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Permit File 4938 Portalis Way (2)
.0 Y Off.. City of Anacortes Invoice/Permit#: BLD-2016-1348 904 6th Street Applied date: 06/20/2016 `'V +' P.O.Box 547.j Issue date: 09/13/2016 i�'' J Anacortes, WA 98221-0547 Expire date: 03/12/2018 '? ` Ir " (360) 293-1901 •,-.o Job Address: 4938 PORTALIS WAY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: East unit of new duplex building. 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-2 Plan Review Deposit 200.00 Use Zone CM-PUD Building Permit Fee 1,906.55 Basement Square Footage 1000 Plan Review Fee 1,039.26 1st Floor Square Footage 1140 Mechanical Permit Fees 129.15 Garage Square Footage 420 Plumbing Permit Fee 125.00 Deck Square Footage 144 State Building Code Fee 4.50 Building Valuation 262152 Sewer Inspection Fee 50.00 # Forced Air Furnace<=1,000 1 Storm Drain GFC-Residential 1,408.06 #of Bathtubs 1 Sewer GFC-Residential 8,987.40 #of Clothes Dryers 1 Park Impact Fee 615.00 #of Clothes Washers 1 Traffic Impact Fee 900.00 #of Dishwashers 1 Total Calculated: 15,364.92 #of Gas Fireplace 1 Deposits/Receipts: 0.00 #of Gas Piping 1 #of Gas Water Heaters 1 Total Due: 15,364.92 #of Water Piping 1 #of Hose Bibbs 2 _I -,I -„ . ,,11 -_, -r, #of Kitchen Sinks 1 a -; C:: - "` 'w' #of Lavatories 4 Z" I ;t, -.1 •-'. #of Range Hoods 1 1 -, .W , jl #of Showers 1 r_ I -1 #of Ventilation Fans 6 :Iy- :•a -•I •1-4: :a #of Water Closets 3 .+ µ -•, c,. V 5 ; :Pi:. 1 a '-. r * n :71 , , H- rE. I'{ THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN3180 DAYS, Ol CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK I. COMMENCED:. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, ,THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATEAOh' LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. ;i I` 4.... I sl '1 SIGNAT E OF OWNER OR AUTHORIZED AGENT ISS ED BY .. L. ,:a ''" 4- G1T Y ©4e, 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: 4938 Portalis Way Owner: Portalis LLC Constructed by: Portalis LLC Building Permit#: BLD-2016-1348 Date issued: Sept 13,2016 Use Zone: CM Dated: Sept 12th,2018 Authorizing Official: _r-c, INSTALLED INSULATION CERTIFICATE ENERAL PLUS Insulation, LLC ''Proridiv Enerr•EJjicienci'And Great Corrlin!lor Your Name" 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- 38 Address: 4938 Portalis Way,Anacortes,WA Certify by f. ":j /f Lot#: Date Installed: March 30,2018 Title General Manager 1T Y.. O .. City of Anacortes Invoice/Permit#: BLD-2016-1349 904 6th Street 'i: Applied date: 06/20/2016 P.O.Box 547 Issue date: 09/13/2016 '' 0. Anacortes, WA 98221-0547 Expire date: 03/12/2018 ,1 :n (360) 293 1901 Job Address: 4940 PORTALIS WAY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: West unit of new duplex building. 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-2 Plan Review Deposit 200.00 Use Zone CM-PUD Building Permit Fee 1,906.55 Basement Square Footage 1000 Plan Review Fee 1,039.26 1st Floor Square Footage 1140 Mechanical Permit Fees 129.15 Garage Square Footage 420 Plumbing Permit Fee 125.00 Deck Square Footage 144 State Building Code Fee 4.50 Building Valuation 262152 Sewer Inspection Fee 50.00 # Forced Air Furnace<=1,000 1 Storm Drain GFC-Residential 1,408.06 #of Bathtubs 1 Sewer GFC-Residential 8,987.40 #of Clothes Dryers 1 Park Impact Fee 615.00 Traffic #of Clothes Washers 1 Impact Fee 900.00 #of Dishwashers 1 Total Calculated: 15,364.92 #of Gas Fireplace 1 Deposits/Receipts: 0.00 #of Gas Piping 1 #of Gas Water Heaters 1 Total Due: 15,364.92 #of Water Piping 1 of Hose Bibbs ::F •--1 7.1 :o 0) C' m •1 - .1, •a — •t. #of Kitchen Sinks 1 11 "' ". Y —r 7.1 j A) p,, #of Lavatories 4 it T. -� i J -r #of Range Hoods 1 1 -1- -`7.2 . �, #of Showers 1 ;4, 1 w #of Ventilation Fans 6 " , L. ',.a al A #of Water Closets 3 4 '` �t ...1 FF• i -- T, µ. 1. J -- FF FF• T 11 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, Cfit2 IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCEq. -'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 ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR':'NOT,:':TIE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY O,TIIER;STAT ;Q LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. ::, .I' ,. a:, w :+1 SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED 1 1. -I.. i INSTALLED INSULATION CERTIFICATE *NERAL PLUS Insulation,LLC "Pr oo[ding Energ?.Efficiency d,,d Great Co,nf,,E Fur 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- 38 Address: 4940 Portalis Way,Anacortes,WA Certify by (Jr, " '7 Lot#: Date Installed: November 21,2017 Title General Manager ANACORTES PUBLIC WORKS DEPARTMENT 1 ct ,4., Steven Lange, Project Manager ;. �._`A.; P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 v ,, 4 E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 1cog'1 Memo Date: July 5,2016 To: Paul Ingalls, Plans Examiner From: Steven Lange for Jim Baldwin 31rnilli �w�►�.: Subject: Site Plan Review for 4918 to 4940 Portalis Way cc: Eric Shjarback, Jim Baldwin The submitted site plan for above referenced addresses was reviewed by the Public Works Engineering Department on July 1, 2016. The following comments are provided: • The Site Plan and Small Parcel Storm Water Plan are incomplete for the building • permit application. The site plan needs to match the Small Parcel Storm Water Plan. Utilize the checklist to develop the Site Plan and Erosion\Sediment Control Plan. Plan should show the following, but not limited to: • Show easements • Elevations • Silt fence locations and detail. • Storm drainage system and connections • Sewer connections. • Proposed Retaining Wall appears to be higher than 4-feet, based on the submitted elevations. See STR-20 Retaining Walls and Rockeries in the current Engineering Development Standards for additional requirements. P/a Ai reotr .ec40 eo t i 49(;-{e e 3"\-- I\e-H-..e..-e-, 1 0 he ?//:9llcz Ar 4�'a 4 G 4, 1,, • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation • Equipment • Capital Projects • Development Services Qv�. t v O AA NACORTES PUBLIC WORKS DEPARTMENT�' __ '{ STEVEN LANGE,Project Manager P.O.BOX 547,ANACORTES,WA 98221 Cell:(360)661.3468 4 cpo. E-MAIL:stevel@cityofanacortes.org 10:_it rn Patel - 5ubjeth 1�0, _..<<s `�a- . ._ _1 PW#1 -- --, - , —__t. ice. ... ; -- — �� - 4.mt_.„„ I , �I, t .. ��___ 1 1 i I 5 tjP- 1 in i '•r'. -- , • I E_..- € 1 - --- € i r I e 1 16 ,, r ( L. - f ur 1 + 1 , //::: , i , I. , i : C; , � I t. ® &' • Water • Wastewater • Streets ® Storm Drain4 i le aste • Transportation and Equipment\• Capital Proj-,f:, • Dev IopmentServi s '1 j• `E/ '-• r \ — swvv V el ILU1I LI L J•LL rivl l_i V 1!O!-_J' a multimedia.3m.com 1 vnvw.3M.com/firestop 1-800-328-1687 Metallic Pipes • Gypsum • 3 of 3 Through Penetrations Applicators and Specifiers Guide System No.W-L-1001l / June 15,2005 i� C g (Sec3) OCT 7 2011 ° F Ratings— 1,2,3 and 4 Hr Items 2 and T Ratings—0, 1,2,3,and 4 Hr(See Item 3) al L Rating At Ambient—less than 1 CFM/sq ft j 0 - L Rating At 400 F—less than 1 CFM/sq ft CITY N Cl. • Y = O 1-0---AED © 1- 40 .:::r N''''':..i.i:_ :..--, r am /� . 0 7 .�n,. 1—..--A as 411) 2 SECTION A-A U) 1. Wall Assembly—The 1,2,3 or 4 hr fire-rated gypsum wallboard/stud wall assembly shall be constructed of the materials and in the •-- manner described in the individual U300 or U400 Series Wall or Partition Designs in the UL Fire Resistance Directory and shall include the �N following construction features: A. Studs—Wall framing may consist of eitherwood studs(max 2 lir fire rated assemblies)or steel channel studs.Wood studs to consist of 0 nom 2 by 4 in.(51 by 102 nun)lumber spaced 16 in.(406 mm)OC with nom 2 by 4 in.(51 by 102 mm)lumber end plates and cross 00 braces.Steel studs to be min 3-5/8 in.(92 mm)wide by 1-3/8 in.(35 mm)deep channels spaced max 24 in.(610 tnm)OC. 1-- B. Gypsum Board*—Nom 1/2 or 5/8 in.(13 or 16 mm)thick,4 ft.(122 cm)wide with square or tapered edges.The gypsum wallboard type,thickness,number of layers,fastener type and sheet orientation shall be as specified in the individual U300 or U400 Series Design . in the UL Fire Resistance Directory.Max diam of opening is 26 in.(660 mm). 2. Through Penetrant—One metallic pipe,conduit or tubing installed either concentrically or eccentrically within the firestop system.The annular space between pipe,conduit or tubing and periphery of opening shall be nun of 0 in.(0 mm)(point contact)to max 2 in.(51 mm). Pipe,conduit or tubing to be rigidly supported on both sides of wall assembly.The following types and sizes of metallic pipes,conduits or tubing may be used: A. Steel Pipe—Nom 24 in.(610 mm)diam(or smaller)Schedule 10(or heavier)steel pipe. B. Iron Pipe—Nom 24 in.(610 mm)diam(or smaller)service weight(or heavier)cast iron soil pipe,nom 12 in.(305 mm)diam(or smaller)or Class 50(or heavier)ductile iron pressure pipe. C. Conduit—Nom 6 in.(152 mm)diam(or smaller)steel conduit or nom 4 in.(102 mm)diam(or smaller)steel electrical metallic tubing UU) D. Copper Tubing—Nom 6 in.(152 mm)diam(or smaller)Type L(or heavier)copper tubing Q E. Copper Pipe—Nom 6 in.(152 mm)diarn(or smaller)Regular(or heavier)copper pipe. CD F. Through Penetrating Product*—Flexible Metal Piping—The following types of steel flexible metal gas piping may be used: 1. Nom 2 in.(51 nun)diarn(or smaller)steel flexible metal gas piping.Plastic covering on piping may or may not be removed on both sides of floor or wall assembly. OMEGA FLEX INC 2. Nom 1 in.(25 nun)diam(or smaller)steel flexible metal gas piping.Plastic covering on piping may or may not be removed on both sides of floor or wall assembly. TITEFLEX CORP A BUNDY CO 3. Nom 1 in.(25 min)diam(or smaller)steel flexible metal gas piping.Plastic covering on piping may or may not be removed on both mil sides of floor or wall assembly. WARD MFG INC System No. W-L-1001 continued 3. Fill,Void or Cavity Material*—Caulk or Sealant—Min 5/8. 1-1/4,1-7/8 and 2-1/2 in. (16,32,48 and 64 mm)thickness of caulk for 1,2, 3 and 4 hr rated assemblies,respectively,applied within annulus,flush with both surfaces of wall.Min 1/4 in.(6 mm)diam bead of caulk (0 applied to gypsum board/penetrant interface at point contact location on both sides of wall.The hourly F Rating of the firestop system is D.' dependent upon the hourly fire rating of the wall assembly in which it is installed,as shown in the following table.The hourly T Rating of the 7.3 firestop system is dependent upon the type or size of the pipe or conduit and the hourly fire rating of the wall assembly in which it is installed, CD as tabulated below: Max Pipe or Conduit F Rating T Rating Diam In. (mm) Hr Hr 1 (25) 1 or 2 0+, 1 or 2 1 (25) 3 or 4 3 or 4 4(102) l or 2 0 6(152) 3 or 4 0 12(305) l or 2 0 +When copper pipe is used,T Rating is 0 hr. 3M COMPANY—CP 25 WB+caulk or FB-3000 WT sealant, tD *Beating the UL Classification Marking flj Reprinted from the Online Certil,cations Directory with permission from UL ©2012 UL LLC cOus C) o -. CD N O O O U) N (D C) C7 c 3M Fre Protection FYoducts Through Raretrations ors andSags aide I I n [l III..,d ILlllllll�l i llilit;l'1 I VIAL-1001 • 2 of 2 OCT 1'3 2011 CITY OF ANACORTES STRUCTURAL CALCULATIONS FOR ELEVATED GARAGE SLABS Portalis Development Anacortes, WA 2015 IBC October 24,2016 2016-1107 • Prepared By: Michael L.Schemmer,P.E. 2032 N Avenue, Unit A Anacortes,WA 98221 (360)941-1607 mispe.structures@yahoo.com .SCyF ,1 °{� MI� H d E 1• ., IL SCHEMMER, P E �'c --T 1� '%v'y rre l 1 Psi-.- . +( 1574. •y/z, V L, -Z„0 ar{3 17f= p j6, & G . . ,;i /i f4."0 i 0. �:, ea`I,s,,,cAl/.f. j��l r Woe_ /4 z.. u g9- 31f . 0:' 1-; 1---v-vc______.. .,,.,7.,-,7'.;__4.-• 12.---k_._ . . i,r :. . r/7-14r:-.7PT • , 4? ( rzrs r j I1 kk'' Michael L. Schemmer,P.E. 2032 N Avenue,Unit A Anacortes,WA 98221 (360) 941-1607 railspe.structores@yahoo,coin ®Bols :Cascade Single 1-3/4" x 9-1/2" VERSA-LAM® 2.0 2800 DF .1®Ist1J01 ` ' Dry 13 spans I No cantilevers 10/12 slope October 23, 2016 12:29:32 BC CALC®Design Report M 16 OCS I Repetitive I Glued &nailed construction Build 4516 File Name: BC CALC Project Job Name: 2016-1107 Portalis Elevated Slabs Description: Designs1J01 Address: Portalis Development Specifier: MLS City, State, Zip:Anacortes,WA 98221 Designer: MLS Customer: Portalis Company: Michael L. Schemmer, P.E. Code reports: ESR-1040 Misc: .v I y I v I v v v' »� x I i it i, v i I :wiYtNwy 'V y. �. 10I y v ,, . i / - ::. Et S ! ( 07-00-00 00 07-00-00 J1 07-00.00 BO B1 B2 B3 Total Horizontal Product Length=21-00-00 Reaction Summary(Down I Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live BO, 3-1/2" 219/24 206/0 B 1, 5-1/2" 549/0 536/0 B2, 5-1/2" 549/0 536/0 B3, 3-1/2" 219 /24 206/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft^2) L 00-00-00 21-00-00 50 53 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 4,308 ft-lbs 65.7% 100% 13 17-04-11 Neg. Moment -2,336 ft-ibs 35.6% 100% 7 07-00-00 Neg. Moment -2,336 ft-lbs 35,6% 100% 7 07-00-00 End Shear 2,573 lbs 81,4% 100% 14 15-00-04 Cont. Shear 2,878 lbs 91.1% 100% 8 05-11-12 Uplift -30 lbs n/a 100% 10 00-00-00 Uplift -30 lbs n/a 100% 10 21-00-00 Total Load Defl. L/999 (0.081") n/a n/a 13 17-06-09 Live Load Defl. L/999 (0.075") n/a n/a 27 17-06-09 Total Neg. Deft. L/999 (-0.026") n/a n/a 7 09-06-14 Max Deft. 0.081" n/a n/a 13 17-06-09 Span/Depth 8.6 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material B0 Wall/Plate 3-1/2" x 1-3/4" 2,649 lbs n/a 57.7% Unspecified B1 Beam 5-1/2"x 1-3/4" 3,500 lbs 58.2% 48.5% Douglas Fir B2 Beam 5-1/2"x 1-3/4" 3,500 lbs 58.2% 48.5% Douglas Fir B3 Wall/Plate 3-1/2"x 1-3/4" 2,649 lbs n/a 57.7% Unspecified Notes Design meets User specified (L/360)Total load deflection criteria. Design meets User specified (L/600) Live load deflection criteria. Design meets arbitrary (0.625") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8"were Ignored in the results. GF Load case was generated by Residential Garage Floor Analysis Page 1 of 2 • Ete Bois Cascade Single 1-3/4" x 9-1/2" VERSA-LAM® 2.0 2800 DF Joist1J01`) Dry 13 spans I No cantilevers 10/12 slope October 23, 2016 12:29:32 BC CALCOO Design Report 16 OCS I Repetitive I Glued &nailed construction Build 4516 File Name: BC CALC Project Job Name: 2016-1107 Portalis Elevated Slabs Description: Designs1J01 Address: Portalis Development Specifier: MLS City, State, Zip:Anacortes, WA 98221 Designer: MLS Customer: Portalis Company: Michael L. Schemmer, P.E. Code reports: ESR-1040 Misc: Garage Floor Analysis Notes Disclosure Design Passes Residential Garage Floor Analysis, for a single car garage. Completeness and accuracy of input must The following Garage Surface and Sheathing Requirements apply: be verified by anyone who would rely on 2-Layers of 23/32"thick, Exposure 1, 48/24 Rated CDX or Structural CDX sheathing. output id ence of suitpulity for particullaa r application.Output here based Joints should be staggered between layers,with both layers applied on building code-accepted design with face grain perpendicular to joists. properties and analysis methods. OR Installation of Boise Cascade engineered wod productsbe in accordance Single layer of 23/32"thick, Exposure 1, 48/24 Rated CDX or Structural CDX sheathing current Installationst Guide and appl cab eith with face grain perpendicular to joists, plus a topping building codes.To obtain Installation Guide layer of 3"concrete reinforced with 6"x 6" 10/10 wire mesh. or ask questions,please call (800)232-0788 before installation. BC CALC®,BC FRAMER®,AJSTM ALLJOIST®,BC RIM BOARDTM,BCIOO , BOISE GLULAMTM,SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Michael L.Schemmer,P.E. Project Title: Portalis Elevated Garages (..[ 1 203214 Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1107 ii • Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures©yahoo.com Ale=ca UserslOwneADOCUME-11ENERCA-1t205307-1.EC6 , Wood Beam,' ENERCALC,INC.1983.2016,Build:6.16.6.7,Ver:6,16.6.7 U, t W# KWx0.QO1O ? , "�` .'._ '.k -" as 's g,` + ' SP..AMTV r' ' M: 2 IM a . ialY! tiaetias. Ili 517fi Description: Beams CODE REFERENCES _ Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 875 psi Ebend-xx 1300ksi Fc-Pr!! 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir- Larch(North) Fc-Perp 625 psi Wood Grade ;No.2 Fv 170 psi Ft 425 psi Density 30.58 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.3710�L(0.350� � "gym_ i 6x10 6x10 6x10 Span=6.670 ft Span=6.670 ft Span=6.670 ft Applied Loads' _ Service loads entered. Load Factors will be applied for calculations. Loads on all spans,.. Uniform Load on ALL spans: D=0.3710, L=0.350 kilt DESIGN SUMMARY: ti. Maximum Bending Stress Ratio 0.576 1 Maximum Shear Stress Ratio - 0.398 : 1 Section used for this span 6x10 Section used for this span 6x19 fb:Actual _ 502.92 psi fv:Actual _ 67.71 psi FB:Allowable 875.00psi Fv:Allowable _ 170.00 psi Load Combination +D+L+H,LL Comb Run(LL*) Load Combination +D+L+H,LL Comb Run("LL) Location of maximum on span - 6.6700 Location of maximum on span - 6.670ft Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#2 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio= 3396>=600. Max Upward Transient Deflection -0.015 in Ratio= 5374>=600. Max Downward Total Deflection 0.041 in Ratio= 1958>=360. Max Upward Total Deflection -0.014 in Ratio= 5648>=360. Overall Maximum Deflections::•.. . Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Dell Location In Span +D+L+H,LL Comb Run(L'L) 1 0,0409 3.139 0.0000 1,906 +D+L+H,LL Comb Run("L') 2 0.0172 3.363 +0+L+H,LL Comb Run(L*L) -0.0121 1.906 +04.+1-i,LL Comb Run(L*L) 3 0.0406 3,587 0.0000 1.906 Michael L.Schemmer,P,E, Project Title: Portalis Elevated Garages 5 2032 Al Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Protect ID: 2016-1107- Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com File=c:\UserslOwner\DOCUME-11ENERCA-11205307-1.EC6 Wood ColumnENERCALC,INC.19832016,Build:6.16.6.7,Ver:6,16.6.7 t s l fiE l�11(a,... r"3 dalti. Maig U r 7 grate✓ y.,, -P or s`�rrry fihxiyiu snraliZO W-;,Y:s'>%1..('�O�rA75Presi• IV a£t,.i ttaiit '..si. 1_��tt'n..f�w M,:��+�,F.O.,�frJr„�. S,.yr` ��.r...,M1<<� I::sz .cnr..S _v�:,�:.StC'.7a ..rs rv�Jc.,y r��"'._ - / � Mf�.r .. ., .. r ras. Description: Posts Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.50 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch(North) . Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.250 inA2 Cf or Cv for Compression 1.0 Fb-Tension 1300 psi Fv 170 psi Ix 76.255 In"4 Cf or Cv for Tension 1.0 Fb-Compr 1300 psi Ft 675 psi ty 76.255 in"4 Cm:Wet Use Factor 1.0 Fc-Pr!! 925 psi Density 30.58 pcf Cl;Temperature Factor 1.0 Fc-Perp 625 psi Ciu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 P.11)5 1:,.:',. Basic 1600 1600 1600 ksi Use Gr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Lu for X-X Axis buckling:10 ft,K=1.0 Y-Y(depth)axis: Lu for Y-Y Axis buckling:10 ft,K.to Applied Loads Service loads entered.Load Factors wilt be applied for calculations. • Column self weight included:61,027 lbs*Dead Load Factor AXIAL LOADS... Garage Floor:Axial Load at 9,50 ft,Xecc=2.0 in,Yecc=2,0 in, D=2.720,L=2.80 k DESIGN SUMMARY • Bending & Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8005:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.09684 k Bottom along Y-Y 0.09684 k Governing NDS Forumlaip+Mxx+Myy, NDS Eq. 3.9- Top along X-X 0,09684 k Bottom along X-X 0.09684 k Location of max.above base 9.436 ft Maximum SERVICE Load Lateral Deflections. . At maximum location values are... Along Y-Y 0.07609 in at 5.547 ft above base Applied Axial 5.581 k for load combination: +D+L+H Applied Mx 0.9138 k-ft Applied My 0.9138 k-ft Along X-X 0.07609 in at 5.547 ft above base Fo:Allowable 693.68 psi for load combination:+D-i-L+x Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01883:1 Bending Compression Tension Load Combination +D+L+H Location of max.above base 9.50 ft Applied Design Shear 4.802 psi Allowable Shear 170.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.780 0.3832 PASS 9.436 ft 0,01031 PASS 9.50 ft +D+L+H 1.000 0,750 0.8005 PASS 9.436 ft 0.01883 PASS 9.50 ft +D+Lr+H 1.250 0.677 0.2753 PASS 9.436 ft 0.007424 PASS 9.50 ft +D+S+H 1.150 0,705 0.2993 PASS 9.436 ft 0.008069 PASS 9.50 ft +D+0.750Lr+0.750L+H 1.250 0.677 0.5399 PASS 9.436 ft 0.01316 PASS 9.50 ft +0+0,750L+0.750S+H 1.150 0.705 0.5868 PASS 9.436 ft 0.01430 PASS 9.50 ft +D+0,60W+H 1.600 0.585 0.2156 PASS 9.436ft 0.00580 PASS 9.50ft +D+0,70E+H 1.600 0.585 0.2156 PASS 9.436ft 0.00580 PASS 9.50 ft ,D,0.70Ot-r1-0,700L--0.400WTti 1,000 0.360 0.4233 PASS 9.436 It 0.O'1026 I'AS6 Y.bUft +0+0.750L40.750S+0.450W+hi 1.600 0.585 0.4233 PASS 9.436ft 0,01028 PASS 9.50ft +D+0.750L+0,7505+0.5250E+H 1.600 0.585 0.4233 PASS 9.436 ft 0.01028 PASS 9.50 ft -+0.60D+0.60W+0.60H 1.600 0.585 0.1224 PASS 9.43611 0.003480 PASS 9.50 fl i Michael L.Schemmer,RE. Project Title: Portaiis Elevated Garages 2032 NI'Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1107 Anacortes,WA 96221 Project Descr: SFR (360)941-1607 mispe,structures@yahoo.com VIIOOCJ Column . Fife=c:\Users1Owne1000UME--l\ENERCA-11205307-1.EC6 ENERCALC INC.1983 2016,Bulld:6.16,6.7,ver.6.16.6.7 • J 614..-M r 060101455PASMti`?%S'i..i z lk-'+`+'f i 3iZ,sFfKJ „ a -k t �� . . -,nVw if f L1GBnSe , caliUlSLriL tat 'i x Description: Posts Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0,60D+0.70E+0,60H 1.600 0.585 0.1224 PASS 9.436 ft 0.003480 PASS 9.50 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H 0,048 -0.048 k 0.048 -0,048 k 2.781 k +D+1.+H 0,097 -0.097 k 0.097 -0,097 k 5.581 k +D+Lr+H 0,048 -0.048 k 0.048 -0.048 k 2,781 k +D+S+H 0.048 -0.048 k 0.048 -0,048 k 2,781 k +D+0.750Lr+0.750L+H 0.085 -0.085 k 0.085 -0.085 k 4.881 k +D+0.750L+0.750S+H 0.085 -0,085 k 0.085 -0,085 k 4.881 k +D+0.60W+H 0.048 -0.048 k 0,048 -0.048 k 2,781 k +D+0,70E+H 0.048 -0.048 k 0.048 -0.048 k 2.781 k +0+0,750Lr+0.7501.+0,450W+H 0.085 -0,085 k 0.085 -0.085 k 4,881 k +0+0,750L+0.7505+0,450W+H 0.085 -0.085 k 0.085 -0.085 k 4,881 k +D+0.750L+0,750S+0,5250E+1-1 0.085 -0.085 k 0.085 -0,085 k 4,881 k +0.60D+0,60W+0.60H 0.029 -0,029 k 0.029 -0.029 k 1,669 k +0.60D+0,70E+0.60H 0.029 -0.029 k 0.029 -0.029 k 1.669 k D Only 0.048 -0.048 k 0.048 -0.048 k 2.781 k Lr Only k k k L Only 0.049 -0.049 k 0.049 -0.049 k 2.800 k S Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0375 In 5.547 ft 0.037 in 5.547 ft +D+L+H 0.0761 in 5.547 ft 0.076 in 5,547 ft +D+Lr+H 0.0375 in 5.547 ft 0.037 in 5.547 ft +D+S+H 0.0375 in 5.547 ft 0.037 in 5.547 ft +0+0.750Lr+0.750L+H 0.0664 in 5.547 ft 0.066 in 5.547 ft +D+0.750L+0.750S+H 0.0664 in 5.547 ft 0.066 in 5.547 ft +D+0,60W+H 0.0375 In 5.547 ft 0.037 in 5.547 ft +D+0,70E+11 0.0375 in 5.547 ft 0,037 in 5.547 ft +D+0.750Lr+0.750L+0.450W-+H 0,0664 in 5.547 ft 0,066 in 5.547 ft +D+0,750L+0.7505+0.450W+H 0.0664 in 5.547 ft 0,066 In 5.547 ft +D+0.750L+0.750S+0.5250E+H 0.0664 in 5.547 ft 0.066 in 5.547 ft +0.60D+0.60W+0.60H 0.0225 in 5.547 ft 0,022 in 5.547 ft +0,60D+0.70E+0,60H 0.0225 in 5,547 ft 0.022 in 5.547 ft D Only 0.0375 In 5.547 ft 0.037 in 5.547 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0,000 ft L Only 0.0386 in 5,547 ft 0,039 In 5.547 ft S Only 0.0000 in 0,000 ft 0,000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0,000 in 0.000 ft H Only 0.0000 in 0,000 ft 0,000 in 0.000 ft Michael L. Schemmer P.E. , Project Title: Portalis Elevated Garages 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P,E. Project ID: 2016-1107 Anacortes, WA 98221 Project Descr: SFR (360) 941-1607 mIspe.structures@yahoo.com O OCI C O�U�11 n: ' . File=c:lUsers1OwnerlDOCUME-1IENERCA-11205307-'1.EC6 :t //��.,..JJjj.;a,[(t�•(•/t r{ ,. ,,- ,,.y_�, _ „ .;,.;„:V ;},�„(,.� ,;: .,,�,, _ , r. J,,,,�.�;' - - ENERCALC,INC.1983.2016,Build:6.16.6.7,Ver:6.16.6.7 n�Y lj{.�;.I\M Y'Y`�r�•/ ,� Y'"'P'<Y.. A .•w�t�.�.'7 rr, ri .If%n'{ !.,`�,:"�Sj •..�J;i .Y.. :��.ti�f....> .SrNi. ..Sti.:..�i-'>;b'��.. y.._. T .fl. 0. i �.,s;l.XK> .. d...1 2h 1.I �-:S:01-�{•, a Gy' r t1 - t '� "°'°4, �..a, ., �.:,.,,.. 4.y .f::- 4:: ifx na er. :F fst.,�. -S:::,1: 1,:.1..'la �4 " t /'. -�:ice,--,t' " x Wx,,t(//l fY le fx . -rn.�. �; J:-. viat•-.;:z•-,i.Aw....t.240/:••.,.....tr.--:4'.]i.5 r..i.=f �7 h g�4 :S (fp}y� '`� �} t G�`�r.k_:vc�ir .:..c' r3..�};s?:rhrt�."`.Y/.!llyi.�,.rt�xx...^:�L�`,�lyS.�f„�.,�`Ys.�l,{i,!,�E��t�?L:.yV,�11Y.�.Fi..... r►STt� Description : Posts Sketches`.... Y 5.520k • ' , � oad i , r, , t ' cm N y y31�¢ �--• X tO C • lL �: -. Z 6x6 1. r x'S 5.50 in Loads are total entered value. Arrows do not reflect absolute direction. Michael L.Schemmer,P.E. Project Title: Portalis Elevated Garages f 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1107 () Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com General Footing File=c:\Users1Owner\DOCUME-itENERCA-11205307-.1.EC6 y ENERCALC INC 1983.2016,Build:6.16.{6.7,Ver:6.16.6.7 a i f�?f/xJ�ork'`.,.:.'`1s Wi>.f?-.�gY, •ytr��Z i`.n s. ,:a"Riat.�hvi "t s'� �Si�6'z` �»tii.u.}�tl�e�,''�•,.:�„�'..'.'�d 1'd.`Bi c`�'AI: Lice se,�'.?M10.A:&1;t.`t'"�$fi`..JJ. ift;}�t'`".4; �,i"C�i#.;'�zK1Afr0.6`.0:'14145 '�' ,� '�' �`" Description: Pad Footings Coale:References Calculations per ACt 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2,50 ksi Allowable Soil Bearing = 1.50 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 cp 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. = Allow press.increase per foot of depth = 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 Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thickness = 12.0 in Load location offset from footing center.,. tip' y •:,- ,,,ef s,4.7 i ex:Prll to X-X Axis = 2 in '' 45 112 = in w -, f x r Pedestal dimensions... co vi X px:parallel to X-X Axis = 5.50 in N ,: ,::,.:. a pz:parallel to Z-Z Axis 5.50 in .'5 4 Height - 2.0 in , ,L ', • iz Rebar Centerline to Edge of Concrete.., j,,,,;4-,,,,*-3 ,t c�' L tip,. N at Bottom of footing = 3.0 in 4t Re nforcirig ▪ 1'-5" 2e^BA" cn w Bars parallel to X-X Axis Number of Bars 4.0 Reinforcing Bar Size - # 4 Bars parallel to Z-Z Axiswigs Number of Bars - 4.0 l,=Reinforcing Bar Size = # 4 - - F•r _ Zr 1!,j. ::•:',+ Bandwidth Distribution Check (ACIr'f,' :`-}5�'•. `"'' "` NAImLHIIGaIl01l= r--IU7p>.- . . l *1°61 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 = 2.720 2.80 k 0B:Overburden - _-_ ksf M-xx M_xx _ . .. _ _.. k ft . .... --- k fl V x - k V-z - k Michael L.Schemmer,P.E. Project Title: Porta!is Elevated Garages CI 1 203214Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project 1D: 2016-1107 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com General Footing File=c:\Users\Owner}OOCUME-11ENERCA-11205307-1.EC6 ENERCALC,1NC.1983-2016,Build:6,16.6.7,Ver:6.16.6.7 ��5;`UwS.,4es_g /�4�+`-•'rfCr{� (Y-•yx.t - ,,ai ),rj!334Sx i�hii:°i tf,�J� E.5 `Viittr314 ,} .4x x}.? Wnj p p b. 1 d ,f� ..fC;,�.�-5-'I�.YYiVY��V�'f�fi'..?r .r(:�`H �11�flan.,�J,.t�iy,.:�74i15,.i.,'S��w"S�isFl�(^lnFE+9�Sc?��XaM1i.,�Tds'.€_.,r�2.�fl�ilvf,.4h.#'Z�ti'Sr'w�LVn�x>'�'4{Y`:4�r�iM��M$2�9�ttft�R�:ae4�5'�'`�1. '�!}��tdkS"sai i Description: Pad Footings DESIGN SUMMARY , v; Qe~Sta t]1TA'Mi;'# Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9173 Soil Bearing 1.376 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n)a Overturning-X-X 0.0 k-ft 0.0 k-fl No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning 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 0.04761 Z Flexure(+X) 0.5913 k-ft 12.418 k-ft +1,200+0.50Lr+1.60L+1.60H PASS 0.05111 Z Flexure(-X) 0.6346 k-ft 12.418 k-ft +1.200+0.50Lr+1.60L+1.60H PASS 0.05197 X Flexure(+Z) 0.6453 k-ft 12.416 k-ft +1.200+0.50Lr+1.60L+1.60H PASS 0.05197 X Flexure(-Z) 0.6453 k-ft 12.418 k-ft +1.20D+0,50Lr+1,60L+1.60H PASS 0.02639 1-way Shear(+X) 1,979 psi 75.0 psi +1.20D+0.50Lr+1,60L+1.60H PASS 0.04721 1-way Shear(-X) 3.541 psi 75,0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0,04462 1-way Shear(+Z) 3.346 psi 75,0 psi +1.20D+0.50Lr+-1.60L+1.60H PASS 0.04462 1-way Shear(-Z) 3,346 psi 75,0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.07418 2-way Punching 11.126 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H IVIIIJ11de1 L.aunemmer,ht. Project Title: t 9 2032 N Avenue,Unit A Engineer: Project ID: Anacorfes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com I'rinled:27 N0V 2013,7:10AM Cantilevered Retaining Wall File=c,\Users\MichaellDOCUME'1lENERCA--11209A8A-1.EC6 ENERC AL C,INC.1983-2013;Build:6.13.8.31,Ver.6.13.8.31 d i+'}t ' UYnt1 1�_� Wv y I SANNIMEN.. sEMOVE„3NOP" rN01 e 1G IQIil tIN D 'f' � 1 Description: 9'6"wall,4'unbalanced bacicltll Criteria Soil Data Calculations per AC1318.05, ACt 530.05,IBC 2006, Retained Height = 5.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7.05 Wall height above soil = 4.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35,0 psflft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35.0 psflft Water height over heel = 0.0 ft Passive Pressure = 389.0 psi/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance. 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 ft Axial Load Applied to Stem f Fooling Type Line Load Axial Dead Load = 150.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary - Stem Construction _ Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.66 OK Wall Material Above'Hi' = Concrete Sliding = 2.30 OK Thickness In=- 8.00 Rebar Size = # 5 Total Bearing Load = 2,017 lbs Rebar Spacing in= 18.00 „resultant ecc. = 5.77 In Rebar Placed at = User Spec Design Data Soil Pressure @ Toe = 2,588 psf NG fb/FB+fa/Fa - 0.262 Soil Pressure @ Heel = 0 psf OK Total Force©Section lbs= 672,0 Allowable = 2,500 psf Moment....Actual ft-I 1,157.3 Soil Pressure Exceeds Allowable! ACl Factored @ Toe = 3,234 psf Moment Allowable St 1= 4,423.2 ACI Factored @ Heel = 0 psf Shear Actual psi= 11.2 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 4.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force = 560.0 lbs Hook embedsplicb if intonow in= 6.00 less 100%Passive Force = - 583.5 lbs D footing in= 6.00 less 100%Friction Force = - 706.0 lbs Concrete Data -- Added Force Req'd -- 0.0 lbs OK Fy psi 2,500.0 ....for 1,5:1 Stability = 0.0 lbs OK psi 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Michael L.Schemmer,P.E. Project Title: i . 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013.7:10AM File=c,lUsers1MichaellDOCUME-IIENERCA-11209A8A-1.ECe };t Cantilevered RetainingWall ;� ENERCALC,INC.INC1983-20t3,Build 6,t3.8.31,Verfi.i3.8.31 ��£a} Nql� V. ff11 ,1,7 a\ +S Y�' �,qa if A" i IS'", .'�"4.n�i, nti;,�; +�^�s, .i'•.£wcr T Y., `a.;€' t�'riY i `M cif, ,se. t M 'AMC'r .MIN„ite:1ISw�,.K�IQ�<Q IY��N.r Y�1v.;��y��:,��a9X`,���.��J?tom'�s,'`�c�n' .e� yY 't'7?€R.ea..:eJ.`Y��'r;.:Sr'�I �t�,�IS��S'k�r+.;sSa'�sY> �.�� ?r-� `%�:�n4r.4��'.�JW�� eii�5ker�Pr.�.aFl�.fs stiE�tikm tr•i. Description: 9'6"wall,4'unbalanced backfill Footing Dimensions&Strengths Footing Design Results 1 Toe Width = 0.67 it Toe Heel Heel Width = 1.33_ Factored Pressure = 3,234 0 psf Total Footing Width = 2.00 Mu':Upward = 616 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 69 187 ft-lb Mu: Design = 547 187 ft-lb Key Width = 0.00 in Key Depth = 0.00 in Actual 1-Way Shear = 0.00 4,91 psi Key Distance from Toe = 0.00 ftAllow 1-Way Shear75.00 75.00 psi Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pct Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Stm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined 1 Summary of Overturning &Resisting Forces&Moments OVERTURNING ...,.RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-tb Heel Active Pressure -• 630.0 2.00 1,260.0 Soil Over Heel = 366.7 1.67 611.1 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = -70.0 0.67 -46,7 Surcharge Over Heel - Surcharge Over Toe - Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem = 150.0 1.00 150.0 Added Lateral Load = *Axial Live Load on Stem = 250,0 1,00 250.0 Load @ Stem Above Soil = Soil Over Toe = 0,33 Surcharge Over Toe = Stem Welght(s) = 950.0 1.00 950.0 Earth @ Stem Transitions = Total = 560.0 O.T.M. = 1,213.3 Footing Weight = 300.0 1,00 300.0 ResistinglOverturning Ratio = 1.66 Key Weight - Vertical Loads used for Soil Pressure= 2,016.7 lbs Vert.Component = 2.00 Total= 1,766.7 lbs R.M,= 2,011.1 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Mlcnael L,Schemmer,P.E. Project Title: 1 4- , 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe,structures@yahoo.com Panled:27 NOV 2013.7:09AM Cantilevered Retaining Wall File=e:lUsetslMichaetlOOCUME-11ENERCA-112o9eeA-.1.EC8 ENERCALC,INC.1983-20.13,8u lltl 6 13 8.31,Ver:6.13.8-31 jA.:1.•Y10100 00021AM , UM v^Nit lxin i .inDLENRva Yl5M mU Y lAXOB'173 zn 'Alt o� Descripilon: 9'6"wail,6'unbalanced backtill Criteria Soil Data Calculations per ACE 318.05, AC1530.05,IBC 2006, Retained Height = 7.00 ft Allow Soil Bearing = 2,500,0 psf CBC 2007,ASCE 7-05 Wall height above soil = 2,50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soll Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff biwn Ftg&Soil = 0.400 USED for Sliding Resistance, Soli height to ignore USED for Overturning Resistance. 