . __ 1.75 30 1.85 60 1.85 =40_ 2 >=66 - 2 Notes: 1)Signs with openings comprising less than 30%of gross area are considered solid signs 2)Signs-where distance from-ground to-bottomedge taless than 025timesverficatdimension are considered at ground level v-ratio of height to width- M- Larger dimension of sign Id--Smaller dimension of sign v= 1.8751 M= 8.000 ft� N= 6.000 ft M/N = 1.33 Copyright 2002-MECA Enterprises, Inc. www.mecaconsulting.com Page No.4 of 4 we- /ef 2/24/2006 WIND02 v1-02 Detailed Wind Load Design (Method 2) per ASCE 7-02 Design Wind Pressure -Open Buildings and Other Structures- Elev. Kz Kzt Qz Wind Pressure based up on different Cf's Iblft"2 z? a? ?? as ?? ft IMA 1.2 ) 1.00 1.00 1.00 1 1.00 1.00 15 0.85 1 1.00 13.35 13.61 11.34 11.34 11.34 11.34 11.34- Note: 1) User must select shape factors f 7' the appropriate tables, and enter within this table. Copyright 2002-MECA Enterprises, Inc. www.mecaconsulting.com Page No.2 of 4 Title: L✓C—le— Job# Dsgnr: Date: 10:45AM, 24 FEB 0 / Description Scope Rov.-5©0012 - - - — - Page 1 User:KW NE VBLC Oi 1 eo(ing So ASCE 7-Q7-Earthquake Load Calculations (c 1983.2CO3 ENERCALC.Enpineoring 5ollwaro .^^.:.-:n•::T.•5lT/2Y'i mi?C�Y.C:.^ Tl:: ...'T^G^:4_::_'R.:'.vl.::<':::b?_::S^!.^::v s.'.iY.L>rtt20.^.R:.'l.{� ::::•-rr..:..•<^.:v-ram._-_r2ir:r_._ J.:>'rr�:.n•,.•.::.m.._�_-__._-._�_� -__-___.�,_�__ ..._-._.._}:u'.�_.w...-_..._`__•____._>L-.._.l.I Description Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604-5 "II" : All Buildings and other structures except those listed as Category I, III,and I Occupancy Importance Factor 1.00 ASCE 7-02 9.-t4 Seismic Use Group - ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 16T5 Latitude = 48,207deg.North Longitude = 121.948 deg West Location : Arlington, Snohomish County,WA 98223 Max. Ground Motions,5%Damping,from USGS 1996 maps SS = 1.099 g,0.2 sec response S-1 = 0.309 g, 1-.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.IS.1.1 "©" :Shear-Wave-Vdocity600 to 1,200 ftisee = , Q Site Coefficients Fa& Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-ffiw Intarpolatim franr table:values) Fa = 1 A6 Fv _ 1.78 Maximum Considered Eartguake Acceleration ASCE 7-02 Equation 9.4.1:2.44-&2-,-2003 IBC-Equations-f6-38&- &,39 S MS = Fa* Ss _ 1.165 5M1 =Fv-IS4 - 0161 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 SOS=SMS *213- _ C;7D-77 SDI =8M1 " 213 - 0.367 Seismic Design Category = or ASCE-7-02 g4:2.1; 2003-IBC M&t3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table-915:2.2, 20031BC Table•16-1x 6.2 Inverted Pendulm, Cantilevered Column Ordinary steel moment frames NOTE.!