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Permit File 2404 R Avenue (2)
1 Q City of Anacortes Invoice/Permit#: BLD-2014-0369 G 904 6th Street Due date: 08/13/2014 , P.O.Box 547 Issue date: 09/04/2014 Anacortes, WA 98221-0547 Expire date: 03/02/2016 . ec•—t• (360) 293-1901 COIL- Job Address: 2404 RAVE Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-2854 Project: APN: P58098 Remarks: Construction of detached garage. Owner: JONATHAN GEARHART Contractor: SPANE BUILDINGS INC Address: 2404 R AVE Address: 1611 BUCK WAY ANACORTES WA 98221-2854 MOUNT VERNON WA 98273-2596 Phone: Phone: (360)629-2136 License#: SPANEB1141JD General Information: Fees: Building Valuation 18000 Building Permit Fee 293.25 Plan Review Fee 190.61 State Building Code Fee 4.50 Total Calculated: 488.36 Deposits/Receipts: 0.00 Total Due: 488.36 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCE GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING • A PERMIT D ES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LA jit GULATING C S RUCTI R THE PERFORMANCE OF CONSTRUCTION. / • Aivo • IGNAT - O OWNER 0 UT ORIZED AGENT e IS U D BY " - 1 ,.....1 a 1,......W.dril..) s - -- 144-7 PI 0 at ,c `ter A--• r I C - r, j -" y _ „ i fry .r1 e 1 . - S 1 alP n . ` yam. - -_ • r .w + i a 111 I t p. c r d� `f r. 74. % 1 tr I h l 31 t ' . 11 : t -111. - - — . v. fil 1'dim a Pita,, r �y y: yo .�i y re 1. -t . 1r "a' ate_ _ 4 - a 4 ic _ _ P Ill f i 10Malik I _. lik. A . -,....,... i a _. ,,. lig , ,. le n 5 • ii, ell le « .1„ • • t - . + a a k K. - a _...a •• . _ _ . • . . - - * I, .• I A lit z 4 4 • • i t4 iii I per. 1 4 �► R ` 3 • • $ lid i tt 11 F a f 41 * • STRUCTURAL CALCULATIONS FOR GEARHART POLE BUILDING 2404 R Avenue Anacortes, WA i.., t; ' , !,*t'ist'5. is,i•!:'' ' ' 4/ CI) k.4zi 2012 IBC u j .......:4 1= I ro' sji t t , L'.e 2 1 1 1 1 July 24, 2014 1 7.Q Z 2014-1096 a.i 1 r- tip a et% -11 ii d N1 , - N , 4:Li: 1 ... . (..‘• ' I 0 IA+ , C .-....) 6 , —.I j Prepared By: . ; faAt.41S.An 41,0 7 Michael L. Schemmer, P.E. 6 it 2032 N Avenue, Unit A 19:11,-) .1, , • , . t CO — ,...4 Anacortes, WA 98221 (360) 941-1607 , - 0 1, 1 iil - 7 . ,, r, ,i - It u-i -,. ... mIspe.structures@yahoo.corn cc z ' • 1, . l''';',4%-0, ,ii-A 1 '54' ,,Altirg'IV el, tre II S 117 ILI C:i Ct- rii)1-13 Ita 1711\A-;1E3 U::-,A AUG 2 24 L L 1i. , I .1 12_11'.KJ-L1713 121:J _______ _....,......... „__. _ gor4-lC7?4,, MICHAE1.L.SCHEMMER;.P.E. 4 •N, i cl-re- 2Ol2 ti °.a t ry r`t, ( I 0 p4 T) .P f74,2.�rt)� igA-A-iA4 _ ,. G�fc d`�l-61 Z. 1.0 j. , .117 0 461 , . � z. , - 14 1)-1.4y. .7170/w _ EAL-CUI.s..1 TAO 1200E Pk M'l-Fit&Git d or- "f' :Y MO I,- .. Of- Z5-,44 11r1l^ C= 1464✓,t; ( .14)/(.,( (a-V) (9/r) + � 116*._ .7 613 3 44 Michael L.Schemmer,P.E. 2032. .. N Avenue,Unit A Anacoxtss.'WA 98221 - (360)941.1607. mispe.structures@yahoo.com Michael L. Schemmer, P.E. Project Title: Gearhart Pole Building 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, E. Project ID: 2014-1096 Anacortes, WA 98221 Project Descr: Pole Building (360) 941-1607 mispe,structures@yahoo.com Printed:24 JUL 2014,11:46AM ASCE Seismic Base Shear File=cAUsers\MichaehDOCUME-1IENERCA-11209AA3--1,EC6 tc> r.1 ' 1 }r3 d61 . ENERCALC,INC 2014,Buil 4128,Ver 614128 s, t,ii .# ,.:KW,060�10145, < : >,�. „ , ,� ; s >- ;�:, ��-,-� ;�,, 1,; . . �. li+vense�>, Mdhael L.;:Schernmer R.h;1. Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "I" : Buildings and other structures that represent a low hazard to human life in the ASCE 7-10,Page 2, Table 1.5-1 event of failure. Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 Gridded Ss&S1values ASCE-7.10 Standard ASCE 7-10 11.4.1 Max,Ground Motions,5%Damping : Latitude = 48.495 deg North S S = 1.0872 g,0.2 sec response Longitude = 122.620 deg West S 1 = 0.4308 g, 1.0 sec response Location: Anacortes,WA 98221 Site Class, Site Coeff. and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1,07 ASCE 7-10 Table 11,4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.158 ASCE 7-10 Eq. 11.4-1 S M1 =Fv*S1 = 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S MS 213 = 0,772 ASCE 7-10 Eq. 11.4-3 S D1 S M1 213 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12,2-1 Basic Seismic Force Resisting System. . . Bearing Wall Systems Light-framed walls with shear panels of all other materials Response Modification Coefficient " R" = 2,00 Building height Limits: System Overstrength Factor "Wo" = 2,50 Category"A&B"Limit: No Limit Deflection Amplification Factor " Cd " = 2.00 Category"C"Limit: No Limit Category"D"Limit: Limit=35 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Not Permitted Category"F" Limit: Not Permitted Redundancy Factor ASCE 7-10 Section 12,3,4 Seismic Design Category of D,E,or F therefore Redundancy Factor" p"= 1.3 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems " Ct"value = 0.020 " hn" : Height from base to highest level = 15.50 ft "x"value = 0,75 "Ta"Approximate fundemental period using Eq. 12,8-7 : Ta=Ct*(hn"x) = 0,156 sec "TL":Long-period transition period per ASCE 7-10 Maps 22.12->22-16 8.000 sec Building Period "Ta"Calculated from Approximate Method selected = 0.156 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8,1.1 S Ds: Short Period Design Spectral Response = 0.772 From Eq. 12.8-2, Preliminary Cs = 0.386 "R" :Response Modification Factor = 2.00 From Eq. 12.8-3& 12.8-4,Cs need not exceed = 1.442 " I" :Seismic Importance Factor = 1 From Eq. 12.8-5&12.8-6, Cs not be less than _ 0,034 Cs : soicmic Rocponsa Coofficiont = = 0.3860 _ I Michael L.Schemmer,P.E. Project Title: Gearhart Pole Building 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,RE. Protect ID: 2014-1096 Anacortes,WA 98221 Project Descr: Pole Building (360)941-1607 mispe.structures@yahoo.com Printed:24 JUL 2014,11:46AM ASCE Seismic Base Shear File clUsers1MichaehDOCUME-1lENERCA-11209AA3 1 EC6 ENERCALC,INC 1983-2014,Build 61A 1.28,Ver 614128 KW-0.6b1 145 �;" F- z h Nsy k ` ' , <. 0 �����. .;�.� ` ,.�� � � . t�� �`<, I`djaens ;��.Michael L $q,h4rlt_, Seismic Base Shear ASCE 7-10 Section 12,8.1 Cs = 0.3860 from 12.8.1.1 W(see Sum WI below) = 1,92 k Seismic Base Shear V= Cs*W = 0,74 k Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8,3 'k':hx exponent based on Ta= 1.00 Table of building Weights by Floor Level.., Level# Wi:Weight HI;Height (WI*Hi)"k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 1 1.92 11,00 21.12 1,00 0.74 0.74 0.00 Sum WI= 1.92 k Sum Wi*Hl = 21.12 k-ft Total Base Shear= 0.74 k Base Moment= 8.2 k-ft Diaphragm Forces: Seismic Design Category"B"to"F" ASCE 7-10 12,10.1.1 Level# WI Fi Sum Fi Sum WI Fpx 1 1.92 