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Home My WebLink AboutBLD2017-00120 Cancelled Sign - BLD Application - 11/7/2017 #1854 64,, MASON COUNTY COMMUNITY SERVICES �1M �1PERMIT ASSISTANCE CENTER: Permit No: ,(�t la(J� �-�dlBUILDING •PLANNING •PUBLIC HEALTH•FIRE MARSHAL 615 W.Alder Street, Shelton,WA 98584 RECEIVED Phone Shelton:(360)427-9670 ext. 352•Fax,(360)427-7798 Phone Belfair. (360)275-4467•Phone Elma:(360)482-5269 NOV — 7 2017 BUILDING BUILDING PERMIT APPLICATION 615 W. PROPERTY OWNER INFORMATION: CONTRACTOR INFORMATION: NAME: e ' c s 1 c� NAME: MAILIN ADD SS: MAILING ADDRESS: CITY: STATE:)A ZIP: qe 5,-�Ll CITY: STATE: ZIP: PHONE#1: PHONE: CELL: PHONE#2: EMAIL : EMAIL: o o t,,, L&I REG# EXP. PRIMARY CONTACT: II /( OWNER CONTRACTOR❑ OTHE/R/ ❑ EMAIL O5 �+1 NAME + rn.F��.rlct• ., �� c ;u^ v I�� v� C� MAILING ADDRESS-. O T3 k�rc ` 1 i CITY_ t(,tea STATE C c>. IP9 f3 5,�c-/ PHONE:3 t O -;1--) 1 /� 1 CELL SG � PARCEL INFORMATION: ri PARCEL NUMBER(12 Digit Number) O 1 I ZONIN -Co LEGAL DESCRIPTION(Abbreviated) FIRE CT SITE ADDRESS O �� CITY DI CTION TO SITE ADDRESS � 11 w IS THE PROJECT WI IN 300 FT OF SLO E(S)GR ER T N ° � ❑ NO� r, • IS PROPERTY WITHIN 200 FT OF THE FOLLOWING: hecka apply): SALTWATER❑ LAKE ❑ RIVER/CREEK ❑ ND ❑ E AND SEASONAL RUNOFF❑ STREAM TYPE OF WORK: NEWJV ADDITION ❑ A RATION REPAIR❑ OTHER El USE OF STRUCTURE(Residence,Garage,Commercial Bl c.) �. IS USE: PRIMARY❑ SEASONAL❑ NU F BED OMS1 �_ NUMBE F BATHROOMS HEATED STRUCTURE? YES(Whole Bldg) YES [3 of Bld � NO DES C WORK J I < < SOUARE FOOTAGE: (pr ose ling) 1 ST FLOOR sq.ft. FL .'ft. 3RD FLOOR sq.ft. BASEMENT sq.ft. DECK sq. ft. COV K sq.ft. STORAGE sq.ft. OTHER sq.ft. GARAGE sq. ft. Attac Detached CARPORT sq.ft. Attached❑ Detached❑ MANUFACT&ED HOM INFO r TION: *4 COPIES OF THE FLOOR PLAN REQUIRED* KE IEL LEN WD OMSI BATHS SERIAL NUMBER ENVIRONMENTAL HE q ec7f J S OU SEWAGE/SEWER SOURCE: APSEPTIC❑ SEWER❑ / NEW ❑ EXISTING ❑ PLUMBING IN STRUCTURE? YES ❑ NO ❑ If yes, attach completed Water Adequacy Form PERIMETER/FOUNDATION DRAINS PROPOSED? YES ❑ NO❑ EXISTING SQ.FT. EXISTING BEDROOMS PROPOSED BEDROOMS TOTAL BEDROOMS OWNER acknowledges that submission of inaccurate information may result in a stop work order or permit revocation.Acknowledgement of such is by signature below. I declare that I am the owner and I further declare that I am entitled to receive this permit and to do the work as proposed.I have obtained permission from all the necessary parties,including any easement holder or parties of interest regarding this project. The owner or legal representative,represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure(s)for review and inspection. This permit/application becomes null&void if work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK ON THIS PERMIT