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HomeMy WebLinkAboutPermit File 5009 Macbeth Drive (2) 'S. C3': Cityof Anacortes Invoice/Permit#: BLD-2015-0310 904 6th Street ""1f°" or z P.O.Box 547 Applied date: 06/25/2015 Issue date: 07/31/2015 Anacortes, WA 98221-0547 (360) 293-1901 Expire date: 0112612017 ve ix Job Address: 5009 MACBETH DR Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-3027 Project: APN: P59768 Remarks: 137 square foot kitchen addition to home&new deck. Owner: MARJORIE IRETON Contractor: NEW CREATIONS BUILDING CO. LLC Address: 5009 MACBETH DR Address: 3408 F AVE ANACORTES WA 98221-3027 ANACORTES WA 98221-4707 Phone: Phone: (360) 540-2216 License#: NEWCRCB945O5 General Information: Fees: Building Valuation 60000 Building Permit Fee 713.75 #of Range Hoods 1 Plan Review Fee 463.94 #of Kitchen Sinks 1 State Building Code Fee 4.50 #of Dishwashers 1 Mechanical Permit Fees 34.15 Plumbing Permit Fee 34.00 Total Calculated: 1,250.34 Deposits/Receipts: 0.00 • Total Due: 1,250.34 • 0 ---I 1:1 CD 71 fu '�1 r— —. 1-+ ,Y, tir rE' 1%) 4- CO 1xi —1- fi el- rt a••• I I 16 ri- r•.1 CI - 1-'1 L• CI - -1 C':' T:• C' i_r r ;..., t. r. 0 CO VI C r-1'I ti = 3 It et rr1 --I m THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DA"S,LORI " CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED 1 ; HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISION OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREI OR1NOT, 1iE GRANTING OF A MIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVI OF ANY O HER,STATOR) LOCAL LAW 19 LAT NG CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. c m�; s 1 +' C., :0 rri is 1_I SIGNATURE_OF fA l NE OR AUTHORIZED AGENT I SUED'f Y ' /517-3 7- m.... 13 ot Eg m arl ail ,-4......,....„ ma:Livia) Residential Building Permit Application City of Anacortes Building Department P.O. Box 547 Anacortes, WA 98221 Street Address: 904 6th Street Phone: (360) 293-1901 Fax: (360) 293-1938 SITE ADDRESS: (5-. 1 nedo-ek Pr, AVIGI.0 Otte g 1,OA- %221 CONTRACTOR ID A plicant PROJECT DESCRIPTION ic Name/Vett)bet4kt00,..c - CO at- n Address city,stateizip_Ad 4c.tc err let A,34I4tg22 I Phonege0-910-2Z i(IA) State License# WEINCri....66115°4 zJ (17- PARCEL NUMBER City of Anacortes Business License:o Yes o No P5q4. , PROPERTY OWNER El Applicant LEGAL DESCRIPTION Name MAD Of ie- II- IrdOrk qrtetiCr SeC-‘100 /0 COCAS ht Row&e. Address L0q lituclek, Dc- Di 27- sS 0/ City/State/Zip Avtacienic.s I wA I q 8221 PROJECT VALUATION Phone -945AX 46C)f000 Number of Dwelling Units E-Mail Address Number of Stories Building Area: El Architect III Designer 111 Engineer 111 Applicant Name 1st Floor 3rd Floor Garage s.f. 2"d Floor s.f. Basement s.f. Carport s.f. Lot Area s.f. s.f. City/State/Zip Deck s.f. Address s.f. Phone FAX E-mail Address CONTACT D-Applicant_ LENDER Name,51etfre ett( LENDER INFORMATION MUSS BE PROVIDED FOR PROJECTS OVER$5,000 IN VALLIA'flON PER RCW. Address 5105 tiletaft J)): Name City/State/Zip AVI.A.cch iC&/&4itiV2) Address PhoneV4 'a"Al'i_ r- Ax City/State/Zip E-mail Address Phone No. CONTINUED ON THE BACK biJ ' 171:;•- D 3 i 0 SKYLINE PROPERTY OWNERS ASSOCIATION ARCHITECTURAL COMMITTEE 6041 Sands Way, Anacortes, WA 98221 Phone: 360-293-0498 Fax: 360-293-2981 NOTICE OF PLAN APPROVAL Div, `( , Lot