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient "R" = 1.24 Building height Limits: System Overstrength Factor "Wo" = 2.00 Category"A-&-B"Lirnit:No Limit Deflection Amplification Factor "Cd" = 2.50 Category"C" Limit: No Limit Category"W Limit:' Not Permitted Category"E" Limit: Not Permitted Category-"P"Limit:- Not Permitted; PROJECT#: SHEETM95`2a- OF_ PROJECT NAME: 3V 2.-'Z.- Inn FBENGINEERING, INC. BYCATION: - DATE: 2 2� 9776 �. r _ /615-6f 34 k0 Z)/, - 4-a I w r h G Title Job# jnr: Date: Description.... I1:32AM, 24 FEB 06 FastFrame 2-D Frame Analysis v s.os Page t Nodes... Node Node Coordinates Node Label X Y X Restraint Y Restraint Z Restraint Temp ft ft deg F 0.000 1 0.000 0.000 Fixed Fixed Fixed 0 3 I 0.000-I 15.000) I I_ Q Member... Member Endpoint Nodes MLeftgth ember I I End Releases J End Releases Label Property Label I Node J Node 1 X Y Z X Y Z A I P6std 8.500 B P69td 2 3 I .500 I - ---Member Stress Check Data... Member Unbraced Lengths Slenderness Factors RISC Sending&StabilfityFactors Label Lu:Z it Lu:XY K:Z K:XY 1 Cm Cb A 8.500 8;600 2.00 / 2.00 0/ Internal Internal B 6.500 6.500 2.00 2.00 Internal Internal s.Material .:- - - - Member Youngs Density Thermal I Yield Label ksi kcf in/t00d Il ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000650 36.00- Section Sections... Prop Label Material Area Depth Tf Ixx Group Tag- Width- Tw lyy- Default 1.000 in2 0.000 in 0.000 in 1.00 in4 Default 0.000 in 0.000 in 0.00-irt4 P6std Steel 5.580 1n2 6.625 in 0.000 in 28.10 in4 0:000-in 0.280 in 0.00 inr4- Node Loads.... Node Label Concentrated Loads and Moments Load Case Factors • I - X _ Y - Moment #1 #2 #3 #4 #6 3 1 -0.820k S 19-1 1.000 - -- Member Distributed Loads..., Member Load Magnitudes Load Extents Load Load Case Factors Label Start Finish Staff Finish- Direction #1 #2 #3 #4 #6 ft A .084 0.064 k/ft 0.000 8.500 Global X 1.000 B 0.128 01) tion 0.128 Wilt 0.000 6.500 Global X - 1.0 Load Combinas... Gvr o r s Load Combination Stress Gravity Load Factors Load Combination Factors Description Increase X Y #1 #2 #3 #4 #6 Dead j 1.000 .1.000 1.000 Dead*Winci 1.330 -1.000 t.004} 1.000 Wind 1.330 1.000 i, n, Title �_ L Job-# nr: [Late: l� Description.... 