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 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soli Axial Dead Load - 150.0 lbs at Back of Wall = 0,0 it Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0,0 in Design Summary rStem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0,00 Overturning = 1.79 OK Walt Material Above"Hl" = Concrete Sliding = 1.62 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 3,057 lbs Rebar Spacing in= 18.00 ...resultant ecc, = 9.10 in Rebar Placed at = User Spec Design Data Soil Pressure @ Toe = 2,351 psf OK fb/FB kfalFa - 0,722 Solt Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,344,0 Allowable = 2,500 psi Moment,,..Actual ft-1= 3,192,0 Coll Pressure Less Than Allowable ACE Factored @ Toe = 2,898 psf Moment Allowable ft-I= 4,423.2 ACt Factored @ Heel = 0 psf Shear Actual psi= 22.4 Footing Shear @ Toe = 6.8 psi OK Shear Allowable psi= 75,0 Footing Shear @ Heel = 15.3 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Cabs (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force = 1,050,0 lbs pb If belowin= 7.47 Hook embed into less 100%Passive Force = • 583.5 lbs o footing in= 7.47 less 100%Friction Force = • 1,120.0 lbs Concrete Data fc Added Force ReqF'd = 0,0 lbs Ol< psi= 0,000.0O ....for 1.5:1 Stability = 0.0 lbs OK y Psi= 60,DDD Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Michael L.Schemmer,P.E. Project Title: 7) , 2032 N Avenue,Unit A Engineer Project ID: 3 Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 140Y 2013,1:09AM Cantilevered Retaining Wall File=c:\Users\Michael\DOCUME-11ENERCA-•11209A8A-1.EC6 r. ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 (' to 1 K i� TS*�1+''v"jhsr+J Of WS 5 'a+<' j y , 4 G'� / i fiT J i dP l'-/Y' (�Y /. z✓+v..s c19 tl�ici::�€� t(i�-,Q60�41.�ta.�3 L .c��r�ct x+�t;;�,�'��� ���fi �.��;��a,�� � `�, -3.�rt �".�1;��., �`',�•-�,�� r�`t; � e �w���,..�,�A�.1..tiG�..,�tf(!i�t1��)��z,�"stfa"--��'l` ��" Description: 9'6"watt,6'unbalanced backfill Footing Dimensions&Strengths r Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 2.25 Factored Pressure = 2,898 0 psf Total Footing Width = 3,25 Mu':Upward = 1,263 0 ft-lb Footing Thickness - 12.00 in Mu':Downward - 156 1,384 ft-lb Key Width - 0.00 in Mu: Design = 1,107 1,384 ft-lb in Actual 1-Way Shear 6.80 15,33 psi Key Depth = 0,00 Key Distance from Toe = 0.00 inft Allow 1-Way S -hear 75.00 75,00 psi Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 16.00 in Footing Concrete Density - 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Stm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined LSummary 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 - 1,120.0 2.67 2,986,7 Soil Over Heel = 1,219.2 2.46 2,997.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure - -70.0 0.67 -46.7 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load - Axial Dead Load on Stem = 150.0 1.33 200.0 Added Lateral Load = "Axial Live Load on Stem = 250.0 1,33 333,3 Load @ Stem Above Soil = Soil Over Toe = 0,50 Surcharge Over Toe = Stem Weight(s) = 950,0 1.33 1,266.7 Earth @ Stem Transitions = . Total = 1,050.0 O.T.M. = 2,940.0 Footing Weight - 487.5 1,63 792.2 ResistinglOverturning Ratio = 1.79 Key Weight - Vertical Loads used for Soil Pressure= 3,056.7 lbs Vert.Component = 3.25 Total= 2,806,7 lbs R.M.= 5,256.0 *Axial live load NOT included in total displayed,or used for overturning resistance,but Is included for soil pressure calculation, tviicnaei L.Scnemmer,RE. Project Title: i 9 2032 4H Avenue,Unit A Engineer: Project 1D: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe,structures@yahoo,com Printed:27 NOV 2013,7:00AM Cantilevered'Retatning Wall File=c,lUserstMichaeRDOCUME-11ENERCA-1t209A8A-1.EC6 r) h A � q �_ �J sr ,1 z �� },�A 2 f'�i.��Y� W r �, _ J_ ENERCA/^L!Cp,INC.1983.2013pp,Bupild9q:'�6!�f3.8.3�g1,Vef:6.i3j�8,31 1N��1A[ },]�c ,,fire y,>�b[ M i�r1 T�X �..k 1 k <' '!I: 1 kla y B + J� .'K4T q v.< 3`dc.S..fji ,� S TMryaS.. C 1. l!'.Q.1tJ „13.. AT 9.t. t;,11., Y,Yl;vs17' Pr r„ eZ..tibS�Ta4.',J?L��i�Y�sl ,r�2?'..i.. Sit d..:.,+z�fiNk f.�Xt+�+�:i.n. � rf«�u.�,'%Y.�'��w'1•.. 8vx� NNW r , '1i7 Description: 9'6"watt,6'unbalanced bacidill P Criteria Soil Data 1 Calculations per ACI 318.05, ACI 530.05,IBC 2006, Retained Height = 9.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7 O5 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00;1 Heel Active Pressure = 35.0 psffft Height of Soil over Toe - 12.00 In Toe Active Pressure = 35,0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/tl Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Fig&Soil = 0.400 USED for Sliding Resistance. 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 pit 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 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load - 150.0 lbs Base Back of1Wall Soil 0.0 II Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf at Wall Axial Load Eccentricity = 0,0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stem end Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning - 2.15 OK Wall Material Above'Ht" = Concrete Concrete Sliding = 1.61 OK Thickness in= 8,00 8.00 Rebar Size = # 5 # 5 Total Bearing Load = 4,986 lbs Rebar Spacing in= 18.00 9.00 ...resultant ecc. = 10.71 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe - 2,243 psf OK fb/FB+fa/Fa = 0.264 0.810 Soil Pressure @ Heel = 0 psf OK Total Force©Section lbs= 700.0 2,240.0 Allowable = 2,500 psf Moment...,Actual ft-I= 1,166,7 6,794,7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,736 psf Moment Allowable ft-1= 4,423.2 8,392.8 ACI Factored @ Heel = 0 psf Shear Actual psi= 11.7 37.3 Footing Shear @ Toe = 6.7 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel = 28.7 psi OK Wall Weight psf= 100,0 100.0 Allowable - 75,0 psi Rebar Depth `d` in= 5.00 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 23.40 Lateral Sliding Force. _ 1,726.7 lbs lap splice if below in= 23.40 6.34 less 100%Passive Force = - 718.6 ibs Hook embed into footing in= 23.40 6.30 less 100%Friction Force - - 1,890,8 lbs Concrete Data Added Force Req'd - 0,0 lbs OK fc psi= 2,500,0 2,600.0 .,..for 1,5:1 Stability - 0.0 lbs OK Fy psi= 60,000.0 60,000.0 Load Factors - Dead Load 1200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 lwtcnd l L.ocnemmer,r-,l . Project Title: /e 2032 N.Avenue,UnitA Engineer: Project ID: j Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:08AM Cantilevered Retaining WWII File=a\UsersiMichaelloOCUME-l\ENERCA'-11209A8A-i.EC6 t ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 IVI V11; 6Q'id'1#i5i�'si u, stun �:�, e� it , i r, y;,a: f r' g �: I tidEr :.a . X '�` �a dhf,'v-�i,c \Ss �� �.a ��e�-'�I �'� S :e�i � � '+ ���S. �`e .��i f � eu .� i"'x At:- Description R?� � J ,(f r a��:n 1 r ���� ''.��,.�!�r�..��s�'�.f�;{,.T����&..� �t�py�� ;�".._ Description; 9'6"wall,8'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 150 Factored Pressure = 2,736 0 psf Total Footing Width = 4.75 Mu':Upward = 1,937 0 ft-lb Footing Thickness = 14.00 in Mu':Downward = 267 5,611 ft-lb Mu: Design = 1,670 5,611 ft-lb Key Width - 0.00 in Key Depth = 0.00 in Actual 1-Way Shear = 6,65 28.70 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75,00 psi Toe Reinforcing = None Spec'd .f c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd, Mu<S*Fr Heel: #4@ 9.75 in,#5@ 15.00 In,#6@ 21,50 in,#7@ 29.00 in,#8@ 38.25 in,#9 a@ 48 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 = 1,808.8 3.39 6,129,9 Soil Over Heel = 2,805,0 3.33 9,350.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -82.2 0.72 -59.3 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load Adjacent Fooling Load = Axial Dead Load on Stem = 150,0 1.58 237.5 Added Lateral Load = • *Axial Live Load on Stem = 250.0 1.58 395.8 Load @ Stem Above Soil = Sail Over Toe = 0.63 Surcharge Over Toe = Stem Weight(s) = 950.0 1.58 1,504.2 Earth @ Stem Transitions = Total = 1,726.7 O.T.M. = 6,070.6 Footing Weight = 831.3 2.38 1,974.2 ResistinglOverturning Ratio = 2.15 Key Weight = Vertical Loads used for Soil Pressure= 4,986.3 lbs Vert.Component = 4.75 Total= 4,736.3 lbs R.M,= 13,065.9 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included tor soil pressure calculation, Ivlicnael L.5chemmer,P.E. Project Title: J 2032 N.Avenue,Unit A Engineer: Project ID: r Anacortes,WA 98221 Project Dew: (360)941-1607 mispe.structures@yahoa.com Printed:27 NOV 2013,7:07AM Cantilevered RetainingWall File=c:\Users\Michael\DOCUME--11ENERCA--11209A8A-1,EC6 .., ( ENERCALC,INC.1983.2013,eulld:6,13.8,31;Ver:6.13.8,31 • j'1 " �.W"Q.sfr<,a�14 1aA'?t;,•. 'I,;•;;,�y. tifi �lti�cyyYty��i fC E�w }1s"y,U'.�,f�fa°Ix,�y� F�•�\e,S u,{�'��,1`' �� -.: ' r sf;'{�,�„' /f 60. trill M / p�}'�t plff %F; 'l fy }1i 4�'Y�,.e, .ilFb',F_Y, rv3 hj3 3`(.7?�0�. �T._,saw�hS. :k i� 1��Fy�S :�'�1A�3''�/.xF'� .{�.'��"i C ��V''�.7��H'� .�1...`rl, A������Ti�lr':.J�Rf2{3'.fl,7j 1R• Description: 11'64 wall,4'unbalanced backlit Criteria Soil Data Calculations per ACI 318-05, ACI 530-05,IBC 2006, Retained Height = 5.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7-05 Wall height above soil = 6.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 389.0 psfilt Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Fig&Soil = 0.400 USED for Sliding Resistance. USED for Overturning Resistance. Soil height to ignore _ for passive pressure - 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load i 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 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load - 150.0 lbs Base f Soil _ 0.0 ft Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0,0 psf at Baackck o of Wall all Axial Load Eccentricity = 0.0 in Poisson's Ratio 0.300 ^ Design Summary Stem Construction Top Stem _ Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.82 OK Wall Material Above"Fir = Concrete Sliding = 2.45 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 2,217 lbs Rebar Spacing in= 18,00 ...resultant ecc. = 5.25 In Rebar Placed at = User Spec Soli Pressure Toe = 2,625 psf NG Design Data _ 0.262 @ p fb/FB+fa/Fa -- Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 672,0 Allowable = 2,500 psf Moment....Actual ft-I= 1,157.3 Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 3,269 psf Moment Allowable ft-I= 4,423,2 ACI Factored @ Heel - 0 psf Shear Actual psi= 11,2 Footing Shear @ Toe = 0,0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 4,9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23,40 Lateral Sliding Force = 560.0 lbs Hook esplmbed intonow in= 6.00 less 100%Passive Force = - 583.5 lbs embed footing In= 6.00 Concrete Data - less 100%Friction Force = - 788.0 lbs - Added Force Req'd = 0.0 lbs OK F psi= , 00.0 ...,for 1.5:1 Stability = 0.0 lbs OK y psi= 60,000.0 Load Factors - Dead Load 1,200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Michael L.Schemmer,P.E. Project Title: 2032 N Avenue,Unit A Engineer: Protect ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Pmded:271IOV 2013,7:07AM Cantilevered RetainingWall File=c:lUsers\Michael 100CUME,IIENERCA-14209ABA-1.EC6 ENERCALC,INC.19Bk013,N116.13.8.31,Ver6.13.8,31 I ,:rf?'Ti OOt4i1 �L ��gi i { 4 i a aileeni r�aH ..,MBRINDAt iii ..' fi Mt`gt7 Description: 11'6"wall,4'unbalanced backrili Footing Dimensions&Strengths Footing Design Results _ Toe Width = 0,67 ft Toe_ Heel - Heel Width = 1.33 Factored Pressure = 3,269 0 psf Total Footing Width = 2.00 Mu':Upward = 631 0 ft-tb Footing Thickness = 12.00 in Mu':Downward = 69 187 ft-lb Mu: Design = 561 187 ft-lb Key Width - 0.00 in KeyDepth = 0.00 in Actual 1-Way Shear 0.00 4.91 psi p Allow 1-Way Shear = 75,00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density - 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min,As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Stm.= 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-tb Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 366,7 1.67 611.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.0 0.67 -46,7 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load - Adjacent Footing Load - Axial Dead Load on Stem = 150.0 1.00 150.0 • Added Lateral Load -- *Axial Live Load on Stem = 250.0 1.00 250.0 Load @ Stem Above Soil = Soil Over Toe = 0.33 Surcharge Over Toe = Stem Weight(s) = 1,150.0 1.00 1,150.0 Earth @ Stem Transitions = Total = 560.0 O,T,M. = 1,213,3 Footing Weight = 300.0 1.00 300.0 Resisting/Overturning Ratio = 1.82 Key Weight = Vertical Loads used for Soil Pressure= 2,216,7 lbs Vert,Component = 2.00 Total= 1,966.7 lbs R.M.= 2,211.1 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. 'vutm del L..ouiiemmer,V.C. Project Title: 1.,;)4 2032 N Avenue,Unit A Engineer; Protect ID: ( 0 Anacortes,WA 98221 Project Descr: (360)941-1607 mlspe.slructures@yahoo.com Pifuled:27 NOV 2013,7:06Mi Cantilevered RetainingWall File=c:\Users\Michael\DOCUME-l\ENERCA-11209A8A-t.EC6 s ENERCALC,INC,19B3-2013,Build:6,13.8.31,Very::6.13.8.31 1 ° �'" rvi 9r l rf t%r a"s 4 n is T..,'p'' '` ?r"Ci iv't'74:�'r �C�..-,5 7 §'..�'S� "' 'z�F'E, �: F r ' `4... 'i •5'a €t�,.:tk..a�tild�0�A1R14"s,;.�h t!A,,�^ �t�r�:>i$�r��h;s% >�t.., . k�r�'��s�,�;a� i,`;���5��,"'�.-.%rv����,5��;:s�'nw���� ,�- r�=lCs"4`.'�� .� _ P�rJi.�'f� s�'rl.�::'' l Description: 11'6"wall,6'unbalanced bactcrill 1 Criteria Soil Data Calculations per ACl 318-05, AC1 530.05,18C 2006, - Retained Height = 7.00 ft Allow Soil Bearing = 2,500.0 psf c13C 2007,ASCE 7.05 Wall height above soil = 4.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 389.0 psffft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0,00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance. Soil height to Ignore USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psi Lateral Load - 0.0 pit 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 it Eccentricity - 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft 1 Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 150.0 NsBase Back of all Soli = 0,0 ft Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0,0 psf at B Axial Load Eccentricity = 0.0 in Poissonn''ss Ratio = 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0,00 Overturning - 1.88 OK Wall Material Above"Hi' = Concrete Sliding = 1.70 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 3,257 lbs Rebar Spacing In= 18.00 ...resultant ecc, = 8.76 in Rebar Placed at = User Spec Design Data Soil Pressure @ Toe = 2,425 psf 0K fb/FB+fa/Fa 0.722 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,344.0 Allowable = 2,500 psi Moment....Actual ft-I= 3,192,0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,984 psf Moment Allowable ft-I= 4,423.2 ACI Factored @.Heel = 0 psf Shear Actual psi= 22.4 Footing Shear @Toe = 7.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 15.3 psi OK Wall Weight psf= 100,0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23,40 Lateral Sliding Force = 1,050.0 lbs ap splice if below in= 7.47 embed less 100%Passive Force = - 583.5 lbs Hookbed Into fooling in= 7.47 Concrete Data less 100%Friction Force = - 1,209,Iil lbs Added Force Re 'd = 0,0 lbs OK psi= 2,500.0 qFy psi= 60,000.0 ,...for 1,5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1,600 Seismic,E 1,000 r I ivliuiiaei L.5cnemmer,P.E. Project Title: 11 2032 N Avenue,Unit A Engineer: Project ID: Anecortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:21 NOV 2013,7:00f0ti Cantilevered Retaining Wa(I File=c:lUserslMichael100CUME;11ENERCA-11209A8A-1.EC6 �� .y}�y s!((gg►� c /� ;y g ��py r ENERCALC INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 %1+.�rsP it i W 06.01.04 5S :i,,nY{ o 'M��t�C; " ff' S j f'4 'of K''�Ef z�.�`� N�cr�r$'c� d. '¢!3� to 1 Y . ';2 _ 1 � s > '�.'��,,, t �SY£ .�.:: n , �_.{?�%;s"I-f'�Yfks"�'stJs �'�3.'..�rr_aa��E,Sr�a�`l �x� e �. � IOW_ lf, i4�L�rie�i'.3�.i1 Description: 11'6n wall,6'unbalanced backfill ,. Footing Dimensions&Strengths Footing Design Results Toe Width - 1,00 ft Toe Heel Heel Width = 2.25 Factored Pressure = 2,984 0 psf Total Footing Width - 3.25 Mu':Upward = 1,307 0 ft-lb Footing Thickness 12.00 in Mu':Downward - 156 1,384 ft-lb Key Width - 0,00 in Mu: Design 1,151 1,384 ft-lb Key Depth - 0,00 in Actual 1-Way Shear = 7,05 15.33 psi Key Distance from Toe 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18,00 in Footing Concrete Density - 150.00 pcf Key Reinforcing = #4 @ 18,00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 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 _ ibs it ft-lb Heel Active Pressure - 1,120.0 2.67 2,986.7 Soil Over Heel -- 1,219.2 2.46 2,997,1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70,0 0.67 -46,7 Surcharge Over Heel - Surcharge Over Toe = Adjacent Footing Load - Adjacent Footing Load = Axial Dead Load on Stem = 150,0 1.33 200,0 Added Lateral Load = *Axial Live Load on Stem - 250,0 1.33 333.3 Load @ Stem Above Soil = Soil Over Toe - 0.50 Surcharge Over Toe = Stem Weight(s) = 1,150.0 1,33 1,533,3 Earth @ Stem Transitions = Total - 1,050.0 O.T.M. = 2,940.0 Footing Weight - 487.5 1,63 792.2 Resisting/Overturning Ratio = 1.88 Key Weight = Vertical Loads used for Soil Pressure= 3,256,7 lbs Vert,Component = 3.25 _ _ Total= 3,006.7 lbs R.M.= 5,522.6 *Axial live load NOT included in total displayed,p or used for overturning resistance,but is included for soil pressure calculation, Michael L.Schemmer,P.E. Project Title: 2032 N Avenue,Unit A Engineer: Project iD: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:05FlMA • File=c:Users\Mlchael1DOCUME-11ENERCA-11209A8A-1.EC6 6Cantilevered Retaining Wall ENERCALC,INC.1983.2D13,Build:6,13.8.31,Ver:6.13.8.31 4 r K r; Y 'r•"a�Oc fi�¢ r- C Fr,'.Y : x air 3^Y, " �%°" r! 3 Yr{ .� ^� P �' 'f .F ' .s l'_:;'���K�A�.o��l:A��a� �?�?���.n,�� �r;�~ ���:��;1�., P����=;r �� ��` ���,� ��� �� ;�����Y.�`�:. � i��MM.,� %�� �� �a Description: 11'6"watt,6'unbalanced bacidiil Criteria Soii Data Calculations per AC1318.05, ACt 530-05,IBC 2006, Retained Height = 9.00 ft Allow Soil Bearing = 2,500.0 psf CSC 2997,ASCE 7•95 Wall height above soil = 2,50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12,00 in Toe Active Pressure = 35,0 psflft Water height over heel = 0.0 ft Passive Pressure = 389.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure, Friction Coeff btwn Ftg&Soil = 0,400 USED for Sliding Resistance. Soil height to ignore USED for Overturning Resistance. for passive pressure = 10,00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load j Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 pit 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 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0,0 ft Axial Dead Load = 150.0 lbs at Back of Wall Axial Live Load = 250.0 ibs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0,0 in Design Summary Stem Construction Top Stem end Stem 0K Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0,00 Overturning = 2.26 OK Wail Material Above"HI" = Concrete Concrete Sliding = 1.53 OK Thickness in= 8.00 8.00 Rebar Size = # 5 It 5 Total Bearing Load = 5,068 lbs Rebar Spacing in= 18.00 9.00 ...resultant ecc, = 10.24 in Rebar Placed at = User Spec User Spec. Design Data Soil Pressure Toe = 2,221 psf OK fb1FB+fa/Fa = 0.264 0.810 Soil Pressure a@i Heel = 0 psf OK Total Force @ Section lbs= 700.0 2,240.0 Allowable = 2,500 psf Moment....Actual ft-I= 1,196.7 6,794.7 Soil Pressure Less Than Allowable AC]Factored @ Toe = 2,708 psf Moment Allowable ft-I= 4,423.2 8,392.8 ACI Factored©Heel = 0 psf Shear Actual psi= 11.7 37.3 Footing Shear @ Toe = 11.6 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel = 34.0 psi OK Wall Weight psf= 100,0 100.0 Allowable - 75.0 psi Rebar Depth 'd' in= 5.00 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 23.40 Lap splice if below in= 23.40 4.99 Lateral Sliding Force = 1,680.0 lbs less 100%Passive Force = - 642.9 lbs Hook embedinto footing in= 23.40 4.99 Data less 100%Friction Force = - 1,920.0 lbs Concrete 'd = 0.0 lbs OK f'c psi= 2,500.0 2,500.0 Added Force Req'd Fy psi= 64,000.0 60,000.0 ....for 1,5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 ivuuiavi L,xnemrner,f'.t. Project Title: {) 2032 N Avenue,Unit A Engineer: Project 1D: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com printed:27 NOV 2013.7:05AM Cantilevered Retaining Wall File=c:\Users\MlchaelIDOCUME 11ENERCA 1I209A8A-i,EC6 ENERCALC INC.1983.2013 Build 613 8.31,Vet:6.13.8.31 i1:1 i . (AL ' `t1 Description: 116"wall,8'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width - 1.25 ft Toe Reel Heel Width = 3.50 Factored Pressure = 2,708 0 psf Total Footing Width = 4.75 Mu':Upward = 1,923 0 ft-lb Footing Thickness = 12,00 in Mu':Downward - 244 5,491 ft-lb Mu: Design - 1,679 5,491 ft-lb Key Width - 0.00 in Key Depth = 0,00 in Actual 1-Way Shear = 11.64 34.00 psi Key Distance from Toe = 0.00 ftAllow 1-Way Shear 75,00 75.00 psi Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 In Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 11.75 in,#5@ 18.25 in,#6@ 25,75 in,#7@ 35.25 in,#8@ 46.25 in,#9@ 4 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 - 1,750,0 3.33 5,833.3 Soil Over Heel = 2,805.0 3,33 9,350.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure -- -70.0 0.67 -46.7 Surcharge Over Heel = Surcharge Over Toe -- Adjacent Footing Load - Adjacent Footing Load - Axial Dead Load on Stem = 150.0 1.58 237,5 Added Lateral Load = *Axial Live Load on Stern = 250.0 1.58 395.8 Load @ Stem Above Soil = Soil Over Toe = 0.63 Surcharge Over Toe - Stem Weight(s) = 1,150.0 1.58 1,820,8 Earth @ Stem Transitions = Total = 1,680,0 O.T.M. = 5,786.7 Footing Weight = 712,5 2,38 1,692.2 ResistingfOverturning Ratio = 2.26 Key Weight - Vertical Loads used for Soil Pressure= 5,087,5 lbs Vert.Component - 4.75 Total= 4,817.5 lbs R.M.= 13,100.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Michael L.Schemmer,P.E. Project Title: 1 r 2032 N Avenue,Unit A Engineer: Project ID: 1y" - Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com P inted:27 NOV 2013,7:04AMA Cantilevered,'Retaining VVall File=c:lUserslMichaellDOCUME-11ENERCA-11209A8A_1.EC6 1 1rt�.µ� �j��/ACtI A�y ,� )7,p }yam '�'�,/ }y( ENERCALC,INC.1983 2O13,Build 613.B.31,Ver:6.13.8.31 I fM':✓cigNi etr •I.52B kl,.i i1e; .s'!f5"". £•fERO ',II Yk�:'Fd. +1,:L .Sa.'9`3. �7 ,n�, r4.,, 5. r Description: 11'6°wall,10'unbalanced y'� o ��ij5 � 8 ' r � X backfill Criteria Soil Data Calculations per ACI 318.05, ACI530.05,IBC 2006, Retained Height = 11.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7-05 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wail - 0.00:1 Heel Active Pressure = 35,0 psflft Height of Soil over Toe = 12,00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0,00 pci NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soll = 0.400 USED for Sliding Resistance. Soil height to Ignore USED for Overturning Resistance. 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 lbs Used To Resist Sliding&OverturningP ...Height to = 0.00 ft AdjacentlingWidthd Load = 0.000.0 ft Top Fooling = 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 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load - 150,0 lbs = 0.0 ft Axial Live Load = 250,0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0,0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stem 2nd Stem OK Stern OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning = 2.04 0K Wall Material Above"Hi' = Concrete Concrete Sliding = 1.50 0K Thickness in= 8.00 8,00 Rebar Size = # 5 # 6 Total Bearing Load - 6,481 lbs Rebar Spacing in= 17.25 8.00 ,,.resultant ecc. - 12.52 in Rebar Placed at = User Spec User Spec Soil Pressure @ Toe = 2,359 psf OK Design Data Soil Pressure @ Heel = 0 psf OK fbiFB+falFa _ o,sss 0.990 Allowable = 2,500 psf Total Force @ Section lbs= 1,372,0 3,360.0 Soil Pressure Less Than Allowable Momenl.,..Actual ft-I= 3,201.3 12,413.3 ACI Factored @ Toe - 2,867 psf Moment Allowable ft-I= 4,605.2 12,537.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 22.9 56.0 Footing Shear @ Toe = 14.1 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel = 32.2 psi OK Wall Weight psf= 100.0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 5,00 Sliding Calcs (Vertical Component Used) Lap splice if above In= 23,40 28,08 Lateral Sliding Force = 2,566.7 lbs Lap splice if below In= 23,40 7.56 less 100%Passive Force = • 1,366.9 lbs Hook embed into footing in= 23.40 7.56 less 100%Friction Force = • 2,490.3 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 = 0.0 lbs OK Fy psi= 60,000 0 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Michael L.Schemmer,P.E. Project Title: r r2 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Decor: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:04AM Cantilevered Retaining Wall File=c,\UsersiMlchaellDOCUME-11ENERCA-1i209A8A-1,EC6 'a ENERCALC,INC.1983 2013 8uild:6.138.31, Ver6.13.831 44 1rQ6=1 45r % n ' - iv � � $ 5�F' `� � 1I1 ..rz rYA Description: 11'6"waIl,10 unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = _3.75 Factored Pressure = 2,867 0 psf Total Footing Width = 5.75 Mu':Upward - 5,038 0 fl-lb Footing Thickness = 16.00 in Mu':Downward = 744 8,043 ft-lb Width = 8.00 in Mu: Design = 4,294 8,043 ft-lb Key Actual 1-Way Shear = 14.06 32.20 psi Key Width Key Distance Depth =from Toe - 8.00 i6.00 ft Toe Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min.As% = 0,0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Etm,= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 8.25 in,#5@ 13,00 in,#6@ 18,25 in,#7@ 24.75 In,#8@ 32.75 in,#9@ 41 Key: #4@ 22.25 in,#5@ 34.50 in,#6@ 48.25 in,#7@ 48.25 in, Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING.,.,, Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs fi ft-lb Heel Active Pressure = 2,661.9 4.11 10,943.5 Soll Over Heel = 3,730.8 4.21 15,700.6 Surcharge over Heel = Sloped Soil Over Heel - Toe Active Pressure = -95.3 0,78 -74,1 Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 2.33 350.0 Added Lateral Load - *Axial Live Load on Stem = 250,0 2.33 583,3 Load @ Stem Above Soil = Soil Over Toe = 1,00 Surcharge Over Toe = Stem Weight(s) = 1,150.0 2.33 2,683.3 Earth @ Stem Transitions = Total = 2,566.7 O.T.M. = 10,869.4 Footing Weight - 1,150.0 2.88 3,306.3 Resisting/Overturning Ratio = 2.04 Key Weight. - 50.0 2,33 116.7 Vertical Loads used for Soil Pressure= 6,480,8 lbs Vert.Component = 5.75 Total= 6,230.8 lbs R.M.= 22,156.8 *Axial live load NOT included in total displayed,or used for overturning resistance,but Is included for soil pressure calculation. Michael L,Schemmer,RE, Project Title: ` . 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe,structures@yahoo,com • Printed:27 NOV 2013.7A2AMA Cantilevered.Retaining Wall File=c:tUsersIMlehaei6000UME-StENERCA..V209A8A-1.EC6 s i ENERCALC,oNQ,1983.2013,Buifd;6.13.8.31,Vec6.13.8.31 Description: 13'6"wall,4'unbalanced backfill Criteria Soil Data Calculations per ACI 318-05, ACI 530.05,IBC 2006, Retained Height - 5.00 ft Allow Soil Bearing = 2,500.0 psi CBC 2007,ASCE 7-05 Wall height above soil = 8,50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 In Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure - 389,0 psi/ft Vertical component of active Soil Density,Heel = 110,00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance, ignore Soil height to USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load j 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 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load _ 150.0 lbs = 0.0 ft Axial Live Load - 250.0 lbs Wind on Exposed Stem = 0,0 psf at Back of Wall Axial Load Eccentricity = 0,0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.99 OK Wall Material Above"Ht" = Concrete Sliding - 2.59 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 2,417 lbs Rebar Spacing in= 18.00 .,.resultant ecc, = 4.81 in Rebar Placed at = User Spec Soil Pressure @ Toe = 2,688 psf NG Design Data - Soil Pressure @ Heel = 0 psf OK fblFB+falFa _ 0.262 Total Force @ Section lbs= 672.0 Allowable = 2,500 psf Moment,...Aclual ft-I= 1,157.3 Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 3,337 psf Moment Allowable ft-I= 4,423.2 ACI Factored @ Heel = 0 psi Shear Actual psi= 11.2 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 4.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Cates (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force = 560.0 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 583.5 lbs Hook embed into footing In= 6.00 less 100%Friction Force = - 866,0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc psi= 2,500.0 ....for 1,5:1 Stability = 0,0 lbs OK Fy psi= 60,000,0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 ivuuidei L.acnemmer,i',t. Project Title: 203?.N Avenue,Unit A Engineer: Proiect 40: Anacortes,WA 98221 Project Descr: (360)941-1607 mtspe.structures@yahoo.com Printed:27 N0V 2011 7:02AM File=c;lUsers\Michael\OOCUME-11ENERCA-11209A8A 1,EC6 Cantilevered Fdefainln Wall {(��.a ,�/� ,hr/�C/� f1 m� ENERCALC,iNC.1983.2t113,8utld:813.8.37,�1etr.6,13.8.31 ,t L'iJl*..SaYT teittN'v 6:00�4 'r"J�+..tii!L}I.,'tt?c•�K CM-436MV,--roi, - 'i. h Description: 13'6"wall,4'unbalanced bacictill Footing Dimensions&Strengths y Footing Design Results i Toe Width = 0.67 ft Toe Heel Heel Width = 1 33. Factored Pressure = 3,337 0 psf Total Footing Width = 2.00 Mu':Upward = 650 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 69 187 ft-lb = 0 00 in Mu: Design = 581 187 ft-lb Key Width KeyDepth = 0.00 in Actual 1-Way Shear 0.00 4,91 psi p Allow 1-Way Shear - 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density - 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min,As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2,00 @ Btm.= 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 = 630,0 2.00 1,260.0 Soil Over Heel = 366.7 1.67 611,2 Surcharge over Heel _ Sloped Soil Over Heel = Toe Active Pressure = -70.0 0.67 -46.7 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load - Axial Dead Load on Stem = 150.0 1.00 150.1 Added Lateral Load - *Axial Live Load on Stem = 250.0 1.00 250.1 Load @ Stem Above Soil = Soil Over Toe = 0.33 Surcharge Over Toe = Stem Weight(s) = 1,350.0 1.00 1,350.5 Earth @ Stem Transitions = Total = 560.0 O.T.M. = 1,213.3 Footing Weight = 300.1 1,00 300.1 ResistinglOverturning Ratio = 1,99 Key Weight = Vertical Loads used for Soil Pressure= 2,416.7 lbs Vert.Component - 2.00 Total= 2,166.7 lbs R.M.= 2,411,8 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Michael L.Schemmer,P.E. Project Title: ,444.0 2032 N Avenue,Unit A En9lneer: Protect ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Pilnted:27 NOV 201e,7:01Am Cantilevered Retaining Wall File=clUsers\Michael\00CUME-1lENERCA-1t209A8A-1.EC6 ENERCALC,INC.1983-2013,Bulld:613.8.311,,Ver:6.13.8.311 1 gi 0,6. A.05 yi y N ° livE Description: 13'6'wail,6'unbalanced backfiill Criteria Soil Data Caiculations perACI318.05, ACf 530.05,!BC 2006, Retained Height = 7,00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7-05 Wall height above soil - 6,50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure - 35.0 psflit Height of Soil over Toe = 12.00 in Toe Active Pressure - 35,0 psf/ft Water height over heel - 0.0 ft Passive Pressure - 389.0 psfilt Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe - 0.00 pcf NOT USED for Soil Pressure, Friction Coeff blwn Ftg&Soil = 0.400 USED for Sliding Resistance. Soil height to Ignore USED for Overturning Resistance, for passive pressure = 12,00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Adjacent Over Heel = 0.0 psf Lateral Load - 0.0 plf Fooling 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 ,,.Helght to Bottom = 0.00 ft Eccentricity = 0,00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0,00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 150,0 lbs at Back of Wall Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.98 OK Wall Material Above"Ht" = Concrete Sliding = 1,70 0K Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 3,264 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 7.46 in Rebar Placed at = User Spec Soil Pressure Toe - 2,169 psf OK Design fa/ = 0,722 @ fb/FB+fa/Fa Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,344,0 Allowable - 2,500 psf Moment...,Actual ft-I= 3,192,0 Soil Pressure Less Than Allowable AC!Factored @ Toe - 2,669 psf Moment Allowable ft-I= 4,423,2 ACI Factored @ Heel = 0 psf Shear Actual psi= 22.4 Footing Shear @ Toe - 11.0 psi OK Shear Allowable psi= 75.0 Fooling Shear @ Heel = 12.9 psi OK Wail Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force = 1,050,0 lbs Heok embef intoow in= 7.47 less 100%Passive Force = - 583.5 lbs Hook embed fooling in= 7.47 less 100%Friction Force = • 1,208,0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc psi= 0,000,0 Fy psi= 60,0000 .,,.for 1.5:1 Stability - 0.0 lbs OK Load Factors - Dead Load 1,200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Project Title: f fl- 2032 N Avenue,Unit A Engineer: Project ID: Anacor'tes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo,com r File e\UsersMichaellOOCUME-11E PdMed•.V ISOV2013,?:01AM Cantilevered RetainingallERCA-11209ABA-1,EC6 Wall ENERCALC,INC.INC1983 2013;8ulid:6.13.B.31,Vei;6.13.8.31 1 °��'Y�'i(���t C{� 03 y+"9C41'4 y=l+y�,?M 'ik-�ir ri t-- try �a ,7 '. `!", ., yu ^uA?.I"'���;( , - E •�• ` ' t S � t. + l ``i` b F rt :L�CF��.