IS BY MEANS OF INSPECTION. INACTIVITY OF THIS PER T APPLICAT N OF 180 DAYS OF MORE WILL CAUSE THE APPLICATION TO BE EXPIRED. (MASON COUNTY CODE 14.08.42) X 77 Signature of OWIMR(Must be signed by the OWNER) Date DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS BUILDING DEPARTMENT PLANNING DEPARTMENT FIRE MARSHAL PUBLIC HEALTH 0 yy) 9\�c)1 - 001 z e` S5 S Play, DECEIVED 4 Nov - 7 2017 OJa W.Al der Sreet " MELIA Y\ G g� 2c1 7 1.2 0 Structural Calculations w' SIGN ANALYSIS jDjtAG 101 E NORTH BAY ROAD ALLYN, WA 98524 `MUM 1p eNEQ t- I LE Gov - 201 615 W. Wier Street Ck�-C� PY prepared for: KEITH CHAMBERLAIN MUST MEET ALL CURRENT PO BOX 641 WASHINGTON STATE CODES ALLYN, WA 98524 THESE PLANS MUST BE ON THE JOB SITE FOR INSPECTION prepared by: Sitts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 November 7, 2017 CHANGES S&H Job Number 17,602 SUBMIT CHANGES FOR APPROVAL PRIOR TO PERFORMING WORK Choia 0) 7- C)()) -,-?0 AS REV. ON DRAWING: SUBJECT OF REVISION: REVISION f DATE: TYPE: 8'-0" OUTLINE OF PROPOSED SIGN I I I I I I I I I I I I RECEIVE _ 1 I � I I I NOV - 7 20417 615 W. Afder Stre NOTES: 1. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 3,000 PSI TO COMPLY WITH EXPOSURE REQUIREMENT OF IBC TABLE 4" DIAMETER 1904.2. STRUCTURAL SCHEDULE 80 DESIGN IS BASED ON F'C OF STEEL PIPE o 2,500 PSI. PER IBC 1705.3, aD NO SPECIAL INSPECTION IS REQUIRED. THESE PLANS MUST BE 24" DIAMETER x ON THE JOB SITE DEEP 2�-0" C CONCONC DEEP FOOLING FOR INSPECTION FINISH GRADE /j // // / // \/\\ / \�/\.. %/\//\9� \j\jj\\ ♦ %j\/\\%j \/\\/\\/\\/\\/\\/\\/\\/\\/\\ A ' \\ \/\\/\\/� AEI j\ �\j\jam\j�\j�\%\\j�\\/\\\ . : •• \\% %\\ \//\\//\\//\\//\\//\//\//\//\\//\\//\\//\\ \ \ •\ \ \ //\\//\\//\ 35839 - SIGN FOUNDAN CHANGES S�oN�E� i TIO 11/07/17 01 SCALE: 3/8" = 1'-0" PRIOR TO PERFORMING WORK PROJECT PREPARED FOR PREPARED BY APPROVALS SHEET NO. SIGN ANALYSIS KEFFH CHAMBERLAIN SITTS & HILL DES snS 101 E NORTH BAY RD PO BOX 641 DRAW sns S1.0 6 ALLYN, WA 98524 ENGINEERS INC., SHEET not ALLYN, WA 98524 CHECKED EAB PROJECT NO SIGN SKETC�'1 CIVIL •STRUCTURAL • SURVEYING W`I SKE 1g15CENTER STREET I TAC ,—YNOP DAZE 11/06/17 vNaNE:as3l aww FA%:(M"?"153 AS NOlEO wmx 17,602 SIGN ANALYSIS 101 E NORTH BAY ROAD RECEIVED ALLYN, WA 98524 NOV - 7 2017 615 W. Alder Street CALCULATIONS PREPARED FOR KEITH CHAMBERLAIN PO BOX 641 ALLYN, WA 98524 NLLE1V of WAS/ -;LSL PLANS MUST 13' ON THE JOB SITE ECF; INSPECTION! w 4 O CHANGES CIA s IONALE�� SUBMIT CHANGES FOR APPROVAL PRIOR TO PERFORMING WORK 11/07/17 PREPARED BY Sitts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 MUST MEET ALL CURRE JT November 7, 2017 WASHINGTON STATE CO ES S & H Job Number: 17,602 SITTS&HILL ENGINEERS, INC. DESIGNED SDS DATE 11/6/2017 JOB 17,602 TACOMA,WASHINGTON (253)474-9449 CHECKED EAB DATE 11/6/2017 