11:32AM, 24 FEB 06 FastFrame 2-D Frame Analysis v 5.0.9- Page 2�. Node Displacements& Reactions Node-Label toad Combination- Node Displacements Node Reactions X Y Z I X Y Z in in Radians k k k-ft 1 - Wind ` ---- 1,376.E-014 -- 0- 0 -1.37600 0 12..08800 1 Dead 0 0 0 0 1.10481 0 1 Dead+Wind_ 1,376-E-01.4 0. 0 -1.376W t.10481_ 12,08800 2 Wind 0.65665 0 -0.01053 0 0 4 2 Dead 0 -0.00065 0 0 0 0 2 pead+Wind 0,65685 -0.00065 -0.01053 0 0 0 3 Wind 1.53877 0 -0.01157 0 0 0 3 Dead / 400107 0 0 0 0 3 Dead+Wind v 1.63877 -0.00107 -0.01157 0 0 0 Member-Endforces.... - --- Member Node"1"End Forces Node"J"End Forces Label toad Combination Axial Shear Moment Axial Shear Moment -- k k tt-k- - k -- ----k- ft-k A Wind 0 1.37600 12.08801) 0 -0.83200 -2.70400 A Dead 1.10481 0 0 -0.94342 0 Q A Dead+Wind 1.10481 1.37600 12.08800 -0.94342 -0.83200 -2.70400 B- Wind- 0- OB3200- 2.704OG 0 0 0 B Dead 0.94342 0 0 0.82000 0 01 B bead+Wind 0.94342 0.83200 2,70400 I -0.82000 0 0 Steel Stress Checks... Member Load Combination Overall *Deft End- -1/4-Span- 1/2 Spar, 3/4-Sparr- @-Right€nd SI-iear- Label Maximum A- Wind 0-541 0.54.1 0_421 0.312 0.21.6_ 0.12 0.013 A Dead 0.009 0.009 0.009 0.009 0.009 0.00: O.OK A Dead+Wind 0.548 0.548 0.428 0.319 0.223 0.12. 0.013 B Wind 0:121 0.121- 0:070- 0:032- 0:009- 0:0& a.0,08 S Dead 0.008 0.008 0.008 0.008 0.008 0.00. 0.000 B Dead+Wind 1 0.127 0.127 0.076 Q.03fl a01s 0.00 0.008 Member Overall Envelope Summary Member Axial-- Shear- Moment- Defteetion- Maximum, Label Section k - k _ ft-k / in- - Stress Ratio A P6std 1.105 1.376 12.088 0.638 0 548 B - P6std I 0.943 0.832 2.704 0.881 0.127 ✓ -->Deflection values listed are the maximumofa-sampflng.of31 pointsacross.themember, we-z/ 3 B Mid 2 A P6std Rename:�CAPROORAMFILEMFASTFRANMWWdldltliWNf..FW Dead+Wind Title: �c 2 L Job-# Dsgnr: Date: 11:42AM, 24 FEB 06 Description Scope: O 19f33-2003 t3 -- --------- - •-------- -- - - UseYr KW0602240240,Ver5.&O.1•Dec•2003 Ste@I Column Page 1, (j 53� CALC Engineering Software `FELt�pt 0 F.��'3T:T�i::a",2T::>7.�>!:{i:.::T:M.1.>7>.iTt�..•17.£/Jr.>I7J�•'IT'J».v>'•': 6?7:'.:'1T.:;!`vl�:"//-`X4''-?i.'/!G2>T{!!l��G?/Feld:"r.1�r�%>v`filrTl.•: %13r12��r.'rl�_T,:7t.71�F:1 Description G@R@ral Information Code Ref:AISC 9th ASD,1997 USC,2003 IBC,2003 NFPA 5000 Steel Section P6STD Fy 36.00 ksi X-X Sidesway: Sway Allow Duration Factor 1.000 Y-Y Sidesway: Sway Allowed Column Height 15.000 ft Elastic Modulus 29,000.00 ksi End Fixity Fix-Free X-X Unbraced 15.000 ft Kxx 2.000 Live&Short Term Loads Combined Y-Y Unbraced 15.000 ft Kyy 2,000, Loads Axial Load... Dead Load 0.82 k Ecc.for X-X Axis Moments 0.000,in Live Load k Ecc.for