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Permit File 4916 Channel Marker Lane
'tY G• 1; � CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 4916 Channel Marker Ln. Owner: Portalis LLC Constructed by: Portalis LLC Building Permit#: BLD-2016-1242 Date issued: 05/10/2016 Use Zone: CM Dated: September 29 2017 Authorizing Official: CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 4916 Channel Marker Ln. Owner: Portalis LLC Constructed by: Portalis LLC Building Permit #: BLD-2016-1242 Date issued: 05/10/2016 Use Zone: CM Dated: September 29 2017 I Authorizing Official: V 1 .- - O City of Anacortes Invoice/Permit#: BLD-2016-1242 904 6th Street s Applied date: 05/10/2016 P.O.Box 547 Issue date: 05/10/2016 t ".F 0 ` Anacortes, WA 98221-0547 =,, Expire date: 11/06/2017 asr a, (360) 293-1901 Job Address: 4916 CHANNEL MARKER LN Permit Type: Single Family Residence Permit ANACORTES WA 98221-4054 Project: APN: P122164 Remarks: New single family residence constructed per approved plans. Owner: 496404 WASHINGTON INC Contractor: PORTALIS LLC • Address: 4819 PORTALIS WAY Address: 4819 PORTALIS WAY ANACORTES WA 98221-4031 ANACORTES WA 98221-4031 Phone: Phone: (360)202-6145 License#: PORTAL*895L2 General Information: Fees: Occupancy Group it-1 Park Impact Fee 615.00 Use Zone CM-PUD Plan Review Deposit 200.00 Basement Square Footage 1455 Traffic impact Fee 900.00 Lot Area 6235 Building Permit Fee 2,421.75 1st Floor Square Footage 1490 Plan Review Fee 1,374.14 Garage Square Footage 495 Mechanical Permit Fees 114.65 Deck Square Footage 121 Plumbing Permit Fee 153.00 Building Valuation 355000 State Building Code Fee 4.50 # Forced Air Furnace<=1,000 1 Sewer Inspection Fee 50.00 #of Bathtubs 2 Storm Drain GFC-Residential 1,408.06 #of Clothes Dryers 1 Sewer GFC-Residential 8,987.40 #of Clothes Washers 1 Total Calculated: 16,228.50 #of Dishwashers 1 Deposits/Receipts: 0.00 #of Gas Fireplace 1 #of Gas Piping 1 Total Due: 16,228.50 #of Gas Water Heaters 1 #of Water Piping 1 _ _.i ,c j7 )_ 71 �A{ #of Hose Bibbs 3 „ ;.)7 _�.— }., #of Kitchen Sinks 1 1 4 {.,. - #of Lavatories 4 ' - , #of Range Hoods 1 ' :F: �;. ".. ' #of Showers 2 ; , , dT.i .-.1 ,_ �': #of Slop Sinks 1 ., #of Ventilation Fans 4 ,r , ,, #of Water Closets 3 ,, t •-• E ''" ' J I w 73 l +:) -% :. di 4:_, ....,,77- _ \kWilii 0,,,,,, ,,k) . ::, .,.. :: - i f, .,. . r. .n .71 0 Energy Code w‘si [iN6ro TOTE T rk EiY . 151 LA TENSION cNVJ •r PROGRAM Residential Building Air Leakage Test(Blower Door Test) Results Permit#: q House address or lot number9l6 � f( J� LI/ City: 44 A.catlG) Zip: Cond. Floor Area(ftz): cV "1 T 6 Age of house: A `) Source(circle one): (Plan Estimated Measured Results shall be reported as Air Changes per Hour at 50 Pascals(ACH50)and shall be calculated as follows: ACH5=(CFM50 x 60)1 Volume Where: CFM50=Blower door fan flow at 50 Pascal pressure difference Volume=Conditioned Floor Area of the housing unit x ceiling height Blower Door Test Result: 3. 3 sue` ACH50 ? CFMc50Pa Ring (circle one if applicable): Open Blower Door Fan Location: �� 5 /ao Weather Conditions: I certify that these blower door results are accurate and determinedusing standard industry protocol, Company Name:I/0`I# 7C 10-t p T G�Technician: 7 46!C� f �°�-, L � �- Technician Signature: _ Date: 22/77-- Phone Number 2015 Washington State Energy Code reference: R402.41.2 Testing.The building or dwelling unit chall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour.Testing Shall be conducted with a blower door at a pressure of 0.2 inches w.g.(50 Pascals).Where required by the code official,testing shall be conducted by an approved third party.A written(report of the results of the test shall Is sinned by the Harty conductinu the test and nrovlded to the code official,Testing chall be performed at any lime after creation of all penetrations of the building thermal envelope,Once visual inspection has confirmed sealing(see Table R402.4.1.1),operable windows and doors manufactured by small business shalt be permitted to be sealed off at the frame prior to the test. INSTALLED INSULATION CERTIFICATE *NEW& PLUS Insulation, LLC "Providing Energy L:1ciencv And Grew/Can fun For Your Home" 10614 COLLINS ROAD OFFICE (360) 630-6341 SEDRO-WOOLLEY, WA 98281 GM (360) 708-3479 We certify that the following residence has been insulated with the following materials: Flat Ceiling R - 49 Exterior Walls R - 21 Floors R - 30 Address: 4916 Chanel Marker Ln., Anacortes, WA Certify b 6/ ; ? ' ,,1 4.------"I Lot #: 9 Date Installed: May 17th , 2017 Title General Manager MICHAEL L. SCHEMMER, P.E. March 16, 2016 Don Measamer City of Anacortes Building Official P.O. Box 547 Anacortes, WA 98221 Re: Lopez Plan Portalis Subdivision Anacortes, WA Dear Don: I have reviewed the plans for the above referenced project. The plans conform to "Structural Calculations for Lopez Plan Portalis" dated August 17, 2009; revised March 16, 2016. Please call with any questions or concerns. Sincer ply, iti ly /i it ------____ . _ Michael L. Schernmer, P.E. '7'l`,•1' w'b'fi/,4;1 'f\ '104-ti %°111'... 1 I c.1 '01:11T"I 4'. . Michael L. Schemmner,P.B. �ahfAl � 2032 N Avenue, #A f.. Anacortes,WA 98221 (360) 941-1607 inlspe.structures@yahoo.corn STRUCTURAL CALCULATIONS FOR LOPEZ PLAN PORTALIS Anacortes, WA 2012 IBC August 17, 2009 2009-1035 Q Revised 11-23-10 • Revised 04-19-11 © Revised 03-23-12 Q Revised 03-16-16 Prepared By: • Michael L. Schemmer, P.E. 1. 0AZs �s 1.zo 2032 N Avenue, Unit A S/ONALEt� Anacortes, WA 98221 (360) 941-1607 mispe.structures©yahoo.corn IYI ICHAAE4 La SCH MM1Er 9 f'. .