0.74 0.74 1.92 0,59 Wpx Weight at level of diaphragm and other structure elements attached to it, Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level 0,20*S Ds *I*Wpx MAX Req'd Force @ Level 0.40*SOS *I*Wpx Fpx;Design Force @ Level,,,,,, , Wpx*SUM(x->n)Fl 1 SUM(x->n)wi, x=Current level,n=Top Level Michael L.Schemmer,P.E. Project Title: Gearhart Pole Building A' 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,F.E. Project ID: 2014-1096 Anacortes,WA 98221 Project Descr: Pole Building (360)941-1607 mIspe.structures@yahoo.com Printed:24 JUL 2014,11:50AM IBC 2012 1609.6 Alternate All-Heights Wind File=c:lUserslMichaeltDOCUME-11ENERCA-11209AA3-.1,EC6 g ENERCALC,INC 1983-2014,Bulld 614128 Ver 614128 {i .r .,riti8010145'>'ti, (,,, ta,,_t'voii+. a wwwi, 4 , )a 'I nmG,61,6r5(d;10104e1,4a'$�t'Hefrtlilett,zp.t.`a�, Analytical Values Calculations per IBC 2012 1609.6 User verified these IBC 2012 All-Heights Wind Method Limitations: Analytical Values,, , 1609.6.1 (1): Total Height<=75 ft with(Height!Least Width)<=4 Exposure Category,ASCE 7-10 Sect 26,7,3 Exposure B -or- Fundamental frequency>= 1 hertz Mean Roof Height 12.0 ft 1609.6.1 (2): Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6,1 (3): Site not affected by channeling/buffeting from upwind Items K1 = 0,250 K2 = 1,0 K3 = 1.0 1609.6,1 (4): Simple diaphragm building per ASCE 7-05 Sec 6.2 Force Kzt to 1,0 per ASCE 7-10 26,8,2 Yes 1609.6,1 (5): Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1*K2*K3)^2 = 1,000 roofs,stepped roofs,sawtooth roofs,domed roofs,roofs with V:Basic Wind Speed 110.0 mph slopes>45 deg,solid free standing walls&signs. per ASCE 7-10 26.5.1 1609,6.4.1 : Aware of need to check torsion per ASCE 7 Fig,27.4-8 MWFRS Table per IBC 2012 1609.6.2, Section 1 Design Pressure P = 0.00256 VA2 K CK netz zt WINDWARD WALLS&PARAPETS WALLS ------ ------------PARAPETS psf Kz based on Ibc 20121609,6.4,2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -internal +Internal -Internal Enclosed Partially Enclosed 0-15' 0.570 7.60 12.90 1,94 18.55 22,62 22.62 20' 0.620 8,26 14.03 2,11 20,18 24.60 24,60 25' 0.660 8.80 14.94 2.25 21,48 26.19 26.19 30' 0.700 9.33 15.84 2.39 22.79 27,78 27.78 40' 0,760 10.13 17.20 2.59 24.74 30.16 30,16 50' 0.810 10.80 18.33 2.76 26,37 32.14 32.14 60' 0.850 11,33 19,24 2,90 27,67 33.73 33.73 I 70' 0.890 11,86 20.14 3.03 28.97 35.32 35,32 80' 0.930 12.40 21.05 3.17 30.27 36.90 36.90 90' 0.960 12,80 21,72 3.27 31.25 38,09 38.09 100' 0.990 13.20 22.40 3.38 32.22 39.28 39.28 Enclosed Partially Enclosed LEEWARD&SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 20121609.6.4,2 Item 2 0,570 Leeward Wall -9.01 -3,71 -14.67 1.94 Side Wall -11.66 -6.18 -17.14 0.71 Parapet Wall:Leeward Both Directions -15.02 Both Directions -15,02 Michael L.Schemmer,P.E. Project Title: Gearhart Pole Building 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,RE. Project ID: 2014-1096 Anacortes,WA 98221 Project Descr: Pole Building (360)941-1607 mispe.structures@yahoo.com Printed:24 JUL 2014,11:50AM IBC 2012 1609.6 Alternate All-Heights Wind Flte=caUsers\MlchaellDOCUME--1\ENERCA-R209AA3-1.EC6 , g ENERCALC,INC.1983 2014,Build 6141.28,Ver 614.1.28 rcr#° K„W-060.1014'S'- v , ` '; , �-. *Licensee:Michael L Schenither.PR.,: MWFRS per IBC 2012 Table 1609.6.2 Section 1 Kz per IBC 