� C1YJ��'�.VN;1Ns.1�V.�rP,V$r-r�..,l9bf•r,'F,�:,+,i'1'F.��.x�l�f,.�.v`i."'w.' F$���N�� 2FJV�GNay'4 At„'t4nir fah."5� )1q � ' I`7U,^�� �, � A �. Description: 13`6"wall,6'unbalanced backtill Footing Dimensions&Strengths Footing Design Results Toe Width = 1,25 ft Toe Heel Heel Width z _ 2g0 Factored Pressure - 2,669 0 psf Total Footing Width -- 3,25 Mu':Upward = 1,796 0 ft-lb Footing Thickness -- 12.00 in Mu':Downward = 244 981 ft-tb Key Width -= 0,00 in Mu: Design = 1,563 981 ft-lb Key Depth - 0,00 in Actual 1-Way Shear 11.01 12.91 psi KeyDistance from Toe = 0,00 ft Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 18,00 In Footing Concrete Density - 150.00 pcf Key Reinforcing = #4(a 18.00 in Min,As% = 0,0018 Other Acceptable Sizes&Spacings Cover @ Top 2,00 @ l3tm•= 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 i .,.,,OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft • ft-lb Heel Active Pressure = 1,120.0 2.67 2,986,7 Soli Over Heel = 1,026.7 2.58 2,652.2 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.0 0.67 -46.7 Surcharge Over Heel = Surcharge Over Toe - Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stern = 150,0 1.58 237.5 Added Lateral Load - *Axial Live Load on Stern = 250,0 1.58 395.8 Load @ Stern Above Soil = Soil Over Toe = 0.63 Surcharge Over Toe = Stem Weight(s) = 1,350,0 1,58 2,137.5 Earth @ Stem Transitions = Total = 1,050.0 O.T,M. = 2,940.0 Footing Weight = 487.5 1.63 792.2 Resisting/Overturning Ratio = 1,98 Key Weight Vertical Loads used for Soil Pressure= 3,264.2 lbs Vert.Component = 3.25 . Total= 3,014.2 lbs R.M.= 5,819.4 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. i Michael L.Schemmer,RE. Project Title: 2032 N A renue,Unit A Engineer; Project ID: C L. Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Printed:27 IJOV 2013,7:30AM •Cantilevered Retaining WallFile=c:lUsers\Michael\DOCUME'-11ENERCA-11209A8A-1.EC6 �. ENERCALC,:INC.1983.2013,Build:6.1 3.8:31,Ver6.13.8.31 1.6 0KY7tkrYilK 1 ra�nt i 1s il fr i �gnr krVA w fqa n la4es_. V. ! t tfeXR 7 X i Description: 13'6'wall,81 unbalanced backiii1 Criteria Soil Data Calculations per AC1318.05, ACI 530.05,IBC 2006, Retained Height = 9.00 ft Allow Soll Bearing = 2,500.0 psf CBC 2007,ASCE 745 Wall height above soil = 4.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35,0 psi/ft Height of Soil over Toe = 12.00 In Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 it Passive Pressure = 389.0 psf/it Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0,00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Fig&Solt = 0.400 USED for Sliding Resistance, Soil height to Ignore USED for Overturning Resistance, 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 Fig CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil _ 0,0 it Axial Dead Load = 150.0 lbs at Back of Wall Axial Live Load = 250.0 lbs Wind on Exposed Stem . 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction _ Top Stern 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Fig ft= 4.00 0.00 Overturning - 2.20 OK Wail Material Above'Hi' = Concrete Concrete Sliding = 1.67 OK Thickness in= 8.00 8.00 Rebar Size = # 5 # 5 Total Bearing Load = 5,505 lbs Rebar Spacing in= 18.00 9.00 ...resultant ace, = 11.03 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe = 2,521 psf NG fb/FB+fa/Fa 0.264 0.810 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 700.0 2,240.0 Allowable = 2,500 psi Moment,.,.Actual ft-I= 1,166.7 6,794,7 Soil Pressure Exceeds Allowable? ACI Factored @ Toe = 3,071 psf Moment Allowable ft-I= 4,423.2 8,392,8 ACI Factored @ Heel = 0 psf Shear Actual psi= 11.7 37.3 Footing Shear @ Toe = 3.6 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel •• 25.0 psi OK Wall Weight psf= 100,0 100.0 Allowable -• 75.0 psi Rebar Depth 'd' in= 5.00 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 23.40 Lateral Sliding Force _ 1,773.3 lbs Hookp splicb embedif belowintontow in= 23.40 8.31 less 100°/a Passive Force = - 864.4 lbs fooling in= 23.40 8.31 less 100%Friction Force = - 2,100.0 lbs ConcreteData = 0.0 lbs OK f c psi= 2,500.0 2,500.0 Added Force Req'd Fy Psi= 60,000.0 60,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1,200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Project Title: 1 f: 2032 N Avenue,Unit A En ineer: Project ID: Anacorfes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo,com Printed:27 NOV 2013, 1:311gr! Cantilevered Retaining Wall File=c:tUserslMichaellDOCUME-11ENERCA--1,209A8A-1,EC8 in'. ✓''� rfl6Q J zo''y :¢� "= +i' s %"x' 'i i r, v'fr tt;:ir' f !i;s,+ n ENERCALC,INC.1983.2013,Build:6,13.8.31,Ver,6.13.8.31 z4.«ay r :,,z H:l,c t... !� ?, hti?4.,! ti tt=f"0i35 . vRICGJt? Ba ' G131t Description: 13'6'wall,8 unbalanced backtiill Footing Dimensions&Strengths Footing Design Results Toe Width = 1.25 ft Toe Hest Heel Width = 3 50 Factored Pressure = 3,071 0 psf Total Footing Width = 4.75 Mu':Upward = 2,170 0 ft-lb Footing Thickness = 16.00 in Mu':Downward = 291 5,732 ft-lb Mu: Design = 1,879 5,732 ft-lb Key Width = 0.00 in Key Depth = 0.00 in Actual 1-Way Shear = 3,59 24.98 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Fe = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density - 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Bim.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 8.25 in,#5@ 13,00 in,#6@ 18.25 in,#7@ 24.75 in,#8@ 32.75 in,#9@ 41 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 = 1,868.6 3.44 6,436.3 Soil Over Heel = 2,805,0 3.33 9,350.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -95.3 0.78 -74.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Fooling Load = Axial Dead Load on Stem = 150.0 1,58 237,5 Added Lateral Load = *Axial Live Load on Stern = 250,0 1,58 395.8 Load @ Stem Above Soil = Soil Over Toe = 0.63 Surcharge Over Toe = • Stem Weight(s) = 1,350.0 1,58 2,137,5 Earth @ Stem Transitions = Total = 1,773,3 O.T.M. = 6,362.2 Footing Weight = 950.0 2.38 2,256,3 ResistingiOverturning Ratio = 2.20 Key Weight = Vertical Loads used for Soil Pressure= 5,505.0 lbs Vert.Component = 4.75 Total= 5,255.0 lbs R.M.= 13,981.3 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil press re calculation. Michael L.Schemmer,P.E. Project Title: ` -1. 2032 N Avenue,Unit A Engineer: Project ID: 0 Anacortes,WA 98221 Project Descr: (360)941-1607 mispe,sfructures@yahoo.com Priuled:27 NOV 2013,7:01AM File=c;\Users\MichaellOOCUME-1\ENERCA-•11209A8A-1.EC6 Cantilevered Retaining Wall ENERCALC INC,1983.2013,Bulld613a8.31,_Ver;6,13.6.31 :416Z S �' fy r n ;r(E'r fix'3.4'da �t ,:.v...�...j« a;, s tv i, t�X,,rye S �f s�..•. . 't"i -a ...'" ` N 'J:IG r.�a2FCW.;Ot30�!)1� ak%?'��: 'ry't�,.;,�.�r��3 3. f r ��'P i;� <� d i i� ,4�=3.���r.-;�; , �'' �9 � � } C ��. �'" :' A. . ..,,.as.�. .,i.,a...��.�..cfi�..,�� r.,.rrK � _'��: ��:�s� °,�. �„�a.av,�...-,�.,.�, �_r�.��,:s•t����4.i�I�S��'a�1�1�G1,1"���i..l��::.."t� �tr,;�..>. .�, Description: 13'6°wali,10'unbalanced backl'ill Criteria Soil Data Calculations per ACI 318-05, ACI 530-05,IBC 2006, Retained Height = 11.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7-05 Wall height above soil = 2.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflft Height of Soli over Toe = 12,00 In Toe Active Pressure = 35.0 psf/ft Water height over heel = 0,0 ft Passive Pressure = 389.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Fig&Soil = 0.400 USED for Sliding Resistance. Soil height to ignore USED for Overturning Resistance. 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 Fig CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 0.4 ft Axial Dead Load = 150.0 lbs at Back of Wall Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction _ Top Stem end Stern OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning = 2,08 OK Wail Material Above"Ht" = Concrete Concrete Sliding = 1.53 OK Thickness in= 8.00 8.00 Rebar Size = # 5 # 6 Total Bearing Load = 6,681 lbs Rebar Spacing in= 16.00 8.00 ...resultant ecc. = 12.34 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure Toe = 2,412 psf OK fb1FB+fa/Fa = 0.647 0.990 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,372.0 3,360.0 Allowable - 2,500 psf Moment.-Actual ft-I= 3,20i,3 12,413.3 Soil Pressure Less Than Allowable ACI Factored @Toe = 2,930 psf Moment Allowable ft-1= 4,944,2 12,537.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 22.9 56.0 Footing Shear @ Toe = 14,4 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel = 32.2 psi OK Wail Weight psf= 100.0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 28,08 Lap splice if below in= 23.40 7,46 Lateral Sliding Force = 2,566,7 lbs less 100%Passive Force = ° 1,366.9 lbs Hook embed into footing in= 23.40 7,46 less 100%Friction Force = - 2,570.6 lbs Concrete Data fcAdded Force Re 'd = 0.0 lbs OK psi= 0,000.0 ,500.0 4Fy psi= 60,444,0 60,040,0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 IYIILtJdel L.oulluinmer,Kt. Project Title: 2032 N Avenue,Unit A Engineer: Project 1D: 3 Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:0 IAhi Cantilevered Retaining Wall File=clUsers4MichaellDOCUME-1IENERCA-11209A8A-1.EC6 ENERCALC,INC.1983.2013,Build:6.13.13.31,Ver 613.8.31 t j Q 11 fry" I e M i cRt NO v d • 1 571„u •e�'�al rWa�i l' to t` tt ', y..f , Description: 13'6"wait,10'unbalanced backbit Footing Dimensions&Strengths [ Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 3.75 Factored Pressure = 2,930 0 psf Total Footing Width - 5.75 Mu':Upward = 5,155 0 ft-lb Footing Thickness = 16,00 In Mu':Downward = 744 8,043 ft-lb WidtWidth = 8.00 in Mu: Design = 4,411 8,043 ft-lb Key Width WidDepth = 8.00 in Actual 1-Way Shear = 14.44 32.20 psi Key Distance from Toe = 2.00 ftn Allow 1-Way Shear 75.00 75,00 psi Toe Reinforcing = None Spec'd t'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150,00 pcf Key Reinforcing = #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btni: 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 8.25 in,#5@ 13.00 in,#6@ 18.25 in,#7@ 24.75 in,#8@ 32.75 in,#9@ 41 Key: #4@ 22.25 in,#5@ 34.50 in,#6@ 48,25 in,#7@ 48.25 In, 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 = 2,661.9 4.11 10,943.5 Soil Over Heel = 3,730.8 4.21 15,700.6 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -95,3 0.78 -74.1 Surcharge Over Heel = Surcharge Over Toe - Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 2,33 350.0 Added Lateral Load = *Axial live Load on Stem = 250.0 2,33 583.3 Load @ Stem Above Soll = Soil Over Toe •- 1.00 Surcharge Over Toe = Stem Weight(s) = 1,350.0 2,33 3,150.0 Earth @ Stem Transitions = Total = 2,566,7 O.T.M. = 10,869.4 Footing Weight _ 1,150.0 2.88 3,306,3 ReslstinglOverturning Ratio = 2,08 Key Weight = 50.0 2.33 116,7 Vertical Loads used for Soil Pressure= 6,680.8 lbs Vert.Component = 5.75 Total= 6,430.8 lbs R.M.= 22,623.5 *Axial live load NOT Included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. IVFIUIdOt L,ounemmer,l',C. Project Title: 2032 N Avenue,Unit A Engineer; Project iD: 3 .). Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo,com Printed:27 NOV 2013,6:59AM • Fife-caUserslMlchaellDOCUME-1IENERCA.-1t209ABA-1.EC6 Cantilevered Retaining VVaII ENERc41C,INC.19832013 Bui1d:6.13.8.31,Ver.6.13,6.31' f«t 'iKVliOWIO. :4: �' s� 7.2 L• tt' . j' it A des `N'c4`3t'firRP T2 i".sf Jt r 2vtil` yYf* ' v .a ,„r l.�n f..R�'r��+£'.au. .17fi�Y._..s..i;.-•.s_.� .� tr: _�i,F..G�f...�.W4�t�%..:1'<,N F.r�a,i��r�. .�.�� ?.. !� ,�, IGe � `.�c�' `y, 7 ,�� �� - ,ir. Est=t.slYftc°,�;��t?�= Sci�ei"i81'�'L,,E.. Description: 13'6"wall,12'unbalanced backfill Criteria Soil Data 1 Calculations per ACI 318.05, ACI 530-05,IBC 2006, Retained Height - 13.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 745 Wall height above soil - 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0,00:1 Heel Active Pressure = 35.0 psfltt Height of Soil over Toe = 12.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure - 389,0 psfift Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff biwn Fig&Soil = 0,400 USED for Sliding Resistance. USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load J Surcharge Over Heel = 0.0 psf Lateral Load 0.0 Ptl 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 psi ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Fig CL Dist - 0.00 ft Axial Load Applied to Stem Footi FoonAbovTypeBelow Soil Line Load Axial Dead Load - 150.0 tbs at Back of Wall = 0.0 it Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio - 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction To Stem end Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0,00 Overturning = 2.21 OK Wall Material Above'He = Concrete Concrete Sliding - 1.55 OK Thickness in= 10,00 10.00 Rebar Size -- # 5 # 7 Total Bearing Load = 8,856 lbs Rebar Spacing in= 8.00 8,00 ,..resultant ecc. = 13.08 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe = 2,447 psf 0K fb/FB+fa/Fa _ 0.504 0.052 Soil Pressure @ Heel = 83 psf OK Total Force @ Section ibs= 2,268.0 4,704.0 Allowable = 2,500 psf Moment..,,Actuai ft-I 6,804,0 20,496.0 Soil Pressure Less Than Allowable ACl Factored @Toe - 2,964 psf Moment Allowable it-I= 13,499.3 24,048.9 ACI Factored @ Heel = 100 psf Shear Actual psi= 27.0 56.0 Footing Shear @ Toe = 21.9 psi 0K Shear Allowable psf= 75.0 75,0 Footing Shear @ Heel = 44.3 psi OK Wall Weight psf= 125.0 125.0 Allowable - 75.0 psi Rebar Depth 'd' in= 7.00 7,00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 41,16 Lateral Sliding Force = 3,500.0 lbs Lap splice if below in= 23.40 7.29 less 100%Passive Force = - 1,966.6 lbs Hook embed Into footing In= 23.40 7.29 less 100%Friction Force = . 3,440.0 lbs ConcretteoData Added Force Req'd = 0.0 lbs OK fc psi= 2,500.0 2,500.0 ....for 1.5:1 Stability - 0.0 lbs OK Fy psi= 60,000.0 60,000,0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 iwiu'iaar L.oorrernmer,r.t. Project Title: -, 2032 N Avenue,Unit A Engineer: Project ID: _j w) Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.struclures@yahoo.com Printed:27 NOV 2013,6:59AM Cantilevered Retaining Wall File=c:lUserslMichaelhDOCUME-11ENERCA-•11209A8A-1,EC6 ENERCALC,INC,1983.2013,Build:8.13.8.31,Ver.6,13.8,31 :' eI T'Vir''gf''""'.-+ �,. •" :1',•:<,:+Fifi '°F_ . ,' :lo. .,. t i, �� .-?- ry- ,'.3':r."<.".`"v '( YY�+6if 1�c,>##1�vKW�Q6.f3�0,14:�:,��t. , ..� � � x�s�,. Y� �� hn,�; �ry ,� .����,����� �t;i� r,, �;Seri.$'.a�?,�-� �; -�'"" s:>,� , �,tx;,;..,� ,�. :,ars c�`•,a,:fa!s wx ;- -�. �;� t. .� CGin�����1!: fib)?-.1�+.fiib�r.. Description: 13'6"wall,12'unbalanced backfiil Footing Dimensions&Strengths Footing Design Results Toe Width = 2.50 ft Toe Heel Heel Width = 4.50 Factored Pressure = 2,964 100 psf . Total Footing Width = 7,00 Mu':Upward = 8,198 0 ft-lb Footing Thickness = 16.00 in Mu':Downward = 1,163 13,149 ft-lb Mu: Design = 7,036 13,149 ft-lb Key Width = 10.00 in e = 12.00 in Actual 1-Way Shear 21.88 44.27 psi Key Depth _ Key Distancefrom Toe - 2.50 ft Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = #5 @ 12.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12,00 in Footing Concrete Density = 150.00 poi Key Reinforcing = #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ 8tm.= 3.00 in Toe: #4@ 9.00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Heel: #4@ 8,25 In,#5@ 12.75 in,#6@ 18.00 in,#70 24.75 in,#8@ 32.50 in,#9@ 41 Key: #4@ 16.00 in,#5@ 24.75 in,#6@ 35.00 in,#7@ 47.75 in, y 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 = 3,595.3 4.78 17,177.4 Soil Over Heel -- 5,243.3 5.17 27,090.6 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -95.3 0.78 -74.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 2.92 437.5 Added Lateral Load = *Axial Live Load on Stem = 250.0 2,92 729.2 Load @ Stem Above Soil = Soil Over Toe = 1.25 Surcharge Over Toe Stem Weight(s) = 1,667.5 2.92 4,921.9 Earth @ Stern Transitions = Total = 3,500.0 O.T.M. = 17,103.3 Footing Weight = 1,400.0 3,50 4,900.0 Reslsting!Overturning Ratio = 2,21 Key Weight = 125.0 2.92 364.6 Vertical Loads used for Soil Pressure= 8,855.8 lbs Vert.Component = 7,00 Total= 8,605,6 lbs R.M.= 37,714.5 "Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. . 0 A6 A47 3 j IV 14'-0' 1' ......'. 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Li' r ' =ti-L, c .j.) ` - .- --g--= i L Cc, ," ,e 1 . • . , . ti c? ...... _ - ______........_..._ • . . .,..,,,-.."-----'''' ' yg.P(t.: As..:1 e-e-4F- (----)' i c:-.--1-ifff•P • • • y4-tt-yv x,..0)( it,• -. -j------- . . . • . . - • • • • ' . i( • I , • . , . . .. . . . . .... . . .. •-• . . 2, • ' I • a-‘1,(4-5 Cf'-) 112--ee:,- v *-1.-2-1— I . -- iYi•DEA-t.--lzys..4 lq.-.1.1 , r • ,,..i • I... • - ., " 6t- • ,.2.!L...._1 , . C. 1 ," ,71.F:: r6 4." 1— • . . „ • • -,,--•,..- • (•: F.1-tar-ii. - - : • • - - '5 I _ L._-zi.itc., il,_,.._i_i. .._ ---) • / • "N. e Ww- 1(143 Li KL#5 _ • • .,.__ ,' 1 -::: ,. 4*,-' C''Q4.4 ' k.....— . i . i 1 i • i . CS9 • • . : . . . . .. . - . . , IT L., . . f . ....•-•1 /47-- '-':- t !s e:3) . . . - Michael L. Schemmer,P.E. • 2032 N Avenue,Unit A. A.,-,..cnrte.tt,WA 9g221 (360) 941-1607 " mlspe.structures@yahoo:COM. . . ... . . . . " . . • .. . . : . • �j�Qg pew y yy s E_a �gq�� +p� �° ✓`'' . - ._ :.__. ..-MICH EL-L.J CHESVilViER ,,�-Eo ` lL igy i �Cd.G�.itfr� tilzi14_,. 1,, 14,, ,l'l-i;e g7-41-,10ei.: ^�q +{ f f. k—t4.. Vi.. i...0,:i.7-. 4.5 ,...„..... _....... f tt 4�''. r --! .. C� . • t. ,. .I, erg a`tik, Li ti,,, • %, ,c� _ —�---.•,=-� tub -, }? -i 1-`pia el. el, , . .- .. .,'� it -t t2 . -. Michael L. Schein er P E. . . 2032 N Avenue,Unit:1 . . ..:E.,,mcortea., WA 98221 .. . ,. (360) 941-1 WI/ • ' - mispe.st .ictutes@yahoo:cor ,7 fill ro IlL ,3 ciry0FAA, Aco,„s STRUCTURAL CALCULATIONS FOR Elevated Garage Slabs Pin Pile Foundations and Pin Pile Foundations Addendum to Job# 2016-1107 dated 10/24/2016 Portalis Development Anacortes, WA 98221 2015 IBC 05/30/2017 17-025 PREPARED BY: James T.Schemmer,P.E. jt.schemmer@scgeng.com SCI-fEMMER CONSULTING GROUP PILC ENGINEERING CWIL-STRUCIURAL.MANNINGSURVEYING RESIDENTIAL HOME DESIGN 43z rire(5 e2solewv..) 20/5- zec Glfr-4645: Sziga . P i La Foorbuc-s. 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Y- — -------- , Images: -mob+ 4.4 t i •«yr.M[�f .er... r } , _ ,• r' „ ;: � Y . -, ,S ikr`;,.. .1 rf .,,,rt,4 i r -r am.., -'°t--4 •'! y s ` I' d .T - 1 -ti • -s, ll ' St 1 . ►f, .t r t. is -1 - . � ' I I - • ri r t�I e 07/13/2017 12:50:00 UPLOADED: 07/13/2017 12:51:00 UPLOADED: Timing for refusal Piles driven& cut 14 ,0.41111.1Ph 10..i so1..-4,0.e.0.P, n44,trow4 Ate"Psiaclyo) U ,even,t*S f° ••r1ionir+ors.01*TI++Kt+t4rt>44nM0.0f4ewW4nprlf44 9ks4.41...seed►MS4trNc1p*a4VfMWstt.“...k4r1P11tr flint*(mg W ISIIIItirilwrrcftn[Ntmn•dw '/'*"ftiT i'.d Q 21g1 • 3112 Nctorlsls Tt.t10O 4 C.,*ulcln1. 10C 411 11/hrr<tcrt<4• Crsrpneatc • 777 Chrysler Drive • Harlington, WA 91123t • Phase 360.735.1990 • Fax 364r155.1980 SW Rtrg nn . 2 1 1•ti Mack Lake Hlvd, S.W•• Olyinpia, WA 911312 • Phone 36c1.334.97?? • Fax 360.'04.9779 NW itcglokn • N4I41 Dupont Street, Suite 5 • heiUiQhnm, WA '1822S • Phone ;It41.6.0.4019t • FAx 3t,l1.rt47.8I I Visit our website: vr+Aw .mtc-iisc_aet Portalis Homes-Construction-17B067-02,07/12/2017,#F82610,Page 1 of 2 _ - ra . . .. . _ . .. . . _. _.. - • • • 11'-tr ' 61r6' I • 12.^a. - z4•.,p" 5•..8 • • 0 0 d o e- . • 4 . f • • — — • " ^ • Line• o floo•r above • _ q c� 4 • CANTILEVER C : 0 ' • $' • . • _1 ' • •, I. 4 .J, r •° b3{•8" `• .•• .:k •a•.• . 0�,e•,+ :i. 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IIP Portalis Homes - Construction - 17[3067-02 • Field Report: Other: Report #F82637 CLIENT Portalis Homes DATE 07/13/2017 PROJECT LOCATION 4938 Portalis Way PERMIT # Anacortes WA [Inspection !information: Inspection Date: 07/13/2017 Time Onsite: 07:45 AM Weather Conditions: !68 Cloudy Inspection Performed: Other Comments: MTC on site as requested to sample previously placed imported material from Arnics Pit in Anacortes, WA. MTC retrieved sample and delivered to Burlington laboratory for sieve and proctor analysis. Please refer to lab report B17-0592 for details on soils analysis and ' report D39197 for compaction details. - _I Images: ?.. s+.Srf ' y' Mw _ ,�� '..1' .y i .,:1-77. 11C!;t -*"Nir iti 1 ';';'.''' .--- • ''4*-' - -t Ot9.' .ems . . Y, H • i . c - r , 4 • , UPLOADED: 07/13/2017 13:25:00 REPORTED BY: Kevin Quillan REVIEWED BY: Kurt Parker,Project Manager kV re.ecn+4lplp wh.,••saal..r►•w•ades•asrdr v.N. A,u waist1rr.-n�M.Ync+tr+t.tk 1^e1/R tot.•.nhe+.III wroth•K rrl.rwill in ler•�rutretts1 freris.l of dk►o..w.�Mrin1 A•n4#,VIWS4 .i,lr.nw4iwin w clink-1 ',npzys oar'vim ht,.rrr.lfvicaprolcifte asrvrr.t.V 14411 • 1112 NI ettrlaala rr.un. A Cs@wulllow.. lot All e lit Ice •tstrts/. Corporate • 777 Cbryder Drive • Burlington. WA 98233 • Plume 16t1.7S3.11,9911 • Fax 344.756.1986 SW keglnm • 211$ "hack Lake Hlvtl. S.W.• Olympia, WA 98312 • Phone ;ifh(1,334.<17?? * FAX 3150,534.9779 NW krglnn • 13t13 Dupont Strtctr Suite 5 • 1 ellialghnm, WA 9$22S • Phone :16O.647,4116t • FaK 360447.8111 • Visit our website: win*_mtc inc net Portalis Homes-Construction-17E067--02, 07/13/2017,#F82637,Page 1 of 1 �I�lLL.7 Materials Testing & Consulting, Inc • .. 1;eotectlnklli Elgiseerinr d•Consulting•Special Inspection•Materials Testing•Environmental CC•rwltirx •• I Eagiaeem/,lrsnronrcNino.MI Pordalis Homes ., Construction _ 1'7E30 7-02 •• Compaction: Report 1D39197 CLIENT Portalis Homes DATE 07/13/2017 PROJECT LOCATION 4938 Portalis Way PERMIT Anacortes WA Inspection Inforr mIation: Inspection Date: 07/13/2017 Time Ousite: 07:45 AM Weather Conditions: 168 Cloudy Inspection Performed: IPD-Soil Compaction Field Data: Work/Location: SW corner of the western building corner I Gauge Standard MS: _526 Equipment ID & Serial#: ,Troxler 3440D, Ser.#15581 J Gauge Standard DS: 11727 Test Samples: Sample#: Description: Proctor Value(pcf):Optimum Moisture and Oversize Rock Correction: 1.iB 17-0592 `: SP-SM Poorly graded sand with silt and gravel IL 136.9 _I I6.7%OM, 17% ORC TEST METHOD ►z4 ASTM D-1557 /AASHTO T-180 In Place Density Test Resuits (PSTIVI D-6938): Test# Mode/ Location of Test Elev. Wet Dens. Dry Dens. Moist% Sample# % Comp. `4 Regd. Depth ; 12 5 E, 15 N of SW corner $0 138.6 133.8 - - 1L lI 11.3.6 II 1- - I1 1 97.7 H 95 2 12 _ '17 E, 25 N of SW corner 11 78 I1 138.7 1I 132.9 it 4.4 1 it 97.1 95 0 Native Soils Soils consistent with Proctor O Yes 0 No ® Imported Fills Soils found to be firm and stable; and to the best of our O Yes 0 No knowledge,meet compaction Contractor notified of results O Yes 0 No Remarks: MTC was on site per contractors request for compaction analysis of fill that was placed and compacted prior to our arrival in tiers(see photo below). Sec sample report#F82637 for material details. Following completion of laboratory analysis, compaction was attained for areas tested and was firm and unyielding. Images: A*I ARO)molNl•tr.w•+dmonr•hroot. M vine PSlrwsr ty rittgoobt reitkc rr wpm orrri,rM,,44 ca.heolool provontorNino.••tsair►Mwbnr#oromildrwsrer►h.n.,kv.,.. r.•Ehw••rritA,e►y Der?Irmo l.x t • 1t11 NNI riml• ttrrind t Co•NuIUsl. Inr All rig Iwo r<r4rr4.4. Corporate • 77/ Chrysler Drive • Burlington, WA 982,13 • Plume MO 75S.1990 • For 31111.753.1984 SW Region • 21 1x Mack Lake Hivd1. S.W.• Olympia, WA 98312 • Phone 360.134,9?7? • Fax 3t50,S34.9 7 79 NW Region • 805 Dupont Shaer. Suitt 3 • iiellisighnm, W A 9022S • Phon itl.641. tl I • Fate 360.647.81 I t Visit our website: Irww_mtc inc_net Portalis Homes-Construction- 17E067--02, 07/13/2017,#D39197,Page 1 of 2 • Wittig Materials Testing & Consulting, Inc. `_ 421114 Mecf,nirrl Fngirmetrinl d Crm,u lint;•Sprriel Inip ctirm• lllrrtr rinit Teitang•Envinonmenlal Cof•eiling l :� 01 EuriTf.,,,4dnnrun,>^.Cimv I1M1 . A a r r•�� f \_ 1 , tl ;+I.,.. y •1r . -�.. ter: 1.•.+ A , • 1 urn UPLOADED: 07/13/201.7 13:38:00 Tiered material shown - Test#1 location REPORTED BY: Kevin Quillan REVIEWED BY: Kurt Parker,Project Manager A•r,r,enlglt...t,..M,.r,.•,......,...md,r•.a A.j♦rtr,lw+mMwr,rtVss,,M Milt,Miurxl•n.111 ninny.orwlnPIdi* fwn.WPrtrnOfertitrr.41+R fobannimil fie rII ••tw,nwRH.n•,4rwIPr (,Irv,t.rr.iw''te'w riinrrvr..r.a,cwnatprMvolurealwtf irprolit.0 1449 • 11111 M bt grim lu r tot in• A cif s.utl*.. for All 11119a (a. t'r1.rpnrtatr • 777 Chrysler I)rlve • Burlington, WA 911231 • Phone 360.735.1990 • Ban 360 7SS.19K* SW Regina • �I fn Mack Like Hlvd. S.W-• Olympia, WA 90312 • Phone 360,334.9777 • Fax 350.534.9779 NV, IlttKlnn * Kii,1 plli>onl Street, Suite 5 • BeIlleghnm, WA 98223 • Phone 360.(,41.61)GI • Fs% 360,647,811. 1 Visit our website: vww_mtc inc_net Porlalis Homes-Construction-17B067-02,07/13/2017,#D39197,Page 2 of 2 1 Materials Testing & Consulting, Inc. Geotechnical Engineering•Materials Testing•Special Inspection•EnvironmentalConsulting mall �41g1ereds re lit <linh&Cen54nrg' May 18, 2017 , Allan Schroeder Portalis LLC 4819 Portalis Way "�) Anacortes,WA 98221 !1 11 alAp rtalishomes.com OCT 360 202-6145 017 CITY 0 ANAcor,, Subject: Report of Geotechnical Investigation S Proposed Residential Development 4938 Portalis Way Anacortes,Washington MTC Project No.: 17P067-01 Dear Mr. Schroeder: At your request, Materials Testing&Consulting,Inc. (MTC)has completed a geotechnical investigation, including site visual reconnaissance, targeted subsurface testing, and review of available geologic literature at the above referenced subject property proposed for multiple duplex-style home developments. The project vicinity is a low-lying coastal margin on the northwestern edge of the City of Anacortes. To the northwest of the site is the Washington State Ferry Terminal followed by forested and relatively undeveloped lands. To the south and east of the project site are similar style homes built in earlier phases of the Portalis Homes sub-development. Further south, on rising hilly terrain are similarly developed single-family residence communities. To the north of the project site is a low lying marshland followed by the shoreline bordering the western Guemes Channel. MTC understands that the client intends to continue phase development of the Portalis Homes Development with four duplex-style homes that include two-story floor plans and top-level garages with slab-on grade driveways. During previous site development,the client reports that a large gravel-borrow pit located within the vicinity of proposed building footprints was filled with potentially unsuitable materials. The client has requested geotechnical site evaluation for alternate foundation support including pin piles due to known unsuitable fills placed within building foundation footprints. The following report presents the findings and conclusions of our targeted site investigation, addresses the feasibility of proposed development as detailed below, and provides geotechnical recommendations Corporate • 777 Chrysler Drive • Burlington, WA 98233 • P.hone,360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 805 Dupont, Suite 5 • Bellingham, WA 9&225•Phonn360.647.6061 • Fax 360.647.811I Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 •r Silverdale,WA 98383 • Phone/Fax 360.698.6787 Visit our website: www_mtc-inc.net Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 for underpinning toward final foundation design. MTC has performed this site investigation in accordance with project discussions with the client and design team. A summary of MTC's observations, findings, and interpretations to date are provided herein. Site Investigation Methodology: Site exploration activities were performed on April 24, 2017, and involved advancing five geotechnical hollow-stem auger (HSA) boreholes among proposed development areas per the project proposal. Exploration locations were selected in general accordance with proposed building and facility locations provided by the client and in areas of expected fill soils based on prior development research. Explorations were field-located by an MTC Licensed Geologist and adjusted as necessary for access and underground utility considerations. All borings were advanced to contracted depths and terminated as planned at the request of the client, upon reaching firm native soil conditions. Standard penetration test (SPT) blow counts were recorded during borehole advancement. Disturbed soil samples were collected by split-spoon at 2.5-foot intervals for the upper 10 feet and every 5 feet thereafter for all borehole locations. Borehole B-1 was advanced within the footprint of the southwestern building garage, on a previously excavated pad near the planned footing grade. Borehole B-2 was advanced approximately 25 feet to the west of the existing cul-de-sac,near the corner of the proposed southeastern building footprint. Borehole B-3 was advanced near the center of the two southern building footprints, on a pad approximately 10 feet below the existing pad where B-1 and B-2 were advanced. Borehole B-4 was advanced approximately 30 feet to the west of B-3 along the northern foundation footing line of the proposed southwestern building footprint. Borehole B-5 was advance approximately 20 feet to the south of the existing cul-de- sac near the southeastern corner of the northeastern most proposed building footprint. Borehole B-1 was advanced to a termination depth of 41.5 feet below present grade(BPG). Boreholes B-2 was advanced to a termination depths of 21.6 feet BPG and B-3 was advanced to a termination depth of 21.7 feet BPG. Boreholes B-4 and B-5 were advanced to a depth of 3.1 and 4.0 feet BPG, respectively, upon reaching firm native soils. Exploration locations are shown in Appendix B,Figures 2A and 2B, on the aerial photo depicting existing building and exterior surface conditions and on a site plan showing proposed building locations. On May 3, 2017, a supplemental site visit by an MTC Licensed Geologist was performed following excavation activity within the upper pad of the southwestern building footprint, near the advancement of borehole B-1. The contractor had removed approximately 5 feet of fill materials base on the subsurface findings at B-1 and uncovered additional depths of fill materials on the eastern portion of the pad. MTC personnel observed the newly excavated surface, then directed and observed the excavation of a test pit 2 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 performed approximately 8 feet to the east of borehole B-1, The test pit was terminated at 8 feet below present grade(BPG)upon reaching firm native soil conditions. Test pit location is shown in Figures 2A and 2B of Appendix B. A project location and vicinity map is shown in Figure 1, Appendix A. An overview site plan showing general lot conditions and boundaries is shown in Figure 2A,Appendix B, with testing locations provided on the detail site plan in Figure 2B. Photographs of site specific details were taken during site visit and are shown in Appendix C. A USCS soils exploration log key is provided as Figure 3, with subsurface exploration results presented in Appendix D. Laboratory tests were performed on selected soil samples in accordance with ASTM standards to determine index and engineering properties of the site soils, Tests included supplementary soil classification, grain-size distribution analysis,hydrometer analysis, natural moisture content, and organic content. Laboratory test results are presented on test reports included in Appendix D. Site Conditions: The project site is located on the western boundary of the Portalis Homes sub-division, placed on the western edge of the Anacortes, Washington off SR 20. The site borders the WSF Anacortes Ferry Terminal to the northwest and is adjacent to low-lying marshland that opens to the Guemes Channel to the north. Portalis Home sub-division extends to the northeast of the project site with prior phases of development by the owner. Homes within the development are stylistically similar, up-scale duplexes and single-family residences. Properties to the south are also partitioned into sub-development type communities at an elevation gradually rising to the south from the project site. The new development site is roughly rectangular in shape and approximately 100 feet wide by 200 feet long. Within the subject property, topography descends to the north from the southern edge of the property at an angle of 5 to 10 degrees, with early earthwork benching performed in the general vicinities of the duplex-style buildings. Currently, the northwestern-most building of this project phase has foundations constructed with a deepened day-light basement below the garage and driveway areas to accommodate for unsuitable soils at planned grade encountered during original construction. The majority of the sit has undergone some degree of site preparations including stripping of vegetation and topsoil and initial benching for building foundation subgrades. The foundation benches on the property are approximately 10 feet high and extend 15 to 20 feet on grade. The soils on these surfaces appear as brown sand with silt and gravel with scattered organics, similar to pit run material. Outside of the cleared and excavated areas, native grasses and brush are observed along the west and eastern boundaries of the site