° i_e.2,( /� -: !L...,-',A,-/ -. ,joy r� ^ / I 42 i'—'I 'i4 (6ii--.7) E_//' . / it-..i) _. -77 4°,%` l ' ' .. Cr' if,4„ev/ L/ ,_ 4-7 /'13'I, ftf') fr/f ',' ".. �-�,( -.-e.),4/ may',.I 9 / p •. 't `- J�' - ) ,-may= 0 i, a/e; ' /4 Z it`. ,q-f A fc '7^ c 9, 0: .; .f.-.li/\_-,w-.-. 6P67._)Cy ,2 &_°/ r� i - 15,.E . "ni4:e VI . I :- . i 0.._ . ,.... . ..1' @,-c~) ... . . . . _ -e(,. .. . . ..4/9 0. _ . .7 . l - . 4 .,,,3, , 4 1e,. ' t 4- 4,.• i i, -Z'., 7 67 . . 9 . . . 4.. . _ ..:..: .__.. ... ' .._., .. . . . : • Irk) • . .. �2�D t� Michael L. Schemmer,P.E. . 2032 N Avenue,Unit A - Anacortes,WA 98221 (360).941-1607 imispe,staictutes@libo.com r Michael L.Schemmer,P.E. Project Title: Lopez Plan ' 2032 N Avenue,Unit A Engineer: Michael L.Schemmer, P.E. Project ID' 2009-1035 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe,structures@yahoo.com ASCE Seismic Base Shear File- 1UserslOwner\DOCUME-11ENERCA-112009-1-4.EC6 l ENERGALC,INC.1983-2016,Sulld:6.16.3.4,�Ver:6.16.3.4 ri.vkr "..,, [+i4- ::': . . , ;,wi: .z .. :' 1.7", ,,g:niik.. , L �.: •.' "".f::lttbt-s c`:fuliettia.' °',S. JT,y.,�[11 Risk Category Calculaiiorio UM;:`,E;G.; '-:+..i Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category 1,III,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&Slvalues 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 g1 1.0 sec response Location: Anacortes,WA 98221 Site Class, Site Coeff.and Design Category Site Classification "0":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 Me=Fe*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 SUSS MS213 = 0.772 ASCE 7-10 Eq.11,4•3 S D1=S M1213 = 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 Walt Systems Light•framed walls sheathed wiwood 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"CI'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 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The'Equivalent Lateral Force Procedure"is being used accordlnq 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 = 20.0 ft "x"value = 0.75 "Ta'Approximate fundemental period using Eq.12.8-7 Ta=Ct*(hn"x) = 0.189 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 = 0.189 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 Freon Eq.12,8-3&12.8-4,Cs need not exceed = 0.367 "1":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 Seismic Base Shear ASCE 7-10 Section 12.5.1 Cs = 0.1188 from 12.8,1.1 W(see Sum Wi below) = 95,94 k Seismic Base Shear V= Cs*W = 11.39 k Michael L.Schemmer,P.E. Project Title: Lopez Plan ,I 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2009-1035 Anacortes,WA 98221 Project Descr; SFR {360)941-1607 mispe.structures@yahoo.com ASCE Seismic Base Shear File-c:SUsersQwnerlDOCl1ME-11ENERCA-112009-1-4.EC6 ENERCALC,INC.1983-2016,6ulid:6.16.3.4,Ver.6.16 3.4 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 2 47.97 20.00 959.40 0.6667 7.60 7.60 0.00 1 47.97 10.00 479.70 0,3333 3.80 11.39 75 96 Sum WI= 95,94 k Sum Will = 1,439.10 k-ft Total Base Shear= 11.39 k Base Moment= 189.9 k-ft Diaphragm Forces : Seismic Design Category"B"to"F" ASCE 7-10 12.10.1.1 Level# WI Fl Sum Fl Sum WI Fpx;Calcd Fpx:Mln Fpx:Max Fpx Dsgn.Force 2 47.97 7.60 7.60 47.97 7.60 7.41 14.81 7.60 7.60 1 47.97 3.80 11.39 95.94 5,70 7.41 14,81 7.41 7.41 Wpx Weight at level of diaphragm and other structure elements attached to it. Fl 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 D51*Wpx MAX Req'd Force @ Level 0.40*S DS I"Wpx Fpx Design Force @ Level Wpx*SUM(x->n)Fi I SUM(x->n)wi, x=Current level,n=Top Level Michael L,Schemmer,RE. Project Title: Lopez Plan !Jc 2032 N Avenue,Unit A Engineer: Michael L,Schemmer,P.E. Project ID: 2009-1035 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com IBC 2012 1609.6 Alternate All-Heights Wind File-c:1Users\Owner\DOCUME-11ENERCA-112009-1-4.EC6 i ••• • • • • ENERCALC,INC.1983-2016,Bulid:6.16,3.4,Ver6.16.3.4 3 Id'.M:•- .xtir4���'�14� t .. • • .:: ' :rzP^'!1,tC01tii!6dk T . .02fTkrll0r `J :ia Analytical Values Calculations per IBC 2012 1609.E User verified these IBC 2012 All-Heichis 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 C -or- Fundamental frequency>= 1 hertz Mean Roof Height 24.0 ri 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 perASCE 7-10 Sec 26.2 Force Kit 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 roots,domed roots,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 perASCE 7 Fig.27,4-8 MWFRS Table per IBC 2012 1609.6.2, Section 1 Design Pressure P = 0.00256 V"2 K K net at WINDWARD WALLS&PARAPETS WALLS PARAPETS psi Kz based on ibc 20121609.6.4,2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal --Internal -Internal Enclosed Partially Enclosed 0- 15' 0.850 11,33 19.24 2.90 27.67 33.73 33.73 20' 0.900 12.00 20.37 3.07 29.30 35.71 35.71 25' 0.940 12.53 21.27 3.21 30.60 37.30 37,30 30' 0.980 13.06 22.18 3.34 31.90 38.89 38.89 40' 1.040 13.86 23.54 3.55 33.85 41,27 41.27 50' 1.090 14.53 24.67 3.72 35.48 43.25 43,25 60' 1.130 15.06 25.57 3.85 36,78 44.84 44.84 70' 1.170 15.60 26.48 3.99 38.08 46.43 46.43 80' 1.210 16,13 27.38 4.13 39,39 48.01 48.01 90' 1.240 16.53 28.06 4.23 40.36 49.20 49,20 100' 1.260 16.80 28.51 4.30 41.01 50.00 50.00 Enclosed Partially Enclosed LEEWARD&SIDEWALLS +Internal -Internal +internal -Internal Kz based on IBC 2012 1609.6.4.2 Item 2 0,932 Leeward Wall -14.73 -6.07 -23.98 3.18 Side Wail -19,07 -10.11 -28.03 1,16 Parapet Wall:Leeward Both Directions -24,56 Both Directions -24.56 Michael L,Schemmer,P.E. Project Title: Lopez Plan rff 2032 N Avenue,Unit A Engineer: Michael L,Schemmer,P.E. Project ID: 2009-1035 Anacortes,WA 98221 Project Descr, SFR (360)941-1607 mIspe.struclures@yahoo,com IBC 2012 1609,6 Alternate All-HeI hts Wind File=c:tiUsers40wner,DQCUME-1VENERCA-112009-1-4.EC6 g ENERCALC,INC,1983.2016,13u11:1 .16.3,4,Y 6.1t3.4 a .V# . ` 1. ;4,' . •".