PROJECT SIGN ANALYSIS PAGE CALCULATION INDEX BASIS 2 GEOMETRY 3 DESIGN LOADS 4-5 MAST DESIGN 6 FOOTING DESIGN 7 P:\17600\17602\Calculations\17602 JPV SITTS&HILL ENGINEERS, INC. DESIGNED SDS DATE 11/6/2017 JOB 17,602 TACOMA,WASHINGTON (253)474-9449 CHECKED EAB DATE 11/6/2017 PROJECT SIGN ANALYSIS PAGE 2 BASIS FOR DESIGN BUILDING CODE: 2015 Edition of the International Building Code with State of Washington amendments shall be used and supplemented with ASCE 7-10. RISK CATEGORY: II. LATERAL LOAD CRITERIA: Wind Speed=110 mph,Exposure: C. Seismic Site Class: D. Seismic Design Category: D. FOUNDATIONS: Allowable soil bearing pressure =1,500 psf. CONCRETE: Minimum compressive strength of concrete shall be 3,000 psi to comply with exposure requirement of IBC table 1904.2. Structural design is based on fc of 2,500 psi. Per IBC 1705.3, no special inspection is required. REINFORCING: Minimum compressive strength of concrete shall be 2,500 psi. STRUCTURAL STEEL: All bars shall be ASTM A615, Grade 60, unless noted otherwise. Wide Flange Steel ASTM A992 Grade 50 50 ksi H-Pile Steel ASTM A572 50 ksi Hollow Square or Rectangular Steel ASTM A500,Grade B 46 ksi Hollow Round Steel ASTM A500,Grade B 42 ksi Pipe Steel ASTM A53,Type E or S,Grade B 35 ksi All Other Structural Steel Shapes JASTM A36 36 ksi P:\17600\17602\Calculations\17602 JPV SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253)474-9449 JOB: 17.602 3 DESIGNED: SDS DATE: 11/6/2017 PROJECT: Sign Analysis CHECKED: EAB DATE: 11/6/2017 GEOMETRY 8'-0" OUTLINE OF PROPOSED SIGN I i NOTES: 1. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 3,000 PSI TO COMPLY WITH EXPOSURE REQUIREMENT OF IBC TABLE 4" DIAMETER 1904.2. STRUCTURAL SCHEDULE 80 DESIGN IS BASED ON F'C OF STEEL PIPE o 2,500 PSI. PER IBC 1705.3, a, NO SPECIAL INSPECTION IS REQUIRED. 24" DIAMETER x 6'-0" DEEP 2'-0" CONCRETE FOOTING FINISH GRADE \ \\j\\j\\j\\j\\j\\j\\/\\ \/ A Z \/\/\/\/\/ /\/\/�/\/\/\ • \/ /\/\/\ Nc //\// 01 SIGN FOUNDATION 11/07/17 SITTS & HILL ENGINEERS, INC. TACOMA. WASHINGTON (253)474-9449 JOB: 17,602 DESIGNED: SDS DATE: 11/6/2017 4 PROJECT: Sign Analysis CHECKED: EAB DATE: 11/6/2017 DESIGN LOADS LATERAL MS Design Maps Summary Report User-Specified Input Report Title Sign Analysis M r,1yoVtt+1YXt 6,201?17:2: ' J?C Building Code Reference Document 2012/2015International Building Code _ (wh+.tt V,04es U50,S haza+'d(,ata av3iW)h!i»20M) Site Coordinates 47.3874°N, 122.82722OW Site Soil classification Site Class D-"Stiff Soil" Risk Category I/II III 1.ATvgA Va t 1i rK�r Gig Hark USGS-Provided Output S,= I.416 g S„,= 1.416 g Sos= 0,944 g S, = 0.568 g SMi= 0,852 g Sol= 0.5689 For information on how the SS and 51 values above have been calculated from probabilistic(risk-targeted)and deterministic around motions in the direction of rnax+mum horizontal response,please return to the apolication and select the"2009 NEHRP"building code reterence document. WE.Response Sze:*,,-,-n Jes: Kesa_nse Spect'um uo ,p + x I fC a i astf•uu+Ih Chi:adorni:�Cisv+is a ptcdu4t of the U.S.Geotoczk.d=swv,,Y,wC prnv!tlt:.oo warwity,t!AwtSS+:d a: 10ce o:,wd<y 0 ttg_r'at;e wc+tosncd tics:+t•t 11',;tuu=s not a•'ut'sRuk tia ird xsctat sub,rri-matt.