iZ S/ • Owner: f Agvd, ��r l /ve � I Address: �v o 7 P4, e 17G-. Your plans for a 0.7., e ♦ n we•e reviewed and approved by the SPOA Architectural Committee onc715. Two copies of the plans are attached. Submit both sets to the City of Adacontes for your building permit. One set will be returned to you or your contractor by the City and must be kept on site during construction. If a building permit for your project is not required by the city, one copy of the approved plans is attached. Please note the following conditions of approval in accordance with the CC&R's: 1. The work of construction of all buildings shall be prosecuted diligently and continuously from commencement of construction until exteriors of such buildings are completed and painted or otherwise suitably finished. Exterior work on any building shall be completed within one year from start of construction. 2. When all exterior construction and/or improvements have been completed Owner shall promptly notify the Architectural Committee in writing so as to facilitate its inspection buy one or more members of the committee. 3. If construction has not started within one year from date of approval then approval shall be deemed null and void, unless an extension has been applied for in writing and a valid reason for delay has been provided. If you have any questions please contact the Architectural Committee at the above number. SPOA Architectural Committee, Member � _,� , Member STRUCTURAL CALCULATIONS FOR IRETON ADDITION 5009 Macbeth Drive Anacortes, WA 2012 IBC June 2, 2015 2015-1118 Prepared By: Michael L. Schemmer, P.E. 2032 N Avenue, Unit A Anacortes, WA 98221 (360) 941-1607 mIspe.structures@yahoo.com " �.> MICHAEL L. SCHEIMMERI P.E. I 12-wr A-1,9r g.21 a VJr) P-1--((OLT) e_icr 1-3 fz4L,71:-) i7.7(Ac4,) (, (8.9S it (25r ,0(No 4or :I-) (1, 13 19,.641-17 (2141/Se4e*- e._ D • d-W-5 re:itj Ot?t) 0 777- 1JO Di eD 61 Fri- "z- )c .:71 ,crive/4-,-7 420/4, ;7o171;" e 661L. .- -a6 if-I kr-444-- eatorfaV 7:5 • /0 IA&'1 6');t5 6.47-X .k11/ fidt-fr .* 4 . p:dt_ex,e_ riu Michael L. Schemmer,P.E. • 2032 N.Avenue,Unit A Aiaacctttes,'WA 98221 (360) 941-1607 snlspe.structures@yahoo.com Michael L. Schemmer, P.E. Project Title: Ireton Addition ' 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P.E. Prolect ID: 2015-1118 Anacortes, WA 98221 Project Descr: Addition (360)941-1607 mispe.structures@yahoo.com Printed: 2 JUN 2015,12:04Ptv1 ASCE Seismic Base Shear File=c:\UserslOwner\DOCUME-1IENERCA--11206FD1--i.EC6 , ENERCALC, ,_. .. . ,.. .v. ,...i.> IN 9iV , , , , .LrG :#.•.�KW0601U145 ,. � ,� , F Srs , �� ..� f ,,�i � .i ,1 / :3 s� « Yr /,✓ f.,Y,F < : j ���,� ' �Cet1 £er� MfGl�el<laS� i11t110;? ti> rtiy Risk Category • Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II" :All Buildings and other structures except those listed as Category I, Ill,and IV ASCE 7-10,Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss & Makin ASCE-7.10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping : Latitude = 48.495 deg North SS = 1,087 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 2/3 = 0,772 ASCE 7-10 Eq, 11.4-3 S D1=S M1*2/3 = 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 sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=65 Category"F"Limit: Limit=65 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 = 9.