•. , _ . '; ,xi. ': `[ tRr" t = asitd'L,."Sclierrmri'i`Y,it. .•j MWFRS per IBC 2012 Table 1609.6.2 Section 1 Kz per IBC 20121609,6,4.2 Item 2 = 0,932 Design Pressure P = 0.00256 V"2 K C K et z1 WIND PERPENDICULAR TO RIDGE psf _ Enclosed Partially Enclosed -Internal -internal +Internal -Infernal Leeward Roof or Flat Roof -19,07 -10.11 -28.03 -1.16 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -31,49 -22.82 -40.74 -13.58 Condition 2 -8,09 0.58 -17.34 9.82 Slope<4;12 (18 deg) Condition 1 -21,09 -12,13 -30,05 -3,18 Condition 2 -1.44 7.22 -10.69 16,47 Slope<5:12 (23 deg) Condition 1 -16.76 -8.09 -26.00 1,16 Condition 2 0.87 9.82 -8,38 18,78 Slope<612 (27 deg) Condition 1 -13.58 -4.62 -22,54 4.33 Condition 2 1.73 10.69 -7.22 19.65 Slope<7:12 (30 deg) Condition 1 -10.69 -1.73 -19.65 -7.51 Condition 2 2.02 10.69 -7.22 19,94 Slope<9:12 (37 deg) Condition 1 -7.80 1,16 -16,76 10.11 Condition 2 4.04 12,71 -5.20 21.96 Slope<12:12 (45 deg) 4.04 12.71 -5,20 21.96 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -31,49 -22.82 -40.74 -13.58 Roof& Overhang Components&Cladding per IBC 2012 Table 1609.6.2, Section 2&3 �� Design Pressure P = 0.00256 V2 K C et Kit Description Continuity Item Type Eft.Area Kz Enclosed Partially ft 2 Enclosed No Discontinuity Gable, Slope<6:12 10.00 0.932 + : 0.00 0,00 0.00 0.00 • 1_.'i \c) -t.r-- optierval SundezA --1 i 15-r lv-.5. s •'-o, 1 v.e. Etral, I t t5-- 4'•0' , f:-I') '•lic<1.)'• 1 1. Fr \ . .,,g-ki.---il - ,- , , „... \\..., ,,,,,,..„. , ,,L,,,,J4,.- 0,..,,,,,,,„ , :„.1 !.:1 . , !, , ....g...,._______v___________,.7,„ ., ..: : 4,......-_—____ .on.' 1•,5 1//' 3-0' 1'-Gro V.0:5\ ji••04: 3':011 3 6 MASTER t," .T., 13'6"x14' Vatd ?.,..c---Valii ...., ••- ii.4) 1 1 -tr!'-', '1: a i Living Room,.., . i 4; ..---., . ...; • .. il, .r1 5'x14'a" :! . \-. .. . 6 i A6 -4- ' Dining Roor'n qi), ,• 2" .6' ....,, 7 1.) I ...i L.--_1 -_, (---) -0' 4" _. ., I 4? 6 0' _I. tis a _ b, al PAIMY , K iiGh e 1] ' b 1 _- . I I i 15'65(9' ,..,•1 1---- ,---) --— ' Wig t Above .1 .'. 0 0 REF, 1 AS ..I.> 1. ..--1-1“ • "- - 4- i —--- TYPICAL „,'"ik il: F.,' B'-8' _____._ - .9...--T— _ 1 --..--!4 I." INTERIOR . 4119 ii i 0 i - ON 4.1,1%0. _ .04_( ) (l'ik ' --. ` '\ 5'•6' 4 Iv Gs h .----- .- . _....-7.,,.1.1, . ..." - 777i.6j,Er .11 r/ ,:,.(...-..6.....47A-L' .. , ... 1 ' 7 , 471 l' DO '..; 1 . . ,2rAilla.,\ . : 12.-31Ar i ' — '1..-- : , ,., —11,—./ . Z.+ i CO _ill) , •,,O ,7 , *7 '--=1- I ' b ‘,/ i if IC . BEDROOM- 'g . - u• ts ''...W14747414W.:' .....wivovoir ''' '.- -410':, i 12'x1 01 ••,, ... 4, „.. ft . ,..„,,,d.) .1' ro .., -- --:- . .1 1 _...;' •F. ••-.111filizi.-d . ,I---6- . . MUG Acc)ss-- 7 ,.. 6 Z, ' °N - . _ ,... Garage • 22)(21'6" i.(..,T 1 , _. 72 r t?1 , ...._ 16..0.22.-1:r 1 6 Cf_______,), 3•-CP _ ..• -I-- -A-1-8 co Main Floor 1/4" 1 /14 U 3P-0' 3161 P-b a-211' 3.-P 6 P-b A'.0 5-v 1 ,, _ - ,-, _ 2 _°J12> ,oa. 1-111C3> � L Covered b -"Patio f•".. Future Bedroom — rt%H RD _� „� J ;2'.. Unfinished Basement I 1 b OVA' % ��' CDUP' b Rough In for'' m Future Bathroom - --- j , Unfinished Storage/Mech , " I "Structural Note: 11 7/8"TJI/110 @16"o/c 1 1 w/3/4"T&G Sheathing Glued and Nailed i _-88 Ii WI @ 6"a/c Panel Edge,8d @ 10" Field §' i tb->v4' _—_1 3'-A' ` I YY - ' • , T Provi e Floor Drain for NWT 1 i 1 1 ( i lei, r---Go1__J i . I poi M '4- ;i I Fr. (.. 'y. — tr-P - i�1p-.la,"•- __.__._.._IU c.m - 3'.a -.r L I .4-- _— 9- I1 .I'I I - ;"i' Foundation for Garage !I'i' Above(-3'-8"from Main Floor) i i. • •I } . .1, 1 •I- L L. I ' -I I'I Ai 0 Lower Floor ^6-/ I14'=I'M? �= 1- - aw- ---__- _-�� r----- ----------------�------ _ w'r _ :9) 7 [241 :. .., \..../I 39'•0' ....._____q_ ET-V arr"-11" 3'•1' 6'•0,' 4'.6' V-V - ---:1 - ---- - -- 1 .,11 -C... ..._,__ _J.. ::: ... • 1 ,..; Future Bedroom 1 .,.4,-.„ .60 U . __ ._ I I-• 6 r !, , 1 1 , 1 Unfinished BasementII 1 h ' i --- UP -1-• ', (I) I 1 ) .--.. 1,2022 _. L.' Rough In for ---- 7-11-71 r-(;)--L. _____7, ,._ lq Future Bathroom i---d-J----i . '—' -ti----1/ ( ) ._ Unfinished Storage/Meoh ''' , . i. Structural Note: 11 7/8"TJI/110 @16"o/e '. 1 w/3/4"T&G Sheathing Glued and Nailed ,. ----c.-- w/Bd @ 6"ofo Panel Edge,8d @ 10" Field ''''* •r 10,-71W i 7--4: . , 3'-a 1/21.a. •1 . [ . .Provicle Floor Drain for 1--IWT ' ,',,. .,,-- L .1,1 I , •.T: ‘ 1 , i . . • .; 1.I 1 0 3' -,...- 'T--- •4 '%'•1 A` ' 1'1 . •'I,I, •I I Foundation for Garage . ., . , Above(-3'-8"from Main Floor) 1'i. ,i I• !,1 1 ... '•1„i• •i J 'LL-1,, . :'' '-,---: —,'' , 1-',-'.: •. -.1' 'C(4£,. ) (.1)Loworimn Floor SHEARWALL SCHEDULE MARK SHEATHING NAILING TOP PL CONN. SOLE PL CONN. NOTES O 7/16" CD-X OR OSB (1) FACE 8d@6"O.C. PNL EDGES LTP5@16"O.C. (2)16d@12" 1,2,6,9 8d@12"O.C. FIELD O.C. O 7/16" CD-X OR OSB (1) FACE 8d@4"O.C. PNL EDGES LTP5@16"O.C. (2)16d@8" 2,3,6,9 8d@12"O.C. FIELD O.C. O 7/16" CD-X OR OSB (1) FACE 8d@3"O.C. PNL EDGES LTP5@16"O.C. SDS25312@ 2,3,7,9 8d@12"O:C, FIELD 1O"O.C, (4) 7/16" CD-X OR OSB (1) FACE 8d@2"O.C. PNL EDGES LTP5@12"O.C. SDS25500@ 2,3,4,8,9 8d@12"O.C. FIELD 8"O.C. ( 5 ) 7/16" CD-X OR OSB (2) FACE 8d@4"O.C. PNL EDGES LTP5@10"0.C. SDS25500@ 2,3,4,5,8,9 8d@12"O.C. FIELD 6"O.C. (&) 7/16" CD-X OR OSB (2) FACE 8d@3"O.C. PNL EDGES LTP5@8"O.C. (2)SDS25500 2,3,4,5,8,9 8d@12"O.C. FIELD @10"0.C. • 7/16" CD-X OR OSB (2) FACE 8d@2"O.C. PNL EDGES LTP5@6"O.C. (2)SDS25500 2,3,4,5,8,9 8d@12"O.C. FIELD @8"O.C. ( 8) 15/32" CD-X OR OSB (2) FACE 10d@3"O.C. PNL EDGES LTP5@6"O.C. (2)SDS25500 2,3,4,5,8,9 10d@12"O.C. FIELD @8"O.C. (9 ) 15/32" CD-X OR OSB (2) FACE 10d@2"O.C. PNL EDGES LTP5@4"O.C. (2)SDS25500 2,3,4,5,8,9 10d@12"O.C. FIELD @6"O.C. 7 NOTES: 1. ALL EXTERIOR WALLS TO BE TYPE 0 U.N.O. 