20121609,6,4.2 Item 2 = 0,570 Design Pressure P = 0.00256 VA2 K n K et zt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -11.66 -6.18 -6.54 -0.71 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -19.26 -13.96 -24.91 -8.30 Condition 2 -4,95 0,35 -10,60 6.01 Slope<4:12 (18 deg) Condition 1 -12.90 -7.42 -18.38 -1,94 Condition 2 -0.88 4.42 -6.54 10,07 Slope<5:12 (23 deg) Condition 1 -10.25 -4.95 -15.90 0.71 Condition 2 0.53 6.01 -5.12 11,49 Slope<6:12 (27 deg) Condition 1 -8.30 -2.83 -13.78 2.65 Condition 2 1.06 6.54 -4.42 12.02 Slope<7:12 (30 deg) Condition 1 -6.54 -1.06 -12,02 -4.59 Condition 2 1.24 6.54 -4.42 12.19 Slope<9:12 (37 deg) Condition 1 -4.77 0.71 -10,25 6.18 Condition 2 2.47 7.77 -3.18 13.43 Slope<12:12 (45 deg) 2.47 7.77 -3.18 13.43 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -19.26 -13.96 -24.91 -8.30 Roof& Overhang Components&Cladding per IBC 2012 Table 1609.6.2, Section 2&3 Design Pressure P = 0.00256 V"2 K CK net z zt Description Continuity Item Type Eff.Area Kz Enclosed Partially ft 2 Enclosed No Discontinuity Gable, Slope<6:12 10.00 0,570 +: 0.00 0.00 0.00 0.00 Wall&Parapet Components&Cladding per IBC 2012 Table 1609.6.2, Section 4&5 Design Pressure P = 0.00256 VA2 K C K z net zt Description Continuity Item Type Z,Ht.Above Ground Eff.Area Kz Enclosed Partially Level,ft ftA2 Enclosed No Discontinuity Wall Elements,h<=60 ft 25 10.00 0.66 + : 20.46 27.01 -22,30 -28.64 69 _- .. . .._-_ M1cHAEI L SCHENMMER,P.E. 1'J'4 i0 v'u(p .{a 70 "-n .,2 t.l teuE .5'74 . • air . i24 4v .. iz4. 4- tiC� E�Y7LA, 2-74S g. �s j4,' 1,d)o IZd>E>6ro1•1) . {4!)fa421 Z.F r c �1 7'04- rvVL, /2MF II 4 OK, 2,42© I t • T'Gh ft31 — tax 1, ;Zaz >14z e - chael L.Schemmex;P:E, 203$14 Avenue,Unit A Anacorte5c.WA 91221 (360)941-1607 misp'e:structuxes@yahoo.com l MICHAEL L.$cHEMMER,P.E. J�cT l c ti (2).v ra,N if-- i t\.:.1' \if�=4.--.''i To 0-I V 6, r 616 6 )4 . . '7't izaor 121 eF4P-,64447 f)e 4. 01 " Sk f11 1-;;1/ 40497W7-, Michael L.Schemmer,P.E. 2032 N Avenue,Unit A Ansoozcea.WA.98221 (360)941-16U7 mispe.stxuctutes@yahoo.com MICHAEL;L.SCHEMMER,P.C., (B) 7Xk"6 442 ,_r _0 ., i 4 r NAL. (;)) it Michael L.Scheimner,P.E. 2032 N Avenue,Unit A .Anacoxees,W:A 9R221 (3G0)941-1607 rolspe.structures@yahoo.com MBCf L EI:L:o SCHEMMER,P.E. el 1 r? `ems-i ey a`a 1'4 Zel.,; - Y 1--i,..5-1----7, „..- .4-0,- . %-k-t- `fib„. .'',?/,0„ y ° "3iS4- ,-�,a b 4 .kj j'c,C) ?, i,(0 ig, X.f,Or\.I 0 k t;:.5 'K i,Is h I,( 'MIK., 1, G,fry ots",> ' -o= r ere Ulid- ,GX& ! 1`-z` " 4,'tv C— , _a. Michael L.Schemmer,P.E. 2032 N Avenue,Unit A Anacortes,WA 98221 (360)941-1607 misp e.s ttructure s @yah o o.c om Michael L.Schemmer,P.E. Project Title: Gearhart Pole Building 2032`N Avenue,Unit A Engineer: Michael L.Schemmer, E. Project ID: 2014-1096 it) Anacortes,WA 98221 Project Descr: Pole Building (360)941-1607 mispe.structures@yahoo.com Printed:24 JUL 2014,12:04PM ^Pole Footing Embedded in Soil File=c:\Users\Michael\DOCUME-11ENERCA-11209AA3 1.EC6 ENERCALC,INC..1883-2014,Build 614,1.28 Ver 6141,28 Lioi:'#A0.06010145: , ' ' Licensee:Michael L.Scfiommer;P E.. Description; Restrained Code References Calculations per IBC 2012 1807,3,CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Pole Footing Shape Circular Footing Diameter 18.0 in Calculate Min.Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 250.0 Pcf Max Passive 1,500.0 pet Controlling Values Pa„lima Governing Load Combination: +D+0,60W+H Lateral Load 0,3486 k see s�rra�a Surface Lateral RG 4 Moment 0,6972 k-ft ��i��47 —IN 1 Restraint @ Ground Surface 111111 1111111m11111—RIMMILIIV Inj--j 1111=IIIIIIII= o Pressure at Depth Actual 493.850 Psf 0 Allowable 500.0 PSI Fooling Diameter s l'-6" Surface Retraint Force 1,089,38 lbs II Minimum Required Depth 2.0 tt Footing Base Area 1,767 ft"2 1 Maximum Soil Pressure 2,265 ksf — Applied Loads Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D:Dead Load k Mt k-ft 0.5520 k Lr:Roof Live k k/ft k-ft k L:Live k ktft k-ft k S:Snow k kift k-ft 3,450 k I W;Wind 0,5810 k kilt k-ft k E:Earthquake k kift k-ft k H:Lateral Earth k kift k-ft k Load distance above TOP of Load above ground surface ground surface 2.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at Depth Soil Increase Load Combinaton. Loads (k). Moments (ft k) Depth-,(ft) Actual-(psf) Allow-(psi) Factor +D+H 0,000 0.000 0.13 0.0 31.3 1,000 +D+L+H 0,000 0,000 0.13 0.0 31.3 1.000 +D+Lr+H 0.000 0.000 0,13 0.0 31.3 1.000 +D+S+H 0,000 0.000 0,13 0,0 31.3 1.000 +D+0,750Lr+0,750L+H 0.000 0,000 0,13 0,0 31,3 1.000 +D-10.750L+0.750S+H 0,000 0,000 0.13 0.0 31.3 1.000 +D+0.60W+H 0.349 0.697 2.00 493,9 500,0 1.000 *D*0.70tT11 0.000 0.000 0,13 0.0 31,3 1.000 +0+0,750Lr+0,750L+0.450W+H 0.261 0.523 1.88 421.4 468,8 1.000 Michael L.Schemmer,P.E. Project Title: Gearhart Pole Building 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,RE, Project ID: 2014-1096 6 i Anacortes,WA 98221 Project Descr: Pole Building (360)941-1607 mispe.struclures@yahoo.com Printed:24 JUL 2014,12:04PM Pole Footing Embedded in Soil File=c:luserslMichael1DOCUME-11ENERCA-11209AA3-1,EC6 ENERCALC INC.1983-2014,Build 6.14.1 28,Ver 6.14.1.28 Lic.#:'KW-06010145 1 Licensee':Michael L.'Schemmer„P.E. Description: Restrained +D+0.750L+0.7505+0,450W+H 0.261 0,523 1,88 421.4 468.8 1,000 +D+0.750L+0.750S+0,5250E+H 0.000 0.000 0.13 0.0 31.3 1.000 +0.600*0.60W+0.60H 0.349 0.697 2.00 493,9 500.0 1.000 +0,60D+0,70E+0.60H 0.000 0.000 0.13 0.0 31.3 1.000 Michael L. Schemmer, RE. Project Title: Gearhart Pole Building 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, F.E. Project ID: 2014-1096 1/...✓ Anacortes,WA 98221 Project Descr: Pole Building (360) 941-1607 mispe.structures@yahoo.com Printed:24 JUL 2014,12:09PM • File ;� Pole Footing Embedded in Soil { � r � -: : R C,INC 1983-2 14,Bulld 614128,Ver:6.14.1.28 ?z ' : &KW- 601'0145^ � , . , /: Y N, � . ,>E �:< ; r rr;� t ,,L e<r IVl< eal't2. a bie E � Description : Un-restrained Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information_ Pole Footing Shape Circular Footing Diameter 18.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 250.0 pcf Max Passive 1,500.0 psi -- �_... - -..._..-.._...__ .-...-_._.....- Polnl Load Controlling Values ! I Governing Load Combination: +D+0.60W+H fz Lateral Load Soil Surface („i No lateral restraint 0.3486 k MiIII�II-L11 ll I g I► _ (OIUi' Moment 0,6972 k-ft 114011111111.011111111Ml 11--11111111-=111IIIII. jjllJ 14. lTl �il.� 110111 , !11,11= f� NO Ground Surface Restraint IIIITIII 111111!!