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 12,8-7 : Ta=Ct*(hn"x) = 0,104 sec "IL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8,000 sec Building Period"Ta"Calculated from Approximate Method selected = 0,104 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 = 0,119 "R": Response Modification Factor = 6.50 From Eq. 12,8-3&12.8-4,Cs need not exceed = 0.667 " I" :Seismic Importance Factor = 1 From Eq. 12,8-5&12.8-6, Cs not be less than = 0,034 Cs ; Seismic Response Coefficient - — 0,1188 1 1 1 Michael L.Schemmer,P.E. Project Title: Ireton Addition 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1118 Anacortes,WA 98221 Project Descr: Addition (360)941-1607 mIspe.structures@yahoo.com Printed:2 JUN 2015.12.04PM ASCE Seismic.Base.Shear File=c:lUsers\ownerVOOCUME-1VENERCA-.1V206FD1-1,EC6 t ENERCALC,INC.1983-2015,Build 615.1.19 Ver 6,15.1.19 4 Lic.#:KW-06010.145. ?i n. r `..,a << . t it Licensee:Michael t-.Schemmer,`P.E if, Seismic Base Shear ASCE 7-10 Section 12.8,1 Cs = 0.1188 from 12.8.1.1 W(see Sum WI below) = 2,07 k Seismic Base Shear V= Cs"W = 0 25 k Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8,3 L "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 2.07 9.00 18.63 1.0000 0.25 0.25 0,00 Sum Wi= 2.07 k Sum WI*Hi = 18.63 k-ft Total Base Shear= 0.25 k Base Moment= 2.2 k ft Diaphragm Forces:Seismic Design Category"B"to."F" ASCE7-10 12.10,1,1 Level# WI Fi Sum Fi Sum WI Fpx 1 2.07 0,25 0.25 2.07 0,32 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*S os *I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi I SUM(x->n)wl, x=Current level,n=Top Level Michael L.Schemmer,P.E. Project Title: Ireton Addition 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,RE. Project ID: 2015-1118 Anacortes,WA 98221 Project Descr: Addition (360)941-1607 mispe,structures@yahoo.com Printed:2 JUN 2015,12:05PM IBC 2012 1609.6 Alternate All-Heights Wind File= 1UserskOwner1DOCUME--1iENERCA--11206FC1-�1,EC6 krr g ENERCALC INC 1983 2015,Build 615,1.19 Ver.615,1,19 -IC E;# K1( } OR195 0 i ; • sir '�y.,r �,�++?; '' y� �'' t gr1 1: i� �b gr w ,e,Y,�.µ.�0arY:3a.,,af,;.�,g�3ga.'d7:�-:�. -. 4r .. 3. l��C�xJ.r,'• �m� e.w3 �. . ... .e ;� .. ss:` 1 �' 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(Heightl 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 26.2 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)12 = 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 V"2 K C K z net zt WINDWARD WALLS&PARAPETS WALLS PARAPETS psf Kz based on ibc 2012 1609.6.4.2 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 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 2012 1609,6.4.2 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 1 ' : Michael L,Schemmer,P.E. Project Title: Ireton Addition 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Proiect ID; 2015-1118 Anacortes,WA 98221 Project Descr: Addition (360)941-1607 mispe.structures©yahoo.com Printed:2 JUN 2015,12:05PM IBC 2012 1609.6 Alternate All-Heights Wind File=c:lUsers\OWnerIDOCUME-11ENERCA-11206FD1-1.EC6 g ENERCALC,INC.1983 2015,Build 615.1.19 Ver 6151.19 Lic4#:KW-06010145 d , ' yM, -'r{ p t; ,:`Licensee;. Michael L.'Schemmer,Rzp(r 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 C et Krt 