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2" A.B. @ 48"O.C. W 1/4"x3"x3" PLATE WASHERS, OR (2) 16d @ 8" O.C. 7. PROVIDE 1/2" A.B. @ 24"O.C.W 1/4"x3"x3" PLATE WASHERS, OR 8. PROVIDE 1/2"A.B. @ 12"O.C. W 1/4"x3"x3" PLATE WASHERS 9. STUDS SHALL BE SPACED NOT MORE THAN 16"O.C. HOLDOWNS: 1O MSTC52 % MSTC48B3 HDU2 - SDS2.5 W/ SSTB20 & (2) 2x STUDS OR STHD10/STHDIORJ % HDU5 - SDS2.5 W/SSTB24 & (2) 2x STUDS OR STHD14/STHD14RJ % HDUB - SDS2.5 W/ SSTB28 & 4x6 POST 6\> HDU14 - SDS2.5 WI SB1x30 & 6x6 POST MSTC66 HDU11 - SDS2.5 W/ SB1x30 & 6x6 POST MICFHAEL L SCHEMME 9 P.E. Fit X = /0 _-(.^ A7%4l-0 /1 �> L " ,0 -zecy T.mt Yi�7i/ c /2 c 6�Pc ''y2 T a S " , ri �/ bit 0' 'IF ,J\ = Gs t'LrDL 'eye. x l C -- 15 t , r '.f 1,'k' I'2 crtry-e` 1 _ , �, � �o t z. t ; lam`%�1" 1'a(7 f Icy `/ - ` 4)±111 _" Michael L. Schemmer,P.E. 2032 N Avenue,Unit A Anacortes,WA 98221 (360) 941-1607 nilspe.structutes@yahoo.com Michael L, Schemmer, P.E. Project Title: Lopez Plan r 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P.E. Project ID: 2009-1035 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures©yahoo.com Multiple Simple W le Beam Flle=csers\Owner\DOCUME-11ENErtCA-11209-1-4.LC6 1' EN CA� LL,INC.1963-2016,Build:6.16. .4,Ver 16 3.4 • MOM] ` 4.1 ' ' . • • ' C .. • ... �tw'R+p_1i4", .AWC'". iRij ,.re.ki tr...- 0T +,-`a_'i Description : Wood Beam Design : B1 Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size : 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axls Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb-Tension 2800 psi Fc-Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi Density 41,75 pcf Fb-Compr 2800 psi Fc-Perp 750 psi Ft 1950 psi Eminbend-xx530120482 ksi Applied Loads Unif Load: D=0,30, L=0,80 kift,Trib=1.0 ft Design Summary D(0.30 L(0.80) Max fb/Fb Ratio = 0:716• 1 �,-r - - �� �. fb Fb::Actualu : ; 2,004.17 psi at 5.000 ft In Span#1 • ti• • •• • r- i Load Comb: +D+L+N Max fv/FvRatio = 0.562: 1 fv:Actual: 160.05 psi at 9.033 ft in Span#1 Fv:Allowable: 285.00 psi 10.0 ft, 3.5x11.875 Load Comb: +D+L+H Max Deflections Max Reactions (k) g L Lr a W E N Downward L+Lr+S 0.185 in Downward Total 0.254 in Left Support 1.50 4.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.50 4.00 Live Load Dell Ratio 648 >360 Total Defl Ratio 471 >180 Wood Beam Design : B2 Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10 BEAM Size : 3.5x11.875,VersaLam, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade : Versa Lam 2.0 2800 West Fb-Tension 2800 psi Fc-Prl! 3000 psi Fv 285 psi Ebend-xx 2000 ksi Density 41.75 pcf Fb-Compr 2800 psi Fc-Perp 750 psi Ft 1950 psi Eminbend-xx 530120482 ksi Applied Loads Unif Load: D=0.1650, L=0.440 k/ft,Trib=1.0 ft Design Summary . Max fbnFb Ratio = 0.567• I # 1 y cm,65op un aani fb:Actual: 1,587.30 psi at 6.000 ft in Span Fb:Allowable: 2,800.00 psi •• - LoadComb: +D+L+H Max fv/FvRatio= 0.386: 1 fv:Actual: 110.00 psi at 11.040 ft In Span#1 12.0 ri, 3.5x11.875 Fv:Allowable: 285.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) P. L Lr S W E E Downward L+Lr+S 0.211 in Downward Total 0.290 in Left Support 0.99 2.64 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.99 2.64 Live Load Defl Ratio 682 >360 Total Defl Ratio 496 >180 Wood Beam Design : B3,B4 Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10 BEAM Size : 6x10, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations,Major Axls Bending Wood Species: Douglas Fir-Larch (North) Wood Grade: No.2 Fb-Tension 875 psi Fc-PrI! 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 30.58 pcf Fb-Compr 875 psi Fc-Perp 825 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unit Load: D=0,1580, L=0,420 klft,Trib=1.0 ft Design Summary D(0.158a Lr0.420) ' Max fb/Fb Ratio - 0.767• 1 : . ,- - ,:..- �.e,X • 1.- : ...e #a, - fb:Actual: 870.72 psi at 4.000 ft In Span#1 - •. Fb :Allowable: 875.00 psi .-Z '`,s.vgl t._ r ' ;- ,::{ 7t 'F,--- Load Comb: +D+L+H ` r Max fv/FvRatio = 0.315: 1 fv:Actual: 53.54 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi 8.0«, 6x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Er S W E U Downward L+Lr+S 0.076 in Downward Total 0.105 in Left Support 0.63 1.68 Upward L+LrrS 0.000 In Upward Total 0.000 In Right Support 0.63 1.68 Live Load Deft Ratio 1260 >360 Total Dell Ratio 915 >180 1 11 Michael L,Schemmer, P.E. Project Title: Lopez Plan of 2032 N Avenue, Unit A Engineer: Michael L. Schemmer,P.E. Project ID: 2009-1035 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 m Ispe.structures@yahoo.com Multiple Simple Beam File=c:\Users\Owner\DOCUME-11ENERCA-12009-1-4.EC6 r " p ENERCALC,INC.1983-2016,Build:6,16,3.4,Ver:6.16.3.4 1' 7• M0f9:4:• LilOsi sec.:.r1 0;i3ol,L.::sctl (ieiti ':, ; Wood Beam Design : B5 Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10 BEAM Size : 6x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species; Douglas Fir-Larch(North) Wood Grade : No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 30.58 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.070, L=0,420 klft,Trlb=1.0 ft Design Summary Max fb/Fb Ratio = 0.838. 