Y-Y Axis Moments 0.000 in Short Term Load- k Point lateral Loads-,. _DL LL ST Height- Along Y-Y(strong axis moments) 0.544 k 4.250 ft Along X-X(y moments) k ft Distributed lateral Loads,.. DL LL ST Start End Along Y-Y 0.128 k/ft 8.500 -a 15.000 ft Along X-X k/ft -a ft Summary Column Design OK Section:P6STD; Height= 15,00ft;Axial Loads: DL-= 0.82; LL= 0:00-, ST-= QOOk, Ecc.= 0:0001rr Unbraced Lengths: X-X= 15.00ft, Y Y= 15.00ft Combined Stress Ratios- Dead_ Live DL+U. DL'+ST+(LL if Chosen) AISC Formula H1 -1 / AISC Formula H1 -2 AISC Formula H1 -3 0,0253 0.7182 0.7436 0.7436 )OCAxis:-Fa-caldd Der Eq.-E2. ,K*LJr,x Cc _AxW:_Fa calc'4l ver E . 2- lJr>C& -Stresses .->. �� u• .:u;.- ,.�� :.s..; ^..z-".��^r..;,r%.,%--�;. ...max% .,� Allowable&Actuai-Stresses Dead Live- DL+LL _DL+Shgd Fa:Allowable 5.80 ksi 5.80 ksi 5.80 ksi 5.80 ksi fa:Actual 0.15 ksl 0.00 ksi 0.15 ksi 0.15 kkl Fb:xx:Allow[F1-6] 23.76 ks( 23.76 ksi 23.76 ksi 23.76 ksi Fb:xx:Allow[F1-7]&[F4-81 23.76 ksr 23.76 kst 23.76 ksi 23.7E ksi fb:xx Actual 0.00 ksi 17.07 ksi 17.07 ksi 17.07 ksi Fb:yy:Allow[F1-6] 23.76 ksi 23.76 ksi 23.76 ksi 23.76,ksi Fb:yy:Allow[F7-7]&[F1-8] 23.76 ksi 23.76 ksi 23.76 ksi 23.76 ksi fb:yy Actual 0.00 kai 0.00 ksi 0.00-ksi- 0.00-ksi, Analysis Values F`ex:DL+LL 5,803 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.00 F'ey:DL+LL 5,803 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75k F'ex:DL+LL+ST 5,803 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey:DL+LL+ST 5,803 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection -1.501 in.gat- 15.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft PROJECT#:_ -OG SHEET: OF l 7 PROJECT NAME: v3y z-2 inn B ENGINEERING, INC• BYCATION: " �-ssu�� fa � mot l �r - lUG�►��' x 2 - 2G� s� -�- -! i -- osF -d s-o41 - 6 Sea WLe- 2 . 544� „ f SQG -70 c✓c 3c -- 1I - I _ I _ i I i I I ( i I I Title: -3� Job# DsSnr: Date: 11:55AM, 24 FEB 06 Descron: Scope: Rev:Rev. 580002 Pee 1 User.Kw-0602240.Ver5.8.0.1-Doc-2003 Pole Embedment in Soil 9 (c)1983.2003 ENERCALC Engineering Software `F71Pt.Y.?,zP.?UI/-YdFZ�' Fd717h7.`L-?ALL'T/: +T.'S}YJ.?`liFnu`7<S>:•1.6itLTSruFlfi[F.%2':' •;'t':?PL Y3%G� .7t7, P.,STF.S,�7111l1.fr.'71T�7 .'.i J Description Circular pole with Point&Uniform Loads General Information Code Ref:1997 UBC 1806.8.2.1,2003 IBC 1805;7.2,2003 NFPA 5000 36.4.3 L/.. � _.eJ/>v.__:._..._:_...±':i'.�:��:;i:so•:_t.•:S:'�_.1--.a+il•:iiiSiv<lFt _..• ..i !.3• _.r..rxtr.>Y,:f:.+• __cv.