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 I Roof& Overhang Components&Claddin per IBC 2012 Table 1609.6.2, Section 2&3 Design Pressure P = 0.00256 VA2 K CK netz 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 CK netz zt Description Continuity Item Type Z,Ht.Above Ground ft and Efft Area Kz Enclosed Partially d No Discontinuity Wall Elements,h<=60 ft 25 10.00 0.66 +: 20.46 27,01 ▪ -22,30 -28.64 • I I 1 1 Basement Deck to Previous Deck Lino O r� 0 o Deck i ,I' 22'-1 I"•{Field Verily) C ra CA)--- Q ti 1y„/r 6'-0"x3'-6"Sliding Window ---���pn � 6'A"x I 6'-8"5tider C U n D 2 a 1 �_�r L r s Scale:1/4"_1, 1 / E at p z0 Tie Into Existing , P •__i__ 4a Picket Railing 4 Wall To Be c MATCH NEW CONSTRUCTION Kitchen v Removed Dining TO EXISTING • Se isi { I ®� Island ( ` A Expansion To Malch 4.'0, Existing Wall "Tr '� Living Change Woll To ! 47 W all Fur IIToall ' � r New 6 Wall ' Buffet ' ^]f� i � 4TWoy� � 6 . --- 1 1 , -- Stairs F-1 Bath I 1 I I Nall Re Door$Wmovedall To Be Closet r-------) Ti.)..... ) o .E 15 5 V — U EntryL) r) /f I _ I Bath I I Master '7 MICHAEL L. SCHE'rvirvIEFt.) P.E. ..._ et-'tdrir-rti-4. I' voi PL-- `z--- (S-fkrri 4 Sk 4 s ' “. FT Z)(10-- tkr:-.P-1---0.-i(oq0C- ' - , ,z \ ---- , ..... -...i 1 ,,,, ,....„-----------, 40E-,-,•IW.',..-TA-1 L.0 f-e" )P-- ,,, ra:714-46, 4,‘-ge::_, q- P-tu1/41r, t‘l 0 ' -f3 , Fria, Mer.,14 13'Ley.- 0,16 • 14) — --4 - Ili - ,-- .., 1 ,,- i ,..,.,..\_.. — L El r! r. -, il 'De-A-CAA.) PreAsit 1/4-ALL At. -'2-•v9,.i - , - ... - 6...... . 1-•r4.)td. '- . r .4( e i--- PAA.,,pc-,..q,;.0, gQ.Ace-rArosP. ______4_ __ ,_____1__ .rni . . , .._ o i 1 —F r ai,a 14F44a 1,0,-23,e4 .... ,, , wff Cy) ge..k.k& jet,..'et) t."ei F301-x5 ' a „6_ 1404‘ ... t'itz1/440-eep •7 e"--,- .-. .., ,.-:-.,-- ,-- ,"....- .-' —,.- .." (--'...-^ ' Ce e" ft- i—kl,2.IZ. ,-)-‘10 _ l _ `f Z ra ark ? t , r • -• i ( .I.94:2 ,/12e,-6g---. fri-1-410,Ji ircd, 13.664-44; '34_, fix, - tys..f--y toti i ....,.„,,L di 4844, '4 4-.0-1, 0' -.7-- :: ..1-2 ..... Michael L. Schemmer, P.E, 2032 N Avenue,Unit A ' Artactortc,WA OR221 (360) 941-1607 mlspe.s tructures@yahoo.C0111 I .. - MICHAEL La SCHEMMER, P. - . rt.7i)r J i "11 of 4;. - . LL -- <Z.c:,4-y.' ,. -- rj(v �_. ; a t II �; y m e wdj (4-)4 - '4 j`t~, 4.42=A. --._: of @:.)44- iled2 - i4cor-P:-O i •orb i r i 4 } . --rc 0 C�' 1 fit, 0 C� • • I . 1` .1 C�' lam._ w r. ', 1 t -Ns. k '. 1 _.,.././: • Michael L. Schemmer,P.E, 2032 N Avenue,Unit A . Ana.coxtes,WA 98221 . (360).941-1607 - nnl.sl pe.structures@yahoo.com. i Michael L. Schemmer, P.E. Project Title: Ireton Addition j' 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P.E. Project ID: 2015-1118 `' Anacortes, WA 98221 Project Descr: Addition (360) 941-1607 mispe.structures@yahoo.com Printed: 2 JUN 2015,12:58PM Multiple Simple Beam File-o\Users\Owner\DOCUMEE1IENERCA-11206FD1-1,EC6 ENERCALC, INC, 1983-2015, Build 6 15.1.19,Ver:6.15.1.19 1. /,; ;tir /i r, a.. y, � � I\YYn .[..i��'. �� .4f; �> J zt t � [.d'....3..0.1,7< � }07 'v. ':£ 1f Y ,�a. r. ��';r. 'y 'i'�n�, _ ..y. � � #, . . OG01014�,�,., :,,..{ ,. ,��,. <�, .•, �;z:,tt��, ://..5�.�.Y.,���.r::, .�.�,,� . .., >, .[ � . �,�.y�. �,'°,., ,L�p�n��e-,. 1V(.