1 otc.o7o�Lio,42o1 fb:Actual : 733.61 p p `-.'" >..„:.!! .',T Y . : '•".`,xf•�-.L .. ..'_<' w = • -•. Psi at 5.500ft mS Span Fb;Allowable: 875.00 psi w. �-: - -• -- . Load Comb: +D+L+H °' '``".,,n-,. `' Max fv/FvRatio= 0.311 : 1 A fv:Actual: 52.83 psi at 0.000 ft in Span#1 11.o rt, 6x12 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W a H Downward L+Lr+S 0.153 in Downward Total 0.179 in Left Support 0.39 2.31 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 2.31 Live Load Defl Ratio 859 >360 Total Defl Ratio 737 >180 Wood Beam Design :' Deck Joists Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size ; 2x10, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species : Hem Fir(North) Wood Grade: No. 1/No.2 Fb-Tension 1000 psi Fc-Pr!! 1450 psi Fv 145 psi Ebend-xx 1600 ksi Density 28.7 pcf Fb-Compr 1000 psi Fc-Perp 405 psi Ft 575 psi Eminbend -xx 580 ksi Applied Loads IJnif Load: D=0,0150, L=0.060 klft,Trib=1.330 ft Design Summary D(0,0189511.(0.07986) Max fb/Fb Ratio = 0.354• 1 ;,,,a + _ w., fb :Actual ; 447.67 psi at 6,000 ft in Span#1 4 ._ ',1 . Fb;Allowable: 1,205.00 psi :- ` : `:10 .,._� w , . . • Load Comb: +D+L+H C� Max fv/FvRatio= 0..266: 1 fv:Actual: 38.64 psi at 5.250 ft in Span#1 6,0 n 4,0 ft, 2x10 Fv i Allowable: 145.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D 1 Li- S W E H Downward L+Lr+S 0.052 in Downward Total 0.065 in Left Support 0.03 0.13 Upward L+Lr+S -0.003 in Upward Total -0.004 in Right Support 0.17 0.67 Live Load Defl Ratio 1838 >360 Total Defl Ratio 1470 >180 Michael L.Schemmer,P.E, Project Title: Lopez Plan , 2032 N Avenue,Unit A Engineer; Michael L.Schemmer,P.E. Project ID'. 2009-1035 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com Cantilevered Retaining Wall File=clUsers\Owner\DOCUME-11ENERCA-112009-1-4,E06 I ENERCALC,I NC.1993-2016,8ulld:6.16.3.4,Ver:6.16.3,4 ,;: 1/:. 0 Q: tt`;kW , • . . . . . . • .. : . ' . • . . •t " 'ees , ir; etz w` ff Qi #r-tiles Description: 6' Criteria Soil Data Calculations per AC1318.08, ACI 530.08,IBC 21109, Retained Height = 6.00 ft Allow Soil Bearing = 2,500,0 psf CBC 2010,ASCE 7-10 Wall height above soil = 0,50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflff Height of Soil over Toe = 4.00 In Toe Active Pressure - 30.0 pst/ft Water height over heel = 0.0 ft Passive Pressure - 250.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options. Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width - 0.00 ft Surcharge Over Toe = 0.0 psf ,..Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 fl Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 200.0 lbs BaseatBack o WaIJ Soil = 0.0 ft Wind on Exposed Stem = 0.0 psf at on's o#Wall Axial Live Load = 350,0 lbs p p Poisson's Ratio = 0,300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem end Stein OK Bar LapfEmb Wall Stability Ratios Design Height Above Ftg ft= 3.33 0.00 Overturning = 1,95 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.18 Ratio<1.5! Thickness in= 8.00 8.00 Rebar Size = # 5 # 5 Total Bearing Load = 2,567 lbs Rebar Spacing in= 16.00 16.00 ,..resultant ecc. = 6,98 in Rebar Placed at = Edge Edge Design Data Soli Pressure @ Toe = 1,863 psf OK fb/FB+fa/Fa = 0,029 9.326 Soil Pressure @ Heel = 0 psf 0K Total Force @ Section lbs= 199.6 1,005.3 Allowable = 2,500 psf Moment,,,,Aclual ft-I= 177.7 2,015.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,337 psf Moment Allowable ft-I= 6,186,6 6,186.6 ACI Factored @ Heel = 0 psf Shear.,,.,Actual psi= 2.7 13.5 Footing Shear @ Toe = 5.6 psi OK Shear Allowable psi= 75.0 75.0 Footling Shear @ Heel . 11.4 psi OK Wall Weight psf= 100,0 100.0 Allowable - 75.0 psi Rebar Depth 'd' In= 6.19 6.19 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 23.40 23,40 Lateral Sliding Force = 830.8 lbs Lap splice if below in= 23.40 3.78 less 100%Passive Force = - 97,2 lbs Hook embed into footing in= 23.40 3,78 less 100%Friction Force = - 886,0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK f'c psi= 2,500.0 2,500.0 .,,.for 1 5:1 Stability - 262,4 lbs NG Fy psi= 24,000.0 20,000,0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 i Michael L.Schemmer,RE. Project Title: #w Lopez Plan 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Protect ID: 2009-1035 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe,structures@yahoo.com Cantilevered Retaining Wall Fire=c:iUserslOener\DOCUME-1IENERCA-112009-1-4.EC6 ENERCALC,INC.1963-201G,Build:6.16.3,4,Ver:6.16.3 4 t o ,l*. 04206014'4 5 .. •� . � . .• Ll,mg1l.Ae'.!viVt)0hae.t:f,',aollgrp rvit 4 Description: 6' Footing Dimensions&Strengths Footing Design Results � Toe Width = 1.00 ft Toe Heel Heel Width = __.___.2 0_0 Factored Pressure = 2,337 0 psf Total Footing Width = 3.00 Mu' :Upward = 1,027 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 112 864 ft-lb Mu: Design = 915 864 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 5.65 11,37 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0,00 ft Toe Reinforcing = None Speed fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = 4 4 @ 18.00 in Footing Concrete Density = 150,00 pcf Key Reinforcing = None Spec'd Min.As% - 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Blm,= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 857.5 2,33 2,000.8 Soil Over Heel = 880.0 2.33 2,053.3 Surcharge over Heel = Sloped Soil Over Heel - Toe Active Pressure = -26.7 0.44 -11.9 Surcharge Over Hee} w Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem - 200.0 1.33 266.7 Added Lateral Load - *Axial Live Load on Stem = 350,0 1.33 466.7 Load @ Stem Above Soil = Soil Over Toe = 36,7 0.50 18.3 Surcharge Over Toe = Stem Weights) = 650.0 1,33 866,7 Earth @ Stem Transitions = Total = 830,8 O.T.M. = 1,989,0 Footing Weight = 450.0 1,50 675,0 Resisting/Overturning Ratio = 1.95 Key Weight = Vertical Loads used for Soil Pressure= 2,566.7 lbs Vert.Component = Total= 2,216.7 lbs R,M.