+ :<_ � !.v• v. Allow Passive 200.00 pcf Applied Loads... Max Passive 1.500.00 psf Point Load 544.00 Ibs Load duration factor 1.400 distance from base 5.250.ft Pole is Rectangular f P Width 68.000 in , Distributed Load 128.00#14 No Surface Restraint 9 distance to top 16.000 ft distance to bottom 9.500 ft- vi - -- Moments 0_Surface... Point load 2,856.00 ft-# Total Moment 13,464.00 ft-# Distributed load 10,608.00 Total lateral 1,376.00 lbs Without Surface Restraint... Required Depth 4.000 ft Press @_-1/3 Embed... Actual 371.72 psf Allowable- 371:97 psf Title: job# Dsw. Date- I t:55AM, 24 FEB 06 Description: Scope,, Rev. Page I User.KW4M2240,Ver 5.8.0,1-Dec-2003 Pole. Embedment in Soil_ (c)1983-2003 ENERCALC Engineering Softwnfo Description Circular pole with Point& Uniform Loads General information Code Ref:1997 LIBC 1806.8.2.1,2003 IBC 1805.7.2,2003 NFPA 5000 36.4.3&- Allow Passive 200.00 pcf Applied Loads-... Max Passive 1,500.00 psf Point Load 544.00 lbs Load duration factor 1.400 distance from base 5,250 It, Pole is Circular Diameter 36.000 in O Distributed Load 128.00 Vit No Surface Restraint distance to top 16.000 ft distance to bottom 9.500 ft UMM fy . ......... Moments @ Surface.. Point load 2,856.00 ft-# Total Moment 13,464.00 ft-# Distributed load 10,608.00 Total Lateral 1,370.00 lbs Without Surface Restraint... Required Depth 6.750 It ✓ Press @-1/3 imbed,.. Actual 535.12 psf Allowable- 53530 psf' 5 J Q I � I a qwj s�W b I I IIIIIIII if1 k N I F a ITJ — -� T—I` ' o , ®m w m rL � w III II— Imo- corL LL cri _ Z 1�1 7 ------------ D 'A d a d. w w •d. - d d. ' I Z Ia 1 p �p p ; a J I,.!, W �r =1 11=111=1 I I—L I i N o � t o 1=11= 11=ll 1 a s LL z o I w .I1IIIII�EL=Ti— T. L W xaw =11 i11'L—ul .J Z -� �IW «g � (2'Ttla3HaG aNY Na ld 3115 2ar.1 29 rt" Z .A. '1H913H N9I6 Q • «a« F Zia r �l.(1�'��'!'tl,��',4'1! s'IdfJ�a%OG'F, 7�'f1,J�n�'1-118'1 E17.6�'l�fll1011fllAllllll�IJ,{�I,i���l�ds'!�1 'dC1YVTldK4N0WSNNIzzns 'VM`1NIOd ADOWS :NOLLVO0100C 1VAO'dddb „9ll 121VWN9IS W0213 NOISSIW83�i :3WVN 91I3 N0Tkd 431'dNIWflIII S/0 �1DMdd ; ,+ a21MdNVl N3llRiM JIlOH1IM 213NNVW ANV NI 03�f1002id3ld 99 01 lON 3snOHAV31S NNI zzno :3WVN 901 SI JI ONV 03M3S3d 3dV S1HE)M-nV 31VS 30 b3dSNV2ll iLLNn A9 431V321O (_ NOSb34Nb 3NIW IVA02dddV SMVI 1H91d kd0D 1V21303d dKNn 031031O'dd SI(INV d321 £d0 T 13314S 50/LO/ZT 31b0 'd3woisnO „D-n i'dVWNJIS,.d0,1L2i3dO'dd 9H1 SI NOLLV2L sn-nI IVNIE00 SIHl 90-61-TO (13SIA3d =„7A DIVDS 3.t ) 'Sd3H10 A9 ( 34IAObd 39 Ol A` IdSId Ol 213MOd NIVW -- 'A`dldSIC1 11W 9NI1003 SV 113M S`d Sd3H10 _ Ail 3N04 39 Ol)WOM 113AOD 310d '(1321 431NPdd �:! 