with a 3 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-0I string of mature evergreen trees lining the western property boundary. The property descends from the building areas to a detention pond stormwater facility to the north. Subsurface Conditions: A general characterization of on-site soil units encountered during our exploration is presented below. The exploration logs in Appendix D present details of soils encountered at each exploration location. The on-site soils are generally characterized as follows in stratigraphic order to depth: • Fill Soils (SM-SW)— Silty Sand to Sand with Silt and Gravel: Apparent uncontrolled fill soils were encountered in all five borehole locations from the surface to various depths, extending to depths as shallow as 1.0 to 2.8 feet BPG on the northern portion of the site at B-4 and B-5, and as deep at 15 to17 feet BPG at borehole locations of B-2 and B-3. Contents, character, and density varied by site location. Soils typically consisted of silty sand to sand with silt and various amounts of gravel, interpreted to be the uncontrolled fill used as backfill for the historic borrow pit from early site development. The soils were locally variable but generally loose to medium dense, damp to wet, and dark brown in color, containing variable amounts of organics and buried foreign materials. Loss on Ignition(LWI) analysis was performed on samples from boreholes B-2 and B-3, yielding organic content in samples up to 5 percent by volume. Visual observations of other samples and during supplementary excavation observations reported up to 10 percent organics by volume within the fill soils. Based on variable depths of fills from borehole locations throughout the site and observations of excavations during the supplemental site visit,the borrow fill pit appears to thicken away from the location of B-1 at 3 to 5 feet BPG to the east toward B-2 at 15 feet BPG. The pit also appears to be constrained from south to north with thicknesses of 1.0 to 2.8 feet BPG at B-4 and B-5 toward southeast and south toward B-3 indicating a thickness of up 17 feet. Thickness of the fill pit along the eastern portion of the property was not explored due to site access and utilities along the cul-de-sac, but thicknesses could be expected to be up to 20 feet or greater. • Native Glacial Deposits (SM-SW-ML) —Primarily Silty Sand, some Sand with Silt and Silt with Sand: Predominantly fine-grained native deposits were encountered at all boring locations beginning as shallow as 1.0 to 2.8 feet BPG in B-4 and B-5, and as deep as 17 feet in B-3. Soils generally consisted of silty sand with intermittent lenses of sand with silt and silt with sand. These soils were consistently light gray in color, typically medium dense to occasionally dense and generally damp to wet occurring at and below the apparent water table observed only at B-1 location. Silt 4 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 and sand variations in the unit were localized and did not correlate as continuous layers throughout the project site. The profile also contained some narrow interbedded lenses of silt to clay observed irregularly with variable amounts of gravel. This unit may be interpreted to correlate with mapped Vashon Stade glacial till soils, although silty sand soils may represent drift or outwash units with the compacted nature of till soils not observed. At location of borehole B- 1, drilling advanced approximately 37 feet through the native glacial deposits, whereas in other locations borings were terminated upon reaching firm conditions within the native deposits. No surface water features or apparent seasonal channels were observed at the building area during MTC's site reconnaissance. The ground surface in the stripped central area of the proposed residential building pads was damp upon arrival at the site. The closest,natural surface water feature to the building are is a marshland approximately 700 feet to the northwest and the shoreline of the Guemes Channel approximately 1,200 feet to the north. Atmospheric conditions during the site visit were sunny and dry. Groundwater was encountered in borehole B-1 during explorations, the deepest of all exploration borings. At B-1, groundwater was encountered at 34.6 feet BPG. No perched groundwater horizons were observed throughout the soil columns explored and no obvious signs of groundwater alteration aside from minor orange mottling in soils at B-5 in the upper section of the native soil. This alteration is interpreted as downward migration of meteoric water and not representative of groundwater levels. MTC's scope of investigation did not include determination of seasonal water condition variations or conclusive measurement or monitoring of groundwater conditions during and after field operations. Summary of Geologic Literature Review: The Washington Interactive Geologic Map, published by the Washington State Department of Natural Resources (DNR) indicates that subsurface geology of the entire project site is mapped as unit Qgt(v)- Quaternary Vashon Till of Fraser-age. The Vashon till is described as a dense diamicton of unsorted clay to boulder-size particles deposited on land by an advancing continental glacier(Lapen, 2000).Native soil conditions encountered in the field, interpreted as unsorted silty sand to sandy with varying amounts of gravel, correspond with the results of literature review, The NCRS Web Soil Survey maps the entire area of study as the Terric Medisaprists with 0 to 2 percent slopes. The depositional landform is backswamps and depressions and the soils are derived from mixed organic material over glacial drift. A typical soil profile consists of much to 17 inches and silty clay below to depths of 60 inches or greater. Depth to the seasonal high (perched) water table commonly ranges from 0 inches, and the soil is broadly classified in Hydrologic Soil Group C/D. Capacity of the most limiting layer to transmit water(Ksat) is moderately low to moderately high, ranging from 0.06 to 0.20 inches per hour. Depth to restrictive conditions is listed as typically more than 80 inches. 5 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 The Washington State Department of Ecology Coastal Zone Atlas (CZA) maps the project area and vicinity including slopes to the east and west of the site as stable. The beach area to the north of the site is an accretionary shoreform with a sediment transport zone to the west and modified zones to the east. The majority of beach in the project vicinity is an accretionary shoreform,which means that the shoreline has a relatively stable berm and backshore that has been built by long-term deposition of sand and gravel transported by water or wind action. Additional research included review of documentation of prior site fills and testing, provided by the client. During earlier stages of Portalis Homes development (2003-2004), MTC was contracted to perform site soils investigations and compaction testing of filling operations of a borrow pit located in the vicinity of the new development. During review of site documentation, general dimensions and locations of fill pits were established and used for targeted testing of current soils investigations. Dimensions and location of borrow fill pits are estimated based on available documentation and should not be considered absolutely definitive. Foundation Discussion and Recommendations: The results of MTC's geologic research, site reconnaissance, and field explorations at the project site indicate the residential development including the three remaining duplex-style building foundations as proposed are feasible given suitable site-specific design measures are applied and by following the guidelines and recommendations presented below for deep foundation reinforcement of shallow footing elements. The encountered site conditions present a practical challenge and increased cost of building development compared to a similar scale of construction for a typical site condition with competent soils present at surface. In summary, various portions of the building vicinities appear underlain by soft or loose sensitive organic-rich uncontrolled borrow-pit fill, with interpreted competent glacial deposits at depth as encountered during boring advancement and associated SPT consistency data. The prevalent organic- rich uncontrolled fills are not suitable for long-term support of building loads due to a high risk of settlement. Glacial soils at depth below uncontrolled fill were found to be generally intact and resistant, and are considered favorable for deep foundation support. Alternatives to underpinning in areas with thick sections of uncontrolled fill, such as full overexcavation or partial replacement and reinforced earth construction, are not considered preferable in these areas due to limited space constraints at the site and unknown thickness of fill in the vicinity of the existing cul-de-sac extending to the east of the site. In footing locations near the fringe of the borrow-pit where uncontrolled fill materials are relatively thin, it is feasible to perform shallow excavation of fill soils down to competent glacial soils, followed by backfill with compacted import, structural fill. 6 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 AssumingMTC's recommendations are followed, construction at the proposed locations appears feasible p P pp by employing perimeter foundations and grade beams supported by driven steel pin piles in areas of deep uncontrolled fill bridging to shallow overexcavation and structural backfill on the western and northern fringes of the borrow-fill. If the proposed style or extent of construction changes, MTC should be contacted to consult on foundation design and provide new or revised recommendations as necessary. General Construction Recommendations MTC recommends that at minimum all structural load-bearing elements of the foundations, on the southeastern portion of the project site where thick sections of unsuitable, uncontrolled fill materials, be supported by driven hollow-core steel pin piles attached directly to the footings or grade-beams supporting footings. Due to the high organic content and soft nature of these uncontrolled fill materials presenting a significant risk of differential settlement,it is also recommended to structurally underpin any slab-on-grade areas in the borrow-pit vicinity. Typically,this entails utilizing supporting grade beams on pin piles below or incorporated within a structurally-reinforced slab. Considering this will add significant cost over typical slab construction, it may be preferable to avoid slab-on-grade elements where feasible. Recommendations for pin pile design and construction are provided below. For areas where foundation elements are located on the western and northern edges of the borrow-pit near B-4 and B-5, where uncontrolled fill are relatively thin, it is feasible to remove the shallow, overlying uncontrolled fills down to suitably firm native soil followed by construction of footing on native soils or compacted structural fill placed on firm native subgrade. Recommendations for shallow overexcavations, footing preparations,and structural backfill are provided below. Current site conditions reside with the majority of cover soils within building areas absent following prior site preparations. Existing conditions are variable with unknown competency of the underlying, organic- rich uncontrolled fills. Due to their consistency and organic content, uncontrolled fills may be highly sensitive to construction operations. In order to provide a suitable working area and generally stable base for construction activities including foundation placement, we recommend installing a 12 to 18 inch base pad of material consisting of structural-quality fill. This site preparation should be completed prior to pin pile installation and may be touched-up after piles are in place with hand-operated equipment if required to level foundation or slab areas for concrete forming and placement. Existing conditions on the western and northern edges of the borrow-pit which meet or exceed this criteria are suitable for this purpose without further alteration. Pad fill should be spread and compacted to a firm, unyielding condition by a combination of machine track-walking and small machine compaction (roller or plate compactor). However, overcompaction and vibratory action should be avoided, and no large compaction equipment 7 Portalis Homes Ceotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 should be used. We recommend pad fill placement and compaction be observed and verified by an MTC representative. Shallow Foundation Recommendations We recommend all uncontrolled fills and unsuitable soils be removed from footing and slab-on-grade alignments and locations down to suitably stiff native conditions. Based on boring logs and SPT data, suitable native soils are expected to be encountered along the western and northern fringes of the borrow- pit at depths of 1.0 to 5.0 feet below the existing cut along the western building area at B-4 and B-1 respectively, and approximately 3 feet below the existing surface southern edge of the northeastern-most building location at B-5. Structural fill can be placed following overexcavations to resume planned footing grades, or alternatively the client may choose to deepen footings by way of heightened stem walls for placement directly on native bearing soils. The alternative option should be consulted with the design engineer if considered. To ensure lateral and bearing support for continuous strip and column foundations, structural backfills should extend a distance past each edge of the base of the footing equal to the depth of structural fill placed below the footing, up to a maximum of 2 feet in the case of this project construction. For example, for a 2-foot wide perimeter footing, a 1.5-foot thick structural backfill is recommended for a total width of 5.0 feet(1.5 feet each side equal to depth,plus 2-foot width of footing). We recommend final foundation subgrade conditions be evaluated and confirmed for suitability during earthwork construction once overexcavations are completed as described above, and prior to any backfilling with structural fill material. Fine-grained subgrades should be prepared with a smooth-edged bucket to minimize disturbance. Where subgrade disturbance is unavoidable, and for any coarse-grained native soils if encountered, we recommend the subgrade be recompacted before backfilling and/or foundation construction to ensure a consistently firm and unyielding subgrade. Small equipment such as hand-operated rollers,plate compactors, or jumping jacks are considered suitable for this purpose. Backfill of Overexcavations and Foundation Elements: For backfill of overexcavations below foundation elements, and against foundations as needed, approved structural fill should be employed and compacted to a firm and unyielding condition and at 95% of the modified Proctor dry density per ASTM D1557. Backfill soils are recommended to be suitably free- draining, granular and well-graded meeting project specifications. We recommend imported structural fill material should conform to WSDOT Standard Specifications Section 9-03.14(1), Gravel Borrow, of the most recent edition (at the time of construction), or approved equivalent. Prior to placement and compaction, structural fill should be moisture conditioned to within. 3 percent of its optimum moisture 8 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 content. Loose lifts of structural fill shall not exceed 8 inches in thickness; thinner lifts will be required for compaction using small machinery or hand-operated equipment. To prevent the build-up of excess lateral pressures, overcompaction should be avoided behind retaining wall features and buried foundation walls, if present. However, a lesser degree of compaction may permit excessive settlements. We recommend backfill within 5 feet of any retaining wall-style foundations or free-standing walls be compacted by small equipment, and placed in 6- to 8-inch loose lifts. Compaction efforts should begin along the fill edge closest to the wall and progress away from the structure. We recommend that MTC be contacted to verify imported materials proposed for use as structural fills,to perform laboratory analysis for proctor determination, and for compaction testing during backfill placement. A sufficient schedule of tests should be conducted to establish methodology and ensure fill installation meets compaction requirements. The number of tests required will vary depending on the fill material, its moisture condition and the equipment being used. Initially,more frequent tests are typically required while the contractor establishes the means and methods required to achieve proper compaction. Pin Pile Design Recommendations Pin piles are recommended to support new structure foundations and slab-on-grade elements if proposed, which appears feasible based on the results of our site explorations. As a conservative design assumption, MTC recommends the contribution of pin piles to lateral foundation support be considered insignificant due to the low-strength soils and anticipated small diameter of piles utilized. MTC assumes the pin piles will be encased directly into concrete foundations and attached to the footing via re-bar or similar attachment(to be specified by the structural engineer). Therefore,the pin piles will be subject to a fixed-head scenario with effectively no rotational or lateral effect. Allowable axial capacity is addressed below. MTC recommends 3-inch minimum to 4-inch maximum pin piles (schedule 40 steel)may be used for the new foundation construction. Corrosion-resistant pipe (galvanized or equivalent) should be employed due to the organic-rich subsurface soils. An allowable single-pile axial capacity of 8 kips or 14 kips maximum is recommended for 3-inch and 4-inch diameter hollow-steel pipe piles respectively, when driven to refusal on resistant conditions. We generally do not recommend 2-inch diameter piles be used for new construction applications. However, if some elements are well suited to low-capacity concentrated distribution,2-inch schedule 80 pipe may be used with a 6-kip maximum axial capacity. These pile capacities are provided taking into account the documented site soil conditions, as well as industry-standard practices and past experience in the regional area for pin pile construction. Use of 9 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 higher pile capacities may be possible if load testing were performed under continuous observation of pile installation, verifying embedment and refusal conditions. If load testing is required by the design engineer or local municipalities, performance should be in accordance with industry standards. This typically entails use of the ASTM D1143-81 "Quick Load Test Method"to verify pile capacity is reached up to twice the design value for a minimum of 3% of piles(1 minimum, 5 maximum per project)without failure due to excessive settlement of the test pile under short-term loading. In this event, MTC should be contacted for consultation on final design capacities. Actual pile locations, spacing, and foundation attachments shall be determined by the structural engineer. MTC anticipates that 3- to 4-foot on-center spacing of piles is feasible, given typical building loads for residential construction and common underpinning practices, to be confirmed or revised by the engineer according to final design requirements and as needed during site preparations. However, alternative layouts should also be determined by the structural engineer for any concentrated loads if present. Pin Pile Construction All piles shall be driven to refusal with minimum criteria as determined based on the size of the pile and proposed mechanism of installation. If low capacity 2-inch or 3-inch piles are driven using appropriately sized pneumatic hammer equipment, we generally recommend refusal criteria of less than 1-inch advancement over 60 seconds be applied. Piles of 3-inch diameter driven with appropriately sized hydraulic equipment typically require refusal criteria ranging from around 10 to 30 seconds per inch maximum advancement. MTC shall be contacted to consult on and confirm pile construction refusal criteria based on the contractor's proposed installation methods prior to the start of pile driving activities. Maximum pile eccentricity shall be limited to 4 inches, unless otherwise planned as battered for increased lateral resistance per the engineer. We anticipate refusal will be reached after encountering resistant glacial soils at depth, however we recommend embedding into hard material as possible to meet or exceed minimum refusal criteria to ensure proper bearing support. Based on our boring logs and associated SPT testing,which typically is a decent approximation of pile driving behavior, minimum pile lengths (from footing attachment to refusal) of up to 15 to 20 feet or locally greater are anticipated in the building locations near the identified, pre- existing fill pit. Early refusal of individual piles at depths above those contacting dense or hard glacial soils as documented herein are considered not acceptable given the sensitive organic-rich nature of the upper fill deposits. We recommend that pile placement continue as close to the thinning edge of the borrow-pit as possible without piles being less than 5 feet between the bottom of the foundation element and the anticipated firm native surface in order to retain the structural functionality of the piles. to Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 If early pile refusal is encountered at depths less than those recorded by field exploration,pile acceptance shall be evaluated by the geotechnical consultant in consideration of achieved depth, observed driving behavior, and adjacent pile conditions. Lesser lengths of individual piles may be permissible on a case- by-case basis. However if refusal is encountered at an excessively shallow depth (within loose upper deposits), MTC recommends an alternative driving location be attempted at minimum 3*d (three times pile diameter) and at maximum 5*d on-center from the refused pile. Final acceptance of installed piles shall be at the discretion of the geotechnical consultant and structural engineer. MTC recommends that we be contacted to review proposed pile plans and specifications, to ensure they are consistent with the intent of the recommendations provided herein. In addition, MTC recommends that we be retained for construction phase testing, observation, and engineering consultation services relating to pile installations. Such services may include but are not limited to geotechnical consulting, pile driving observation and documentation, and special inspections such as welding if required. We recommend pile installation be observed and documented on a full-time basis by an MTC representative to ensure refusal criteria are met and to provide a record of subsurface construction. If conditions are encountered which differ from those described herein, MTC shall be contacted immediately for consultation and to provide alternative recommendations if required. 11 I I Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 Closing Remarks: MTC recommends that we be contacted if any further site evaluation or design-phase geotechnical services are required in advance of the building construction. In addition, MTC recommends that we be retained for construction phase testing, observation, and engineering consultation services as may be needed. Such services may include but are not limited to geotechnical engineering consulting and earthwork support consulting, subgrade verifications, compaction testing of fills, laboratory materials analysis, and special inspections if required. Mr. Schroeder,we trust this report presents the information you require. If you have questions,please do I not hesitate to call. Respectfully Submitted; ai Washy �e • --_.•_ram /1 Cc_ - -f i.-\`E- ._y, Z. // �. Engineering ••ogis 4. j 07 00 2856 \.4. ii, 4,, / KtNIGG $�d Gee 5-18-2017 a' +�44lsr: 9�,�� 5-18-2017 j John R. Gillaspy , 0NA John R. Gillaspy,L.E.G. Medhanie Tecle,P.E. NW Region Geotechnical Division Manager Engineering Division Manager Additional preparation by: Cass Dimitroff Staff Geologist Attached: Limitations and Use of this Report Appendix Al. Site Vicinity and Location Maps Appendix B:Exploration Locations Appendix C:.Ste Photos Appendix D. Exploration Logs Appendix E. Laboratory Results 1 12 Portal's Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 Limitations and Use of This Report Recommendations contained in this report are based on our understanding of the proposed development and construction activities, our field observations and exploration and our laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that vary or differ from those described herein, MTC shall be notified immediately in order that a review may be made and supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations shall also be reviewed. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty, expressed or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by MTC during the construction phase in order to evaluate compliance with our recommendations. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the author of this report, are only mentioned in the given standard;they are not incorporated into it or"included by reference", as that latter term is used relative to contracts or other matters of law. This report may be used only by Mr. Allan Schroeder, the client, and his design consultants and only for the purposes stated within a reasonable time from its issuance,but in no event later than 18 months from the date of the report. Note that if another firm assumes Geotechnical Engineer of Record responsibilities they need to review this report and either concur with the findings, conclusions, and recommendations or provide alternate findings, conclusions and recommendation under the guidance of a professional engineer registered in the State of Washington. The recommendations of this report are based on the assumption that the Geotechnical Engineer of Record has reviewed and agrees with the findings, conclusion and recommendations of this report. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of the report,MTC may recommend that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by Mr. Schroeder,the client, or anyone else will release MTC from any liability resulting from the use of this report by any unauthorized party and Mr. Schroeder agrees to defend, indemnify, and hold MTC harmless from any claim or liability associated with such unauthorized use or non-compliance. We recommend that MTC be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. The scope of work for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water,or groundwater at this site. 13 Portalis Homes Geotech flied Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 Appendix A. SITE LOCATION AND VICINITY Regional Vicinity A l'l a i<�ortos ic,? ) Bay sic'•';;; FirlaIgo island - �1l�i i�ey m snuc posh r r c� I 711 , Project Location `<<I.:Vd'�•1 ti' �es o' cap 3c Ship Harbor Inn* - .t, Q, Cz� .aye e� •- i nut Maps Source: - •,'�e� �' Google Imagery 2017 Materials Testing&Consulting,Inc. Regional Site Vicinity FIGURE 777 Chrysler Drive Portalis Homes Geotech Portalis Way Burlington,WA 98233 Anacortes,WA 14 Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11, 2017 Project No.: 17B067-01 A 1 1 endix B. EXPLORATION LOCATIONS I 5 " -1.- Borehole Location , } *. . , , , `S '`" ;� (Typical) -• -•.....„,,,,,.....,„....:., A - �,n` • .^R• �... • " 3 f k it , - > A q sr. • / 1 B-4 ► }' " I ' a ' `' , +41, � IiiCr _ It,r 41 , Ai% B-3 y� i I ,4- !!,.,,A,V 4 r . .. .t, . , _ , •, ' 1 , .„,-•ii-Fk ,, i Nii,ma , otifirli.,,4,,,ti tiL'c -- ' Supplemental � � ter► - Test Pit Location k . ,, - < """- r Y .. ' 17 1111114 e ' — y r, 1 • \ ",. 4. ' L 7 lialitillia.. . 0' ' '.1 \ et t! • ' ' • fI Jam" . 0 60 e-�,�47 " '.Y� . ,*- �M—_� • y• . __.1. -. -- Maps Source: • SCALE IS APPROXIMATE Google Maps 2017 SCALE (FEET) * Not for Construction * Overlay by MTC 4-24-17 1 inch—60 feet • Materials Testing & Consulting, Inc. Site Photo with Test Locations FIGURE 777 Chrysler Drive Portalis Homes Geotech ZA Burlington, WA 98233 Portalis Way Anacortes, WA 15 Portalis Homes Geotechnical Study Materials Testing& Consulting, Inc. May 11, 2017 Project No.: 17B067-01 __— — — ' =Jt arSANITARY'SEV/ER TOSTIJ8ATLINE \ .. / / I I .....�- - la—_—_ _�—_ �...... --1 ---- - II I ��' �... 4Q4 ML 4938 CML I 1 4935 Ch9L 4934 MIL I w .. SS STUB 4 1 u , 4 1 { ,. +-.- ,7 •J1.e7 1^` C'110lse 1 P U{_{' 1t4Lrf ( , -•••��+'� +,.. 1.1 J 3 i14D r144 .__� at'r 114G.7 Triii. i' 4) iBorehole Location - . * I Elia!fii. Dean. fa@ Cif naf 1 ' wa.ulb• cnoe�b- • (Typical) a{is• c:l.0 lh• - i r�1 e''� ,.4/ r` �],, r .;may rr Q f .?.�t� j li' :1;1q; r 7;:" , ►'rf u a..-°,,a -"y „ f, ; p at i t 1' +: p i••,', J i 1 1DJ', it f ° 'i �•L•7•:•, fi: B-J �i .. i 1 .1 is •.2 I Ilr; ff• yi ry`lIl --J r1 '•� ! • .'k• � ,.`i ._ ••e.1 .4.:..4. _.. .• �r •t? �} I :.,......* -44, .0.: ,61", •!:t 1 • • ... ..) ri iv • I 6 f.�r 1,41VNEL(WIRER TERRACE_ ' - J �T" t ,k I I 11 f 9PALILi'L*k-EN J CE ti ON T=;1 _ 1 �ti t'�,. . „ N. I CONNECT SANITARY WVERTO3iUCATSTREET � �•- �, ` 1 / .... 1+ '+ 1 ,Is!%; B-4 ,ii�y. A 1 lil r!.r. 'Ic..i9: I �5, 1-•,.--• le r 1 e t 1 I B-3 1 '�6' l c is �l rnrV 4 4D 43:5 a s _I.�_, 4. 14 1 1 t I ENV. E 1 FBIva.lILIi_ P RTPjLl$ �' K-;"fekus •� r. + f , Ft•F3T1►1JS � r E:�1],il ' �F,L- �WAY ted4£ 1 Met INttY 1, t 1 LG`71I 1 Ir Ir ` 1 UV ID 6" LI.V J'h' 1 LLSt•�1' I t13 i 'a i t I i2i I t4+Yi t:Llubr I, st.1 7', x . • , t 1 .'' -.I- �.a B-Z' S 1 ° A,.r I C:aa54 l:ab;e, - L;tiop. 1.:x ;. '- - k' rf i/ --.-_ _.- I' 1.1.1 :q 1 1 Ci:o b' Ci:.O W b ...^� i..: 'j'.', 1- 7 ` B-1 :a� 1 • : L; ' �--,c" -' . ----- I 1t _ L i;; i5' fib;-?'i. ,:, j. -- 1 �-f;1`' p°. �f A•ti�: _ Sup I,.,....,...i. .. • ' �J ,, ti FcaTra.l6WAX( .TestPit Loc••tion , - 1{OT 4 • ___IA_---------Ica,.:. 4:—�! f _ II 1 IL _ : ` -�J - -_ •I •17 „• .. '1, r, . BLD 7 ft } \ 0 0 50 l 1k 11 - SCALE IS APPROXIMATE Map Source: Client SCALE (FEET) *Not for Construction * Overlay by MTC 4-24-17 1 inch-50 feet =r. Materials Testing & Consulting, Inc. Proposed Site Plan FIGURE 777 Chrysler Drive Portalis Homes Geotech �� Burlington, WA 98233 Portalis Way Anacortes, WA 16 Portalis Homes Ceotechnical Study Materials Testing&Consulting,Inc. May 11,2017 Project No.: 17B067-01 Appendix C. EXPLORATION LOGS Grab soil samples were collected from each exploration location by an MTC Licensed Geologist during borehole advancement. Soil samples collected during the field exploration were classified in accordance with ASTM D2487. All samples were placed in plastic bags to limit moisture loss,labeled,and returned to our laboratory for further examination and testing. Exploration logs are shown in full in Appendix C. The explorations were monitored by MTC personnel who examined and classified the materials encountered in accordance with the Unified Soil Classification System (USCS), obtained representative soil samples, and recorded pertinent information including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence. Upon completion boreholes were backfilled with native soil and bentonite chips, and capped at the surface with cold patch asphalt. The stratification lines shown on the individual logs represent the approximate boundaries between soil types; actual transitions may be either more gradual or more severe. The conditions depicted are for the date and location indicated only,and it should not necessarily be expected that they are representative of conditions at other locations and times. 