= 3,880.0 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation, a d 1 4 y* TZ kit.-- i7 C.—VA:"( L L 1/LIP 1. L (_.'i1 ( c.4 F`L..(c yu'- `yi-It::-t (E . KV, ,. 9 ‘,7 V -FALLE-) 1+ I i= r« n2' `ti. - tiL..j' '. 0 Fit Pam ., ._ 1 2y, —Ft P,PLIj 1?4.^, I2.4-2 r c, - -: w r ,,.-i ,\ r t" It' Cc —7 a)c ',- c' = .t:/1,?1,1.,1 i\J L 0‘ 'It. . tj' )irEi �:�:,,� T - r f , ii lA 1 .0 i fidfiLTAU I,.0 j=--C.t_': Ft) - ._ i .-2 .m, il tfv ;' )41 40A-, a V 2L1- . 4 1 , 4), I 0 407-fie ®° i WiNd Cal - '$ 14 L.4 Gv't_':_ C C .. , l`{J �C.9 kY ® e ,-m a ___ o ...\„„( 5 /i 1fri i ( ) ti t)/4,1q•ci 0,, „_......_..__ . . ..._ , ... ___........_....._..._.__. _. .. ._. _ ,- (4):4U-Hi .q, • • •. ,,,,i-A9.trtlikl,:,, e..;(0-•e:e.‘:--),.._ a c:-...e...,n-L-Tr "5:;--..-'7.-.. 1 ./ / , I 1 . i 1 , 1 1 II ; , ! \\ / \,,,i .._.® . ,. . _,.' ' Ov ., , ,1 i!.4 -2. - i- t ./ ,,,, ,,..... ,,r1 • ,,„, 1, \ ! / • im6.re:_tyi. 0'•":' '.‘''.:'" • \ .f,,,. t 1 0 r i _ti . ......•i ....- ..., • v.( .9,:. .! • -,,•.. ti , . /." 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I 2 r I 1 `P = It r) 1 2 � (' _ r 'p C ,fie oil N s'- i Patio d r� Fu w'e Bedr om �> 3m m 1 i — 2. •r ;/' _ 1 It .2> Unfinished Basement _4- 6 , Temporary Wall zn I i f 1 -", 1 r ( 6 I6N 1 ) e 'I- ' _--- 11) Unfinish d Storage/Nlech ram V __ `Structural Note: 11 7/ "TJI / 110 @16"o/c w/314"T&G Sheathi Glued and Nailed o -- w/8d @ 6" o/c Panel dge, 8d @ 10" Field ' - b I I 1 1v -- ' _ __ ____ mo.. 1 ' ' 1 y --Provide Floor Drain f r HWT / 3'-5 112' _ II 0ID3 V' r-• _- -.-� J 01 I 1U ,ip3; b` �� 1- --- - . _—_ I� _,/__ __, II I re> _- _ 13-0 _.p _a_-p.. 9 !Y Q Foundation for Gar ge Vk" -1.a t /1tc, ( ( i r. Above (-31-0'from Main Floor) 1 Vt t I)I/ `z c- �, V,I ' 7 61 C );:i4,0 (., , / 0 I OLower Floor L 1/4"=1'-0" 4.11 . . z., IViicHAAL L SCHEivilVIE n?9 IRE. . _........ _....._.. ...... • . . . . . • . 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Box 547 Anacortes, WA 98221 -Street Address: 904 6th Street Phone: (360) 293-1901 Fax: (360) 293-1938 SITE ADDRESS: 1 Ie-L the ' / 4/Aie4,E' 5 CONTRACTOR f Applicant PROJECT DESCRIPTION Name S , V Address zeig, Li/# City/State/Zip 4/ L2 F5i741DIZZL Phone p0 • f ,FAX State License# krefe gysL- Exp 6(z- (1.? PARCEL NUMBER City of Anacortes Business License: o Yes o No / / PROPERTY OWNER Gf'Applicant LEGAL DESCRIPTION Name / D 1' e Address City/State/Zip PROJECT VALUATION Phone FAX 9/ re) Number of Dwelling U�ts E-Mail Address Number of Stories Building Area: 0 Architect 0 Designer (Engineer g Applicant 1st Floor erVire, s.f. 2nd Floor s.f. Name ,+ ( deiirLLet 3rd Floor _ s.f. Basement /4f5S. s.f. Address Garage s.f Carport s.f. / City/State/Zip AA.J/ /Q Deck ( ! s.f Lot Area zs s.f. Phone FAX E-mail Address CONTACT Applicant LENDER LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name IN VALUATION PER RCW. Address Name City/State/Zip Address Phone FAX City/State/Zip E-mail Address Phone No. APPENDIX D- SMALL PARCEL STORM WATER PLAN AUGUST 2014 City of Anacortes Public Works Department\Building Department Small Parcel Storm Water Plan Section 13.36.100 Chapter 13.36 Drainage Requirements and Regulations Project Name: 4916 Channel Marker Lane Owner: Portalis LLC 4819 Portalis Way Anacortes, WA 98221 Site Address: 4916 Channel Marker Lane Parcel Number: P122164 Prepared By: Portalis LLC, (360) 202-6145 The Small Parcel Storm Water Plan needs to be submitted with the Building permit. To assist City Staff in reviewing your plans, please include any notes or comments you may have regarding individual requirements as they may pertain to this development. 1 SPSP No. 1 --Construction Access Route. a. Construction vehicle access shall be limited to one route, unless approved by the official. There will be only one access route to the construction site. b A gravel construction driveway shall be installed which will remove as much mud and dirt from the vehicles as possible prior to entering the public roadway The effectiveness and efficiency of the removal shall be to the satisfaction of the official Gravel base material will be installed for access to the building and on the driveway to prevent tracking mud and soil to the private lane and public streets The gravel will serve as a base for the future concrete driveway. c. If conditions are such that an insufficient amount of material is removed from the tires by contact with the aggregate, the tires shall be washed prior to entering the public right-of-way. The water from this process shall be directed to a sedimentation pond or other appropriate sediment-trapping BMP for treatment prior to release to the public storm water system. Noted d. The entrance shall be maintained in a condition that shall prevent the tracking or flow of mud onto the public right-of-way. Periodic maintenance of the entrance, including the removal and replacement of aggregate, and cleaning and/or repair of sediment-trapping devices shall be performed as conditions dictate or as directed by the official. APPENDIX D: SD-02 APPENDIX D - SMALL PARCEL STORM WATER PLAN AUGUST 2014 Noted. Sediment trapping devices will be installed if necessary. e. Sediment tracked onto the public roadways shall be cleaned on at least a daily basis. Noted. 