39 39 Ol 219AOD 310d '13Mdd il2SNI 1N30D`d wnNIWf11V(13HsnA9 H1IM wnNIWf11V 39 Ol 213AOD 310d '01 iN31b'AIn?)g 3H1210 XIdiVW ZI I X ZE WWOZ S31213S OOVE SA3199id doi0:)mnf 39 Ol 2131N3D 39VSS3W :)IN0211J313 '4321If Na S`d SdWVI 1N3:)S3210m1 indinO HMH 39 Ol NOIIVNIWf111I 'NMOHS S`d SONnadmovs 301f10 a33M 3Sd3A321 39 Ol AdOJ llV 'SDIHdVd9 IANIA 1N3DniSNVdi(JDI1ddd HEM NVX31 31IHM 3D3Id ]NO 39 Ol S3)`d3 r„ '03'd 031NIVd 39 Ol 13NI9`d0 MRSAS IMIVild HIIM lVi3W 39 Ol iwSOTM3 13NI9VD i 2131N3D 39VSS3W ,' f OIN0211D313 431 9921 doioD 11(13 HEM A`d1dSId NOIAd a31VNIWf111I 3/d M3N 3N011V1SNI R 3mnixjnNVW ►�''� 1''� Z# NOIldO N9IS '►'fir' ��_ - 0 31VDS Ol ION OlOHd GNV NMOHS AVIdSId . l - w f - 1 �• � I �� ` w I y b • �f _ '�r � v a -; � ,• Ilk, i- 24 o t.-,t. �lOS•SS!•09�,Yi� SZ9o-SS!•09E•SZOA•59!•!!B-1 �iANONUlA1N110W11;l�1'91�1 2147VT1dA3NOWSNNIzzni3 VM'1NIOd A3)IOWS:NOLLVDOI 901 IVAO'dddV ',OTt 12dVWN9IS.,WOIH NOISSIM3d :3WVN 31I3 NOIAd 031VNIWMII Sb :J03[Md 02iOlONVI N3LLrdM J-nOHJIM ISNNVW AW NI C9DnOOdd3b 39 Ol lON SI.lI ONV O3A2d3S3M 3MV S1H9Ia TV 3TdS d0 d3JSNVdi ILLNn A9 031V3210 3Sf10H�V31S NNI ZZfl9 3WVN 90C 1VAO'dddV 'SMVI 1HDFdAd0�IW3O -J b 33ONn 031DRO2dd SI ONV NOS2130NV 3JIIW d321 213W01sm 7T112�VWN9I&30 Al2d3dO'dd 3H1 SI NOLLVILISn-nI.1VNIDFdO SIHl £d0 Z 133HS 50/LO/ZI 31V4 90-61-TO a3SIA32i C' :i: ��l ONkC�11t18 .10-,T = .18/£31VJS XIW JI9VS zh S ;}•.' ;' •: :ncv�eav ss�rrir „o-,t,x.,o-,t,x.,0-.� ATTJ^�3 � 3SV9 3132d9NOJ mva J I M3IA 1NObd 10 J'. 3dId 1331S Ob 'ADS,.8 00 3dId 1331S Ot, 'H9S.9 r N T O 213A00 310d 3/MIV'd0934 Wf1NIwnly o6o' r HgnO'dH13A331S Ol 3dId.,8 9NIMOTIV � J3NI9V9 Ol(13413M 1331S 31VId„t,/T >IDV9 Ol)DV9 431Nf10W AVIdSI(I (131 9INO'dJ 913 3/0,8 X,£ w SlINn 39Vd 319NIS Z 03SOdObd AVIdSIG ail 9IN02dJ:)313 3/0 - -�T 0 0-�8 -.Z spas sst sse M NONNIA J#WM adifi(lM FIM 2140'VTldkl3NOWSNNIzzns 'VM'1NIOd k:NOWS:NOIlVJ01901 1VAO'dddV '„D11 Bdd NOIS„woad NOISSIWd3d :3WVN 3lId NOIAd ORVNIWMII S/O U1 CObd GdOIGNV1 N31-LIW 1nOH1IM b3NNVW,WV NI 03Dn00bd3d 39 Ol lON SI E(INV 03M Mad 3dV S1H9R1-nV 31VS d0'd3dSNWi ILWn 1�9 a31V32f0 3SnOH�V31S NNI ZZn9 3WVN 90C 1VAO'dddV 'SMV11H9RL1d001"303d d30Nn 031M0bd SI ONV NOSi130NV 3)IIW : d321 'd3woism „DTI i'dVWNJIS„dO kW3dO'dd 3Hl SI NOuvasn-ni 1VNI9R10 SIHl £J0 Z 133HS SO/LO/Zi 31V0 90-6T-TO (13SIA3d „O-,0£=„T almS 'xoaddV Pails puZLT uoile:)ol u6is pasodo.id ,tI9'TK lob CD' 6uiplinq 6urpix3 o� O o o� o_ ,80'9£Z =d o ,£VL6T