17 • • Portalis Homes Geotechnical Study Materials Testing& Consulting, Inc. May 11, 2017 Project No.: 17B067-01 I Unified Soil Classification System Chart Sampler Symbol Description Major Divisions Graph USCS Typical Description •o p Standard Pauhation Test(SPT) Coarse o GW Well-graded Gravels,Gravel-Sand Mix Grained Soils Gravel o -•cra tures Clean Gravels Shelby Tube More an •,6,; ._a Th • GP Poorly-Graded Gravels,Gravel-Sand 50%of i mow•* Mixtures ® Grab or Bulk Coarse Frae tau Retained GM Silty Gravels,Gravel-Sand-Silt Mixtures More Than 50% OnNo.4 4' �4 8 California(3.0"O.D.) Retained On Sieve Gravels With Fines " � No.200 Sieve .'Q. . GC Clayey Gravels;Gravel-Sand-Clay Mix- tures , Modified California(2.5"O.D.) d rtf.n . • SW Well-graded Sands,Gravelly Sands Sand • ' Strattgrapbtc Contact Clean Sands ,• More Than :;.: Sp Poorly-Graded Sands, Gravelly Sands Distinct Stratigraphie Contact 50%of Between Soil Strata Coarse Frao- Gradual Change Between Soil tion Passing1. .;.' SM Silty Sands,Sand-Silt Mixtures Strata No.4 Sieve _• Approximate location of Sands 1bithFines . : stratagraphie change 'r • S C Clayey Sands,Clay Mixtu es f• / Fine Grained I I ML Inorganic Silts,rock Flour,Clayey Silts i Groundwater observed at time of Soils With Low Plasticity exploration Silts&Clays Liquid Limit Less }� CL Inorganic C lays of Low To Mediumd4easured ground~~ater level in Than 50 / / Plasticity exploration,well,or piexometer • More Than 50% Perched water observed at time Passing TTheT 1 ' OL Organic Silts and Organic Silty Clays of of exploration No,200 Sieve l Low Plasticity 11) MH Inorganic Silts of Moderate Plasticity Modifiers Silts&Clays Liquid Limit CH Inorganic Clays of High Plasticity Description Greater Than 50 Trace >5 4,40' 4. OH Organic Clays And Silts of Medium to Some 5-12 *.t < High Plasticity PT Peat,Humus,Soils with Predominantly With >12 Highly Organic Soils Organic Content Soil Consistency Grain Size Granular Soils Fine-grained Soils DESCRIPTION SIEVE GRAIN SIZE APPROXIMATE SIZE SIZE Density SPT Consistency SPT --- - Blorvcount Bloweount Boulders >12" >12" Larger than a basketball Very Loose 0-4 Very Soft 0-2 Cobbles 3- 12" 3- 12" Fist to basketball Loose 4-10 Soft 2-4 Coarse 3/4-3" 3/4-3" Thumb to fist '-- Gravel Medium 10-30 Finn 4-8 Fine #4-3/4" 0.19-0.75" Pea to thumb Dense — . - Coarse #I0-#4 0.079-0.19" Rock salt to pea Dense 30-50 Stiff 8-15 _ Very Dense >50 Very Stiff 15-30 Sand Medium #40-#10 0.017-0.079" Sugar to rock salt Hard >30 Fine #200-#40 0.0029-0.017" Flour to Sugar Fines Passing <0.0029" Flour and smaller #2Materials Testing & Consulting, Inc. Exploration Log Ivey FIGURE 777 Chrysler Drive Portalis Homes Geotech Portalis Way 3 Burlington, WA 98233 Anacortes, WA 18 I Portalis Homes Geotechnical Study Materials Testing& Consulting, Inc. May 11, 2017 Project No.: 17B067-01 Matertials Testing and Consulting Logof Bolin B-1 Burlington, WA g Geotechnical and Environmental Engineering (Page 1 of 2) Portal's Homes Geotechnical Study Date Started :4/24/17 Portalis Way Date Completed :4/24/17 Anacortes,WA 98221 Sampling Method :Split Spoon 2.5 and 5-ft.intervals Location :SW building pad center MTC Project No. 17B067-01 Logged By :CD 0 0 It m c LL c.) N - N z E z a . 1 m N v Blow Count _cfa. a DESCRIPTION o Graph o D 0 (n 0 FILL: SILTY SAND to SAND WITH SILT AND GRAVEL, loose to medium I 3 - • dense,damp,gravel up to 1.5"subrounded,disturbed top surface. 1 SM-SW ' • DARK BROWN I - 6 ' NATIVE:SILTY SAND, minor to trace gravel,medium dense,damp, - • gravel up to 1"subrounded, some lenses of silt up to 4"thick.LIGHT i " ' GRAY I . 5— 53 I 1 ® i _ 1 I .� Dense,silt dominant lens at 7.5'BPG i A' I. rn z o • • `.1110— .: Increase in sand content, medium-grained sand — V N II 98 N a• - 1 mr. * SM z co• 15— — 91 ' . • - ;, C 2 20— Damp to wet conditions, possible perched water on restrictive lens 1.7.. below 1 88 f Y`Dense,4"silt dominant lens 0 - l ! : : . i I N - . •• • f 0 25— . i I 19 Portalis Homes Geotechnical Study Materials Testing& Consulting, Inc. May 11, 2017 Project No.: 17B067-01 Matertiais Testing and Consulting Logof BoringB-1 Burlington, WA Geotechnical and Environmental Engineering (Page 2 of 2) Portalis Homes Geotechnical Study Date Started :4/24/17 Portalis Way Date Completed :4/24/17 Anacortes,WA 98221 Sampling Method :Split Spoon 2 5 and 5-ft.Intervals Location :SW building pad center MTC Project No. 17B067-01 Logged By :CD 0 Um ITS co c LL. U > 23 �, n U Blow Count DESCRIPTION Graph is o p D 0cn o o m 0 20 40 60 80 25— . •• •. i:'. . 63 1 i ' � r^ I • j 30— ;: 3 to 4"sand dominant lenses at 30.0'BPG 60 „ SM J _ 5 . Groundwater observed at 34.6'BPG 2 35— • Saturated conditions below V N 50 8 - 6 1 O - a . 3 . C 0 40— _ •, _ 43 NTd 1 i° I- TD: 41.5' Boring terminated at planned depth. te Groundwater observed at 34.6'BPG. o - O rn _ 03 j45— n _ V a 50- 20 Portalis Homes Geotechnical Study Materials Testing& Consulting, Inc. May 11, 2017 Project No.: 17B067-01 Matertials Testing and Consulting Log of Boring B-2 Burlington, WA g g Geotechnical and Environmental Engineering (Page 1 of 1) Portal's Homes Geotechnical Study Date Started :4/24/17 Portal's Way Date Completed :4/24/17 Anacortes,WA 98221 Sampling Method :Split Spoon 2.5 and 541 intervals Location :30'W of Cul-du-sac,30'N of existing driveway MTC Project No. 17B067.01 Logged By :CD 0 0 N 4t N u_ 0 j w j h 0 DESCRIPTION B�Gr Count 0 ° 0 D m o �o 40 so 80 0 ' FILL:SILTY SAND to SAND WITH SILT AND GRAVEL, loose to medium i i i dense,damp,some local organics(decaying debris,sticks,grass), gravel up to 1.5"subrounded. DARK BROWN ® 37 5— ' Dominantly silt with sand 20 less than 5%organic content by volume 1 :: • a SM-SW ::: ' Approximately 10%organic content by volume(charcoal,sticks,grass) _iL 33 O _ C O 10— . coarse-grained silty sand,gravel up to 1"subrounded _ • 4.6%organic content by volume from LOI analysis k 22.2 11.3 29• •� N O - 3 ryn m c e 15 100 n ••: NATIVE:SILTY SAND,trace gravel,dense,damp, gravel up to 1/2" :: subrounded, minor silt lenses less than 1"thick. LIGHT GRAY . U d O o - SM E •••• m [ U 20— ..... I [! k ,. . .. .. 841 [ i 1 i tp 1 1 i _ TD:21.6' Boring terminated at planned depth in native soils. 04 - No free water observed. 0 - QM R O 25- 21 Portalis Homes Geotechnical Study Materials Testing&Consulting, Inc. May 11, 2017 Project No.: 17B067-01 Matertials Testing and Consulting Log of Boring B-3 Burlington, WA 9 Geotechnical and Environmental Engineering (Page 1 of 1) Portalis Homes Geotechnical Study Date Started :4/24/17 Portalis Way Date Completed :4/24/17 Anacortes, WA 98221 Sampling Method :Split Spoon 2.5 and 5-ft.Intervals Location :10'E of center between S buildings,15'S of N footing line MTC Project No. 17B067-01 Logged By :CD o 0 cNi u U ? W 2 co °- DESCRIPTION a w c o v Blow Count n U g E -6 Li_ 2 o Graph 0 co U Cl) 5, • 07 0 20 40 60 80 0 . FILL:SILTY SAND to SAND WITH SILT AND GRAVEL, loose to medium I - dense,damp,local organics(decaying debris, sticks,grass),gravel up I 1 to 1.5"subrounded.DARK BROWN L 17 1 5— Dominantly silt with sand,gravel up o 2", broken in split-spoon - 4.8%organic content by volume from LOI analysis 20.4 18 9 10 increase in sand content, coarser grained sand 1 m - L 19,5 16.0 30 o SM-SW m a =° 10— Approximately 10% organic content by volume(decaying organics) 40 Y Organic odor " N C Nn - • f0 2 V 15— difficult drilling,gravel up to 2"subrounded - 21 - • 4.4%organic content by volume from LOI analysis I silty sand observed In soil tailings s `= •• NATIVE: SILTY SAND,dense,damp, minor silt lenses less than 1"thick. 1 ' tg o - • LIGHT GRAY o 3 (!,a - . F m SM il i 20— _ 81 I I - TD: 21.7' N Boring terminated at planned depth in native soils, °' - No free water observed. N o _ 25- 22 Portalis Homes Geotechnical Study Materials Testing& Consulting, Inc. May 11, 2017 Project No.: 17B067-0 Matertials Testing and Consulting g g Log of Boring B-4 Burlington, WA Geotechnical and Environmental Engineering (Page 1 of 1) Portalis Homes Geotechnical Study Date Started :4/24/17 Portalis Way Date Completed :4/24/17 Anacortes,WA 98221 Sampling Method :Split Spoon 2.5 and 5-ft.Intervals Location :40'W of B-3 on N footing line of SW building MTC Project No. 17B067-01 Logged By :CD 0 -43 w N c u (� >co a) w 7 3 4, v Blow Count DESCRIPTION 75. o Graph 0 C7 can o e co 0 �0 40 60 80 0 • • FILL:SILTY SAND to SAND WITH SILT AND GRAVEL,loose to medium i SM-SW • dense,damp,minor organics(roots, sticks),gravel up to 1.5" \subrounded,disturbed fill surface. DARK BROWN / 1 SM :: NATIVE:SILTY SAND to SANDY SILT, dense,damp to dry, minor silt • lenses less than 1"thick. LIGHT GRAY 100 1 a TD: 3.1' Boring terminated upon reaching native soils. No free water observed. 5- 0 Li O• - o _ Ny U e 15— n - U U O U _ 0 U U 0 - O O, - t • 20 f0 co• - O) O N LI P 0 25- 23 Portalis Homes Geotechnical Study Materials Testing&Consulting, Inc. May 11, 2017 Project No.: 17B067-01 Matertials Testing and Consulting Log of Boring B-5 Burlington, WA Geotechnical and Environmental Engineering (Page 1 of 1) Portalis Homes Geotechnical Study Date Started :4124/17 Portalis Way Date Completed :4/24/17 Anacortes,WA 98221 Sampling Method :Split Spoon 2.5 and 5-ft.Intervals Location :Approx 50'NW of cul-du-sac,near SE corner of NE building MTC Project No. 176067-01 Logged By :CD c E U iu .� z w -I y n U Blow Count DESCRIPTION E 2 o Graph nco try cn6 off° m 0 20 40 60 SC 0 FILL:SILTY SAND WITH GRAVEL, loose to medium dense, damp,some I i i• ! I, organics(decaying debris,sticks),gravel up to 2"subrounded,2 to 4" SM-SW ;••: angular ballast rock at surface. DARK BROWN • 51 NATIVE:SILTY SAND to SANDY SILT,some gravel,dense,damp to I SM-ML dry,gravel up to 3/4"subrounded,minor silt lenses less than 1"thick. 51 I 1 1 t•' \LIGHT GRAY,faint mottling in upper 4" ID:4 0' 5 Boring terminated upon reaching dense, native soils. No free water observed. 0 .n ca 0 10 • O iy fQ z 15 a O O N r9 N U 0 C O m C = 20 LL co — (O lV ar �1 ul 0 25- 24 Portalis Homes Ceotechnical Study Materials Testing&Consulting,Inc. May 11,2017 Project No.: 17B067-01 Appendix D. LABORATORY RESULTS Laboratory tests were conducted on several representative soil samples to better identify the soil classification of the units encountered and to evaluate the material's general physical properties and engineering characteristics. A brief description of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided at the appropriate sample depths on the individual boring logs. However, it is important to note that these test results may not accurately represent in situ soil conditions. All of our recommendations are based on our interpretation of these test results and their use in guiding our engineering judgment. MTC cannot be responsible for the interpretation of these data by others. Soil samples for this project will be retained for a period of 3 months following completion of this report, unless we are otherwise directed in writing. S CL CLASSIFICATION Soil samples were visually examined in the field by our representative at the time they were obtained. They were subsequently packaged and returned to our laboratory where they were reexamined and the original description checked and verified or modified. With the help of information obtained from the other classification tests, described below, the samples were described in general accordance with ASTM Standard D2487. The resulting descriptions are provided at the appropriate locations on the individual exploration logs,located in Appendix C,and are qualitative only. GRAIN-SIZE DISTRIBUTION Grain-size distribution analyses were conducted in general accordance with ASTM Standard D422 on representative soil samples to determine the grain-size distribution of the on-site soil. hi addition,ASTM Standard D7348 Loss on Ignition tests were performed on samples containing high volumes of organic content in order to characterize the natural moisture content and organic content by volume for a specific sample size. The infounation gained from these analyses allows us to provide a description and classification of the in-place materials. In turn, this information helps us to understand engineering properties of the soil and thus how the in-place materials will react to conditions such as heavy seepage, traffic action,loading,potential liquefaction,and so forth. The results are presented in this Appendix. 25 i Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11 , 2017 Project No. : 17B067-01 Sieve Report ". Project: Portalis Homes Geotech ) valuation Date Received: 26-Apr-17 ASTM D-2487 Unified Soils Classification System Project #: 17B067-01 Sampled By: C. Dimitroff SM, Silty Sand with Gravel Client: Portalis Homes Date Tested: 27-Apr-17 Sample Color: 'ACCREDITED] Source: B-2 @ 10.0' Tested By: M. Carrillo darkbrown c a c 1:+rut t:woz Sample#: B17-0341 ASTM D-2216, ASTM D-2419, ASTM D-4318, ASTM D-5821 Dpi= 0.017 mm % Gravel = 28.0% Coeff. of Curvature, Cc = 0.48 Specifications Doo>= 0.034 nun % Sand = 49.9% Coeff. of Uniformity, Cu = 42.72 No Specs Dtu,4= 0.051 mm % Silt & Clay = 22.2% Fineness Modulus = 3. 17 Sample Meets Specs ? N/A Dpe1= 0.153 mm Liquid Limit = n/a Plastic Limit = n/a Dt$o,= 0,471 nun Plasticity Index = n/a Moisture %, as sampled = 11.3% Dtco>= 1.446 min Sand Equivalent = n/a Req'd Sand Equivalent = Dtpo,= 24.601 rnm Fracture %, I Face = n/a Req'd Fracture %, I Face = Dust Ratio = 17/38 Fracture %, 2+ Faces = n/a Req'd Fracture %, 2+ Faces = ASTM C-136, ASTM D-6913 Actual Interpolated I Grain Size Dlddbulion Cumulative Cumulative Steve Size Percent Percent Specs Specs h a o US Metric Passing Passing Max Min byre t•b " tr t- " `t ka a € in1$ -i si « 10D'%}A$ +.-lr.Nk .$ ._ 1 ..I. id d_ - 107.O�A o 100% 100.0% 0.0% iF I 1 I n - - - -.. -.. 12.00 300.00 ( t I l - € - •• i . 10.00" 250.00 100% 100.0% 0.0% : II i I I ` I � . i E ' I II- I 8,00" 200.00 100% 100.0% 0.0% 80a -----trr r� E if I i ']-- ... iIi_. . li _i' I 1 --T-. ' --6.00" 150.00 100% 100.0% 0.0% i � t1 I4.00" I00.00 100% 100.0% 0.0% ? . • 3.00" 7500 100% 100.0% 0.0% I .11 1 eoa 2,50" 63.00 100% 100.0% 0.0% 1 2.00" 50.00 100% 100.0% 0.0% 76K - ---. . . ..� ? F 1__-- ° 1.._. 3 . . . ..____ zee% 1,75" 45,00 100% 100.0% 0.0% I N - III e 1,50" 37.50 100% 100.0% 0.0% jI i flJlfl � \.iEL1.......... I1.25" 31,50 100% 100.0% 0.0% ars - .._. I ! I •-- -- °o.os 1.00" 25.00 90% 90% 100.0% 0.0% e IJI 3/4" 19,00 87% 87% 100.0% 0.0% i I 5/8" 16,00 84% 100.0% 0.0% 4: - i ...._ ___.. I 1/2" 12.50 81% 81% 100.0% 0.0% I ' I •1 3/8" 9.50 79% 79% 100.0% 0.0% lox _.. .._- _ -I-.± : . . .. .... _ . !_. _ .. . . ......._ 4aox 1/4" 6.30 74% 100.0% 0.0% S #4 4.75 72% 72% 100.0% 0 0% T I 118 2.36 67% 100.0% 0.0% #10 2.00 66% 66% 100.0% 0.0% I i II `Is .ill #16 1.18 57% 100.0% 0.0% 20% - - !__.... J_ -... ....... )�. t_ _. .- . . .._... zo.o #20 0.850 54% 100.0% 0.0% j I i i i I #30 0,600 51% 100.0% 0.0% I f -- - -.. 1t40 0.425 50% 50% 100.0% 0.0% lox -- - -• ••--• r-= - I i #50 0.300 41% 100.0% 0.0% 1 #60 0.250 37% 100.0% 0.0% j I I #80 0.180 32% 100.0% 0.0% °y' •` IOO.Ore 10.000 LOCO 0.1[0 0010 0.00r5 #100 0.150 30% 30% 100.0% 0 0% #I40 0.106 . 25% 100.0% 0.0% Pared. Szo truth #170 0,090 24% 100.0% 0.0% #200 0.075 ! 22.2% 22.2% 100.0% 0.0% + SimmSaw ---. -- mozsp.o MIn $p = � �Sims R...t, Copyright Spears Engineering & Technical Services PS, 108.98 All results apply only to actual locations and materials tested. As a mutual protection to clients, rho public and ourselves, all reports are submitted as tho confidential property of clients, and authorization (or pubgealon of statements, conclusions or oxbacts from or regarding our reports is reserved pending ow vaillen approval. Comments: / Reviewed by: ' Materials Testing & Consulting, Inc. Lab Sample: B-2 @ 10.0 ' FIGURE 777 Chrysler Drive Portalis Homes Geotech 4 Burlington , WA 98233 Portalis Way Anacortes, WA 26 Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11 , 2017 Project No. : 17B067-01 Sieve Report Project: Portalis Homes Geotech Evaluation Date Received: 26-Apr-17 ASTM D-2487 Unified Soils Classification System Project #: 17B067-01 Sampled By: C. Dimitroff SM, Silty Sand with Gravel Client: Portalis Homes Date Tested: 27-Apr-17 Sample Color: �ACCREDITEDI Source: B-3 @ 5.0' Tested By: M. Carrillo dark brown c:F<<oar.rycl,+:csaz Sample#: B17-0342 ASTM D-2216, ASTM D-2419, ASTM D-4318, ASTM D-5821 Dts)= 0.018 mm % Gravel = 25.4% Coeff. of Curvature, Cc = 0.65 Specifications Dtto)= 0.037 mm % Sand = 54.2% Cocff. of Uniformity, Cu = 29.52 No Specs Dlt,)= 0.055 mm % Silt & Clay = 20.4% Fineness Modulus = 2,98 Sample Meets Specs 7 N/A D000)= 0,161 mm Liquid Limit = 0.0% Plastic Limit = 0.0% Dlso)= 0.389 mm Plasticity Index = 0.0% Moisture %, as sampled = 18,9% Door- 1,084 mtn Sand Equivalent = nta Req'd Sand Equivalent = Dl9g)= 19.322 mm Fracture %, I Face = n/a Req'd Fracture %, l Face = Dust Ratio = 5/13 Fracture %, 2+ Faces = n1a Req'd Fracture %, 2+ Faces = ASTM C-136 ASTM D-6913( Actual Interpolated Grain Size Distribution Cumulative Cumulative Sieve Size Percent Percent Specs Specs r k ;, o e aae 6 mre � r" ev := a n k ka ri ' E18 � �r_ssO US Metric Passing Passing Max Min 103%fr..,.-p..0.... . 4 a s 1 ,.I. 1.t 4. - - -- • • • ••• •--- 1oa.o% 12,00" 300.00 100% 100.0% 0.0% • 1 I i I1 • f10,00" 250.00 100% 100.0% 0.0% V II 1 I I !f 1 8.00" 200,00 100% 100.0% 0.0% or 6.00" 150.00 100% 100.0% 0.0% Ili I I E 4.00" 100.00 100% 100.0% 0.0% I3 0 � i I t , • i 11 3.00" 75.00 100% 100.0% 0.0% B0% - -El. -- : I ._,.._ !! ... . ..,.... 80.os: 2,50" 63 00 100% 100.0% 0.0% t _. i 11S 111 2.00" 50.00 100% 100.0% 0.0% ro% - II II i .•° I, _._. . . . I - 70.0% 1.75" 45 00 100% 100.0% 0.0% 1.50" 37.50 100% 100.0% 0,0% 1� 1.25" 31.50 100% 100.0% 0.0% ca% ""- - " ' - :- •• ° 1 sods: 1,00" 25.00 100% 100% 100.0% 0.0% _ y g 3/4" 19.00 89% 89% 100.0% 0.0% so% -_ I _I II� . _• ••_,s •;,,, ,_,-_- ' -_ _---__- 5/8" 16.00 88% 100 0% 0.0% -� -' ' `I _ 1 III 1/2" 12.50 87% 87% 100.0% 0.0% 3/8" 9.50 80% 80% 100.0% 0.0% so% •• -I - - • I-_ _. .._.... I I • I I I ?r ... .... 400% 1/4" 6.30 76% 100.0% 0.0% ( T.-`' -T - �T #4 4.75 75% 75% 100.0% 0.0% I) #8 2.36 70% 100.0% 0.0% L" " • •-•• •• 11, •-- 30.2% aoti -- - . - ---.. _.:�.:.li_. ..I : #10 2.00 70% 70% 100.0% 0.0% NIl1116 1.18 61% 100.0% 0.0% i . .1 - __ 20% -.. ...... ._.. _ _ .._....7111 ....-.:5, EE E -1----- 20.014 #20 0 850 58% 100.0% 0.0% I - € i It 1 f130 0.600 55% 100.0% 0.0% • I i 1 1I #40 0.425 53% 53% 100,0% 0.0% ton --,--- ---.-,--- -••..l . . • -. ... I I- ----� i_.. .._.. .... tao% #50 0.300 42% 100.0% 0.0% II i I I #b0 0.250 38% 100,0% 0 0% 1 I #80 0.180 32% 100.0% 0.0% °% c- i• .X•AZ "- - ` ' '"a is • 0.0% t00.a00 to.000, 1.003 0.100 0.010 0.001 #100 0.150 29% 29% 100.0% 0.0% #140 0.106 24% 100.0% 0.0% w,ode Sze Cr nt #170 0.090 22% 100.0% 0.0% #200 0.075 20.4% 20.4% 100.0% 0.0% r Stye sizes --- p IAoxSpece vJ - AM Spec Save Result Copyright Spews Engineering 8 Technical Services PS, 1996.98 \ 1 All results apply only to actual locations and materials tested M a mutual protection to clients.the public and ourselves, all reports are submitted as the confidential properly ofcllenle, and authorization for publicaEon of statements,conclusions or extracts horn or regarding our reports Is rosorvod pending our mitten approval. Comments: • - e r . Reviewed by: Materials Testing & Consulting, he. Lab Sample: B-3 @ 5.0' FIGURE 777 Chrysler Drive Portalis Homes Geotech Burlington , WA 98233 Portalis Way 5 Anacortes , WA 27 Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11, 2017 Project No.: 17B067-01 ASTM D4318 - Liquid Limit, Plastic Limit and Plasticity Index of Soils Project:Portalis Homes Geotech Evaluat Date Received: 26-Apr-17 ,Unified Soils Classification System,ASTM D-2487 Project#: 17B067-01 Sampled By: C.Dimitroff SM,Silty Sand with Gravel Client: Portalis Homes Date Tested: 27-Apr-17 Sample Color Source: B-3 @ 5.0' Tested By: M.Carrillo dark brown Sample#: B17-0342 Liquid Limit Determination #1 #2 #3 #4 #5 #6 Weight of Wet Soils+Pan: Weight of Dry Soils+Pan: Weight of Pan: Weight of Dry Soils: Liquid Limit @ 25 Blows: N/A Weight of Moisture: Plastic Limit: N/A %Moisture: Plasticity Index,Ip: N/A Number of Blous: i Plastic Limit Determination #1 #2 #3 #4 #5 #6 Weight of Wet Soils+Pan: likRir.___. Weight of Dry Soils+Pan: Weight of Pan: Weight of Dry Soils: Weight of Moisture: ACCR EDITED1 Moisture: CaSicalc4.1ES6.o1.1356At %fr Plasticity Chart 1 i 80.0% -- r Liquid Limit ! i I I i 1oo°i° ( Iill i I ; I 60.0% •---------- I 1---------_rr.rr...: 1 80% _..-- I i I HI_ ! t s Ltne - ,- ( Is• r.•t' I i i § ! I I I I. ao o° 1 • CH or OH il ! 1 60% -------- I ; 1— I /° ,� it 1 ` �MH or CH I I 40% I +- i Cio 20.0% j ," CLorO I y 30% I ! ! '- ,. I : : 10.0 I GL-ML , 1 I I I I-_ i� i i j I . 10%— } ' I I i III f 0 0,1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 11 0% 10 100 Liquid Limit AONumber of Blows,"N" Copyright Spears Engineering&Technical Services PS,1996.98 All results apply only to actual locations and materials tested. As a mutual protection to clients,tie public end ourselves,all reports ere submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports is reserved pending our written approval. Comments: Sample is non-platic,as it does not roll down to 1/8"and shows rapid dilation. Reviewed by: Materials Testing & Consulting, Inc. Lab Sample: B-3 @ 5.0' FIGURE 777 Chrysler Drive Portalis Homes Geotech Burlington, WA 98233 Portalis Way 6 Anacortes, WA 28 Portalis Homes Ceotechnical Study Materials Testing & Consulting, Inc. May 11 , 2017 Project No. : 17B067-01 Sieve Report Project: Portalis Homes Geotech Evaluation Date Received: 26-Apr-17 ASTM D-2487 Unified Soils Classification System *figti 1 Project #: 17B067-01 Sampled By: C. Dimitroff SM, Silty Sand with Gravel Client: Portalis Homes Date Tested: 27-Apr-17 Sample Color: _ACCREDITED, Source: B-3 @ 7.5' Tested By: M. Carrillo dark brown Sample#: B17-0344 cm ,ak :ta.m,tto e: ASTM D-2216, ASTM D-2419, ASTM D-4318, ASTM D-5821 Dts,= 0.019 mm % Gravel = 27.5% Coeff. of Curvature, Cc = 0.62 Specifications Dtle,= 0.038 mm % Sand = 53.0% Coeff. of Uniformity, Cu = 36.85 No Specs Dti„= 0.058 mm % Silt & Clay = 19.5% Fineness Modulus = 3.20 Sample Meets Specs 7 N/A Dtioi 0. 184 mm Liquid Limit = n/a Plastic Limit = n/a Dt,n1= 0.427 mm Plasticity Index = n/a Moisture %, as sampled = 16.0% Dt60,= 1.418 mm Sand Equivalent = n/a Req'd Sand Equivalent =' Dt901= 23.967 mm Fracture %, I Face = u/a Req'd Fracture %, I Face =' Dust Ratio = 16/41 Fracture %. 2+ Faces = n/a Req'd Fracture %, 2+ Faces =' ASTM C-136 ASTM D-6913 Actual Interpolated i( Cumutative Cumulative camsl:solstdbmpn Sieve Size Percent Percent Specs Specs 1, k o0 US Metric Passing PassingMax Min 1 ,a To 4h a� 1- 8 . 4 el E $ $ §§ >l ra 100%9te.- /N .I4O H. - I- -•-i l • . . ... 1C0.0% 12.00" 300,00 100% 100.0% 0.0% �� I 10.00" 250.00 100% 100.0% 0.0% I1 I I1 I 8.00" 200.00 100% 100.0% 0 0°/6 ea • - - - • ••• ._. ..._. • _ 6.00" 150.00 100% 100.0% 0.0% I I 4.00" 100.00 100% 100.0% 0.0% �e, j I 3 00" 75.00 100% 100.0% 0.0% em: ( • !t!j- . - 31 -- ` __�_ _......._ HAG 2,50" 63.00 100% 100.0% 0 0% i • I I I 2.00" 50.00 100% 100.0% 0.0% 70% I 1 __ _i_ 1.75" 45.00 100% 100.0% 0.0% 1 i I 1.50" 37.50 100% 100.0% 0.0% 1 100% 0.0% 60% _ . ._ - ii _ . '. . . .... _._ co.o% 1.25 31.50 100.0% •�� ; ! 1j 1.00" 25.00 91% 91% 100.0% 0.0% i I I { 3/4" 19.00 85% 85% 100.0% 0.0% I ! 1 , ' 5/8" 16.00 83% 100.0% 0.0% SO% - t -- - •• ' " -••- -. - -I - - so.o% s 1 1/2" 12.50 81% 81% 100.0% 0.0% 3/8" 9.50 80% 80% 100.0% 0.0% so+ - -� IL Ifill . . I ..--._ all% 1/4" 6.30 75% 100.0% 0.0% I I� #4 4.75 72% 72% 100.0% 0.0% !118 2.36 a 67% 100.0% 0.0% -' !_ L _. r�� Ili UM; irCe\r i #10 2.00 66% 66% 100.0% 0.0% I I ll li #16 1.18 58% 100.0% 00% #20 0.850 54% 100.0% 0.0% I 1 #30 0.600 52% 100.0% 0.0% i I #40 0,425 50% 50% 100.0% 0.0% 10% • -• -- _•_i -- •• -• •••• • •• • - •• -• - -__ tarry, 1150 0.300 40% 100.0% 0 0% • #60 0.250 35% 100.0% 0.0% I I I I � I • f j' I #80 0.180 30% 100.0% 0.0% e% ltO.o® 1o.o°a t.000 Odes o.oie o.om #100 0, 150 27% 27% 100.0% 0.0% #140 0.106 23% 100.0% 0.0% Ruses Si, tarn) #170 0,090 21% 100.0% 0.0% #200 0.075 19.5% 19.5% 100.0% 0.0% I- SineSlea •• •• klaxSpaee r+ �LIInSpoa -%vsRonde Copyright Spears Engineering &Technical SenMces PS. 199688 41 All results apply only to actual locations and materials tostod. As a mutual protection to clients, the public and oursetvoe,all reports aro sub milked as the confidential property of clients, and authodzatlon for publication of statements, conclusions or extracts from or regarding our reports is resorvod pending our written approval. Comments: _ Reviewed by: ' Materials Testing & Consulting, Inc. Lab Sample: B-3 @ 7.5' FIGURE 777 Chrysler Drive Portalis Homes Geotech Burlington , WA 98233 Portalis Way 7 Anacortes , WA 29 Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11,2017 Project No.: 17B067-01 i1 Materials Testing & Consulting, Inc. F ` Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting mil, 1'+G• !: tom,-, ---- - - j•d4h Yn,1ngS C,,,„.... fp Project: Portalis Homes GeotcchEvulation _ Client: Portalis Homes Project#: 17B067-01 Date Received: April 26,2017 _ Sampled by: C.Dimitroff Date Tested: April 28,2017 _ 'Tested by: M.Carrillo I I Moisture Content- ASTM C-566,ASTM D-2216 & AASHTO T-265 Sample# Location Tare Wet+Tare Dry+Tare Wgt.°Moisture Wgt.Of Soil %Moisture B17-0340 B-2 cr,7.5' _ 645.4 1329.1 1257.2 71,9 611.8 11.8% B17-0342 B-3 A 5.0' _ 728.2 975.7 936.4 _ 39,3 208.2 18.9% B17-0343 B-3 @ 15.0' 718.9 1056.6 1013.4 43.2 294.5 14.7% - s I , Organic Content-ASTM D-_2974,_AASHTO T-26_ 7 Sample# Location _ Tare I Soil+Tare,Pre-Ignition Soil+Tare,Post Ignition %Organics B17-0340 13-2 @ 7.5' S1.49 91.05 89,23 4.6% B17-0342 B-3 @,5.0' _ 52,63 63.09 62.59 4.8% B17-0343 B-3 015,0' 51.65 91.16 89.41 4.4% r r All results apply only to actual locations and materials rested Asa mutual protection to clients,the public an'd ourselves,all reports are submitted as the confidential property of dents,and aulnodzatlon for publication Tsratements,conclusions or extracts(torn or regarding our reports is reserved pending our written approval. / Reviewed by: Materials Testing & Consulting, Inc. LOI Analysis FIGURE 777 Chrysler Drive Portalis Homes Geotech Burlington, WA 98233 Portalis Way O Anacortes, WA 30 ANACORTES PUBLIC WORKS DEPARTMENT tiY °� Steven Lange, Project Manager P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 W E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 1oOg6 Memo Date: July 5,2016 To: Paul Ingalls, Plans Examiner From: Steven Lange for Jim Baldwin:b Subject: Site Plan Review for 4918 to 4940 Portalis Way cc: Eric Shjarback, Jim Baldwin The submitted site plan for above referenced addresses was reviewed by the Public Works Engineering Department on July 1, 2016. The following comments are provided: • The Site Plan and Small Parcel Storm Water Plan are incomplete for the building permit application. The site plan needs to match the Small Parcel Storm Water Plan. Utilize the checklist to develop the Site Plan and Erosion\Sediment Control Plan. Plan should show the following, but not limited to: • Show easements • Elevations • Silt fence locations and detail. • Storm drainage system and connections • Sewer connections. • Proposed Retaining Wall appears to be higher than 4-feet, based on the submitted elevations. See STR-20 Retaining Walls and Rockeries in the current Engineering Development Standards for additional requirements. Pia Al r e o l 'ea/ ` O f e o✓ti. r h� 5 be � rgy/., o`�k�Q4�� a • • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services PC l6 t� � APPENDIX B—SINGLE FAMILY AND DUPLEXES JULY 2011 081 Y 0 CITY OF MAC-In-MS ENGDNEERING DEPARTMENT APPENDIX B -SINGLE FAMILY AND DUPLEXES- Public Works Review Guidelines Gitr A--D N0->c I�LP0r. , , .p`W P© APPENDIX B Single Family and Duplex Public Works Submittal Requirements APPENDIX B —SINGLE FAMILY AND DUPLEXES JULY 2011 PUBLIC WORKS DEPARTMENT REVIEW: This section covers the Public Works Review of Residential and Duplex development on existing lots. A. Development requirements related to the required street improvements are covered in other applicable sections of the Engineering Standards. B. Permits that require installation of extensive improvements will require that the plans be drawn and designed by a licensed Professional Engineer. C. A completed Small Parcel Storm Water Plan (SPSWP) if the new impervious area created is between 1,000 SF and 5,000 SF. This report needs to be filled out and submitted with the Building Permit application for review. D. Also included with the Building Permit for review is a site map of the property to be constructed. (See the attached Residential and Duplex Site Plan Checklist.) E. The driveway or parking area must be designed and constructed to match the future grade of the street. Failure to do this may result in severe driveway grades in the future. • F. City code requires that the streets abutting the building site be improved to full City Standards prior to the issuance of the building permit. This includes, but not limited to, the concrete curb, gutter and sidewalk, storm sewer, sanitary sewer, waterlines, fire hydrants and street widening. G. Existing concrete curb, gutter and sidewalk and asphalt abutting the building site must be brought to acceptable ADA and safety standards prior to the issuing of the Certificate of Occupancy. This includes repair of all broken and damaged areas. Unused existing driveways must be removed and replaced with a standard curb, gutter and sidewalk. REQUIRED SUBMITTALS FOR REVIEW: 1. A completed Small Parcel Storm Water Plan. (Word Document on request). 2. A completed Residential and Duplex Site Plan Checklist. 3. A completed Site Plan. 4. If applicable, construction plans for any or all required off-site improvements that are drawn, designed and stamped by a Professional Engineer. If any of the items under the "Required Submittals For Review" are not included in the submittal, it will be considered incomplete and sent back to the applicant for additional information. This will delay the review process towards approving the Building Permit. A complete submittal will better insure a faster review time towards approving the Building Permit. Sincerely, The City of Anacortes Public Works Engineering and Development Services, Single Family and Duplex Public Works Submittal Requirements APPENDIX B —SINGLE FAMILY AND DUPLEXES JULY 2011 City of Anacortes Public Works Department Residential and Duplex Site Plan Checklist Use this attached checklist and sample site plan to aid you when preparing a building permit application. This checklist will aid the applicant in preparing a site plan. Permits that require installation of substantial improvements may require plans drawn and designed by a licensed engineer. Please check with City staff prior to submitting your application. H Draw the plan to a standard Engineering Scale [1"=10', 1"=20"etc.] [I Include the owners name, the parcel ID number, site address, and north arrow. E Show the lot dimensions, and the adjoining street names. C Show the location of the existing curb, gutter and sidewalk and the proposed driveway. C Show the location of the required rock construction entrance. C Show all easements, and critical areas such as streams, wetlands and steep slopes. • Show the location, dimensions, and distance to property line of all existing and proposed structures, including drain fields, septic tanks and wells. n Show the corner elevations of the site,the general slope of the site and show the direction of surface water flow using arrows [plus or minus elevations from one set point are acceptable]. ❑ Show the proposed soil stockpile area. Explain how runoff from exposed soil will be handled during construction. o Example: silt fence, catch basin inserts, straw wattles, and diversion swales, covering exposed soil with plastic. o Show the location and type of proposed erosion control measures. n Explain how roof and driveway runoff will be handled. o Example: dissipation pad, infiltration system, curb drain, dry well, connection to storm sewer drain. o Show the location, size and type of the proposed drainage control features. n Show the connection to the sanitary sewer and the water service connection. • Show the distance from the front of the building to the nearest fire hydrant. Single Family and Duplex Public Works Submittal Requirements APPENDIX S —SINGLE FAMILY AND DUPLEXES JULY 2011 City of Anacortes Public Works DepartmenttBuilding Department Small Parcel Storm Water Plan Section 13.36.100 Chapter 113.36 Drainage Requirements and Regulations Project Name: Owner: (Name, Address and Phone) Site Address: Parcel ID Number: Sec. Twn Rng , W.M. Prepared By: (Name, Firm, Address, Phone) 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. Single Family and Duplex Public Works Submittal Requirements APPENDIX B —SINGLE FAMILY AND DUPLEXES JULY 2011 Guidance for Developments subject to Small Parcel Storm Water Plan (Do not include with submittal) A. Development Subject to Small Parcel Requirements. Each of the following new types of developments shall control erosion and sediment transport during construction, and permanently stabilize soil exposed during construction in accordance with the requirements of this section: 1. Individual, detached, single-family residences and duplexes; 2. Creation or addition of more than one thousand and less than five thousand square feet of impervious area; 3. Grading, clearing or land-disturbing activities of more than one thousand square feet and less than one acre. B. Plans for such development shall include a site plan and a small parcel storm water plan (SPSP)_ Based upon the review of the small parcel storm water plan, a determination will be made as to whether or not further drainage plans or information are needed. C. Site Plan. The site plan shall indicate the character of the existing site, topography, natural drainage features on or adjacent to the site, the location and dimensions of all existing and proposed impervious surfaces, flow arrows indicating the direction of storm water flows on-site, and any off-site flows entering the site, the proposed method of utilizing the existing drainage system, the temporary erosion/sedimentation control plan and the permanent soil stabilization measures to be employed. D. Services of Professional Engineer. If the parcel contains or is adjacent to either a floodplain, a stream, a lake, a closed depression, a wetland, or an erosion or landslide hazard area (as indicated by land slopes and general soil types) a registered professional civil engineer shall prepare the plan. E. Compliance. Compliance shall be demonstrated through the implementation of an approved small parcel storm water plan. F. Small Parcel Storm water Plan (SPSP). In addition to meeting the requirements of Section 13.36.070, General design and construction standards, Section 13.36.080, General water quantity standards, and Section 13.36.090, General water quality standards, all plans subject to SPSP shall meet the following requirements: Single Family and Duplex Public Works Submittal Requirements APPENDIX B —SINGLE FAMILY AND DUPLEXES JULY 2011 1. SPSP No. 1 --Construction Access Route. a. Construction vehicle access shall be limited to one route, unless approved by the official. • b. A gravel construction road 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. • • 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. 