=11111I11-1, 11111IIj111111U 1111i1 N Pressures at 1/3 Depth IilLllhiiii 11 iu i`,'.I1=11!1111-I11111!1-==11!1!! Actual 274.416 psf -.mini uum omo oom ouo oTmi mini- Allowable 274.455 psf 0 Footing Diameter=1-e Mlrilmum Required:Depth::, -3 375 ';` I Footing Base Area 1.767 ft^2 Maximum Soil Pressure 2.265 ksf Applied Loads Lateral Concentrated Load Lateral Distributed Load Vertical Load D: Dead Load k k/ft 0.5520 k Lr:Roof Live k k/ft K L;Live k k/ft k S:Snow k k/ft 3.450 k W:Wind 0.5810 k k/ft k E:Earthquake k k/ft k H : Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 2.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results < Forces @ Ground Surface Required Pressure at 1/3 Depth;, Soil;Increase Load Combination Loads`(k) Moments (ft k} ,Depth ,(ft) Actual (psf) Allow psf) Factor +D+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+L+H 0.000 0.000 0.13 0,0 0.0 1,000 +D+Lr+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+S+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750Lr+0.750L+H 0.000 0.000 0.13 0,0 0.0 1.000 +D+0.750L+0.750S+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.60W+H 0.349 0.697 3.38 274.4 274.5 1.000 -t-D-1-0.i 0E-►-i1 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750Lr+0.750L+0.450W+H 0.261 0.523 3.00 242.7 244,2 1.000 Michael L.Schemmer,P.E. Project Title: Gearhart Pole Building 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,ICE, Project ID: 2014-1096 13 Anacortes,WA 98221 Project Descr: Pole Building (360)941-1607 mIspe.structures@yahoo.com Printed:24 JUL 2014,12:09PM Pole Footing Embedded in Soil File=0:lUserNichaell00CUME-•11ENERCA-11209AA3-1.EC6 ' ENERCALC,INC.1983-2014,Build:6.14.1.28,Veri6.14.1.28 ! Description: Un-restrained e_rr rr ° +D+0.750L+0,750S+0,450W+H 0,261 0,523 3.00 242.7 244.2 1,000 +1D+0.750L+0,750S+0.5250E+H 0.000 0.000 0.13 0.0 0.0 1.000 +0.60D+0.60W+0.60H 0,349 0.697 3.38 274.4 274,5 1.000 +0.60D+0.70E+0.60H 0.000 0.000 0.13 0,0 0,0 1.000 )4' • c / ' CI 1:1 0 , 1._ . j1fl t.,. Grade Grade I I i ROOK4 F VA ITlOo fl LEn I LLCVM'OOo fl 2 SCALE=1/8"=1'-0" s SCALE= 118"=1'-0" Comp. Roofing Over Felt-Tec Over Approximate 2x6 t `S�1/2" Cdx Ply Typ. 12 r �i l 't .,� 24 I. `° 20'Pre-Manufactured Trusses °y 1' 24'-0" 1 Section Dbl At Post's Typ. 1 T ° (3) Single Truss @ Gable Ends 12'-0" 12'-0" 5/i 40x30-sl `30x68 and 1 o 0 6x6 HiF#2 .60 0 i ”. ....% . _ P.T. Post Typ. Gi .. 2x6 DF#2 Purlins \-4x6 P.T. Door r 4"Concrete Slab — . @ 24" O,C.± Post Typ. ;rl , i 2x 1 " I I k— 6x P.T. Post In 18" DIA.x 4'-0" 1 / 1 6x6 HF#2 .60 I �\ ,f / Concrete FTG TYP, i i RT. Post Typ, •\ �/ i N r 'i- 6"Concrete Punch Pads Typ. Q <V �2 Ridge `� "' _J \\i/i' j v� 20-0 0> N / \o co M ,/ •`\ 6 SCALE= 1f8"=1`-0" 10'x9'OHD Pre-Manufactured I v// W/Rope Pull •\ r I; Trusses Dbl @ Post's I Note:4" if Typ, ' Concrete Slab —2x6 DF#2 Girls @ 24"O.C,Typ. L I J <-1 Section (A) 1'-6" Roof Overhang 1 'FLOO O PLPLANWind Exposure"B" Typ. SCALE= 118"=1'-0" 25#Snow Load Diagonal=31`2-7/8" 480 S.F. • Comp, Roofing Over Felt-Tec Over Approximate 1/2" Cdx Ply Typ. 12 �'" 2x6 DF#2 Purlins �-- 12 `oi 3 L_--- i%'� �A`, @ 24" 0.C. Typ. —���- ` �13 T a ^ 20' Pre-Manufactured Trusses 8 Vt_6,, Section Dbl At Post's Typ. Typ. ZD B Single Truss @ Gable Ends 5/8" Pre-Primed Smart o o 6x6 HF#2 ,60 Panel Osb @ 8" O.C, P.T. Post Typ. Over Tyvek Over 2x6 DF#2 Girts @ 24" O.C. Typ, 4"Concrete Slab l d 2x8 P.T. Baseboard 1 I Grade 'I I / -MPH • -----"--" ' ---r-pr - -- i i, - , Grade 11= II I ! 