^k+rmtedg, SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253)474-9449 JOB: 17.602 DESIGNED: SDS DATE: 11/6/2017 5 PROJECT: Sian Analysis CHECKED: EAB DATE: 11/6/2017 Seismic SDS:=0.944 R:=1.25 S?:=1.25 I:=1.0 C.,:= SDS Cs=0.755 R I W:=(2 psf-4 ft•8 ft)+j 10.8 plf• 1 3fti+(3 plf•(4 ft•2+8 ft•2)) Fseismic°=Cs•W=156 l b f` J Wind KZ:=0.85 per ASCE7 Table 29.3-1, Exposure C Kzt:=1.0 per ASCE7 26.8 Kd:=0.85 per ASCE7 Table 26.6-1 G:=0.85 per ASCE7 26.9 B:=8 ft width of sign s:=4 ft height of sign h:=13 ft height of sign from ground B =2 s s =0.31 h Cf:=1.80 per ASCE7 Table 29.4-1 A - =4•ft•8 ft=32 ftz area of sign sgn V—110 mph qZ:=0.00256•Kz•KZt•Kd•V2 •psf=22.38 psf F.ind:=qZ-G•Cf•Asig =1096lbf SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253)474-9449 JOB: 17,602 6 DESIGNED: SDS DATE: 11/6/2017 PROJECT: Sign Analysis CHECKED: EAB DATE: 11/6/2017 Check mast: Find=1095.73 lbf Per attached, use schedule 80 4" diameter pipe I'11111w:DMVv N71,1=1 V Fil steel CO�Uf1Columne=P:117600\17602\Calculations\Structural\17602.ec6 ENERCALC,INC.1983-2017,Budd:10.17.9.30,Ver10.17.9.30 r.11 Description: Mast • Code References Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: Pipe4xS Overall Column Height 10.667 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 33.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=10.667 ft,K=2.1 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=10.667 ft,K=2.1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:160.005 Ibs'Dead Load Factor BENDING LOADS... Lat.Point Load at 10.667 ft creating Mx-x,W=1.096,E=0.1560 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7745 :1 Maximum Load Reactions.. Load Combination +D+0.60W Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 0.160 k Bottom along Y-Y 1.096 k Pn I Omega:Allowable 18.863 k -x:Applied -7.015 k-ft Maximum Load Deflections. Ma .. M-x I Omega:Allowable .106 k-ft Along Y-Y 2.883 in at 10.667ft above base for load combination:W Only Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 9.106 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio= 0.02679 :1 Load Combination +D+0.60W Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.6576 k Vn I Omega:Allowable 24.543 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.008 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W 0.775 PASS 0.00 ft 0.027 PASS 0.00 ft +D+0.70E 0.132 PASS 0.00 ft 0.004 PASS 