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. e. Sediment tracked onto the public roadways shall be cleaned on at least a daily basis. Single Family and Duplex Public Works Submittal Requirements APPENDIX B — SINGLE FAMILY AND DUPLEXES JULY 2011 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. 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. 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. Single Family and Duplex Public Works Submittal Requirements APPENDIX B — SINGLE FAMILY AND DUPLEXES JULY 2011 c. Verification shall be provided to the city engineer that the as-built detention/retention facility is in compliance with the project requirements. 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. 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. 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. 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. 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) Single Family and Duplex Public Works Submittal Requirements SAMPLE NOTES: FWD P.C. N eo 00 oow e000 • PD P.C. 1.SEWER WILL BE COHNiE=TO HIE MIMIC so AS SHOWN FJ"990 -1 — — tz:1o10 3.SHORHW HOOF ND DOWNSPOUT WILL BE CONNECTED TO TIEWIC STUB-OUT,2.Walt DOSING MEIER AS gem. F-77 _ we P�F raf1ER Olt SHOW 4.D ITON DURING TOFF RILL BE CONTRODUJ WITH AND T FEN=INDDEAU PIE IRULES TO REJECT THE APJMFM • �'-" DOIANST5.THE DOWNSTREAM IIN&I 6E SYSTEN RI IWRE CATCH DAM ...0— NISERi5(DOE aN'yTTDTH CATCH AODIIIOWL SEISENTATION TTFOT NIXES TT TO TIE SIMI. 6.SHIFTS ND CLICHES W11 BE MEWED DAILY OF EROSION q RUNOFF.F CONY. ..- • - 7.WORE CONSTRUCTION BEGINS.A SR WICK WILL TANS . PLACE TO OFNINY HIE CONDITION OF TIE STREET,CURB ND SHRIEK ND SE ETINKS.ALL EROKFA AREAS INL g • BE REFLICE➢10 TIE QTYs APPROYAL PRIOR TO THE • ISSUANCE DE TIE CFRti1CATE OF COMMCY. SYMBOL LEGENDi . VI +18-NNIICATFS OREOTON OF SH!'fT FLOW PROPOSED 4 PYC F00I11G ND CUTER LIES AREA CALCULATIONS: ii,ifiiii,iiiii%,iiii/ 1 F)ON MPERNOUS AWEk NNE WOK INIL PAOPO�DPAIKNO / I/ 20.0 HOUSE: 150D SF - : AREA . PROPOSED NEW HOUSE ; �W • CONCRETE OR AY: 960 SF I �° 1234 16TH STREET CONCRETE SKIM 100 SF I i 1017L: 537D SF i ! -. i• CONCRETE PAID: 1ED SF I/ /1• -- '• SPICE DE TOGA NCAEA0W OF I&W WFFIRY10115 AREA IS NT01E I • /. TIE NIDLYN IE THRESHOLD,SEE THE MAIL PARCEL STONY / WATER REPORT THAT S ATTACHED.TT WILL EKPM THE OWNIAGE — .__J /�.r'1'/.0 .0, ''-0/J ND ER051ON CONTROL WHOM N BETTER OETMN,. ' .*ie i:-.. ' DRNETTAY TEIPWRY SINS_STCCBPLE R IQ AREA TIE RRIE)..EH00AME D3 - PROPOSED RE SO GIAVE..PNNONG TT44T 1FE ENTI'€'WEE C I AREA TE I AS II I UNER CIE T2 m i�PROPERiYDEpnH 11...48.5 — — — UNDDWN FND P.0 F1DPI - o �n.1��!/.�a�eee _jvEL:iD1.5 DOSING MATEIL IEIER N ', I I I I gam iy. 0091NNG 5'SKEW d' j 1 1B-MHCH W R CUREACUHER NNSUUJI10N OF NEW pavan EX 12.',CONC.SD B STIHC Dflhm SECTION 11 1PPRONiL S OV,UL TD BE REPLACED THE CURB NNE WILL ITE RF]AUVED INSFIHG TO BE CLEWED D' CATCHLL ICY TRICK IN FRONT OF THE PEW WITH A STNICMD ORAS Pet 'SS BARRER CURS EXISTING 10'CONC.SS ERE TO 8' (PROPERTY. Rs 78 DST of THH<s --IDS.PPEERO A DE.STREET 16TH STREET . • APPENDIX $ - SINGLE FAMILY AND DUPLEXES 2006 SAMPLE RESIDENTIAL AND DUPLEX SITE PLAN.DWG EXAMPLE SITE PLAN SCALE: 1' = 20' (EXAMPLE N.T.S.) OWNER NAME: BIG DEAL JONES ' DRAWN BY: JOE DRAFTER SITE ADDRESS: 1234 16T11 ST. 1234 16TH STREET DATE: 11-30-2004 PARCEL ID: P12345678 SF�U4 DRAWING NAME: NO NAME.DWG "-----rn !ILI __ ! 1 1 t L.. f t i l t L. A. I I I I Ce ‘cc, 0 I ------di -T1 0 < 16 NI 2 C evm4- a. cp,„ so) _t ..0 \ _ w Liu E� `� �' 7 II gel i gm'" A I '7 cto _ , ‘ o vw .1.) cA p H co b ,_ _ _ _ I 1-..i. I__ 1 i _.... -W.. r� w y al 00 A 1 \19 ,_3 ___ft*„ 0 2 eL 471- c) -M -1:E I . ' , r 1 C, _J z -' A l (�I CP I -. -- � Q Q I i \Ili m . LI ---- ,zi 6-4, --- I:ttl O. W> 0 0 LiJ 11 H jtai I I Or) LJJ >1 CP _..— — 1 1 J 1 0) SP; N.) c=1 E a A ol 4 10 r0 60 i III I j 2 -S-1 -( 5' . sr . • etc 'by\ 1 —$ , c.1. Nil ? i I Al ") % al I 0 (1,Th —j o H 0 g Z IT ...:4_01 isi %.I.!— I 1 _ Ai ! 1 1 1 _ 1 sfie. ___vi. _0_ 5 „a dt ,, 42' 0 Din i I lit s__ C � r aNst rsr ..no a A , c G,:s1 1 T as gt r) '''s 0 1 4,____ _, fr314 t --) ›. 0 i 8._ . 1 a IL -=,: -.) co ru \-3 N.+7 j 1 in 47 ca 0 ! I r I 7 : co r- 1 I ! ff i e II 0 I 603 801 28'-0' • • 3'-0' t 8'-0' 6' 3'.0' t 6'-4• 8'-0' t 4'•4' 8'•0' 5'-4' 3'-0' 6' 6'-0' 3'-0' • • eo 0 �� o ( o (BD • - . • - • i , •t_ . ,rr . - . -y_ • _1._ - lail— . y,-. . _.1,V 15'•61/2' 12-5112' INSULATE FOR 'INSULATE FOR e 201 SOUND UNDER MASTER — SOUND UNDER MASTER �4 BEDROOM EDROOM '�' • to _ Master Master b Living 11'6"x14' 11'6"x14' Living Ci), a1 �, , 15'x;14' 15'x14' o LL j U v LL ° " It S.D. * S.D. r___F U Typical Interior TypicalIntenor 28'-0' 4D 28'-0' r :i -_ ��-__ - Wall U.N.O. Wall U.N.O. - C4D ' • ♦ 01 2oi • T_rto ���IIIt--^-L'' •O - 11�. II I O d II -B 112'=- 4'-3' 2'-8' I 1 d b 1i• III WIC ��flD QI 1 9D- WIC II }� • Dining III 11'6" 5 '"' ' 1� "x5' " Dining m m b g III 5D II 1 (SD) II N 15'x9' II 1 II 15'x9' <A)±? 0 ' 2'-7'1 4'.0' 4'.0" 7 . el i ---- 0 V xRI. 4 - Ensuite Y\ / Ensuite • it - "L-j -3'-3� 41111 2-- /C• _ -- -! linen �=D_ l9 ;`` �6D�i.nrn L--15 AS 5 o b U° 't c en 5' 61�• { gi r III — o 11x12 L �I • athroom Bathroo , r ---YD-1 — li. _ . REF. [Pant -- - J 1REF. �-- --- ry�, �) ...JJJJ U [ i'antryl ------- . •. 0 o q iv O ff-14. wm wm '�S D. I (zos� .1 •3tlrDNIIII pN �/ •,•— D Laundry I = 6D� 2'-3 112' 4'-8 112' 6' 4'm 1D in .J-111- • _ _- y ��14 �D� III _ III _ {3D� 3D .' I%{ 203 C� T-6' b Garage a Garage a cl b• t 205X21' OS CII o 0 20'X21' 3 n 1 (-6") N m m (-6") 1 CL O � O b J. N•- - Slope to Drain X x Slope to Drain N CD ft A CO 1 • • — — � � — — -,� j_- . — • — • L,) • — • — . -LJ • a 2'-6' _ 16-0• I 4'-0' I IS 16'-0' 7_8. AREA: 1140sf • °'' °'_ AREA: 1140sf �EI 56-fl' 2 4 A7 A7 13 -0314' :: - I I I . /� I• , 57-0' to - • I-r I , • ' I . • 0k? • . - m I — Pi Beam support Piers Beam supporters (T M See Structural See Structural — ---- a (5) , . - I - • • 12'-83/4' I N. [c-err Y� LL %. II _I _I , , I 25'-0 • 0 c •e - -il • ' To tn cn 1 e► I N II N •' A. ZN I , V ' I p 4111 .. - - I � I • ICJ fi u—_ . .7r Footing Size I - Footing Size • See Structural TYP I _ See Structural TYP I e 25'- 8' - e: --.I s• • . • • L - 1 - - - - - } -. - J er. r r , I 4.19...Si . : ro •. r - - , I I - I - - —I I I e e I ' -I- --E ',. . . ; . I __ L - J - - - - - - - -- 7 - - ' -'I 7-0- - -- - 5 6' • -On T n Footing Size See Structural TYP 1 J -_ _ - - -. . . I) -_ _ . - . . - 20'-6' 20'-6' S -6' is —� - • 41'-0' 52' 0' o . e Unit #1 Unit #2 1520 Parker Way— Suite`G` WEST COAST ENGINEERS, Inc. Mount Vernon, WA 98273 Structural and Civil Engineering Phone: (360) 424-3404 Fax: (360) 424-2063 Gravity And Lateral Analysis fi for JUN 1 3 2016 i Portalis Duplex -15_ , Located at: Portalis, Anacortes, WA —" For: Allan Schroeder WCE Job Number: 620-16 May 4, 2016 ' L KALIF r �� of wAshrip le • O �, 2710, w�� ONAL EXPIRES 9/19/2017 INDEX: Design Sketches. Pages SK1 —SK21 Structural Tables. Pages T1 —T3 . Standard Specifications. Pages B — H Calculations. Lateral Analysis Pages L1 — L14 Gravity Design and Analysis Pages G1 —G36 Total Number of pages excluding cover sheet: 81. Notes, Disclaimers: • West Coast Engineers (WCE) takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used(excluding authorized, stamped addendums). • The calculations shown herein, if any, do not necessarily include all possible calculations that could be performed for this project. For example: certain items may be designed by inspection; only the worst case loading scenarios may be included; etc. 620-16 Portaiis-Duplex Strl Specs 5-4-16.doc Page A GENERAL STRUCTURAL NOTES. A. SHEAR WALL CONNECTIONS. Each shear wall must be connected at its top and bottom per the typical structural details shown on pages SK4 — SK21. These details are intended only to show TYPICAL situations. Due to varying framing methods, not all aspects of each detail will necessarily pertain to specific field conditions, however, the bolting, nailing, and connecting schemes must be followed. If in doubt, contact West Coast Engineers. B. WOOD FRAMED WALLS. Wood framed walls intended to act as shear walls are indicated as PWx. Wood framed walls not intended to act as shear walls are not typically labeled and should be standard IBC construction. C. REVISIONS. Any change in a door and/ or a window size or location (located in the designated shear walls) will result a change in the shear wall schedule and/ or a change in a type and/ or location of a holdown. Basement Floor Shear Wall Types (Assuming Douglas Fir Framing) Min. Sheathing on Edges Nail size' Edge 1 Field Sole Plate; 16d Framing at Allowable shear West Coast Egr. thickness Stud spacing, (common or Nailing Nails. Adjoining Shear Wall Type and Type of One or Both Blocked or maximum 1 9 Panel (per ANSI!AF&PA Sides Unblocked galvanized Distance, 1-112" Min. Edges and Sill SDPWS-2008 Table Sheathing box) Maximum Embed.1 Plate 4.3A- D) PW3 7/16" Ply One Blocked 16"or 24"OC 8d 4"/12"OC 4 in. OC 1.5 in. Wind-490 plf. Seis-350pit PW6 7/16" Ply One Blocked 16"OC 8d 3"/12"OC 3 in. OC 2 Wind 685 plf. 2.5 in. Seis-490 plf. GW5 1/2"Gyp One Blocked 16"OC 5d coolers or Wind-125 plf. screws 7"/7"OC 8 in. OC 1.5 in. Seis-125 pit. GW11 5/8"Gyp One Blocked 16"OC 6d coolers or 7"/7"OC 8 in. OC 1.5 in. Wind-145 plf. screws Seis-145 ptf. Footnote 1 Ply=CDX, C-C,or C-D plywood. OSB of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. All nails are common wire nails 8d(0.131"Dia. x 2.5"), 10d(0,148" Dia.x 3"), 16d(0.162"Dia.x 3.5"),or box galvanized nails 8d(0.113"x2.5"), 10d(0.128"x3"). Minimum sizes of all cooler nails:5d(0.120"x 1.5"),6d(0.120"Dia.x 1.75"). Footnote 2 3x required panel edge framing may be substitued with two 2x studs nailed together with 16d common wire nails spaced at the spacing required for panel edge nailing. For clarification see ANSI/AF&PA SDPWS-2008,chapter 4.3.7.4, V 36'-0' W 21'-6 Z 6'-6 24._0. _ ,. 5 6 Main Floor Shear Wall Types (Assuming Douglas Fir Framing) Min. Sheathing on Edges Nail size' Edge 1 Field Sole Plate; 16d Framing at Allowable shear West Coast Egr. thickness spacing, (common or Nailing Nails. Adjoining Panel (per ANSI!AF&PA Shear Wall Type and Type of One or Both Blocked or 1 g maximum galvanized Distance, 1-1/2" Min.Sides Unblocked Edges and Sill SDPWS-2008 Table Sheathing box) Maximum Embed.' Plate 4.3A- D) PW2 7/16"Ply One Blocked 16" OC 8d 6"/ 12"OC 5 in. OC 1.5 in. Wind - 364 plf. Seis-260 pff. PW3 7/16" Ply One Blocked 16"or 24"OC 8d 4"/ 12" OC 4 in. OC 1.5 in. Wind -490 plf. a Seis-350 pit a 5d coolers or Wind - 125 plf. GW5 1/2"Gyp One Blocked 16"OC 7"/7"OC 8 in. OC 1.5 in. screws Seis- 125 plf. Footnote 1 Ply = CDX, C-C, or C-D plywood. OSB of similar thickness and an ratingmaybe substituted for plywood. t P Ply and OSB are assumed to be nailed directly to the face of the stud. All nails are common wire nails 8d (0.131" Dia. x 2.5"), 10d (0.148" Dia. x 3"), 16d (0.162" Dia. x 3.5"), or box galvanized nails 8d (0.113"x2.5"), 10d (0.128"x3"). Minimum sizes of all cooler nails: 5d (0.120"x 1.5"), 6d (0.120" Dia. x 1.75"). - - A\ - - -IS • .\\ -C ,Ii- W O11 6'a i 36, p, 1 S -h = ,. 13'-0' tV Z•_0•t•.U'2'.p.. ,-�.2•-p. j_ - 0 r 723 1 ® 11 ® li ® 1 ~'{1 el a n • r ° 0 -.; is.' 14 l+ I* I F. 11 1 ^ t3' 0 3/4" '. I '- 4- Lr , �— I .1 -'i'Pad — Footings 4, . 52'-0" Min distance • • • West Coast FootingSize ' below existg Footing Footing top Column r. �'— - -----T_r�... ---: ® At — -___ _ -__--- - • • .•_cL: :',„_.-.. --.-- - Egr. Footing (length x width x bottom rebar rebar (2 3 �'.• �. -•. 4 grade to bottom connection __•_ t. -. - :.- - :-mot = - i Info. height) in. g (3 cover) cover) -- = - I 1! of footing 1 !: I V !/ '' ; 1! ' s I (4) #4's Ea- _ Per Column , / 4, Fl 24"x 24"x 8" Det M Way Above p F3 36"x 36"x ?2" n/a -integral w/ (6) #4's Ea. Per Column .; D j' I,. �° i h cont. footing Way Above Q �° PI N . i — Beara/support Piers °", i Beam suppo Piers C Ic. �S�ee Structural •I_ 1 See Siruciur- �� I i Footnote 1 Footings are to be centered under the centerline of the column. - �' I Footnote 2 Concrete strength = 2,500 psi. Rebar Grade = 40 unless specifically noted otherwise. o I ... U-- .FiVi , - I Assumed basic bearing capacity of soils = 2,000 psf �! _ ;° - -r' � I Footnote 3 If nothing is specified, default is Simpson PB or ABU style connector. _f , G I , k I -• f 2. ..... •t'' . 12'•8314" ! • \I 'iContinuous Footings 25,- / {r' i I !' Min distance ,'_'""- -3 West Coast 2 Footing Footing top , Cl f m E r. FootingFootling Size ' below exist g bottom rebar rebar 2" Additional ! - g ( Footnotes i1, N I. (width x height) in. grade to bottom I 1 �• i Info. (3 cover) cover) N : 1 of footing ri , : 1 \ I Per Local Bldg. A8 1 CFI 16"x 8 De t. (2) #4 cont. - a 1 i I 1 ' 1 p !' + _ Per Local Bldg. - _ -': CF2 16 x 8" Dept. (2) #4 cont. - b - al I r i A. CF3 20"x 8" n/a (3) #4 coat. - Det. C �"' _ :, o _-. l -- f- . .1 __ L CF3a 18"x 8" n/a (3) #4 Cont. - Det. D CF4 16"x 10" n/a (3) #4 Cont. - Det. G L- .Of� i j� .-7 + _—� - i I ( • T) r �. • p� f I 1I CF5 16"x 8" n/a (2) #4 cont. - Det. H L i f4 . . - J � ` '>)~`' r - ��� ` , A 1- — - to- " I CF6 12"x 6" n/a (2) #4 cont. - Det. K •__ st. I - -®= '-I---- __ _ ! r Derc.ii tIL . CF7 r _._._ - 711 ' i'� ?6"x 8" n/a (2) #4 cont. - Det. E F _ I L• _L r �. } 1 1 I 1 L__J L i' I L-'' J CF8 9'-4"basement cantilever retaining wall per Det. I and la c L -0—• .- I CF9 8'-4"basement cantilever retaining wall per Det. L, max. retaining - height is eft. .- ' • • Footnote 1 Footings are to be centered under the centerline of the stem wall. i Concrete strength = 2,500 psi. Rebar Grade = 40. Assumed basic bearing capacity of i J ' Footnote 2 I soils = 2,000 psf I 8" stem (footing) wall min. 24" tall with (2) #4 rebars at top at the holdown location I v a..^- ° Footnote a extend min. 5ft. each way from a holdown, otherwise (1) #4 cont., #4 @18" oc vertically '8"' r- # OL)LJ D T �, . > and #4 @ 16" oc horiz. See Det. A, B and B alt. �J" ��"d •�` 6" stem (footing) wall min. 24" tall with (2) #4 rebars at top at the holdown location �.�c� � H I 0 q '"OvJefL of Mil' et Footnote b extend min. 5ft. each way from a holdown, otherwise (1) #4 cont., #4 @18" oc vertically V 11 t 1 F. 7.4, and #4 @ 16" oc horiz. See Det. J. Basement retaining wall shall be backfill full height after basement slab is in place, and 44- Footnote c before main framed floor is constructed. It is OK to backfill wall half way (up to 5ft L __-_ - - height) during construction, however, footing shall be poured in undisturbed soil or 12" `�' _ `- 20'-6" deep footing keyway shall be excavated before pouring concrete. - -- - • 4t'-0" • 52'-0" WEST COAST ENGINEERS, Inc. 1520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360) 424-3404, Fax: (360) 424-2063 GENERAL STRUCTURAL NOTES. A. SHEAR WALL CONNECTIONS. Each shear wall must be connected at its top and bottom per the typical structural details shown on pages SK4 — SK21. These details are intended only to show TYPICAL situations. Due to varying framing methods, not all aspects of each detail will necessarily pertain to specific field conditions, however, the bolting, nailing, and connecting schemes must be followed. If in doubt, contact West Coast Engineers. B. WOOD FRAMED WALLS. Wood framed walls intended to act as shear walls are indicated as PWx. Wood framed walls not intended to act as shear walls are not typically labeled and should be standard IBC construction. C. REVISIONS. Any change in a door and/ or a window size or location (located in the designated shear walls) will result a change in the shear wall schedule and/ or a change in a type and/ or location of a ' holdown. Basement Floor Shear Wall Types (Assuming Douglas Fir Framing) Min. Nail size' Edge!Field Sole Plate; 16d Framing at Allowable shear Sheathing on Edges West Coast Egr. thickness Stud spacing, (common or Nailing Nails. Adjoining Panel (per ANSI!AF&PA Shear Wall TypeType One or Both Blocked or maximum 1-112"Min. Edges and Sill SDPWS-2008 Table and Yp of Sides Unblocked galvanized Distance, Sheathing' box) Maximum Embed. Plate 4.3A-D) Wind-490 plf. PW3 7/16" Ply One Blocked 16"or 24"OC 8d 4"/12"OC 4 in. OC 1.5 in. Seis-350 plf. 2 Wind-685 plf. PW6 7/16" Ply One Blocked 16"OC 8d 3"/12"OC 3 in. OC 2.5 in. Seis 490 plf. GW5 1/2"Gyp One Blocked 16"OC 5d coolers or 7"/7"CC 8 in. OC 1.5 in. Wind-125 plf. screws Seis-125 plf. GW11 5/8"Gyp One Blocked 16"OC 6d coolers or 7"/7"OC 8 in. OC 1.5 in. Wind 145 plf. screws Seis-145 plf. Footnote 1 Ply=CDX, C-C,or C-D plywood. OSB of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. All nails are common wire nails 8d(0.131" Dia. x 2.5"), 10d(0.148" Dia.x 3"), 16d(0.162" Dia. x 3.5"),or box galvanized nails 8d(0.113"x2.5"), 10d(0.128"x3"). Minimum sizes of all cooler nails:5d (0.120"x 1.5"), 6d (0.120"Dia. x 1.75"). Footnote 2 3x required panel edge framing may be substitued with two 2x studs nailed together with 16d common wire nails spaced at the spacing required for panel edge nailing. For clarification see ANSI/AF&PA SDPWS-2008,chapter 4.3.7.4. 38-0" 1 i-- > 21' 8" s _ B' e" 12' °� t 24. 0" • • • • 9'-0' 2'-6 2'-3" 2'-0' • • L Line of floor above I T L. .Q. j� O i` 0 CANT! EVE - - I •-4 23-8" •J 0. 0 > ''' I X de r 1 D \' � �Rjr -t' .5 -fi\ •I I- ,,2_,.,_,. Jim ' O fm z O I '� � 0 , .. o - ® ofQ0D S -N X o�o T D � _ ` -, G gy. 1 I 9- 1 7 �I , -"a '�� III`//r� 11. N © 74-10 _ G Ui �— ---ii!------0, :::.••• ::J.•.v••••• ••• •'. v'• tvv.MNWNtt....J.J.t JAMtt J....VJ....tJ......... t:..t J....t•t ....•..vJ.v.v.W.:vAVJntltV:V; uV.tV.sv.VJ.w.V.ut�AtV.'.!'J•N III -¢ . o 5`�l lye �{ j 1, „,l . 4 a -e -- >c 1 It E 1 W t.3 _ In di -� 511l- I, w A \ .... 0 3 Pi II II II I k LL _ . .: J L I I CR —1 10..„;._,"„ir .@ips t...• :_.---ri r'. . . ....---,- ..---, -0 o 1-F g i _ ' , tlz- 1— . . -.. , .., ,,-.•-"''OCI • 3 ,‘,.9 p E.C' •.t__4--: 40 o., „,, , „e,. , ‘ .,. .. c m rn N W i9 gas ` .--,.1 3 (- V , .--0 'ligiii=illiMilininigh--1 --44 r if-. - .1'..-1 . 1 .i-•-. — 0 e p m �f i°a 0 \Y r� CANTILEVERS , X ' 1_, ( rt --Line of floor above ^' N O W R w {,, Main Floor Shear Wall Types (Assuming Douglas Fir Framing) Min. Nail size' Edge I Field Sole Plate; 16d Framing at Allowable shear Sheathing on Edges West Coast Egr. thickness One or Both Blocked or Stud spacing, (common or Nailing Nails. Adjoining Panel (per ANSI! AF&PA Shear Wall Type and Type of maximum galvanized Distance, 1-1/2 Min. Edges and Sill SDPWS-2008 Table Sheathing' Sides Unblocked box) Maximum Embed.' Plate 4.3A- D) PW2 7/16"Ply One Blocked 16" OC 8d 6"/ 12"OC 5 in. OC 1.5 in. Wind -364 plf. Seis-260 plf. PW3 7/16" Ply One Blocked 16"or 24" OC Y 8d 4"/ 12"OC 4 in. OC 1.5 in. Wind -490 plf. Seis- 350 plf. GW5 1/2"Gyp One Blocked 16"OC 5d coolers or 7"/7"OC 8 in. OC 1.5 in. Wind - 125 plf. screws Seis- 125 plf. + + 4 ,. Footnote 1 Ply = CDX, C-C, or C-D plywood. OSB of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. All nails are common wire nails 8d (0.131" Dia. x 2.5"), 10d (0.148" Dia. x 3"), 16d (0.162" Dia. x 3.5"), or box galvanized nails 8d (0.113"x2.5"), 10d (0.128"x3"). Minimum sizes of all cooler nails: 5d (0.120" x 1.5"), 6d (0.120" Dia. x 1.75"). - - S\ -__ , —1 --C -I- V t.(1,-.9> .1 ,. 6'_0" c ^E 36'_0.' A It f CD - ' 'r^ , 13-0" t1T1 0I.. II1q qty .® _ .. � prp -O--II 301 iG g ._--.Y-- '' niJri:::Art F.P. . W 11. 1 of � 1 '-`- ��_-� _�� 14:31 7'_0"y toi p'_0"1,_0.Z.-0" O,.Z,_0. ` 3' 14 $ 6. 0,. lqo �� ! "-.�.,�- LY"^-,..,. 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'ski 5i3 61' 1 E.. _)' _ \ v- p A 1st o \ g I:5 „..1 E 9 Ct�, -t - it 1 / - :IrD 6+"Tcpe I N tJ - g�; ,L.H. ,------_ , I �W — -1.- g cq 1..r„ ,..,---T.T �1II\ I 1.---JI .-1, p ,. .r• x- 5... C71 {�9 N kne \ 4 0 0 \ , ),?. c_. _ua R. (.1? i'uo, 0) 1 -1). 114 1 —' r) to , 7: 2111 ;4 -lt tr-I L 4c1- ri cn --1 trb E IN*3 < IL �, �, 0o O it F ..,.-.. .._ ��, o i x M ir27 \.... ;.t \•••••..... &-• 17.3 �O m 70 H - ri...cov,.. LamT t �.�.c.c r'lZ_-7,6\t-LI rf. A Li 1 g " n w w JOB 620-16 PORTALIS - DUPLEX 1 WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 4 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 5/5/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG,COM SCALE SHEAR WALL V — FLOOR DIAPHRAGM PER PLAN PER SPECIFICATIONS t C ANCHOR BOLTS A p PER TABLE BELOW SHEAR WALL EDGE NAILING \- B \ - z -1 FLOOR FRAMING D ' a PER PLAN z /\,/\,`!/���\ W\\ W\\/� D //� 1r \/�\\\~�° D p� PER PLAN cV FOUNDATION \\ REINFORCEMENT /y' L, ° PER PLAN In 0 i • \J D D i o I° p 1 ps \\riz D 0. n/ 1 0$ MI D A CI_D p -- I \%\\ \\\i\\\i\\ih\\\i\\\i\\W PER PLAN / Bottom of Shear Wall Gonnectionl Sole Plate West Coast Eng. 1/2"Anchor 5/8"Anchor 3/4" Anchor I6d Halls Allowable Shear Mall Type Bolt Spacing2 Bolt Spacing2 Bolt Spacing2 1-1/2"Minimumt Shea' 6rlbedmen Capacity/Ea. q12 lb. 1,328 lb. 1,840 lb. P►A2 30 1n. 44 In. 48 in. 5 In.o.c. 364 plf P1613 21 In. 30 in. 42 in. 4 in.o.c. 532 plf P1A16 20 1n. 2q In. 43 In. 3 in.o.c. 685 plf GW5 48 In. 60 In. 12 In. 12 in.o.c. 125 plf This table generally applies to full height shear panels only. For shear wall sections between full height shear panels (i.e. as under windows), the table r,E TA I I._ A may be used; or minimum IBC requirements may be used. Where seismic allowable shear exceeds 350 plf (PW6), use 3x (min.). Footnote 2 May use any of the three diameters listed. All anchor bolts shall be embedded 7" min, and shall hove 3" square x 1/4" plate washers and nuts. N.T.S. Minimum of 2 anchor bolts per piece of mudsill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of the piece. JOB 620-16 PORTALIS — DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K — 5 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/3/2016 1520 PARKER WAY, SUITE #G, MT, VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL FLOOR DIAPHRAGM PER PLAN PER SPECIFICATIONS 4:> N , x II ANCHOR BOLTS SHEAR WALL PER TABLE DET. A EDGE NAILING l 1 \ FLOOR FRAMING Z �., PER PLAN K `AW\W\ //\W\W� ° ' "I� PROVIDE DOUBLE PLATES AT /. P PW6 SHEAR WALLS. ° P ALL OTHER SHWAER WALLS - ARE OK WITH A SINGLE PLATE P ° 1,E TA I L E3 /\mod FOUNDATION WALL N.T.S. PER DETAIL A ANCHOR BOLTS PER TABLE SHEAR WALL PROVIDE DOUBLE PLATES AT PER PLAN (PW6) PW6 SHEAR WALLS. I I ALL OTHER SHWAER WALLS SHEAR WALL I ARE OK WITH A SINGLE PLATE EDGE NAILING 41111 FLOOR DIAPHRAGM Ijw� PER SPECIFICATIONS =I'II I' TOP FLOOR FRAMING PER PLAN .\\.\\ \.\\.\\ .\\ SLAB PER SPECS OR X Ir BY OTHERS 2x6 P.T. WITH SHIM AND A 5/5" TITEN HD L=6" AT 601' O.G. DETAIL 5 Gilt FOUNDATION WALL N.T.S. PER DETAIL A JOB 62O—I6 PORTAL'S — DUPLEX WEST COAST ENGINEERS, Inc, SHEET NO. SK — 6 OF . STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/3/20I6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL PER PLAN SHEAR WALL PER PLAN SHEAR WALL 30D BOX NAILS EDGE NAILING AT6" O.G. TORIM 30D BOX NAILS AT6" 0.G. TORIM FLOOR DIAPHRAGM SHEAR WALL u PER SPECIFICATIONS EDGE NAILING ANCHOR BOLTS PER DETAIL D ANCHOR BOLTS X " it L PER DETAIL D L510 ® 16" O.G. BLOCKING TO PLATE A `t r FLOOR FRAMING A 't PER PLAN CONTINUOUS SOLID D n °E J RIM JOIST(I-3/4" ) ,_ ANCHOR BOLTS d A ° ° I PER TABLE DETAIL A P p•r Ay PER ty PLAN ° P , G C A ° ° FOUNDATION WALL e. o REINFORCEMENT I A 4 #4 AT 16" O.G. VERT. A ° P ° A z BOTH SIDES, AND A T #4 AT 16" O.G. HORIZ. G p 0 C n W//, //, //, //, /A///. //.1\ \\\;W\\. \ \i \\ \\\)- I'-8" MIN. / (3) #4 CONT. r,!TA IL G N.T.S. JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - 1 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 5/3/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE 4%" SHEAR WALL PER PLAN y2i, ANCHOR BOLTS PER TABLE BELOW 5HEAR WALL 5HEAR WALL EDGE NAILING EDGE NAILING SLAB PER ,i. • „ / SPECIFICATIONS 'IF � OR BY OTHERS ' A • ;° l l VPc D• ° '' G ° • 0 n 7\ A / /\ /\ / ' ;° , ° ' %WX\i\�i\\X\i-) L> PROVIDE #4 DOWELS \/ " °%\ _7 STRUCTURAL FILL AT 12" O.G. (EPDXY l0"\ A PER SPECIFICATIONS SET 6" IN WALL x/ ° r // AND le," IN SLAB) 2„/�° ° F ° -1.-* * oi FOUNDATION %\\/ X° • D // ,/ REINFORCEMENT WALL: VERT. AND HORIZ. ���o/ ° ° D' �% / #4 AT 16" O.G. �/�' FOOTING: (3) #4 CONTINUOUS \° ,ak _} A ° �� ° \ dJ 3" COVER (BOTTOM) ° G G C A \/ %\ \\\%\\\i\\/\\\i\\\i\\\, / I -6" / Bottom of Shear Wall Connection' Sole Plate West Coast Eng. 1/2"Anchor 5/8"Anchor 3/4" Anchor 16d Nails Allowable Shear Wall Type Bolt Spacing2 Bolt SpacIng2 Bolt Spacing2 I-1/2" Minimum Shear Embe Capacity/Ea. ql2 lb. 1,328 lb. 1,840 lb. PW2 30 In. 44 In. 48 In. 5 In.o.c. 364 plf GW3 48 In. 60 In. 12 In. 12 In.o.c. 125 plf GWI I 48 In. 60 In. 12 In. 12 In.oh. 145 plf Footnote 1 This table generally applies to full height shear panels only. For shear woll sections between full height shear panels (i.e. as under windows), the table may be used; or minimum IBC requirements may be used. E TA I L r, Footnote 2 May use any of the three diameters listed. All anchor bolts shall be embedded 7" min, and shall have 3" square x 1/4" plate washers and nuts. Minimum of 2 anchor bolts per piece of mudsill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of N.T.S. the piece. JOB 620-16 PORTALI5 - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K _8 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/3/20I6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE BEARING WALL ANCHOR BOLTS PER PLAN PER CODE (MIN.) PROVIDE #4 DOWELS FLOOR DIAPHRAGM AT 12" O.G. EPDXY SET --2/ PER SPECIFICATIONS 6" IN WALL, 24" IN SLAB \ e v �j �� d ,�'C e t.t . i/ e r>a• \ • a \ -2:._ \\�/iX // /\�//// j A FLOOR FRAMING jA �° PER PLAN \\�\: D X T \//Y/' , D e/ [J N FOUNDATION L \\�% REINFORCEMENT QQ Y V ° (WALL: #4 AT 18" v cg VERT. AND HORIZ. X / FOOTING: (2) #4 P w a I a CONTINUOUS) Tr D/ D , ° z a doC� Y Ie� ,4J° I / dog b A a \i\\i \\i\�i\\i\\i\\i\� \ DETAIL E 1'-4" /7 PARTITION WALL N.T.S. PER PLAN --1/ — ANCHOR BOLTS PER CODE (MIN.) SLAB PER SPECS. A OR BY OTHERS FLOOR DIAPHRAGM \ , C f PER SPECIFICATIONS e • v e e a \2� //\� ��\//\�/� o 1 FLOOR FRAMING \ r PER PLAN 4/�/ a , e N FOUNDATION \\� REINFORCEMENT Q \//)/ V ° (WALL: #4 AT I8" 0 VERT. AND HORIZ. FOOTING: (2) #4 w , iip a CONTINUOUS) 4- 1- t D > D ° 1 T,ETAIL F a �o$ • D 1 D ° e a N.T.S. \�`._-- ' I1_4.�\\i\\i\\i\\si\\i \i\ \\W JOB 620-16 PORTAL'S - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - q OF STRUCTURAL AND CIVIL ENGINEERING IK CALCULATED BY DATE 5/3/20I6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE LOAD BEARING 20d BOX NAILS ® 6" O.G. WALL PER PLAN FLOOR DIAPHRAGM / PER SPECIFICATIONS GONTI NUOUS SOLID BLOCKING FLOOR FRAMING PER PLAN 0 POST AND BEAM ABU POST BASE PER PLAN PER PLAN i ii, ,i,. i, FOOTING t17 REINFORCEMENT ', D ° 1 a PER PLAN 0 1 ° D A (3) #5 CONT., 3" GOVER 441D r p •i U ° DD p A D I'-4" / / 1;!TAIL G N.T.S. ANCHOR BOLTS LOAD BEARING PER TABLE DET. B NALL PER PLAN SLAB PER SPECS < - OR BY OTHERS - D p V^ D A D D D A v A n I. . . A D D D A D P A A CO /WWW D N \ D D FOUNDATION '/i /A //, /, //, // REINFORCEMENT r)E I L. PER PLAN TAI�_,4� (2) #4 CONT., 3" COVER N.T.S. JOB 620-16 PORTAL'S - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK — 10 OF STRUCTURAL AND CIVIL ENGINEERING • CALCULATED BY 1K DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL NOTE: PER PLAN BAGKFILL RETAINING WALL PRIOR FRAMED SEE DETAIL A FOR FLOOR CONSTRUCTION, BUT AFTER TOP OF WALL CONNECTION BASEMENT SLAB BEING POURED AND 5HEAR WALL CURED. HAND COMPACT WITHIN 6 FT FROM EDGE NAILING WALL. OK TO BAGKFILL HALFWAY W/O SLAB PROVIDING EITHER 12" DEEP KEYWAY OR FOOTING IS POURED i P " AGAINST UNDISTURBED //j // +1II SOIL (IN TRENCH). :c7/7c/ / ////V/POUR GARAGE SLAB � ° BEFORE MAIN FLOOR FRAMING �� D D FLOOR DIAPHRAGM j��� ° PE SPECIFICATIONS WATER PROOF I NG /\\�� BY OTHERS j��� f- , FRAMED FLOOR \, ‹ I PER PLAN 2 D OPTIONAL FURRING HORIZONTAL REBARS \; ° ° D WALL BY OTHERS #4 ® 12" O.G. / Y VERTICAL REBARS /y co D D D #4 @ 10" O.G., TIED TO HORIZONTAL KEBABS HORIZONTAL REBARS TIED TO DOWELSI N P (2-5/8" COVER) VERTICAL DOWELS 0 ---"1 e #5 © 8" O.G. rn D / 1-1/2" COVER (EXTERIOR 0- z WASHED ROCK / y ° ° FACE) D OR PEA GRAVEL, 24° I'-q J 4 o NO GAP BETWEEN O 2'-4' /\� WALL AND SLAB �' o f 8 / SLAB IS ANCHORED TO SIDE \/ I og D p WALLS PER PLAN (12" O.G.) \/ \J~ O ° eo o / �` � o '� °g ° ° D ° D . •D � D " to° ' o O O /'9 D y ° D AD ° /4\� o� ° D D f D D D `\ do D 6 • p ° 1 J J D ° [I I �� \/\ /D D p p D D N / c, , , p ° j�\ ( / fin) D° D D ° D ° D , f\\� `/og $ e - • ° • ° r° , �/\, C ° V a a D / 0 op op ° ° a D ° D \ \��` ,/ </ / <7 //.\//\//,'� .\�/,\//, /.\/ \//.\/\ FILL AND COMPACT \fro �\ �\ ///J � � 4'-0I" PER SPECIFICATIONS #4 ©16" O.G. TRANSVERSE #4 ® 12" O.G. 04" PERF. PVC PIPE 3" COVER TO GRAVITY OUTLET CONCRETE: f'c = 2,500 psi #5 ® 1211 O.G. REINFORCEMENT: fy = 60 Ksl 2" COVER #5 ® 8" O.G. 3" COVER SOIL ASSUMPTION: /� WEIGHT: 110 PCP E TA I L I (ci I 4 11) ALLOW. BRG. 2,000 PSF EFP: 60 PGF (AT REST) N.T.S. EFP: 45 PCF (ACTIVE) JOB 620-I6 PORTAL'S - DUPLEX 1 WEST COAST ENGINEERS, Inc. SHEET NO. 5K - II OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/20I6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY_ DATE 1 WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL NOTE: PER PLAN / BACKFILL RETAINING WALL PRIOR FRAMED SEE DETAIL A FOR FLOOR CONSTRUCTION, BUT AFTER TOP OF WALL CONNECTION BASEMENT SLAB BEING POURED AND 5HEAR WALL CURED. HAND COMPACT WITHIN 6 FT FROM EDGE NAILING WALL. OK TO BACKFILL HALFWAY NO SLAB PROVIDING EITHER I2" DEEP KEYWAY C OR FOOTING 15 POURED 1` D D A• }�I j "' "` AGAINST UNDISTURBED A A • p A IIf 501E (IN TRENCH). ° FLOOR DIAPHRAGM POUR GARAGE SLAB / // PE SPECIFICATIONS BEFORE MAIN FLOOR FRAMING ? j� ° W p : f l HATER PROOFING RIM WATER PROOFING /��/� 4 h JOIST BY OTHERS BY OTHERS % p _ FRAMEDPER P qN FLOOR ° LOAD BEARING WALL HORIZONTAL REBARS \;`40 , ° ° A 2x4DF-L#2 AT 16" O.G. 4s4 ® 12" O.G. Ill D VERTICAL REBARS A oo p p #4 ® 10" O.G., TIED TO HORIZONTAL REBARS ,i ° HORIZONTAL REBARS 1 TIED TO DOWELS (2-5/5" COVER) ° < O ° VERTICAL DOWELS - /,1 D #5 @ S" O.G. .0[ in F. \<1 A I-I/2" COVER (EXTERIOR %- z WASHED ROCK / D FACE) XOR PEA GRAVE\ I -`� w `/ I D ° / 24"" -1 4 ° NO GAP BETWEEN O 2'-4" \/1 p WALL AND SLAB ��i o /° SLAB 15 ANCHORED TO SIDE Q //\/`/ . D ° WALLS PER PLAN (I2" O.C.) /V °S A D p H D i ° e in /,P 0 0°7 6v 00 1. ° p • L. p • A . •A \ \ian RA ° A / 6o ,A A D p \ A ° D A 1 `\\v7' G A, ° A A ° D L\'C \ ° ° A )� / o� ° n D p �/� ] ° V D p ° D Y ° ° A °g °S \I\A / •�y: o y / y/ `/� �j/ y/ y/ �/ ` \,/ y '/\ \/�`�° /\ /,\ /. /</ /,\ x/x/. /.\ \ /\ — FILL AND COMPACT `/X 4'-qH / PER SPECIFICATIONS #4 ®16" O.G. TRANSVERSE #4 ® 12" Q.G. 04" PERF. PVC PIPE 3" COVER TO GRAVITY OUTLET CONCRETE: f'c = 2,500 psi #5 Co 12" O.G. REINFORCEMENT: fy = 60 KsI 2" COVER #5 ® 8" O.G. 3" COVER SOIL ASSUMPTION: ETA I L I a (c1I�i4 "/} ALIGHT: 110 PCF ALLOW. BRG. 2,000 PSF EFP: 60 PCF (AT REST) N.T.S. EFP: 45 PCF (ACTIVE) JOB 620-16 PORTAL IS — DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K — 12 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE 5HEAR HALL PER PLAN —1/— ANCHOR BOLTS PER TABLE DETAIL A SHEAR WALL EDGE NAILING SLAB PER SPECS OR BY OTHERS D A D Z L D br, D e u D D � D A \ \; \;\\) \;\\> % Q /,, °�jjj\ , PER `� / e D%PLAN W / �����/- ` STRUCTURAL FILL IRL ��/f //�, � PER SPECIFICATIONS c4° EL � A D \ Q OD D li A A lL FOUNDATION L / PER PLAN / REINFORCEMENT r,E TA I J WALL: — #4 AT 16" O.G. HORIZONTALLY AND N.T.S. VERTICALLY FOOTING: (2)#4 CONTINUOUS FIRE WALL BY OTHERS ANCHOR BOLTS PER CODE MIN. SLAB PER SPECS jr V OR BY OTHERS D p v^ o A b D D . A '� a A s r A ' D 1 A p p p D A D 1 D A e i> A \ A / N \ D D FOUNDATION /, /, /, /, // REINFORCEMENT (2) #4 CONT. r7e TA 1 L K / ,....0,. N.T.S. JOB 620-lb PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - 13 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL IOd NAILS PER PLAN AT 4" O.G. FLOOR DIAPHRAGM PER SPECIFICATIONS SHEAR WALL EDGE NAILING I FLOOR FRAMING PER PLAN JOI5T' INVERTED HANGER (ITS TYPE) �� 2'-O" °° SOLID BLOCKING WITH / 1 ' L510 BLOCK TO SILL PLATE HORIZONTAL REBARS ° #4 0 12" O.G. ANCHOR BOLTS PER TABLE DETAIL A �\j\ \ °° VERTICAL REBARS NOTE: Y/'' .84 , #4 ® 12" O.G., FOR 6 AND 4FT WALL BACKFILL RETAINING WALL \� I-I/2" COVER X BEFORE CONSTRUCTION OF / OPTIONAL FURRING WALL FRAMED FLOOR, AND AFTER BY OTHERS 1 SLAB. HAND COMPACT %/ ° a3 WITHIN 6FT OF WALL '$ EPDXY DOWELS (EPDXY SET) VERTICAL REBARS /," 1 r #4 @ 12" O.G., 6" TO WALL (DOWELS) F ,°tO AND 24" TO SLAB SLAB PER SPECS. I-1/2" COVER e ° , p GAP OR BY OTHERS 8 G (SUPPORTS H \`i\/ / RETAINING WALL) WASHED ROCKlo_...V7 . I ��/0 OR PEA GRAVEL , ° ° . ° ° oflJP2 ,r,g / �1' , ° /A <\ -� B BACKFILL AND gf4 PERF. PVG PIPE COMPACT PER SPECIFICATIONS TO GRAVITY OUTLET TOP REINFORCEMENT REBARS I #4 AT 12" O.G. CONTINUOUS A B C 0 F G H I 6'-0" 3'-1" I'-6" 12" #4010" 0.6. 