1 I I I=I // k- 6x P,T. Post In 18" DIA, x 4'-0" / 1- I I 11 1�I I I I / I Concrete FTG TYP, / /I I/ I!I 4- 6" Concrete Punch Pads Typ. - '- P-I I- H f- 'H { 20'-0" BACK C LC VA710l1 4 SCALE = 1/8"=1'-0" SC ©TON ( ,, ) 6 SCALE= 1/8"=1'-0" Comp. Roofing Over Felt-Tec Over 1/2" Cdx Ply Typ, Vented Block 2x6 DF#2 Purlins @ Gables Ty Gurlin , a Typ. 2x6 Fascia Pre-Manuf. Typ Truss —' o 2x6 DF#2 Girts o< . 13/4" Bolts 2x6 Support o Blocks Siding Per Plan — 6x6 HF#2 .60 P.T. Post Typ. 12- 16d Nails With Block In Place Of Bolts On End Walls Typ. 7 SECTI1ON ( o SUPPORT BLOCKING N.T.S. NOTES: Site Plan Area of Disturbance Temp Erosion control as needed. 0 10 20 40 i Direction of Slope --> 480 sq ft New Impervious Surface 000 sq.ft.New Armored Driveway 480 sq,ft.Total All dirt from post holes to be spread across site pad. Gutters,Down Spouts To Existing Drainage 24th Street Note:city utilities Existing Lawn Existing SFR 882 si.Foot Print I i N I I c cs co a A * D if, I 1 0 I O d E. r X I ArI DisturbeaOfance o X Proposed 20'x24' I N Garage to —.,s— �— PL60'± t 5' 24' X 31' 16'Alley Additional notes: Proposed garage site has a gentle northwest slope. Temporary erosion will be used during construction A`16 Any runoff will be handled by a silt fence. The proposed garage will be using the post frame construction method. I There is approximately a one third of a yard of soil removed per post hole that will be spread across the building site, Approximately 8 yards of crushed rock will be hauled. r----1 in for building pad. ? ;'; f p ri�' (") Gutters,downspouts to to existing SFR drainag sy e1,,( L �t i/0-.0. 10 4 I Z S• A I fi AM) I 2 2 ii h-r-r- ,.._ 1, • t. 1611 BUCK WAY ................. MOUNT VERNON WA 98273 1-800-310-2136 360-424-1505 NAME: Johnathon Gearhart SCALE: 1^=20' ADDRESS: 2404 R Ave DATE: 7-29-14 Anacortes WA PAGE: 1 OF 1 TAX ID#: P58098/3807-017-010-0001 DRAWN BY: Daniel L PHONE: 360-421-6859 REVISED: • N r 201-0" 1 0 10 -0 10 -0 - - - Q. • - - CD [ x1 - FmN.\. %‘Nt%..i.------. _.._rGable Truss I - - - . 11 --- -...-..- .rr V o D .� 2 c.0 � a a m a -1 0, _a N a> I,„ N 1 - r Fla _ a 0 -11 - II N Cv u) N x0 N CI) Mi II � � � N C7 w N Oo93 a 0 -2 O It -' � O rn Z o- i - '= Slope Slope II cn °° I _ 0 a ( 3:12 3:12 00 C\C 11110 0 -- I -- I ! - c � •- v NJ Q 4L - - - - - > I X CA) O . 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E - _.___ -`a o i _ L.N1 1 - - - - - .._...__________._________.__.__- _ W &SMI...Miz - - - M M _. ___ CO2 CB a) LE\MSS%-\'‘ CD 0 n> a- a a C CD CO O .� x... > ir o = -2 � Z CD ' �o w elk ILI I El _ XI Jonathan Gearhart 20 'x24 ' o xi ocoA0 � n bm oo < .A000C -' Woo Z co oaneCO 2404 R Ave. o CD , , N < C .� m w a _< CD CO CO 6 t m rip Anacortes WA a o , 7, _. ea F U' W Z BUII_DINGS.INC. PHONE : 360-421 -6859 rn rn z > N NOTES: Site Plan Area of Disturbance CD Temp.Erosion control as needed. 