2 SPSP No. 2 -- Stabilization of Denuded Areas.All exposed soils shall be prevented from moving off-site or into natural or artificial drainage systems through suitable application of BMP's, including but not limited to sod or other vegetation, plastic covering, mulching, or application of ground base on areas to be paved. Gravel base will be applied to areas to be paved. Silt fencing and swales will be applied as necessary to prevent erosion off site. 3. SPSP No. 3 -- Protection of Adjacent Properties.Adjacent properties shall be protected from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these measures and other appropriate BMP's. a. Surrounding properties shall be protected from storm water runoff from the development This shall be accomplished by constructing private drain lines on the perimeter of the development and discharging the storm runoff into a public storm sewer system. Open space tracts and buffers shall not be used for this purpose, unless otherwise approved. Private drain lines shall be contained in private drainage easements with appropriate statements placed on approving documents. Properties to the west and east belong to the owner. Property to the north is vegetated and stabilized with grass and is not adjoining any wetlands, streams or other public waters. The site slopes toward the lane on the south side which will be protected from runoff by gravel base on the driveway, silt fencing around stockpiles and swales to direct the water away from the lane as necessary. b. Drainage conveyance shall be provided to all impervious areas of the development Each lot or other developed area shall be provided with direct connection to the main public storm water conveyance system; sidewalk drains will only be allowed with approval of the official. Adequate provisions, to the satisfaction of the official, must be provided for directing storm water runoff away from all neighboring lots. This may be accomplished by providing private drainage easements on common lot lines and/or construction of drainage swales, curtain drains or perforated pipe and connecting to the public storm conveyance system. All storm water from impervious areas will be directed to the public storm water sewer system. No neighboring lots will be affected by runoff c. Verification shall be provided to the city engineer that the as-built detention / retention facility is in compliance with the project requirements. APPENDIX D: SD-02 APPENDIX D - SMALL PARCEL STORM WATER PLAN AUGUST 2014 See Portalis final plat approval for verification. d. All site-generated storm runoff shall be directly conveyed to a public storm conveyance system, unless otherwise approved by the official. Easements and/or hold-harmless agreements shall be obtained from affected property owners to allow passage of all site-generated storm runoff that is not directly conveyed to a contiguous public storm conveyance system. No applicable. e. Adjacent properties shall be protected from sediment deposition by appropriate BMP's including, but not limited to, vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these and other appropriate measures. Not applicable. 4. SPSP No. 4-- Maintenance.All erosion and sediment control BMP's shall be inspected and maintained regularly by the developer to ensure continued performance of their intended function. Noted. 5. SPSP No. 5 -- Other BMP's. Other appropriate BMP's to mitigate the effects of increased runoff or inadequacy of already installed BMP's shall be applied as required or ordered by the official. Noted. 6. SPSP No. 6 -- Financial Liability. Performance bonding, or other appropriate instruments, may be required for all projects to ensure compliance with the approved small parcel storm water plan. (Ord. 2441 § 10, 1997) Not applicable. APPENDIX D: SD-02 77 geWe{willbetatckgerL-n Saristary Cbannet M Mangold on PftOPERn'LINK *CONNECT Down Y g5.40' • *Force Main--- --- 8^pvCSD ANS *Silt Fence as Required.-- _ �T--- -••—_, *Pump P DECK l I size&location / T.B.D-) l I I 1 , i I i t H. t F I I / Ip----1 I� i ,p, Lino of Exterior Walls Below- NCO I c PROPOSED 6 oo I po RESIDENCE p I I I ti • AfDZZ 11 Qgi= 0 /0 �mO ..¢0 ti. .....;•_•0.: ;/ ...n i. GARAGE iNzz , I 9 <. o,:f m 4916 Channel Marker Lane zmZ Landscape Plan 1.,., U= l°t a` `. -- 4 2 "FRONT yAR _., Typical Portal's Landscape o l- '�'� - _. _ \- w :.... L'ITBAC K Includes: .0 w m 0. l Lawn D i,_ - Trees(strategically placed) w V-.' . .---• -- ' •-..-----...--•• • 1 Planting beds a co Shrubs/flowers w ;_ , .CONGb( IVE1NAY- :. ' Rock/Boulders p ;� y P Cobble • • Mulch I '�— • II: 43. 0' Hedging I Channel ker � ,. Irrigated I Mar Ln Gravel Base&314"RacR#o be Installed on commencement of Construction MICHAEL L. SCHEM MIER, P.E. March 16, 2016 Don Measamer City of Anacortes Building Official P.O. Box 547 Anacortes, WA 98221 Re: Lopez Plan Portalis Subdivision Anacortes, WA Dear Don: I have reviewed the plans for the above referenced project. The plans conform to "Structural Calculations for Lopez Plan Portalis" dated August 17, 2009;revised March 16, 2016. Please call with any questions or concerns. Sincerely,i/// / ) 1/ //'1 / .4i!J%V . Michael L. Schermer,P.P. „ . .mot-k' �,-, 0,-`,�`' L. S CH`r� • .