36" 21" N/A 4'-0" 2'-6" II" 10 #4412" O.G. 30" 14" ; N/A SOIL INFO (SOIL REPORT): W !—j EIGHT: 110 PGF -T #- 1II-_t CONCRETE: f'G = 2,500 5i ALLOW. BRG. 2,000 P5F EFP: 60 PCF (AT REST) REINFORCEMENT: fy = 60 K51 EFP; 45 PGF (ACTIVE) N.T.S. 1 JOB 62O—I6 PORTALIS — DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K — 14 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE AG (AGE OR LGE4), GG TYPE COLUMN GAP (OR EQUAL) BEAM PER PLAN WI O O lil COLUMN PER PLAN GB OR ABU TYPE COLUMN BASE Qo (OR EQUAL) Oo I2"x12" OR 012" PLINTH WITH (4) #4 VERT. REBARS AND 4s3 STIRRUPS @ 6" O.G. /P 1 10"x10" OR 0 10" PLINTH IF N _Ir WHEN USING 4x4 POST D / ` \\ \ \\ \\• \` ' D C \\/\\ \\ \\ \\ \/\/ Z /\ ° ° // f \ ° D D N \D e ° _' D /<. D °„,-\ A A o ° o \/, REINFORCEMENT / 0 D n p p / PER PLAN 0 (4) #4 BOTH WAYS / A° , A °' _J n ° . k.t A A ! 5" COVER fl G / / °b D D A / ° A ° 2'—O" x 2'—O" r,ETAIL M N.T.S. JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 15 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT, VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTEN6.COM SCALE DOUBLE PLATE FOR PW6 SHEAR WALLS SHEAR WALL / PER PLAN FLOOR DIAPHRAGM Q PER SPECIFICATIONS -. — T SHEAR WALL EDGE NAILING J II SHEAR WALL - 1 PANEL JOINT . \ FLOOR FRAMING PER PLAN SHEAR WALL WHERE JOISTS ARE PARALLEL PER PLAN PROVIDE BLOCKS AT 24" O.G., NAIL BLOCKS TO SUBFLOOR W/(4) IOd, AND TO TOP PLATES TA I L N WITH (3) 10d N.T.S. DOUBLE PLATE FOR PW6 SHEAR WALLS // SHEAR WALL PER PLAN FLOOR DIAPHRAGM PER SPECIFICATIONS a SHEAR WALL � a it a 1/ EDGE NAILING 11( SHEAR WALL �, 4 PANEL JOINT ,(SHEAR WALL \� F FLOOR RAMING PER PLAN PER PLAN r,E TA I I. 0 ---// N.T.S. JOB 620-16 PORTAL IS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - I6 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL PER PLAN DECK TO HOUSE FRAMING CONNECTION: 05/S' THROUGH BOLT AT 32" O.G. PLUS TWO ROWS OF I6d NAILS SHEAR WALL / AT 6" O.G. EDGE NAILING ANCHOR DECK TO FLOOR DIAPHRAGM FLOOR FRAMING PER SPECIFICATIONS PER I RC R501 ai a // w-- 41 4 --- VII ISOLID RIM JOIST J W (MIN. I-I/29 im4SHEAR ALLPANEL JOINTI��►`I \ . --.- - +i --"""1 \ „ FLOOR FRAMING PER PLAN DECK FRAMING BLOCK PER PER PLAN DET. F SHEAR WALL SHEAR WALL EDGE NAILING PER PLAN !TA IL I= N.T.S. JOB 620-16 PORTAL'S - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 11 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/20I6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE FIRE NALL � FIRE WALL SHEATHING SHEATHING BY OTHERS BY OTHERS I0d NAILS I0d NAILS FLOOR DIAPHRAGM AT 6" O.G. • AT 6" O.G. PER SPECIFICATIONS N L/ L55O AT L550 ATE I6" O.G. JI 5HEAR NALL � FLOOR FRAMING EDGE NAILING PER PLAN SHEAR NALL SHEAR WALL / EDGE NAILING PER PLAN (GW3, OR GNII OR P1"12) �1 /� SHEAR NALL PER PLAN (GW3, OR GWII OR PN2) 1>E TA I I N.T.S. JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 18 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY_ DATE WEB: WWW.WCOASTENG.COM SCALE 20D BOX NAIL o SPACING PER SHEAR WALL TABLE (16D 50LE PLATE NAILING) CONTINUOUS SOLID FLOOR DIAPHRAGM BLOCKING SHEAR WALL PER SPECIFICATIONS PER PLAN 10d AT L570 ® 16" Q.G. 6" D.G. BLOCKING TO PLATE ONLY IF CHLATHING <' BREAKS ON TOP PLATE If N .! ff ,i !! ti - SHEAR WALL 1 _ EDGE NAILING \II JOIST'S INVERTED SHEAR WALL HANGER (ITS TYPE) EDGE NAILING LVL RIM PER PLAN SHEAR INALLY FLOOR FRAMING PER PLAN 1I PER PLAN EXTEND SHEATHING TO FLOOR DIAPH'M 1,ETA I L I N.T.S. JOB 62O-I6 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 11 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE ROOF DIAPHRAGM PER SPECIFICATIONS rr \Ili( if if N ,r 1 r ri 1 / 1 OVER-FRAMING MANUF. TRUSSES BY OTHERS BY OTHERS —8d NAILS �I- AT 4" O.G. ROOF DIAPHRAGM �� PER SPECIFICATIONS , ` Z , L • , \ SHEAR HALL < EDGE NAILING MANUF. TRUSSES BY OTHERS SHEAR WALL PER PLAN HI RAFTER TO BEAM 2x6 DF-L4t2 AT 16" O.G. WALL r,ETAIL 5 N.T.S. JOB 620-I6 PORTAL'S - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - 20 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 . CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE ROOF DIAPHRAGM PER PLAN .� SECT I ON Scl NAILS AT 6 O.G. 5HEAR WALL ' BOX FRAMED TRUSS EDGE NAILING ,��! BLOCK, SEE BELOW (SOLID BLO OK WHEN SHEATED SAME A5 HEIGHT ALLO ) SHEAR WALL BELOW OK TO PROVIDE VENT %' OPENINGS I6d NAILS 1000. ØiAT6IO.G. 40 H2.5A TRUSS TO TOP PLATE OK TO LOCATE OUTSIDE MANUF TRUSS SHEAR WALL BY OTHERS EDGE NAILING SHEAR WALL ROOF DIAPHRAGM /I PER PLAN PER PLAN - - _ - - - - Z T - --1- _- SHEATED SAME O O _; o 0 0 o I o A5 5HEAR WALL BELOW I \_ ,T I --11 •PENINGS I ---1 -"- BOX FRAMED TRUSS I I BLOCKING + I 16d NAILS I- I AT6" O.G. -- - - 1 _ 7 - — 17.7z !LEVAT I ON 1 E r,ETA I L T / / / N.T.S. / 5HEAR WALL / / PER PLAN JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 21 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: www.WCOASTENG.coM SCALE _ GUT SHEAR WALL PANEL TO ALLOW MN. (12) Sd NAILS NAILED TO HEADER BEAM OR HEADER I PER PLAN SHEAR WALL FIELD NAILING PER PLAN \ I \ \ II \ • 1 y . -f- • • . \ • EITHER EXTEND GARAGE r • • • DOOR HEADER TO WALL SHEAR WALL • CORNER OR INSTALL MSTA36 HORIZONTAL STRAP PANEL EDGES • • HEADER TO BLOCKING L•.L_r • • STRAP HEADERS BETWEEN r . • • • DOORS W/ G514, BACK STRAP • • • • • • • r . . . __•_ . I ° �----- SHEAR WALL I PANEL EDGES NAILING • ' PER PLAN • • • SHEAR WALL • FIELD NAILING PER PLAN 1 C OF STRAP EQUAL LENGTH OR OR STRAP LENGTH PER PLAN /STRAP LENGTH PER PLAN DE TA I L U N.T.S. JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. T - I OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 Fax: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE Basement Floor Level Beams, Columns, Posts West Coast Alt. 1: Mat'I and Alt. 2: Marl and Max Span Minimum 1 Max Special End Foot- Egr. Member O.C. Spacing if O.C. Spacing if p Bearing Cantilever Info. applicable applicable (ft'} Length. (ft.) Connector2 notes JI joist 11-7/8 TJI 110 at 13.5'+12.5' 3.5"mid 16"o.c. , cont. support 131 beam 4x8 DF-L#2 - 3.9 ff. 1.5 in. - - - , 131 alt. beam 4x10 DF-L#2 - 4.7 ft. 1.8 in. - - - B1 alt. beam 3-1/2x7-1/2 24F- - 6.0 ft. 1.8 in. - - - GLB , B1 alt. beam 5-1/2x 24F- - 7.4 ft. 1.8 in. - - - GLB C1 post 4x4 DF-L#2 - 5.0 ft. - - AC4 top, ABU44 bttm. 4 , Cl alt. post 4x6 DF-L#2 - 8.0 ft. - - AC6 top, - ABU46 bttm. C2 post 6x6 DF-L#2 - 8,0 ft, - - AC6 top, - ABU66 bttm. Footnote 1 For beams,joists,and rafters, span is the horizontal distance, in feet, between (outermost)supports. For posts and columns, span is the distance between points of lateral support(such as floor or roof diaphragms). Footnote 2 If blank, use default connectors per standard specifications. For posts or columns: Left End=Top, Right End=Bottom. JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. T - 2 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IIG DATE 5/4/2OI6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY . DATE WEB: WWW.WCOASTENG.COM SCALE • • Main Floor Level Beams, Columns, Posts West Coast Alt. 1: Mat'l and Alt. 2: Mat'I and 1 Minimum Max Special Left Egr. Member O.C. Spacing if O.C. Spacing if Max Span Bearing Cantilever End Foot- Info. applicable applicable (ft') Length. (ft.) Connector- notes 4 J11 joist 11-7/8 TJ1210 at - 13.5'+12.5' 3.5"mid 2.0 ft. - - 16"o.c. cont. support J12 joist 11-7/8 TJ1210 at - 13.5 ft. 3.5"cant. 2.0 ft. - - 16"o.c. support4. b J13 joist 11-7/8 TJI 110 at - 9.0 ft. 1.5 in. - - - 16"o.c. 4 J14 joist 11-7/8 TJ1 110 at - 7.5'+12.5' 3.5"mid - - - 16"o.c. cont. support 4 J15 joist 2x8 HF#2 p.t. at - 5.5 ft. 1.5 in. 3.5 ft. LUS28 z-MAX a 16"o.c. 4 B11 beam 3-1/2x11-7/8 PSL 3-1/8x9 24F-V4 9.0 ft. 1.8 in. - - b or Versa-Lam GLB 4 B12 beam 5-1/8 (5-1/2)x12 24F-V4 GLB 14.0 ft. 2.0 in. - - - weather treated 4 B13 beam 1-3/4x11-7/8 LVL 1-3/4x11-7/8 12.5 ft 1.5 in - HU11 or - Versa-Lam LBV 1.56/11.88 4 B14 beam 1-3/4x11-7/8 LVL 1-3/4x11-7/8 4.0 ft. 1.5 in. - HU11 or - Versa-Lam LBV1.56/11.88 4 4 H header 4x8 DF-L#2 - per plan 1.5 in. - - - 4 4 C1 post 2x6 DF-L#2 - - - - - c C2 post (2) 2x6 DF-L#2 - - - - - - 4 4 C8 post 6x6 HF#2 p.t. - - - - CC C CB bttm btt top - m 4 4 W1 bearing wall 2x6 DF-L#2 at 16" - 8.0 ft. - - - - o.c. 4 4 W2 bearing wall 2x4 DF-L#2 at 16" - 8.0 ft - - - - o.C. 4 4 t Footnote 1 For beams, joists, and rafters, span is the horizontal distance, in feet, between (outermost) supports. For posts and columns, span is the distance between points of lateral support (such as floor or roof diaphragms). Footnote 2 If blank, use default connectors per standard specifications. For posts or columns: Left End = Top, Right End = Bottom. Footnote a Provide diagonal joists blocking in both directions. Footnote b Beam may be either flushed (joists hang from it), or dropped (joists are continuous). Footnote c Tis is a default header or beam support when not labeled in plan. JOB 620-16 PORTAL'S - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. T - 3 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHoNE: (360) 424-3404 FAX: (360) 424-2063 • CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE Roof Level Beams, Columns, Posts West Coast Alt. 1: Mat'I and Alt. 2: Mat'I and Max Span Minimum Max Special End Foot- Egr. Member O.C. Spacing if O.C. Spacing if p Bearing Cantilever Info. applicable applicable (ft') Length. (ft.) Connector2 notes B1 beam 3-1/2xL�4F V4 - 16.0 ft. 2.0 in. - - - G4 B2 beam 4x10 DF-L#1 3-1/2x7-1/2 24F- 0 ft 1.5 in. - - a V4 GLB 4 B3 beam 4x10 DF-L#2 3-1/2x7-1/2 24F- - - - - a V4 GLB h 4 H header 4x8 DF-L#2 - per plan 1.5 in. - - - 4 4 H1 header 4x10 DF-1#1 - 6.0 ft. 1.5 in. - - - 4 4 H2 header 4x12 DF-1#1 3 1/2x9 1/2 24F 6.0 ft. 2.5 in. - - - V4 GLB O 4 C1 post 2x6 DF-L#2 - - - - - b 4 1 C2 post (2)2x6 DF-L#2 - - - - - - 4 4 C6 post 6x6 DF-L#1 - - - - LCE top - CPT66Z bttm 4 Footnote 1 For beams,joists,and rafters,span is the horizontal distance, in feet, between(outermost)supports. For posts and columns, span is the distance between points of lateral support(such as floor or roof diaphragms). Footnote 2 If blank, use default connectors per standard specifications. For posts or columns: Left End =Top, Right End=Bottom. Footnote a Miter cut over the post is OK. Footnote b Tis is a default header or beam support when not labeled in plan. Vilest Coast Engineers, Inc. BI STANDARD STRUCTURAL SPECIFICATIONS: 1) LOADS. a) Following are the loads used for the subject design I analysis: i) Roof live load: 20 psf ix) Balcony live: 60 psf ii) Roof dead load: 15 psf x) Deck live: 40 psf iii) Snow load: 25 psf(ground) xi) Deck dead: 10 psf iv) Snow load: 20 psf(balanced) xii) Exterior wall dead load: 12 psf v) Snow load: 25 psf(unbalanced) xiii) Interior wall dead load: 8 psf vi) Floor live: 40 psf(living areas) xiv)Seismic Base Shear, V= 0.120 x W. vii) Floor live: 30 psf(sleeping areas) xv) Wind: 85 mph 3-second gust wind speed, Exposure 'C', viii) Floor dead: 12 psf 2) APPLICABILITY OF THESE SPECIFICATIONS: a) These specifications shall be adhered to for all work addressed in this report. b) Some sections of these specifications may not apply to the scope of work of West Coast Engineers. (WCE). Use of these specifications for work outside of WCE's scope shall be at the sole risk of the Contractor. 3) LIMITED SCOPE OF WCE'S WORK: a) The scope of work of West Coast Engineers (WCE) is limited to Gravity and Lateral Analysis (structural concerns only). WCE leaves issues such as thermal I moisture detailing, ingress / egress, insulation, and fire / life / safety concerns to other design professionals. WCE takes no responsibility or liability for items not specifically addressed in the calcs, sketches, or call-outs. b) All structural and other matters not shown or addressed in the following calculations and sketches do not form part of the scope of work of WCE. c) Structural analysis, design and specifications apply for one structure at the location shown in this report only. WCE cannot be held liable for unauthorized reuse of this work at a different location(s). 4) OWNERSHIP OF THIS REPORT: a) Ownership of this report, all calculations, sketches, and other intellectual information pertaining to the project shown herein shall remain the sole property of WCE. WCE will furnish copies of this information to others only with the express permission of the Client. b) These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents are not valid, and shall not be used for any other project. 5) COMPLETION OF WCE'S CURRENT SCOPE OF WORK: a) Submittal of this report to the Client completes the present scope of work and budget of WCE for this project. All other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on a time and materials basis at WCE's current fee schedule. 6) CONSTRUCTION DRAWINGS(PLANS FOR PERMIT&CONSTRUCTION): a) WCE recommends that the Designer / Architect submit construction drawings to WCE for review and approval prior to construction of the project. Such review and approval of full-sized plans is beyond WCE's current scope of work. 7) BASIS OF DESIGN —APPLICABLE CODES: a) This design is based on the IBC, 2012. All construction shall adhere to the minimum requirements of the 2012 International Building Code, unless shown otherwise in this report. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor 620-16 Portalis Duplex Stri Specs 5-4-16.doc Page B 1520 Parker Way—Suite'G', Mount Vernon,WA 98273 • Tel: (360)424-3404 • Fax: (360)424-2063 • www.wcoasteng.com est Coast Engineers, inc. c I assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. 8) COMPETENT CONSTRUCTION PERSONNEL: a) Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 9) TEMPORARY SUPPORT AND BRACING: a) General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein, unless specifically shown. Contractor or owner should check all temporary-supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. b) Retaining Walls. Do not backfill against retaining wails until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this purpose). For retaining walls that are to be connected to horizontal (floor or slab) diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. 10) CONFLICTS OR ERRORS IN PLANS: a) Contractor shall verify all dimensions and 'fit' conditions in the field. Should the Contractor or fabricator note any conflicts or errors in the Plans and/or specifications, they shall be brought to the immediate attention of the Engineer. If any questions arise during construction pertaining to any structural matter, the Engineer shall be consulted immediately. 11) FOOTINGS, FOUNDATIONS, SLABS ON GRADE: a) Geotechnical Report. Soils analysis and geotechnical engineering are not a specialty of WCE. WCE depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. WCE strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all land based construction projects. b) Foundations, Footings on Soil: General. All footings to bear on undisturbed existing soil, unless otherwise shown in the plans or calculations. All organic and deleterious material beneath the footings, foundations and slabs to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of footings to be below locally prescribed frost zone, not less than 18". Replace all over-excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). All footings are proportioned and designed for 2,000 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner's representative. c) Slabs on Grade. Subgrade below slabs shall be similar to the above, except that 92% relative compaction is acceptable. A layer of free draining material and a suitable vapor barrier (designed by others) are recommended for all interior slabs. i) Contraction Joints. Contraction joints shall be provided in all slabs at a maximum of 12 feet on center in each orthogonal direction. Contractor may use tooled joints or 'zip strips'. Light gage metal-keyed joints are not recommended in slabs subject to vehicular traffic. Slab reinforcement shall be continuous across all contraction joints. ii) Expansion (isolation)joints. Expansion (isolation)joints are required where new concrete slabs are poured against existing concrete or masonry, and where shown on the plans. Expansion joint material shall be asphalt impregnated fiberboard or similar, '/2 inch thick. iii) Construction (cold) joints. Where used, the previously placed concrete surface shall be clean and free of laitance. Reinforcing shall be continuous across the joint. Cold joints in slabs should be full depth, vertical face, and form a straight-tooled edge. Cold joints constructed in this manner may also function as contraction joints. d) Footing Drains. Footing drains, with washed drain rock extending to within one foot of top of finished grade, shall be provided at the base of all footings and retaining walls, which will have, 620-16 Portalis-Duplex Strl Specs 5-4-16.doc Page C 1520 Parker Way -Suite'G', Mount Vernon, WA 98273 a Tel: (360)424-3404 i> Fax: (360)424-2063 6 www.wcoasteng.com .West Coast Engineers, Enc. D I earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. 12) STANDARD CONCRETE: a) General. Structural concrete shall be designed and constructed in accordance with the requirements of 2012 IBC, chapter 19, and ACI318-11. b) Strength, Mix, Placing. All concrete, unless otherwise specified in the Plans or Calculations, shall attain a 28 day strength of fc = 2,500 psi for footings and foundations not exposed to weather, and fc = 3,000 psi for any concrete exposed to weather, and shall contain not less than 5-1/2 sacks of cement per cubic yard. Maximum water/cement ratio shall be 0.45, and maximum slump =4". Max. aggregate size = 7/8". Mixing and placing of all concrete and selection of material to be in accordance with IBC and ACI 318 (latest editions). Provide 5% air entraining in all concrete exposed to the earth or weather. c) Waterproof Concrete. For concrete applications that are required to be waterproof, the Contractor shall use KIM admixture by Kryton International Inc. (contact Marlen Hansen (360) 650-9038). Note that air entraining must be a maximum of 5% after this admixture. Contractor shall follow manufacturer's recommendations in use of KIM. d) Concrete Admixtures. All admixtures are entirely at the discretion of the contractor and I or concrete batch plant and must not affect the minimum requirements herein. 13) CONCRETE REINFORCING: a) Strength, Splicing, Bending. Reinforcing bars (rebar) shall be per drawings and sketches attached, and shall be grade 40 (Fy = 40 ksi), unless noted otherwise. All reinforcing shall be detailed, bolstered and supported in accordance with applicable ACI code. Bars shall be bent with minimum 6 bar diameter radius for sizes up to and including No. 8, and 8 bar diameter radius for bars larger than No.8. b) Ties. For reinforced concrete beams, walls, columns, pilasters, and any other element wherein the main reinforcement bars are enveloped with tie bars (a.k.a. stirrups), the ties shall be bent with the least radius of bend so as to envelop the main rebars without the tie bars cracking or breaking. The tie bar ends shall overlap the main bars at least one bar diameter. The diameter of bend shall not be smaller than the diameter of the main bars in contact. c) Slabs. Slabs on grade that will be subjected to vehicular traffic shall have 6" minimum (thickness) and thickened edges as described below, unless designed and specified by others. Reinforcement shall be #4 centered in the slab, at 16" O.C. each way. Such slabs shall have thickened edges consisting of a 12" x 12" minimum monolithic footing with 2 ea. #4 continuous at the top and bottom of the footing. • i) Reinforcement for slabs which will not be subjected to vehicular traffic shall be WWF, 6"x6"x10ga. or #3 at 24" O.C. each way, centered in a 4" slab. As an alternate to this reinforcing, Forta FERRO structural fiber mesh (or equivalent) may be used per the manufacturer's specific instructions and requirements below. Contact Forta at (800) 245-0306 or Marlen Hansen at (360) 650-9038. Note that the maximum slump of concrete having fiber mesh is 3". The contractor must install construction joints or saw-cuts per specs above or per Forta requirements within 12 hours of concrete placement(sooner if possible). (1) Minimum fiber mesh requirements: Fiber shall be a synergistic combination of a twisted- bundle non-fibrillating monofilament and a fibrillating network fiber system. Fiber shall be made of 100% virgin materials in the form of fully-oriented copolymer/ polypropylene. The fiber dosage rate (amount of fiber per cubic yard) shall be as provided by Forta. Fiber length shall be 2.25 in. (54 mm). Fibers shall comply with ASTM C-1116 "Standard Specification for Fiber Reinforced Concrete and Shotcrete". d) Welded Wire Fabric. Welded wire fabric (WWF) shall be ASTM A-185. Splice by lapping one mesh +2"all sides. 620-16 Portalis-Duplex Strl Specs 5-4-16.doc Page D 1520 Parker Way- Suite'G', Mount Vernon,WA 98273 z Tel: (360)424-3409 Fax: (360)424-2063 e vvww,wcoasteng.com West Coast Engineers, Inc. E I e) Hooks. For 180 degree hooks, provide a minimum of 2-1/2 inches or 4 bar diameters extending beyond the bend. For 90 degree hooks, provide a minimum of 12 bar diameters extending beyond the bend. f) Cover. Provide the following minimum cover: i) Footings and other unformed surfaces, distance from the bar to earth face...3" ii) Formed surfaces in direct contact with earth 2" iii) Surfaces exposed to weather 1-1/2" iv) Surfaces exposed to salt water 3" g) Rebar Splice, Lap & Development Length. Splice, lap, and development lengths shall be per the following table (Table 1)unless noted otherwise. Development Length Table From ACI 318-11 Section 12.2 fc= 2,500 psi Minimum Concrete Strength Bar Diameters i 2d (min.) Spacing And Examples Minimum d (min.) Clear Cover Steel Uncoated Epoxy Coated Uncoated Epoxy Coated Strength Reinf. Bar Reinf. Bar #4 #5 #6 #4 #5 #6 GR40 40,000 psi 32 d 38 d 16 in 20 in 24 in 19 in 24 in 29 in GR60 60,000 psi 48 d 58 d 24 in 30 in 36 in 29 in 36 in 43 in Notes: d = rebar diameter. If bars #7 and larger increase length by 1.25. See code for negative impact of lightweight concrete and benefit due to cover > 12" Table 1—Rebar Development Lengths 14) CONVENTIONAL WOOD FRAMING: a) Material. All sawn framing lumber shall be Douglas Fir - Larch, Number 2 or better, unless otherwise shown. This material may be either green (moisture content less than 25%), recycled (reclaimed) or conventionally kiln dried (in an approved kiln). Regarding radio frequency vacuum (RFV) dried timbers: the effects of radio frequency vacuum drying on Douglas Fir timbers have yet to be determined. Therefore, use of RFV dried Douglas Fir timbers is at the risk of the Contractor • and /or Owner. b) General Construction: Pre-drill all nail holes where required to avoid splitting. Connect all wood members per these sketches, callouts, and the IBC. c) Anchor Bolts. Anchor bolts to mud sill, use 5/8" diameter x 10" embedment at 48" OC, with 3" x 3" x 3/16" heavy steel washers, wrench tight, unless otherwise shown. d) Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil. Selection of all metal connectors shall be per manufacturer recommendation in respect to the possible corrosion by the wood treating chemicals (including nails, bolts, Simpson or other framing connectors, etc.). For more information refer to Simpson Strong Tie 'Wood Construction Connectors'Corrosion Information (page 5). e) Blocking / Bridging. Provide full depth bridging or blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top . i) Provide solid blocking at all bearing points. 620-16 Portalis Duplex Strl Specs 5-4-16.doc Page E 1520 Parker Way --Suite'G', Mount Vernon, WA 98273 Tel: (360)924-3404 Fax: (360)424-2063 a www.wcoasteng.com West Coast Engineers, Inc. F I ii) Framed floors which support posts shall be solidly blocked within the floor to positively transfer posts loads through the floor to the supports beneath. f) Partition Walls. All non-shear wall partition walls on slabs shall be secured with 0.145" diameter power pins at 12" OC, unless otherwise shown. Shear wall partition walls on slabs shall be connected to the slab with the anchor bolting schedule shown above and herein. i) Provide double joists under all non-bearing partition walls. Partition walls, which carry loads from above, shall bear on joists or beams sized to carry said loads. g) Stair Framing. All framing and supports for all stair components shall be by others unless shown herein. h) Beam Supports (Trimmers). All Glu-Lams or Parallam beams shall have (at a minimum) double trimmers or a 4X post at each bearing point unless otherwise shown. Sawn beams 6X12 or less may use single trimmer at bearing points, larger size sawn beams to use double trimmer or 4X post. All beam supports shall carry down through the structure to the foundation. These supports shall be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor. i) Lag Bolts. All lag bolts greater in diameter than 1/4" shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70% of the unthreaded shank diameter (or alternatively, 90% of the root diameter of the threaded portion) unless noted otherwise. Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. Minimum lag bolt embedment into main member shall be eight times the bolt diameter. j) Nails. All nails used and specified in drawings and sketches shall be common wire nails unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Minimum embedment into the main supporting framing is 12 times the nail diameter, unless noted otherwise. k) All connection nailing that is not specifically shown in the attached details defaults to the 2012 IBC 2304.9 with appropriate table (2304.9.1). 2012IRC fastener schedule for structural members table R602.3(1)and alternate attachment schedule table R602.3(2). 15) PRE-FABRICATED FRAMING CONNECTORS: a) Manufacturer: Simpson brand is specified, however any other nationally recognized brand (Silver, KC, etc.) may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. b) Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements (location, exposure, end and edge distances, nails, ... etc.). The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. c) Weather Exposure: All connectors exposed to weather conditions or excessive moisture shall be post hot dipped galvanized (ASTM 123 and ASTM A153), coated equivalent to Simpson Z-Max (G185, ASTM 653), or stainless steel (stainless steel connectors shall be used with stainless steel nails, bolts, and other fasteners). It is the responsibility of the general contractor to ensure that the connector chosen for treated and pressure treated wood, and/or saltwater or chlorine environments will be corrosion resistant. Do not use Ammoniacal Copper Zinc Arsenate (ACZA) wood treatment with zinc-coated fasteners. Fastener corrosion protection shall be at minimum per the Simpson manufacturer recommendations. d) Holdowns: Where holdowns are shown on the plans, Contractor shall supply the holdown, the factory specified anchor bolts, and factory specified bolts, lags, or nails that connect to the vertical member. Vertical members shall be double 2x, or single 4x material unless otherwise specified and shall be nailed to the sheathing.using edge-nailing as called out for that segment of shear wall. Doubled vertical members shall be composed of either two full-height studs, or one full-height stud and one trimmer (of 6' min. length). Doubled 2x members must be nailed together using either 16d nails at 3" o.c. or using sheathing edge nailing into both members. Single vertical members shall 620-16 Portal's-Duplex Stri Specs 5-4-16.doc Page F 1520 Parker way -Suite`G', Mount Vernon, WA 98273 Tel: (360)129-3404 Fax: (360)124-2063 www.wcoasteng.com West Coast Engineers, Inc. G be the full height of the wall, unless noted otherwise. Anchor bolts (for hold down attachment), which are too long to fit in the footing in a vertical orientation, may be bent in a smooth curve to a maximum of 90 degrees and extended horizontally within the footing. Horizontal portion of bend must be placed as close to the bottom of the footing as concrete cover requirements will permit. 'All -thread' may be substituted for long anchor bolts. e) Use with Prefabricated Wood Products, i.e. Parallam, TJI, etc.: The Contractor shall verify with the prefab. wood manufacturer that the specified connectors will work as intended with their product. f) Default Connector Types. Unless otherwise shown, the following metal plate connectors shall be used. i) Post caps CC, AC, LCE or equal series ii) Post bases ABU, CB, CBSQ series iii) Joist hangers ITS, IUS series. iv) Truss and rafter holdowns H1 at each heel to double plate. 16) PREFABRICATED WOOD PRODUCTS: a) Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide stamped design drawings with appropriate notes showing member sizes, forces, installation procedures, blocking, bracing, etc. The contractor shall conform to these drawings in the installation of the structural roof system. The Contractor shall ensure that adequate diagonal bracing from the roof diaphragm to the ceiling diaphragm is permanently installed. A girder truss shall be supported per plan, and if not noted in plans, at the minimum with (3) full size studs nailed to the sheathing. All girder truss supports shall carry down through the structure to the foundation. These supports shall be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor. If the enclosed sketches include lateral forces which must be tied into manufactured trusses, the contractor/owner shall provide the truss manufacturer information about drag forces, where shown in the structural report and sketches. Truss overframing shall be per truss manufacturer or general contractor, unless shown herein. b) I-beam Composite Web / Flange Joist Products. These are as designed by others, unless specifically called out herein. The contractor shall install the I-Joist products complete with web stiffeners and other blocking / bracing as shown on the Plans and / or as recommended by the manufacturer. All manufacturer's installation recommendations (bearing, blocking, bracing, hangers, provisions for double joist, etc.) shall be followed. c) PSL's (Parallel Strand Lumber). Where called for, use minimum 2.0E, 2,900 psi minimum allowable bending stress. These products are specified due primarily to their extremely high strength values. They must be stored and installed in strict accordance with manufacturer's recommendations. No substitutions are allowed. d) Glue-Laminated Timbers. Unless otherwise noted, all glu-lam beams shall be 24F-V4 DF/DF industrial appearance grade for simple span and 24F-V8 DF/DF for continuous span, manufactured by an AITC approved fabricator. Note that wane is not permitted for any piece of lumber used for laminations. For laminations that are made from multiple pieces instead of single pieces, edge bonding is required. Store and install in accordance with manufacturer's recommendations. If visually exposed to interior living space, use Architectural Appearance Grade. Taper, notching, and/ or holes are not permitted for any beams unless specifically approved by engineer of record. Camber beams per plan or per manufacturer's recommendation (whichever is more stringent), but not less than to 2000 ft radius for beam more than 15ft span. e) Plywood or OSB Shear Walls. All plywood on shear walls, except Type PW1, shall have all edges blocked. All blocking to receive edge nailing. Any exterior wall not specifically shown as a shear wall shall be Type PW1 (7/16" OSB or CDX w/8d nails at 6" OC panel edges, and 12" OC field, unblocked) or PW2. All shear walls shall be positively connected to horizontal diaphragms at their 620-16 Portalis-Duplex Strl Specs 5-4-16.doc Page G 1520 Parker Way- Suite'G', Mount Vernon, WA 98273 . Tel: (360)424-3404 s Fax: (360)424-2063 e www.wcoasteng,com West Coast Engineers, Inc. H tops and bottoms per the Callouts herein. Plywood structural panels shall conform to the requirements in DOC PS1 or PS2, CDX plywood unless otherwise noted. Store in accordance with the manufacturer's recommendations, and install per IBC (NDS) requirements for shear resisting vertical and horizontal diaphragms. Nails. All nails used and specified in drawings and sketches shall be common wire nails (ASTM F1667) unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Framing (studs) shall be Douglas Fir—Larch species unless otherwise noted in the plans and sketches. f) Plywood Roof. If roof diaphragm is not specified in Plans or Calculations, use 1/2" over non- blocked supports at 24" OC. Use IBC Case 1 pattern. Nail with 8d (diameter 0.131", 2-1/2" long)at 6" on edges, and 12" in field. Contractor to verify all span ratings. At locations of overframing, sheathing is assumed to extend to the wall top plates (under overframed roof sections) unless noted otherwise. g) Floors. All wood floor diaphragms shall be glued and nailed. Use thickness as shown on the Plans, but not less than '/" T&G. Contractor to verify all span ratings of plywood or OSB (minimum grade DOC PS2). Where otherwise not shown on Plans, nail floor diaphragm using 10 penny (screw type nails recommended)at 6" on edges, 12" in field, non-blocked, per IBC Case 1 pattern. GENERAL STRUCTURAL NOTES. A. SHEAR WALL CONNECTIONS. Each shear wall must be connected at its top and bottom per the typical structural details shown on pages SK4 — SK21. These details are intended only to show TYPICAL situations. Due to varying framing methods, not all aspects of each detail will necessarily pertain to specific field conditions, however, the bolting, nailing, and connecting schemes must be followed. If in doubt, contact West Coast Engineers. B. WOOD FRAMED WALLS. Wood framed walls intended to act as shear walls are indicated as PWx. Wood framed walls not intended to act as shear walls are not typically labeled and should be standard IBC construction. C. REVISIONS. Any change in a door and/ or a window size or location (located in the designated shear walls) will result a change in the shear wall schedule and/ or a change in a type and/ or location of a holdown. 