0 10 20 40 Direction of Slope -> 480 sq.ft.New Impervious Surface 000 sq.ft.New Armored Driveway 480 sq.ft.Total All dirt from post holes to be spread across site pad. Gutters, Down Spouts To Existing Drainage 24th Street Note:city utilities Existing Lawn Existing SFR 882 s.f.Foot Print ♦ (15 d a co (6 Ol U X +I W +I 0 0_ d CC X I Area Of Disturbance X El-9.5' El 9.5" Proposed 20'x24' N Garage El-9.5" El 9.5" T El+0" PL 60'± 5 < 24 X 31' 16'Alley Additional notes: Proposed garage site has a gentle slope North East. Temporary erosion will be used during construction. (�1 Any runoff will be handled by a silt fence. The proposed garage will be using the post frame construction method. There is approximately a one third of a yard of soil removed per post hole that will be spread across the building site. Approximately 8 yards of crushed rock will be hauled in for building pad. Gutters,downspouts to to existing SFR drainage system. ul 1611 BUCK WAY MOUNT VERNON WA 98273 1-800-310-2136 360-424-1505 NAME: Johnathon Gearhart SCALE: 1"=20' ADDRESS: 2404 R Ave. DATE: 8-11-14 Anacortes WA PAGE: 1 OF 1 TAX ID #: P5809813807-017-010-0001 DRAWN BY: Daniel L PHONE: 360-421-6859 REVISED: I\-e ep (2 6 - - - - +13'6-7/8"dio 6 - 12 R.H. z 3t• _ o - - 0' 10" +� � Plate (10 El' 1 y [LiI_ � IN o ._l _ __ (n 1611 BUCK WAY MOUNT VERNON WA 98273 Grade 1-800-310-2136 Grade ;•1 ----- Grade Grade _ - ._ Grade El +0" I 9.5" _ _ 360 424 1505 9 '' ; j I - -- - i ' Tv-. i-9.5" -9.5" ---- I r` 1- South i��I--1 i -- I Grade J=_ - I South West L- fII I I I REVISED DATE:I , I I I 1 I I 1 1 I I I IIP __ _ I I I I I I I I I I I I 1 Corner ' p; I I I I /J I I I I I II I I I I I I I I 1 l J1 -I 8 11 14 1 MC� -17 ELEVATION ON LErr E LE 9z l'IIOINI rEO T ELC9l,G1T IIOO fM 2 SCALE = 1/8"=1'-0" 3 SCALE = 1/8"=1'-0" 5 SCALE = 1/8"=11-0" Comp. Roofing Over Felt-Tec Over Approximate 1/2" Cdx Ply Typ. - 12 1�.. 2x6 DF#2 Purlins - 12 3 coico 3 �' � @ 24" O.C. Typ, - �.Isii T ° 1 20' Pre-Manufactured Trusses 2, \1'-6" I X 24'-0" Section Dbl At Post's Typ. T b YP B { 12' 0" >t 12' 0" _ ( ) Single Truss @ Gable Ends 5/8" Pre Primed Smart �, N r < 6x6 HF#2 .60 Panel Osb @ 8" O.C. I 20 40x30 sl 30x68-md 03 ' Over Tyvek Over 2x6 DF#2 cil ' IS P.T. Post Typ. I— 1 2x6 DF#2 Purlins \-4x6 P.T. Door = 4" Concrete Slab Girts @ 24" O.C. Typ. @ 24" O.C.± Post Typ. �. 2x8 P.T. Baseboard I Grade Grade Typ' i v _1 T rri —iq r 1 I 9.5 I I 11' I I I19,5"o e_ 6x P.T. Post In 18" DIA. x 4' 0" 1 I 11: 1 I I I L6x6 HF#2 .60 1 EC �\ / I 1 I I I !I' 1 IP.T. Post Typ. \�\ ,/ i I I Concrete FTG TYP. 1 I I 1 1M Q N \ / i 1 6" Concrete Punch Pads Typ. I I- - F - 0 q f` gt Ridge \/� 1- 20'-0" BACK C�LE�IA�fIJ(I� N ��cti o_ ,- '\� �o 7 4 SCALE= 118"=1'-0" 0 cv o 6 / \\ co ' 6 SECTION ( A) C 0 ° // 10'x9' OHD \ i SCALE= 118"--t-0" C fl- o Pre-Manufactured I I Wl Rope Pull Comp. Roofing N o Trusses Dbl @ Post's I �- - Over Felt-Tec Over Q Typ' ' ConNotcrete Slab 1/2" Cdx Ply Typ. Vented Blockins gking j -2x6 DF#2 Girts 2x6 DF#2 Purlins @ Typ. dm Q u• 1 Et 0 3Z w @ 24" O.C. Typ. ri Gurlin � O t Typ. O `r Pre-Manuf. c\l < El— E-1 Section (A) 1'-6" Roof 2x6 Fascia Truss South West Corner Overhang Typ. I > 0 ' Of Lot El +0 li=Ln_ OG3 PL/1[iJ� - o< ExistingGrade SCALE= 1/8"-1' 0" 314 Bolts DATE:7-23-14 -- - 25#Snow Loadll II SCALE=1/8°=1 0° 1 = Wind Exposure B Typ. Point 10-6" Diagonal 31 2-718 2x6 DF#2 Gifts - Point2 -12" 480 S.F. 2x6 Support CHECKWN BY: Daniel L O pp 0 CHECKED BY• Point 30-13" Blocks --y ----_ - Point®-7" Avg -9.5" Siding Per Plan > 6x6 HF#2 .60 , P.T. Post Typ, I 12- 16d Nails With Block In O Place Of Bolts On End Walls Typ, SECC i(1101M o }) / I l SUPPORT BLOCKING / L N.T.S.