-VA. A 'teP,x \''' .,,.. - 41(,\ ,,, 4\.A`. ' f' iv Michael L. Schemmer, P.E. S` � NAL0 <, �i 2032 N Avenue, #A Anacortes,WA 98221 (360) 941-1607 mispe.structures@yahoo.corn a ' St BC,VITSJ6 Z NI 259,.E .I aa��� No. Descdpligl• Gala 1. aP BUILDING PERMIT Feb 28 2n16 1� ~ PFtOPERN LINE "CONNECT Downspouts to 8" PVC SD 45.401 8,,Pv0 SD 9 m' di DECK \- 1 \ I _ l Jil. Line o1 Extorter Walls Below N I 1 / Un PROPOSED Co y/ 9/fl/� cQ cciRESIDENCE p W w.� 6 L I zZz O W a9r i CC /0 lii2 W W (239 I-U6i WT I go adc5 W 0p -:.n' GARAGE ow9 CO ¢� ''Z' E U Zo }} yF_-il 'r+' ; U L _ "LOPEZ" LOT 9 �- .: 20 '0 a` -- ^�' ._ OyFROLr YARD SErggLK Owner: Portal's LLC o - ' --____ I Project Address:4916 Channel Marker Ln,Anacortes WA 98221 POrt&IIS (9, mco Tax Parcel(Property ID Number): P122164 W.D Zone:As Per City of Anacortes W • • Project New Single Family Residence Condominium cc Domestic Water City of Anacortes w CONS D{4IVEVIfRY Sewer:Municipal Site F- Access: New Driveway to Channel Marker Lane jtg �J- • AREAS: n LOT SIZE:6235sf Lower Floor 1455sf unfinished 43, Main Floor 1490sf Date Feb 26 2016 20`.; Channel Marker Ln - l Garage:495sf Draw by M� �_ Prefect N°. 1618 h Lot Coverage:31.8% scale 3116^=r-o^ Al aP 1 eik 4 3e¢3 ,St.Vwea HC,VIT�MOF 2S0.303.3000 www.1uo2ncn No. Deartplion Dale BP BUILDING PERMIT P 0262016 ]7-0' 01 Y-ff ICY-3 1 10'-3' Mel I I I 36'-0- 16 a a y _.. M z. ,..p!.: y..0a' - 9'-0' 3s'--Ba'• e' 3s--0a'' a'-1- reeT-Co. --__r ! '- " • a'-0' 3'-a S- 3-0' b� L ;g� � a s-n s'-o• _ ___, pt2irOFn.:roicR 0I 2CI b 0041e.1ois1 Below I- • " Wall Abo00�� - '- . _:I• `F/ ( '{-1��1`- '�i B Shear W L D Mil., .5 .._ PT2"x10"DF/125 o Ledger wr2 Rows, _ COVere ' 1/2"Lag bolts _ @ 16"0/C r'.k. ..Patio ' ,. a L T Staggered E-z UV 71 — - — — - — - — _ - — - — ® k ~"� Bedroom 0 4x10"Beam 1 �`a 'C> 3'y Typ. I II Basement rhv(4)#4 Each Way Typ. , •-6 y ,a' 18"xe"Deep Sldp Footing 9 Temporary Wall&Door — � ch"rt31#4Cont. 24'-10• 1 s-o- /� in t, 0- • Ca) ew -6'-]1Ia 3'193/4---T N I 4x10" are v �/� l3 4•.3'� 4'-3• /'-3' • _� _ _ Y_�y / m -m y y 14"TJI 230 019,2"O!C 3'-0' 6- �r L t•-. nn. O 4./..61 ✓ Rough In foN o x I Q � L �llttarg_Batl4Lgon: zk2`x8" _ -CA r. �.m� I r- i F s 3 sf l B'+5v� - I C c(w(3)#4 Each Way Typ. I Storage/Mech nI ii O b I I 1�_ _ T- ,� T ]'-e• 6'-81R 1`-6" w uctural Note: 14"TJI 230 - / N "° • + '— 1 b 3/4"T&G S eathing Glued and Nailed -.--- 1""TJIz30 16"IC I — .= - — - —i a Q w/8d @ s"o/c nel Edge,8d © 10"Field . a..p 4x10"Beam�� - -•—,. I 1 _-__• • }--a•-6�-} la-su.- - • 02 2 0'I T Footing- -0110 • W Steps up to rovide Floor Drain for HWT I • -1'4"Below A. D ,"3 .10) Lower Floor i • b �b `r g-sKtl_�SVA-2eo7�n.{r r 3..Er 6\\.-:\- \ • 1 a • I ' Indicates Pony Wall . .. - ---_ .. . •.. O ShealhIng(Sea n6YelnIne Wall Delon)TyP.-- O FOundaiion 1._._..-._ - _ - - .. 1/4"=ion 3-0- 8'-0' 1/-0• r Ir-0• T T- P Foundation for Garage- Above(-3'-0"from Main Floor) b "LOPEZ" LOT 9 Portalis ":› - _I Foundation As 0Lower Floor Lower Floor 114"=I-Q LOWER UNFINISHED FLOOR AREA=1455sf ® Dale Feb 26 2016 111 Drawn by ML Project No. 1618 • Scale A 1/4"=1'-0" .- ' `2 BP t • • 390J Slaf Si.Vemai BC,VIT 316 36d.503.3000 avr Jana.. ` AA No. Descrplion Date OP BUILDING PERMIT CIO 262016 42'-0•}T V•0- yT 16'-2" • - 12'-d, e�-0- �sa21 *-o: 15-7. 25,=�1172'-9'41R';::• 4 _- 3- - '� .•• .. • P �/ 1.6 If2'2'-6' '-0" 5•0' 1'-0' 2'-fi" 2'-011`$ •-----+ 6'-C. flU6Oç4 \ O •• - m I y -- h P.211i4 / 11 Q Y .---. `bey-'-� e --- - '14x1-1' MASTER o l• srlr slsr m�_� 1 13'6"x14' bra - - -- N • m N C ' Living Room y IN 16 b i 5'r16'6 1 N b•b I. fining Ro -I -\:„., ' ' _. "-5• .44 byT— .-�-910'Ix1 i' - ® 1 7 4 6' Cl - I Qt6..3. t ' � -- _.] ---'1 •'S -. '.I • 4 2'•e' ii, r 6. '-- I s� a N A6L I — 2.412' / I -*-1,:.' ' 1 1 i--i r , r- bly( • Q ��`-- �w w i A I _..m b ` . .. I- i-.�.:- .- ... Kitchen �� ' 4 Q Q_ „ „ I LINE O. EXTERIORLOW b _ WALLS BELOW 15'6"x9' 4'-0' ._ I ' , I y �-8' A'-B'i II (q A4 — - - _ -- REF- 4 ® TYPICAL'{ 0 O I _1_6_ �� -- _ b INTERIOR -9 77LL r III rr WALL j, Desk/She1v1R�- 1 J_ m •z''0' U.N.O. - - -- pry r-a+'= y5 va•= { } + ' sn ._ - �-- — --- (1,.. S'-0• 7"8' alai �/ b 6'-3314' �_ 5'-IO t�$• 1 7'•912' m 21 C III'I II 7 e• __ i Lg m b P. �'.a17r r-arz'� a alln 22 L 1 r ••0' 5.•a'0 III /m I I 1 5�-d. b t✓.1. t 0 Q ® T.R.Y.'.'PNh4YA" Td'SY.:...616J:A5Vr:LY r... / C BEDROOM sQ . Q® Q _ s/,2. 12'x10' - 1 ,. .� _ .. .. . 1 Attc Access uP 2 R.-0 B" - .. .-- b 3' 0' 3 0' I !� 1, I JV 0- _ 4'- O d� 1 m 617;' Q Q _1. T I P- Garage • 22'x21'6" P ni SNEARWALLSCHEDULE b 31 MARK SNPATHING HAILINO TOPPL CQNN. BOLE 4LFONN. NOTES 5'!l2' S'/12' O226"6.404 oee 111 Ponce EeNCR-4PNL Eoo Es LTPegle'ac I]116cg1]- 1,;E,e - /� ItlQ1Y0.C.FSEL➢ AU, �/•-616-CDX OR 060 Ill FACE togIO.c.PAL 606E9 LR42060.6. (1}ISCNO ],],e,e 1 6G1A13-6.6.412LO O.G. O /,. 6CR6HBp1fFW Fe,,,roGPRL606r4 LRSg11roF, aCaH11i® 2'.d "LOPEZ'' LOT 9 E0111•0.C.Rau) •aro.6. f t ' Portalis } 1. ALL>E.�R6gw.LL=TOOSreps0U.R.e. r----� -il P L BLOCK ALL PANEL FAO Ea ---- --_ - __._. _--_ _ --- _ ....___ - N ` I �+I !. PlA CENOMINAL]a FEOAIRO AT Aa41TiNO PML EEOFS R£CN056 EASE AANNO sill b _ t l --- • 1 711, A\ - - - - - y Tf a PRowoEle Blu PLATE - -- -- ,--_ -- 4 3'•0' 1 I. OFFSET PANEL[ocPs `^ 2 T Bi d, 2 \ 6. PROVAOE Cr AS.la46-O,c.A.11.4]t]"P41 E MORON,ORPIlee®4"46E, P. PROVIDE Ilt AB.Q 1."O.c.w1R-e]l1"PLATE WAAHER&,nR 3'-9' • 9'•IT • 6'-0• Q 22'-0- Q y. BVHOENALLBE�AceC Na1OOREMA L./0'C HERE 1 f ( ,,, 0 11/4"Peak A5 HOLDOVERS: AS 2 14._,,D Main Floor/ Roof Plan Mein Floor O Msres% \'J 114"-V-0" MAIN FLOOR AREA= 1490sf CA MBTCACCA A, GARAGE AREA=495sf O No"z-6O316 WI SSTe22 81Or wens OR STNO101BTHQ1410 Date Fob 26 2016 Drawn by ML R Project No. 1618 c Scale 1/4'=1'-0" e A3 Ai.