0.00 ft +D+0.450W 0.582 PASS 0.00 ft 0.020 PASS 0.00 ft +0+0.5250E 0.100 PASS 0.00 ft 0.003 PASS 0.00 ft +0.60D+0.60W 0.773 PASS 0.00 ft 0.027 PASS 0.00 ft +0.60D+0.70E 0.130 PASS &00 ft 0.004 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 0.160 +D+0.60W 0.160 0,658 -7.015 +D+0.70E 0.160 0.109 -1.165 +D+0.450W 0.160 0.493 -5.261 +D+0.5250E 0.160 0.082 -0.874 +0.60D+0.60W 0.096 0.658 -7,015 +0.60D+0.70E 0.096 0,109 -1.165 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 17,602 DESIGNED: SIDS DATE: 11/6/2017 7 PROJECT: Sign Analysis CHECKED: EAB DATE: 11/6/2017 Check footing: W=206.2 1bf Fwind=1095.73 1bf Per attached, use 24" diameter x 6'-0" deep footing Pnntetl:6 NOV 2011.2:36PM File=P:11 7601 011 7 6 0 21CalculationslSiructural11760'ec6 Pole Footing Embedded in Soil ENERCALC,INC.1983-2017,Build:10.17.9.30,Ver.10.17.9.30 KW-06002611 Licensee.SITTS HILL ENGINEERING,INC. Description: Footing Code References Calculations per IBC 2015 1807.3, CBC 2016,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Pole Footing Shape Circular Pole Footing Diameter........... 24.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive.................. 200.0 pcf Max Passive................... 1,500.0 psf Controlling Values 06 Governing Load Combination: +D+0.60W o Lateral Load 0.6570 k Moment 7.008 k-ft NO Ground Surface Restraint Pressures at 113 Depth Soil Surface _No lateral restraint P i -lrira iTt zcri� �_` - h�Y ii Actual 390.949 psf 1 rt`4 � rx ,-rT'' r Allowable 390.965 psf '��, , 7 ��yu,kti •, ,k rS i4 LO �,'�r�k 'itai'rs�i''`t�ri' Minimum Required Depth 5.875 ft iT'Tr r ='ia 'i'r� 1�'- i' 0, r.. TJ T1Y�ILtiLJ�L Fooling Base Area 3.142 ftn 2 Maximum Soil Pressure 0.06557 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Vertical Load (k) D:Dead Load k ktt 0.2060 k Lr:Roof Live k ktft k L:Live k k/ft k S:Snow k Wit k W:Wind 1.095 k k/ft k E:Earthquake k k/ft k H:Lateral Earth k ktft k Load distance above TOP of Load above ground surface ground surface 10.667 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Sal Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor D Only 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.60W 0.657 7.008 5.88 390.9 391.0 1.000 +D+0.450W 0.493 5.256 5.38 350.4 351.6 1,000 +0.60D+0.60W 0.657 7.008 5.88 390.9 391.0 1.000 +0.60D 0.000 0.000 0.13 0.0 0.0 1.000 b-)CLry-)Imo- taA, v) bo n 20 2 22- 50 -4161 � FILE COPY Documents attached to approved pi ms: CHANGES Site plan: StlaMrr CHANGES FOR APPROVAL Plan review chick-list: Pages PRIOR TO PERFORMING WORK F.ngineering: ON Lateral Vertical Number of pages MUST MEET ALL CURRENT WASHINGTON STATE CODES REVIEV,!7-D FOR CODE COMPLIANCE MASON COUNTY BVILDINP,DEPARTMENT Date • ' HESE PLANS MUST BE ON THE JOB SITE FOR INSPECTION M"UST !"OMPLY WITH P&MIRMIT CONDITIONS