�c'laei.L�, _ � t'�ll��� Description : - Wood Beam Design : Joists Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 2x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Hem Fir (North) Wood Grade : No. 1/No, 2 Fb -Tension 1,000.0 psi Fc- Prll 1,450.0 psi Fv 145.0 psi Ebend-xx 1,600.0 ksi Density 29.640 pcf Fb - Compr 1,000.0 psi Fc- Perp 405.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D= 0.0150, L= 0.040 k/ft, 0.0 ft to 6.0 ft, Trib= 1.330 ft Unif Load: D= 0.0150, L=0,060 klft, 6.0 to 13.0 ft, Trib= 1.330 ft Point: D =0.120 k @ 6.0 ft Point: D=0.0530 k @ 13,0 ft Design Summary ao p, Max fb/Fb Ratio = 0.573; 1 D(0,01995 L(0.05320 + D(0.01995;L(0,07980) r Y fb : Actual : 573.39 psi at 8.000 ft in Span # 1 Fb : Allowable : 1,000,00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.323 : 1 fv : Actual : 46.79 psi at 7.080 ft in Span # 1 8.0 ft 5.0 ft, 2x12 Fv : Allowable : 145.00 psi i Load Comb : +D+L+H Max Deflections Max Reactions (k) D L �r § W E H Downward L+Lr+S 0.081 in Downward Total 0.119 in Left Support 0.05 0.09 Upward L+Lr+S -0.008 in Upward Total -0.010 in Right Support 0.39 0.78 Live Load Defl Ratio 1486 >360 Total Defl Ratio 1004 >180 Wood Beam Design : Beams Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 BEAM Size : 6x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch (North) Wood Grade : No.1 Fb -Tension 1300 psi Fc - Prll 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 31.57 pcf Fb - Compr 1300 psi Fc- Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D= 0.2930, L=0.5860 klft,Trib= 1.0 ft Point: D= 1.013, S= 1.688 k @ 3.0 ft Design Summary 0,A,31m,.se„ Max fblFb Ratio = 0.817; 1 I D(0.2930 L(0.5860) fb : Actual : 1,061.69 psi at 3.266 ft in Span # 1 • + ! + y r , y Fb : Allowable : 1,300.00 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.553 : 1 2 2 fv : Actual : 94.08 psi at 0.000 ft in Span # 1 Fv : Allowable : 170.00 psi 8,670 ft, 6x12 Load Comb : +D+0,750L+0.750S+H Max Deflections Max Reactions (k) g L Lr s W E H Downward L+Lr+S 0.067 in Downward Total 0,126 in Left Support 1.93 2.54 1.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.62 2.54 0.58 Live Load Defl Ratio 1549 >360 Total Defl Ratio 824 >180 /c: Michael L.Schemmer,RE, Project Title: Ireton Addition 2032 N Avenue,Unit A Engineer; Michael L.Schemmer,P.E. Project ID: 2015-1118 Anacortes,WA 98221 Project Descr: Addition (360)941-1607 mispe.structures@yahoo.com Printed:2 JUN 2015, 1:03PM General Footing File=olUsers1Owner1D0CLIME-1IENERCA-11206FD1 1 EC6 ENERCALC INC 1983 2015,Build 615.1,19 Ver 6151.19 Li.e-.,faK :.Q6Os 't45_. 44 ` „` :mun ;d?a `. ".',"a tir J x ;LJaehsee' f iehael l.,S.ci emmera`I';n Description: Footings Code References Calculations perACl 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing - 2.0 ksf fy Rebar Yield - 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, = 0.30 y Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.25 ft Length parallel to Z-Z Axis = 2.25 ft Z Footing Thicknes = 12 in Pedestal dimensions.., X px:parallel to X-X Axis = in N pz:parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete,. at Bottom of footing = 3.0 in ii Reinforcing 2�o3n W Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis = IIIIII5IILI. ;i'';f;.`::;, ;e: :;:€.•;;..��'r':IiiiiI I�IIIIIIII��,;,�;;;;;; f;},; ;< lhllllNmberBars �I= # 4 :=' r ���11�11' '' M11111I i l ilf-.:r., y .7 .1. oi_ h _ - _ Imo: r.'':,i.;. ::if';''.:' - �_= Bandwidth Distribution Check ACI 15.4,4.2 111111:=1�11111:;:' ;;x:�: 41111i1= M ICI ,,, '" ��° =111 ,=Illl Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads';: D Lr L S W E H P:Column Load = 3.240 5.040 1.160 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k i Michael L.Schemmer,P.E. Project Title: Ireton Addition 1 I 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,RE, Project ID: 2015-1118 Anacortes,WA 98221 Project Descr: Addition (360)941-1607 mispe.structures@yahoo.com Printed:2 JUN 2015,1:03PM General Feting File-c:\Users\Owner\DOCUME--11ENERCA-11206FD1-1.EC6 ENERCALC,INC.1983-2015,Bulld:6,15.1L19,Vee6.15.1 19 Lic.#:KW-06010145 .,cegalita.; �, . Licensee:MichaelL.Schemmer;P.E„,'c Description: Footings DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,8905 Soil Bearing 1.781 ksf 2,0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0,0 k-ft 0.0 k-ft No Overturning I PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0,0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1141 Z Flexure(+X) 1,567 k-ft 13.731 k-ft +1,20D+1.60L+0,50S+1,60H PASS 0.1141 Z Flexure(-X) 1.567 k-ft 13,731 k-ft +1,20D+1.60L+0.505+1,60H PASS 0,1141 X Flexure(+Z) 1.567 k-ft 13,731 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.1141 X Flexure(-Z) 1.567 k-ft 13.731 k-ft +1,20D+1.60L+0.50S+1.60H PASS 0.1146 1-way Shear(+X) 8.595 psi 75,0 psi +1.20D+1.60L+0.50S+1.60H PASS 0,1146 1-way Shear(-X) 8,595 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0,1146 1-way Shear(+Z) 8,595 psi 75.0 psi +1.20D+1.60L+0,50S+1.60H PASS 0.1146 1-way Shear(-Z) 8.595 psi 75.0 psi +1.20D+1.60L+0,50S+1,60H PASS 0.2292 2-way Punching 34,381 psi 150.0 psi +1.20D+1.60L+0,50S+1,60H A 47 \\ .% C,e 4E -z GABLE END hive: -. r- N .1L II , I II II I II ; II II, 1 w I I w 0Li Fe A )" OVERFRAMING J _ _ I I 17 J1- 1-1- 7 — T — - -- _ 7T 1 ,'' 11 1 1 1 1 I II / 1 1 I I I I 1 = = = � 1 I L _ _ 11 I I I 1 I 11 �_ _ — ._11 .J _ _I_ L. LL _ . 1 _ J L _ — — — — — -- — — —RIDGE LINE -- — — [I O ( . Z w j � n TRUSS PER PLAN ASPHALT SHINGLE ROOFING Existing Landscaping Block Retaining Wall %` AN 30# FELT INTERWOVEN r 1/2" PLYWOOD SHEATHING A e } VENT BAFFLES BETWEEN TRUSSES I 1 S't't ` W/ 1"MINIMUM AIR GAP / 3'-01L 1 5'-8 5/8" / 8'-5 7/8" % ' 8'-8 5/8" / drafting VENTED BLOCKING BETWEEN TRUSSES PT 2x10 HF#2 Rim CSC design LLC PERFORATED HARDI-SOFFIT \ \ / /y� , '`\ ATTACH TO UNDERSIDE OF RAFTER III I / "0 \ , . It egil '� TAILS BLOCK ON GABLE ENDS - Roof Truss Connection 1 III �' III IPT2x12HF#2@116"O.C. CP '�,y'�,�, st 1� h ECQ66-SDS2.5(COLUMN-BEAM) / / �� 2X CEDAR OR SPRUCE FASCIA 1 1 I I- II -I - �I � � _II_ I; �.- r - -I Previous Deck Line w; Jonathan Richards Scale: 1"= 1'-0'" :- 11111'-mar-rilill `• I I PT 6x12 DF#1 I 1 PT 6x12 DF#1 I 1 I PT 6x12 DF#1 I� Jon Sterling Drive iiiii \�1� \ ---1-- - -�- -- --F-- --I---F-- ------ Alternate Beam: PT 5.125x12 DF GLAM 24F-V9 O Anacortes,Washington 98221 iliii 1 5"CONTINUOUS �II II Q g ., ' METAL GUTTER L -L J L _1 _ L L _I I I LL - IL Provide 4x6 Kneebrace At Each End of Beam / 130. / ` �� ~� _ _ _ ___ 1 'cXr1t / ,• L e h 360.391.0832 R Q _-_ CC066---- _-- y P \ ionathan 59@hotmall.com INSULATION PER CODE �. _ m �- _�- _ SDS2 (COLUMN-BEAM) -� Provide full Depth Blocking At New Wall And Beam / FRS / p' OA .� PER PLAN mlm z y / / Q O Q OQ / / gyp- .10 s HURRICANE CLIP PER Ili~ r 11 1I c O ,'o_ / /'� ,P // / ' 9 / �`.,� 1 .►� SIDING PER ELEVATIONS 3 ro .- V / Ggfq e � ei � Project Description: TRUSS (H1 OR SIMILAR) � --s p n C a / R� / \ Addition To An Existing `^ PT 2x10 HF#2 Ledger ? o / \ O \ Single Family Residence cnc'lI I I I I w/2 Rows 1/2"Dia. Lag Bolts 1 1 1 I 1 / // \ a \ \ 5�16"�.0 SiogBe�cL Peggy& John Ireton o�� 5009 \„,,,, 360-293-5623 ,o r� —1 rL— -I — & — m tL rL rL tL -— � � rL k — A O \ Sesi/ A06 Replace: Metal Face ,v Simpson LU212 Hangers(Typ) •, d, \oo* Mount Railing With I / / / ' Plexi-glass Panels 25'-11" I / 1'-4"Existing Footing/6"Wall 1 G g R \ Plan Information: \ w. Existing /�5 / /� / ♦ A \ SS STUB oA ci Deck a , / /' ❑ ❑ ❑ ❑ A A 00 > o Deck Framing Plan V • V mA /O Main Floor 1421 SF a, \ \ \ 6p\ ° 3 Basement 1288 SF i I Basement Q ti� 0 2 5 10 \ \ k\ 4. 90• /' ��Q�� Addition (137 Inc] above) ♦ 4� Steps Down - \ o \\'°o \\ O 0 Oec� \\\s� 1'�o� CO"Above Grade Total Heated 3712SF Deck ❑ q Scale: 1/4" = 1' \\OA ♦�\`ar \ c� % O 0* n �� Deck 310 SF / 22'-1 1" (Field Vefi .F A / ^ \�ii, \\o Deck Addition F Q(-30 Garage 583 SF r r Verify) --"� r-- PRESSURE TREATED 6X6 POST \ �� ♦ \� \ �0 Lot 9100 SF 6-11 1/2" 10 7 1/2" ., 5'-4" \y os \ \ A•�y \ / `r LOT COVERAGE: -_ O O 6'-0"x6'-8"Slider O b SIMPSON ABU66 W/5/8"DIA. \ \iD �`� O. j ENGINEERED SHEARWALL INFO: 1 1 TITEN HD b"EMBED \ p `♦ \°' dti j t— RESIDENCE AREA 1421 SF I ❑ I 7/16"OSSorCDXw/8d@6"O.C. PNCEd Edges \ \ _ \o �r 5S/ GARAGE AREA 583 SF 3"Curb/b'-11" Hdr lO g FINISH \\ // \ ADDITION AREA 137 SF x n a 1n ow z 8d @ 12"O.C. Field, Block PNC Edges :o GRADE \ \•O `--- -- - - O \ \ • DECK AREA 310SF E \ `\ TOTAL AREA 2313 SF 0 1 (� o b I,,, a . \ Tie Into Existing a O --1--- `f ¢ ° ° 12" DIA.SONOTUBE W/ A Picket Railing o - Wall To Be o MATCH NEW CONSTRUCTION .° (4) #4 VERT, HOOKED INTO FTG 1 \ LOT AREA 9100 SF g Kitchen 4 Removed DiningP _ TOEXISTING \ .. \ LOT COVERAGE 25% �s #3 TIES @ 12"O.C. /\, \- 7 yra III N \%'' N Island 1 , ° ° •Sim V A ' (4) #4 REBAR EACH WAY r Expansion To Mata N c 4' i� 4'-0" Existing Wall w:, i a ° t ' \ "�' Living ° •. .• _ ° ..' 4x8 HF#2 HDR GABLE END 4x8 HF#2 HDR NEW TRUSS ROOF ADDITION TO BE ENGINEERED � 0 V SS \_-. 1�,, -❑r 't - - - _1 L- - - _ t BY TRUSS MANUFACTURE. TRUSS PLAN TO BE Change Wall To - a2"wau - r SUBMITTED TO CITY PRIOR TO INSTALLATION. C t� ; 2�_6„SQ. w I Fur New 2 II To Match _ �� /� /- -. -- -./ y I i , xb Wall /// I . Buffet 4 FOOTING: I 1 I co ♦7�e ,�'�O 42"wall m H 'v —, 2'-6"x 2'-6"x 12"W/ (4) #4 E.W. '- I I "0 PROVIDE 12"DIA.SONOTUBE TO v i i m GRADE W/ (4) #4 VERT HOOKED z I D '• Stairs INTO FTG &#3 TIES @ 12"O.C. I I 1 I 0 Vf Vf Bath L r4 \ Sonotube Column Support ZppopriP _ _ _ _ _ or9 I A 1.1 Scale:3/4"= 1'-0" 11110r (� y;, M C Door&Wa11 To Be Closet U I �n,, HpII RemOVed /////� EXISTING TRUSSES TO- A/ �\\\W W HANG PEROTRUSSE NGINEER �:ossetz ,, ,:irt: inc; ObERFRAMING ti ,� 1 i-- - "tr) ) 0" :E j 1.1; > p as 1 Off; 'cp C Entry _ _ _ I IL:) O OIIW K sa Bath Master I — II } G L C I Bedroom ( .� / I I I I I I I ?co D u` I I = = I Lu � � ��, w >. orb V - - - - I I II - - - - /�/��" o -. - — 1 J _ —I_ L= — — — — _ _ °' Ii z W Revisions: z RIDGE LINE Ti- - trr- l_ INiJ C N I 2 X x Print Date 6/5/15 w 1I y 4 a ffi , w _ J _ I I I \. Landing <30" J ' Index:. r — — L _ J / 9! • I Above Grade These plans have been reviewed by the SPOA I \ !�`I Site Plan A1.1 Architectural Committee for compliance to r - 7 Deck Framing AI.1 Skyline Property Owners gpocietion CC&Rs L L Main Level Floor Plan AI.1 only. Property owner is solely responsible for C Buil Plan A7.1 all engineering, code compliance and property Building Sections A2.1 Elevations A2.1 boundaries. y OQ Main Level Floor Plan , ®,Approved ❑ ApprovedasNoted GarageJP�.oe * 0 2 5 10 < • - 4 :: - - meat - - - Scale: 1/4"= 1' 1//S- - - - - AC,L mbar Date ° L J L— i����i - � I Site Plan Floor Plan 6/20 I I I I Deck Plan AC Member . I Roof Plan 11 Notes: / I I • I ' O = Roof Plan II . _ i _.. -- — o <<` — I0 2 5 10 RECEIVED 1I Al * 1 JUN 1 0 2015 I I z III Scale: 1/4"= 1' I I 7, ; I SPOA 11 0 1 I II 1 6-0" (ADDITION)' i drafting & design LLc OVERFRAMING TRUSSES Jonathan Richards 5105 Sterling Drive --_ -_ Anacortes,Washington 98221 I l l , I Ph 360.391.0832 1 em jonathan_59©hotmall.com - — I I Project Description: To EXISTING TRUSSES TO —. , J P1 Addition m An Existing — HANG OFF NEW GIRDER Single Family Residence Peg y &John Ireton PER TRUSS ENGINEER � � �, I - 9 l � i 360-293-5623 R-49 BLOWN-IN LJ i i i U Li i ', i L '. i i i I I I i i i I �� i I 1 i_ � i t � l i i I L i L �. i i i i l i i i i t i_i r 11J LI i l 1 J , � i i 'i � i i INSULATION \ 10'-6" (EXISTING DECK) Plan Information: I (NEW) IS7 ,,... . ,y Main Floor 1421 SF No 2 5 10 i h Elevation Basement 1288 SF -1 _ --S2 - — Addition (137 Inc! above) I Total Heated 3712 SF 0 \,~�7/16.O.S.B.SHEATHING Deck 310 SF - 15# BUILDING PAPER HARDI-LAP SIDING Scale: 1/4" = 1' Garage 583 SF Lot 9100 SF I, EXISTING EAVE TO BE CUT � — �' 5/8"GYPSUM LID MI \ ■ j NEW 2X6 @ 16"O.C.EXTERIOR WALL WITH WINDOWS AND DOOR PER PLAN 22'-1 1" (ADDITION)'. r BEAM PER PLAN t,) !� .1.1 Roof Into Existing .10 ry to a, 24'-7" Match Siding To Existing- N w (Vertical Cedar) 1 METAL POSTS WITH - I N PLEXIGLASS PANEL RAILING a a o I I , A II Illli IIIIIIi1111 Illl i c E Ii o ;-fir I I I Replace Plexi-glass Panels with New 0 U Tie Into Existing 4111) 0) C ) or. FLOOR JOISTS PER PLAN - y la- EXISTING 2 " ' ' 9 WITH FLOOR SYSTEMWITH 3/4"T&G SHEATHING PRESSURE TREATED JOISTS PER PLAN , ' EXI W 3/4"T&G SHEATHING &INSULATION PER CODE SYNTHETIC DECKING i l �RAISETHRESHOLD WITH 3"CURB&FLASH EXTERIOR � I I I r:::,7 lf1?_s?s?s?s?sisisis)/s88 ? ' o 0. _ __ai BLOCKING OVER BEAM __ Q 5/8"GYPSUM LID 1/4"HARDI PANEL LID O ��11�� BEAM PER PLAN 1 • ® V/ Z KING AT WALL I BLOC , j • O West Elevation Replace Deck Columns/Footings 4x6 Kneebrace u At Beam Ends w •o 0 2 5 10 a- Scale: 1/4" = 1' o ' Revisions: n Print Date 6/5/15 w Q w zo Index: Site Plan Al] -- Deck Framing All - _ Main Level Floor Plan All SLAB FLOOR FOOTING COLUMN PER PLAN - -- I i --I r��� Roof Plan Al.l �_ `� Elevatio sections A2.1 \_ _ \ j FINISH GRADE a - East Elevation -� 0 4 10 20 ___.__ �� ( I ---6"FOUNDATION WALL Scale: 1/8"= T 1 i E - + ; Building Section I Elevations 'F 18"x8"CONCRETE FOOTING - ' " ' I j I I ' I• . ) l ' _ _ i j l I 1 I , ' i EXISTINGNEW South v S ou Elevation ' I _ A2 . 1 Building Section A-A Scale: 3/4" = ,' 1 0 4 10 2 10 L_- Scale: 1/8" = 1'