620-16 Portal's Duplex Strl Specs 5-4-16.doc Page H 1520 Parker Way- Suite'G', Mount Vernon, WA 98273 e Tel: (360)924-3409 m Fax: (360)424-2063 0 www.wcoasteng.com I JOB 620-IS PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. L - I of STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 4/28/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEE: WWW.WCOASTENG.COM SCALE - - - - - - - - _,,,,,7 = LATERAL ANALYSIS 1-5: I I) WIND I ! 110 MPH, 3 SEC GUST U q o - ° ( - �— - o �n ! -M r i _ e _ ��• EXPOSURE 'C' �_. _ -_ I �,_ :ii, — `--,_ _.-(,- A ,6- 4 TOPO FACTOR Kzt = 1.0 r o [d DIRECTIONAL PROCEDURE 2) SEISMIC, _ _...--------- -----.. —- -C3rede�• �I  I V = 0.120xW WOOD S—W I. E RoxVx0.7 Ro 1.3 , Q __ , .- E = 0.1 07 W WOOD S—W Fr INN I 1 " "��r+ �r rr�ezrrir III WY+Y III W DEAD WEIGHT �au�r�r rr}`r �i �$!— rl os , —ice —1ti:- — v. — ROOF 15 PSF - FLOOR = 12 PSF °''" 5 ) 0 I EXTERIOR WALLS = 12 PSF c-- INTERIOR WALLS = 8 PSF PARTY WALLS = 10 PSF EQUIVALENT LATERAL FORCE PROCEDURE t /� ��1,,, V 7 Alt z ,_ y -- o' —4 —ca[❑: era to rK?u,i ,, C V - 0�2[•, L -a) -- - _ �_I•.I 1 r�1r rr. a f Y J'4"T ,� �', rear Pyr rty rsr i :ia..uri-rr^.ar%r`rr . HAP:, o .,maw _ —- --- ar.�rsrWIVEsf.:,�sa„��, �r:� L 9- JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. L - 3 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 4/25/2OI6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE 4/28/2016 Design Maps Summary Report riGS Design Maps Summary Report User-Specified Input Report Title 620-16 Portalis - Duplexes Thu April 28,2.016 18:19:17 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes 11SGS hazard data available in 2008) Site Coordinates 48.5005°N, 122.67384°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III ldy �t b ar - Ar1acortes ',aec 4ht. •l~3. i SKAGIT. ; RRt,-'ORT RANI ' _ AIRPORTy rrtt c P,g ni _. �� r �,�.�+{ f�#o�l tWrnor USGS-Provided Output • Ss = 1.105 g SMS = 1.169 g SDs = 0,779 g Si = 0,439 g SM1 = 0.685 g Sol = 0,457 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document, MCER Response Spectrum Design Response Spectrum 0 ea 1.20 0.80 1.0E 0.72 0.96 0.64 0.84 0.56 072 i 0.48 0 co N 0.40 I 0.48 0.32 0 36 0 24 0 24 0 16 0.12 0.08 0.00 0 00 0.00 0.20 0.40 0.60 0.80 1 00 1.20 1.40 1.G0 1.90 2.00 0.00 0.20 0.40 0.60 0.80 1,00 1.20 1.40 1.60 1.80 2 00 Period, T(sec) Period, T(sec) For PGA,,,, T„ Cks, and Cu, values, please view the detailed report, httpJ/ehp2.-earthquake.wr.usgs,gov/designm aps/us/sum m ary.php?template=minimal&I ati tude=48.500495&longitude=-122.673841&si teclass=3&ri skcategory=0... 1/2 Sim'ECTRAI. SSOM Windward Wall Pressures Internal Pressure L-5 Elev Intermed. Value Windward gg Wall Internal Pressure 0-15 feet 22.35 psf 15.20 psf +/-4.44 psf 15-20 feet 23.75 psf 16.15 psf 20-25 feet 24.89 psf 16.92 psf Uplift Pressures 25-30 feet 25.86 psf 17.59 psf 30-40 feet 27.48 psf 18.68 psf GCP Constant Pressure 40-50 feet 28.80 psf 19.58 psf 3.7 91.30 psf 50-60 feet 29.93 psf 20.35 psf 2.8 69.09 psf 60-70 feet 30.91 psf 21.02 psf 2.0 49.35 psf 70-80 feet 31.79 psf 21.62 psf 1.7 41.95 psf Transverse (Perp. To Ridge) Longitudinal (Parallel To Ridge) Leeward Wall Side Walls Leeward Wall Side Walls -10.49 psf -14.68 psf -9.09 psf -14.68 psf (Outward) (Outward) (Outward) (Outward) Windward Roof- Windward Roof- Roof Pressures - Slope 1 - 3.50/ 12 Slope 2 - Based On Posn. Pressure 3.50/ 12 Down Ridge Option 1 -13.99 psf -13.99 psf 0 to h/2 -18.88 psf Option 2 -2.96 psf -2.96 psf h/2 to h -18.88 psf h to 2h -18.88 psf > 2h -18.88 psf Leeward Roof- Slope Leeward Roof- Slope 2 - 1 - 3.50 / 12 3.50/ 12 Typical Elements -11.24 psf -11.24 psf Mid-Wall Studs 31.58 psf (Outward) (Outward) Mid-Roof Rafters 26.65 psf Slope 1 Mid-Roof Rafters 26.65 psf Slope 2 Snow Load Calculations Per ASCE 7-10 Roof Shelter Selection Partially Exposed(Typical) Thermal Factor Cold Bldgs.,Or Vented Cold Roof Having R-Value > 25 w Roofing Material Obstructed, Or Unslippery Surface(Comp., Shingle, Etc.) Calculation Method Choice Calc Flat Roof Snow Load Using Ground Load Provided w Input Ground Snow Load pin= 25 psf Is = 1.00 (3 = 0.88 Horiz. Dist. From Eave To Ridge W 1 = 26 ft (Max. For Slope 1) Ce = 1.00 Horiz. Dist. From Eave To Ridge (I„) W2 = 23 ft (Max. For Slope 2) C1 = 1.10 Csi = 1.00 Adjusted Flat Roof Snow Load pf= 20.00 psf Cs2 = 1.00 Calculated Ground Snow Load pg = 25.00 psf 'y = 17.25 pcf Overhang / Ice Dam Load 2 x p1= N/A (Depends On Thermal Factor) Maximum Valley Snow Load Pv= 20.00 psf For Nonparallel Reidges (Snow Anal. for WA) Maximum Valley Snow Load p. = 60.00 psf For Parallel Reidges Reduced Snow Load For Slope 1 psi = 20.00 psf (On Horiz. Area) Reduced Snow Load For Slope 2 Ps2 = 20.00 psf (On Horiz. Area) Balanced / Unbalanced Snow Loads For Hip & Gable Roofs Slope 1 - 3.50/ 12 Pitch Slope 2 - 3.50/ 12 Pitch Left Side Right Side Left Side Right Side Case 1 - Balanced 20.00 psf 20.00 psf Case 1 - Balanced 20.00 psf 20.00 psf Case 2 - One Side Only N/A N/A 1 Case 2 - One Side Only N/A N/A Case 3 - Unbalanced 6.00 psf 34.74 psf Case 3 - Unbalanced 6.00 psf 33.59 psf Dist from Ridge for Surch 7.97 ft Dist from Ridge for Surch 7.36 ft Minimum Roof Snow Load 20 psf 620-16 Portalis-Duplex ASCE7-10 Loads 4-28-16.xls 4/28/2016 JOB Cot- �-- I (p `rb'45 .;..\, \ � WEST COAST ENGINEER , inc. SHEET NO. I- 7- OF Structural and Civil Engineering CALCULATED BY 1 - DATE /1 r /1 -` 1520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360) 424-3404 CHECKED BY DATE Web: www.wcoasteng.com SCALE _ n fO. le.). 1 . . immi — - - . �+..W.�,I, • .a •IUa 710'C? ! "IKSULATEFOR SCUNJVNDEf?I.V.STSR SOUND UNOERMKSIER (� eEIHC•nl.� ,I— 9EOROOih �r' _� _ 1 — 4[( �Tv Master , Master e i LNh9 c '11'6"x14' j ; 11'6'x14' Living 15x14' I 15'x14' �1 It� Vsu ' I sn� Typlml lh e,bl I TypNal IDIOM CO _41—'1 - • --- I -r.1. j'_ I.; so r— I e !'-'; p/� rt"Ua 700 - el — ____ L k 6 b Q .1 ' I I_ I YI WIC ( �xIF �I I c WIC le O a - 1`Dining 1I >Ir ! el" s . Dining O 0' I 15'X9' " �. I > IF 15'x9' a `Al r � ��,;� t ® � c i t y,VJ l w <_I b 1 ! • P1 �4 ° � �— #fCite on l' WV. �� .. 11'x12' MI � ■ IiiM RD 4 I!," pal,-0ry o o 44 �- panty !\� Y I> SS 1 I wn U lA L.. +' r it s Q tawdry_ ca il r e . l E b Q it Gauge a '2 Garage 0 k :� 20'x21' os ,1p, 2C1 1' _A 1 (F") 1, coE i _ t. I y Ems' i j n :i a U I V .9 4npnm[xaln X'E X gl ae,aln 1 : a a co }i F- I ut. fi 1 �I NM In ,..,. AREA 1140sf ' --.--. AREA: 1140sf i ` t . t 61 ,L .._ ‘ 1_) \.), ii\\-t-...---.) 6 I-- 1 ,--- '0. 11 b--;x 1, `._,. 1 - (Sto 4- /- y. , 1) t-{ ''� ,, Imo% _ �`�-(r `""'i' C..•- a '' ` k ti 7 4-.1,-T.- k.:C_ - (9 fY (.(,Q Y.' 4,\, `i- e) r_ 1 k•-4..-1,,Lo.t..) ‘ ,L.:, 1 ,......._ ----- f174::-0,---1--t-( vJ . /2-. `i*1, k-I Li t C I 0 ''' 1 5q o 4? (IF- -t Aiira) lyre,"i:, tif As,c- ', - oc-xi - ,1 0( L...:: %-..-- '6,.., t.---- ' Zhu t n..,.. t. � �-'�� - 1-57-1E Li—) . (S-60*4 —t•-•y—Lik) v 1 0 Y: kl, ` • tn(0 0 4 (.....„, 17,.., 1\-- .7_,-,:,_ , LI- -2 ,77..fr( „ii-z? F /6-,— L.,..\\.__., ____-- r c� � r trT r�� 4 )(U '`rtom`` 1 `� 'rC ( 1 • • Boa (Q — ' WEST COAST ENGINEERS, Inc. SHEET NO. I-- -i OF Structural and Civil Engineering CALCULATEDBY DATE if /7---;t7 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3409 CHECKED BY DATE Web: www.wcoasteng.com SCALE A , (K) k;720) (7_ 7 c r� t t fi 4 t2,2r 2(, c ) ,( ( c z- Co 19 {:l : ck,t)-, 7-7(91 P D C` l (7,2 0 y.12. 6,( 0 _ D= to ( v-1 j /,61,4f 7-.1 VJ( /1C? b17c 7/( 0. GS, • '77 0\iI `tom U! OV ( • � Y I),/k 1 f- •\Lt.:k:: ire 00 ct`7- 620-16 Portalis -Duplex- Perforated Shear Wall Factor Co=[r/(3-2r)'(Ltot/EL;) GL A&D North r=1/[1+(Aa/(h`ELL)] Ltot= 36 ft h= 9ft width[ft[ height[ft] area[sf] opening width Ao= 2 2 4 2 2 4 2 2 4 0 6.67 0 0 4 0 Total Ao= 12 L;= s-w segment length[ft] 13.00 15.00 0.00 0.00 0.00 Total Li= 28.00 r= 0.9545 Co= 1.125 &mc rma§ Design Loads - !IBC 2012 83 A S C F Seisv- llc Calculations o Pet' ASCE 7-10 Project: 62O=i6 r=i iii y o Dupiexc • Equivalent Lateral Force Procedure ASCE 7-10 (12.8) Earthquake Spectral Response Accelerations Approx. Site Location Anacortes -Skagit County USGS 0.2 Second Response SS= 1.105 % of gravity USGS 1.0 Second Response Si = 0.439 % of gravity lE= 1.00 Note: Assuming 5% Critical Damping, Site Class B SMS = 1.169 and 2% Probability Of Exceedance In 50 Years SM1 = 0.685 Sips= 0.779 Site Class Stiff Soil, D(Typ.) V SD1 = 0.457 CTS = 0.020 Risk Category Risk Category II(All Buildings Except Risk Category I, III,&IV) ® Ta= 0.243 Cu = 1.400 Structural System GBW&other matl. Ight frm'd walls shear panels, R=2 < T= 0.341 Csmax= 0.670 Long-period Transition Period TL= 16 Seattle area TL=6 Csmin = 0.034 Elev. Of Top Of Building hn = 28.00 ft CS = 0.390 Design Categories Required Seismic For Short Period Response D Design Category For 1 Second Period Response D D Height Limit (feet) 35' (NL- No Limit, NP - Not Permitted) Max. Allowable Story Drift 0.02 hsx OR 1.,/ 50 Seismic Base Shear V = 0.390 '` Wind Loads Per ASCE 7-1i 0 - Directional Procedure, PART I Applicable for Main Force Resisting Systems (MWFRS) of Rigid Buildings of All Heights Building Wind Exposure Exp C- Open Terrain&Bodies Of Water < 1 Mi Wide Enclosure Classification Enclosed Building(Typical) Wind Speed Type Input 3-Second Gust Wind Speed(New Higher Value) 3-Second Gust Wind Speed 110 mph ® l,i = 1.00 Roof Pitch 1 3.50 /12 0 = 16.3 deg Roof Pitch 2 3.50 '/12 0 = 16.3 deg Hill Shape 2D Ridgeline �✓ Downwind no Building Width Perp. To Ridge B = 42 ft Building Length Parallel To Ridge L = 56 ft Mean Height Of Roof(ft) h,n = 24.0 ft Eave Height (ft) heave= 0.0 ft Directionality Factor Kd = 0.8T Height of Hill or Escarpment H = 150 ft Narrowest Half-Width of Hill at Half-Height Lh = 760 ft Horiz. Distance From Crest To Bldg. Site x= 850 ft Height Above Ground Level z= 24.00 ft Topographic Factor = 1.000 Gust Effect Factor G = 0.85 Velocity Press. Exposure Coefficient I<h = 0.937 Velocity Pressure qh = 24.68 psf 620-16 Portalis-Duplex ASCE7-10 Loads 4-28-16.xls 4/28/2016 JOB &W`'•( LPG')�?1 �\ WEST COAST ENGINEERSNO. `' Inc Inc .. SHEET '1 1 OF , Structural and Civil Engineering i . CALCULATED BY � �� DATE � �' 1520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360) 424-3409 CHECKED BY DATE Web: www.wcoasteng.com SCALE u . boa / —_-- --•.-- y•p• 0'.0' _ 0• 3'-0' 6'-4'I 0'.0• 4' 4' �� ' V `w i \� O a01D o _ —e il ` Z rpcf-- . 1 + \ • 117-9 trz' I� 12'-6112' a`I le \ 4(44# j� 'INSULATE FOR "INSULATE FOR SOUND UNDER MASTER _ — SOUND UNDER MASTER O y BEDROOKI BEDROOM b — �, Master I Master - — b 15 x Liv11'6"x14' ? 11'6"x14' 15 xLivi14' • - a( ` k �a LL. \L aoo I I (may. -_- L-.. ~S.O. S.D. 1, t Typical Interior Typical Interior �f 26•0' CDAe .0 Wall U N O. 20. ' b a nj II — I 1 d rt II6•.0112•== 4'.3• .t I• I d 6 6 'T - . I I III WIC ,r0D tt1 i,: 1 `i WIC II �� I In tyg-5' n1 , , 1 ..-X5' II Dining Dining ul 6D w :€ I 6D N 19. H 15'x9' hi _ m ;€ I II 15'x9' r O 2'•1- 4'.0` f-0' LIL \/ I .I I O S Ensulto ! , Enauite ' /5 P ._ !Anon cli A O 1Jnen l!_r: .i. '1T • 'b l .01 —°tb Q• Kitchen ` 6•a,rz o' 11 11 11'x12' 1 U f 1 o i :efhroomr < iBathroo REF Pant eD sD — i Pantry -0 • T .— a, 4 I S.•. 4• I WID Ij W2) Cl O i O M = DN -I iF; t 1 6. 6U Loudry 7 ® .—,i : �fD r-31rz• 4'_e trz II -4 m (----0:0 (/ —DIEi- .-16—. ----) C- L-) rA CyR l 2oa r-0' o•O f Garage -o . -a Garage I o• 20'x21' 0 0 20'x21' (-6") CO (-6") 1 n 0[ ^ > > iU 17 [ Slope to Drain X N Slope to Dreln T 6 e �/ T L.aMk `� 0 2D �.- I -- --—---t 7'•8' 16-0' 1 4'-0' 1 13 16-0• 2-0. • AREA: 1140sf . - - ' — 41;-0' --- • — AREA: 114C it �a V /�1 ,� (�, e,S� � t \ ` MEMBER REPORT Roof, Force P FAILED 3 piece(s) 2 x 8 Douglas Fir-Larch No. 2 Left cantilever length exceeds 1/3 member length or 1/2 back span length. Overall Length: 15' tl 11 tyt 41. l 5' 10' 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results • '•Actual;0 Location • Allowed'. Result .DF lead:.CombinabonPatent). System:Roof Member Reaction (lbs) 1736 @ 5' 1 3/4" 9844 (3.50") Passed (18%) -- 1.0 D + 1.0 S(Ail Spans) Member Type: Flush Beam Shear(lbs) 905 @ 5' 10 3/4" 4502 Passed (20%) 1.15 1.0 D + 1.0 S(All Spans) Building Use: Residential Moment(Ft-lbs) -3127 @ 5' 1 3/4" 4080 Passed (77%) 1.15 1.0 D + 1.0 S(All Spans) Building Code: IBC 2015 Live Load Defl. (in) 0.290 @ 0 0.515 Passed (2L/426) -- 1.0 D+ 1.0 S(Alt Spans) Design Methodology:ASD Total Load Defl. (in) 0.431 @ 0 0.686 Passed (2L/286) -- 1.0 D + 1.0 S(Alt Spans) Member Pitch:0/12 • Deflection criteria: LL(L/240)and TL(L/180). • Overhang deflection criteria: LL(2L/240)and TL(2L/180). • Bracing(Lu):All compression edges(top and bottom)must be braced at 15'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. nearyla Length Loadstue'Supperts(lbs) Supports Total.; Available ;Required 'Dead :.Snow Total Abcesso.jei • ' 1 -Stud wall-DF 3.50" 3.50" 1.50" 711 1025 1736 Blocking 2-Stud wall-DF 3.50" 3.50" 1.50" 246 454 700 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ThbUtary Dead Snow; Loads Location((Side) Width (0.90) "(1.15) Comments 0-Self Weight(PLF) 0 to 15' N/A 8.3 1 -Tapered(PLF) 0 to 15'(Top) N/A 0.0 to 85.0 0.0 to 141.0 Residential-Living Areas 2-Point(lb) 0(Front) N/A 195 325 Weyerhaeuser Notes • • SUSTAINABLE FORESTRY{N{TiATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design toads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 5/4/2016 3:11:11 PM Ivan i<aliban 620-16 Portalis Duplex Forte v5.1, Design Engine: V6.5.1,1 West Coast Engineers, Inc. 620-16 Portalis -DuplexJob.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 MEMBER REPORT Roof, 82 PASSED 1 plece(s) 4 x 10 Douglas Fir-Larch No. 1 Overall Length: 8'5 1/2" t) 0 E:: T 9„ 4 E All locations are measured from the outside face of left support(or left cantilever end).AIl dimensions are horizontal. .Design'Reslults .., Actual;@ Edon• :AIk!WWed Result • t:DF . Load::Combination(Pattern) System: Roof Member Reaction (Ibs) 2643 @ 4" 12031 (5.50") Passed (22%) -- 1.0 D + 1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 2524 @ 1'2 3/4" 4468 Passed (57%) 1.15 1.0 D + 1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 2992 @ 1' 11 1/8" 5740 Passed (52%) 1.15 1.0 D + 1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl. (in) 0.056 @ 4'9/16" 0.400 Passed (L/999+) -- 1.0 D + 1.0 S(All Spans) Design Methodology :ASD Total Load Defl. (in) 0.085 @ 4'7/8" 0.533 Passed (L/999+) -- 1.0 D + 1.0 S(All Spans) Member Pitch: 0/12 • Deflection criteria: LI(L/240)and TL(L/180). • Bracing(Lu):All compression edges(top and bottom) must be braced at 8'5 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. Searing.Length loads to Supports{Ibs) Supports Total Avai able ;Required:': :Dea'd, Snow Total . . rAocessorie$ 1 -Column-DF 5.50" 5.50" 1.50" 837 1806 2643 Blocking 2-Trimmer-DF 3.00" 3.00" 1.50" 388 670 1058 None • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied in the member being designed. Tr bUtary Dead ". Show Loads i ocat>on(Side) wioth ' �o 90) " -(110 Comments • 0 Self Weight(PLF) 0 to 8'5 1/2" N/A 8.2 1 -Tapered(PSF) 0 to 8 5 1/2 2'to 5' 15.0 25.0 Residential-Living (Front) Areas 2-Point(lb) 1'6"(Front) N/A 711 1736 Weyerhaeuser Notes :. SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports,aspx, The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 5/4/2016 3:14:35 PM Ivan Kaliban 620-16 Poctatis-Duplex Forte v5.1, Design Engine: V6.5.1.1 West Coast Engineers, Inc. 620-16 Portalis - DuplexJob.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 v F T E ' MEMBER REPORT Roof, H1 PASSED 1 1 piece(s) 3 1/2" x 9" 24F-V4 DF Giuiam Overall Length: 6' 6" p 0 • r_- 6'6" 0 All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horizontal. Design Results . Actual:@ Location . . •Allowed Re$uit LDF 'Load:Combination.(Pattbern) - System :Wall Member Reaction (Ibs) 5465 @ 6'4 1/2" 6825(3.00") Passed (80%) — 1.0 D + 1.0 S(All Spans) Member Type:Header Shear(Ibs) 4458 @ 5' 6" 6400 Passed (70%) 1.15 1.0 D + 1.0 S(All Spans) Building Use : Residential Pos Moment(Ft-Ibs) 7346 @ 4' 9" 10868 Passed(68%) 1.15 1.0 D + 1.0 S(All Spans) Building Code: IBC 2015 Live Load Defl. (in) 0.065 @ 3'6 5/16" 0.208 Passed(L/999+) -- 1.0 D + 1.0 S (All Spans) Design Methodology:ASD Total Load Defl. (in) .0.107 @ 3'6 5/16" 0.313 Passed (L/699) _ -- 1.0 D + 1.0 S(All Spans) • Deflection criteria:U.(L/360)and TL(L/240). • Bracing(Lu):Ail compression edges(top and bottom)must be braced at 6'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L= 6'3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. • • ..'Bearing Length ' Loads to Supports(Ibs) . Supports Total • Available:. Required , . • Dead Snow . Total Acdessories 1 Trimmer-DF 3.00" 3.00" 1.50" 751 1149 1900 None 2-Trimmer-DF 3.00" 3.00" 2.40" 2130 3335 5465 None Tributary :: - :mod Snow Loads Location(Side). ` (0.90) • (1.15) Comments 0-Self Weight(PLF) 0 to 6'6" N/A 7.7 1 2'to 5' 15.0 25.0 Residential-Living -Tapered(PSF) 0 to 4'9" Areas 2-Uniform (PSF) 4'9"to 6'6" 25' 15.0 25.0 3-Point(lb) 4'9" N/A 1925 2975 Weyerhaeuser Notes -" - O SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 5/4/2016 3:22:11 PM Ivan Kaliban 620-1e Portals Duplex Forte v5.1, Design Engine: V6.5.1.1 West Coast Engineers, Inc. 620-16 Portalis- DuplexJob.4te (360)424-3404 ivank@acoasteng.com Page 1 of 1 [' F 0 R i E < MEMBER REPORT Roof, H3 PASSED 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length: 6' 6" 0 0 6'6" 0 AM locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design:'Resulltts ;Actual`@-Location .Allowed Result .. LDF Load:Combination-(Pattern) System :wall Member Reaction (ibs) 3277 @ 1 1/2" 6563 (3.00") Passed (50%) — 1.0 D + 1.0 S (AM Spans) Member Type: Header Shear(ibs) 2247 @ 1' 1/4" 4468 Passed (50%) 1.15 1.0 D + 1.0 S(AM Spans) Building Use:Residential Moment(Ft-lbs) 4923 @ 3'3" 5166 Passed (95%) 1.15 1.0 D + 1.0 S (All Spans) Building Code: IBC 2015 Live Load Deft (in) 0,058 @ 3'3" 0.208 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Design Methodology:ASD Total Load Deft (in) 0.094 @ 3' 3" 0.313 Passed (1.800) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: IL(L/360)and IL(L/240). • Bracing(Lu): Ali compression edges(top and bottom)must be braced at 6'6"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. • Applicable calculations are based on NDS. • Bearing Length • Loads to Supports(Ibs) :.Support§, Total Available Required Dead.• , Snow Total • Accessories 1 -Trimmer-DF 3.00" 3.00" 1.50" 1245 2031 3276 None 2-Trimmer-DF 3.00" 3.00" 1.50" 1245 2031 3276 None Tributary .Dead Snow.,. • LoadS Location tilde) width.: (0.90) : (1.15) Comments 0-Self Weight(PLF) 0 bo 6'6" N/A 8.2 1 -Uniform(PSF) 0 to 6'6" 25' 15.0 25.0 Residential-Living Areas Weyerhaeuser;Notes (IT�SUSTAINABLE FORESTRY INmATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended th circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards,Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CadeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 5/4/2016 3:29:28 PM Ivan Katiban 620-16 Portalis-Duplex Forte v5.1, Design Engine: V6.5.1.1 West Coast Engineers, Inc. 620-16 Portalls - DuplexJob.4t0 (360)424-3404 ivank@wcoasteng corn Page 1 of 1 JOB (0,W l co fl\J L WEST COAST ENGINEERS, Inc. SHEET NO. it OF Structural and Civil Engineering CALCULATED BY IF— DATE -1/40"/, 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3409 CHECKED BY DATE g, SCALE We www.wcoa5teng.com . 1I , _ 11I / 0'11f k-,-�A V1ejI (ai�fGfi'71 ) IIr. —ZX t4 I r u c 1 . `-*/`t`F ` W 2 —r l 17710 C� % —_".'.`., 'fir Uzi 5ts C Co22i7Z'7faS _ 1�{ v f 1-Ac 10 Q1 14-- ,1` 04_ i si L ?7 wri"Ali- j� l __. __ --T -c`-'2' a 4- - l- Lr7 . 2 74��-c- A�9 Cv i (770/Zoe() — —1 -- 1 1 lam', on 1,4 __\\`- MEMBER REPORT Manin Floor, Copy of J2 PASSED ® � 1 piece(s) 11 7/8" T,I® 110 © 16" OC Overall Length: 20' 6" + _• o 0 8' x 12'S" 0 o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. 'Design Results. • :Actual 6 Location . .Allowed _Result .LDF toad:•Combination(Pattern) System : Floor Member Reaction(Ibs) 901 @ 8' 1935 (3.50") Passed (47%) 1.00 1.0 D + 1.0 L(Ai( Spans) Member Type:Joist Shear(Ibs) 475 @ 8' 1 3/4" 1716 Passed (28%) 1.00 1.0 D + 1.0 L(All Spans) Building Use: Residential Moment(Ft-Ibs) -999 @ 8' 3160 Passed (32%) 1.00 1.0 D + 1.0 L(All Spans) Building Code: IBC 2015 Live Load Defl. (in) 0.070 @ 14' 7" 0.410 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl. (In) 0.088 @ 14'7 3/8" 0.615 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) TJ-Prot" Rating 57 50 Passed -- -- • Deflection criteria: LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 4'11 1/16"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. • Additional considerations for the 13-ProTM Rating include: None .Bearing Length; _ 'Loads to Supports(Ibs) • - Supports • Total Available . Required Dead Floor Total AcceasorieS .. .. .. .... � .. . .. . ., .. .. .... ... .. give. .. ... . ... . .. ._.. .. .. ....._ 1-Hanger on Single 2X DF plate 5.50" Hangers 1.75"/-2 37 206/-58 243/-58 See note 1 2-Stud wall-OF 3.50" 3.50" 3.50" 208 693 901 Blocking 3 -Stud wall-DF 3.50" 2.25" 1.75" 83 288/-6 371/-6 1 1/4"Rim Board • Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports,the Total Bearing dimension is equal to the width of the material that Is supporting the hanger • 1 See Connector grid below for additional Information and/or requirements. • 2 Required Bearing Length/Required Bearing Length with Web Stiffeners '.Connector:.Simpson.Stron -Tie Connectors :Support Model SeatiLenptb.. . Top Natls Face. Nails . Member Nails. Accessories 1-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d x 1-1/2 2-1od x 1-1/2 N/A • Dead Floor Live Loads Location(Side) :Spacing (0.90) ( oo) • Comments 1 -Uniform(PSF) 0 to 20'6" 16" 12.0 40.0 Residential-Living Areas Weyerhaeuser•Notes: • SUSTAINABLE FORESTRY iNtTIATNE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 5/2/2016 1:04:41 PM Ivan Kaliban G7.0-16 Portalrs-Duplex Forte v5.1, Design Engine:V6.5.1.1 West Coast Engineers, inc. (360)424-3404 ivank@wcoasleng.com Page 1 of 1 1 I tj 4 F T MEMBER REPORT Manin Floor, J3 PASSED 1 piece(s) 117/8 TM® 110 © 16" OC Overall Length: 15`6" • 1 • i 0 0 - II - i, H. t2' ` ' 13'6" ` , a a Ali locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results • '•Actual.0 Location . • Allowed. Result • LDF :Loath Combination(Pattern) System : Floor Member Reaction (Ibs) 925 @ 2' 2 3/4" 2350 (5.25") Passed (39%) 1.00 1.0 D + 1.0 L(All Spans) Member Type:.Joist Shear(Ibs) 526 @ 2' 1794 Passed (29%) 1.15 1.0 D + 0.75 L+0.75 S(All Spans) Building Use : Residential Moment(Ft-Ibs) 1144 @ 9'4 9/16" 3160 Passed (36%) 1.00 1,0 D + 1,0 L(Alt Spans) Building Code:IBC 2015 Live Load Defl, (in) 0.119 @ 8' 8 1/8" 0.430 Passed (L/999+) -- 1,0 D + 1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl. (in) 0.065 @ 0 0.223 Passed (2L/824) -- 1.0 D + 1.0 S (All Spans) TJ-ProTf' Rating 53 40 Passed -- -- , . , • Deflection criteria: LL(L/360)and TL(L/240). • Overhang deflection criteria: LL(2L/360)and TL(2L/240). • Bracing(Lu): All compression edges(top and bottom)must be braced at 4'7 3/16"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"4 Panel (24"Span Rating)that Is glued and nailed down. • Additional considerations for the TJ-Prot^'Rating Include: None . Bearing Length Loads to Supports(Ibs) • Supports •• . Total Available . Required Dead Floor Snow Total :Accessories Live 1 -Stud wall-DF 5.50" 5.50" 3.50" 452 473 235 1160 Blocking 2-Stud wall-DF 5.50" 4.25" 1.75" 60 364/-5 -35 424/-40 1 1/4"Rim Board • Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. - Dead Floor.Live • .Snow .. Loads . Location(Side) Spacing (0.90) ' (1.00) (1.15) Comments 1 -Uniform(PSF) 0 to 15'6" 16" 12.0 40,0 - Residential-living Areas 2-Point(PLF) 0 16" 198,0 - 150,0 Weyerhaeuser Notes •• • 0SUSTAINABLE FORESTRY INI1lATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to • assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, Input design loads,dimensions and support information have been provided by Forte Software Operator • Forte Software Operator Job Notes 5/3/2016 6:22:57 PiM Ivan Kailban 620-16 Po tz?as-Duplex Forte v5.1, Design Engine: V6.5.1.1 West Coast Engineers, Inc. 620-16 Portalis - DuplexJob.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 t , F T E ' MEMBER REPORT Manin Floor, J5 FAILED 1 piece(s) 2 x 8 Hem-Fir No. 2@ 16" OC Right cantilever length exceeds 1/3 member length or 1/2 back span length. Overall Length: 9' + + o 0 1I _ - u 'I -- t t tt JI L il' 5'6" rY 3'6" -r a E All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual'©Location Allowed .Result LDF ''.oath Combination(Pattern) System : Floor Member Reaction (ibs) 629 @ 5'4 1/4" 2126 (3.50") Passed(30%) -- 1.0 D + 1.0 L(All Spans) Member Type:Joist Shear(ibs) 270 @ 6' 1 1/4" 1088 Passed (25%) 1.00 1,0 D + 1,0 L(All Spans) Building Use: Residential Moment(Ft-ibs) -620 @ 5'4 1/4" 1284 Passed(48%) 1.00 1.0 D + 1.0 L(All Spans) Building code:IBC 2015 , Live Load Defl. (in) 0.144 @ 9' 0.243 Passed (2L/610) -- 1.0 D + 1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl, (in) 0.159 @ 9' 0.365 Passed(21./548) -- 1.0 D + 1.0 L(Alt Spans) TJ-Pro'" Rating N/A N/A -- -- -- • Deflection criteria: Li(1.J360)and TL(L/240). • Overhang deflection criteria: LL(2L/360)and TL(2L/240). • Bracing(Lu):All compression edges(top and bottom) must be braced at 8'10 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. • A 15%Increase In the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered In analysis. Bearing Length Loads to Supports(lbs) • Support Total ' Available .. Required' Dead Floor Total Acceasoriies 1 -Hanger on 7 1/4"HF beam 1.50" Hangers 1.50" 20 146/-95 166/-95 See note 1 2-Beam-HF 3.50" 3.50" 1.50" 100 529 629 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. • At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger • 1 See Connector grid below for additional Information and/or requirements. 'Connector: Simpson Stron -Tie Connectors •Support ' :Model : Seat Length :° 'Top-Nails - • Face Nails Member.Nails: Accessories: • 1-Face Mount Hanger Connector not found N/A N/A N/A _ N/A Dtatt d floor Live.• Loads - *Location(Side) Spacing (0.90) (1.00) . • Comments I -Uniform (PSF) 0 to 5'6" 16" 10.0 40.0 Residential-Uving Areas 2-Uniform (PSF) 5'6"to 9' 16" 10.0 60.0 Residential-Living Areas Weyerhaeuser Notes • SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 5/2/2016 1:09:53 PM Ivan Kaliban 620-16 Portal's Duplex Forte v5.1, Design Engine: V6.5.1.1 West Coast Engineers, Inc (360)424 3404 ivank@wcoasteng corn Page 1 of 1 1i iiildrf F 0 T E ° MEMBER REPORT Manin Floor, Floor:Flush Beam PASSED f R 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallarn® PSL Overall Length: 9' + + 0 0 ra: f' 9' F` 4' it CI o Ali locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. •Design.Results Aetna®Location .Allowed ': , Result:. LDF. Load':Combination(Pattern) System : Floor Member Reaction(lbs) 3789 @ 1 1/2" 6563 (3.00") Passed (58%) -- 1.0 D + 1.0 L(All Spans) Member Type: Flush Beam Shear(Ibs) 2745 @ 1' 2 7/8" 8035 Passed (34%) 1.00 1.0 D + 1.0 L(All Spans) Building Use: Residential Moment(Ft-lbs) 8058 @ 4'6" 19902 Passed (40%) 1.00 1.0 D + 1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl. (In) 0.103 @ 4'6" 0.292 Passed (L/999+) -- 1.0 D + 1.0 L(All Spans) Design Methodology:ASD Total Load Defl. (in) 0.136 @ 4'6" 0.438 Passed (L/772) -- 1.0 D + 1.0 L(All Spans) • Deflection criteria: LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 9'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. .: Searing Length Loads to Supp rts.(tbs) Supports Total Available Required'. Dead Total Accessories 1 -Trimmer-DF 3.00" 3.00" 1.73" 918 2871 3789 None 2-Trimmer-DF 3.00" 3.00" 1.73" 918 2871 — 3789 None "tributary • Dead . Floor'Cive • Loads` • Location(Side):. . Width.. (osa) (100)' •Comments 0-Self Weight(PLF) 0 to 9' N/A 13.0 Residential-Living I -Uniform (PLF) 0 to 9'(Front) N/A 191.0 638.0 Areas - • Weyerhaeuser Notes (Z )SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports,aspx, The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 7 5/2/2016 1:25:58 PM Ivan t<aiiban 620-16 Portalis-Duplex Forte v5.1, Design Engine: V6.5.1.1 West Coast Engineers, Inc. (360)424-3404 ivank@wcoasteng.com Page 1 of 1 I F R T E `�• MEMBER REPORT Manin Floor, Copy of HI PASSED 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length: 6' 6" + + O 13 • • i a i s'6"x it, 0 D All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results :Actual @ Localion ''Allowed Result LDF: Load.Combination(Pat ern) System :wail Member Reaction (ibs) 1922 @ 1 1/2" 6563 (3.00") Passed (29%) — 1.0 D +0.75 L+0.75 S(All Spans) Member Type: Header Shear(Ibs) 1417 @ 10 1/4" 3502 Passed (40%) 1.15 1.0 D + 0.75 L+0.75 S(All Spans) Building Use:Residential Moment(Ft-lbs) 2888 @ 3' 3" _ 3438 Passed (84%) 1.15 1.0 D +0.75 L+0.75 S(All Spans) Building Code: IBC 2015 Live Load Deft (in) 0.058 @ 3' 3" 0.208 Passed (L/999+) -- . 1.0 D + 0.75 L+ 0.75 S(All Spans) Design Methodology:ASD Total Load Defl. (in) 0.114 @ 3'3" 0.313 Passed (L/657) -- 1.0 D +0.75 L+ 0.75 S(All Spans) • Deflection criteria: LL(L/360)and TL(5/16"). • Bracing(Lu):All compression edges(top and bottom)must be braced at 6'6"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. • Bearing Length • Loads to Supports(its) Supports Total Available Regpired' Dead Floor . Snow Total Accessories • . .. .. .• Litre- _ . ,- . • . . 1 -Trimmer-DF 3.00" 3.00" 1.50" 947 488 812 2247 None 2-Trimmer-DF 3.00" 3.00" 1.50" 947 488 812 2247 None • Tributary. Dead .. Floor Live. Snow • Loads,. .. . Location(Side) Width: (COO) (1,00). • . (1.15).- Comments 0-Self Weight(PLF) 0 to 6'6" N/A 6.4 Residential-Living 1 -Uniform(PSF) 0 to 6'6" 10' 15.0 - 25.0 Areas 2-Uniform(PLF) 0 to 6'6" N/A - 135.0 150.0 - Weyerhaeuser Notes: 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software,Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 5/2/2016 1:43:08 PM Ivan IGaiiban 620-16 Portal's Duplex Forte v5.1, Design Engine: V6.5.1.1 West Coast Engineers, Inc. (360)424-3404 Jvank@wcoasteng.com Page 1 of 1 JOB (0940 l�0 ')Vfp '".�C% ' U�1' WEST COAST ENGINEERS, Inc. SHEET NO. 4 4�17 OF (` Structural and Civil Engineering CALCULATED BY Vj DATE -Vi'�n/f''4 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3401 CHECKED BY DATE Web: www.wcoasteng.com SCALE - - I e-Ot '4:'..:ii!C,...',:s...'... ., ' 4 (0 ,,,,olitv6,-_, 1 , . , - ! I i i f I •Ylf V �` xqW!�' fium�uppailpn Ii • .. ® ICI ^ -..._.... - - -1 I mo-=- -- - _: illEh i 17'17 , 171 - lollSis I ®r II 11 11 y (e9C2/6:4\l/-1z-z)) u 1 i I LP t 1 �Z 41' (- I Q .( ` ' `f G nr F- -cxi E 1 6 ‘‘. \-..-._r-..- ,.__ IG.�S i r�, ^...._�•.,-.._� _ —«-- — _�C"/ ,sif , ((2 (1-z-4 ci-0) tic d 1 A -*e ( bq9 0-W 0/I k-k9Ct) --IS --1.t 11,\I- 1 C' -. t4 c( (°(11 7 . -'b 4 'No ( kl i /ipi) „---------) --------------,,,,--- ct-q1 ( 1'Z '" f ( v) ( k - k ( `'11 ll O &- ( 1v,-1 .. (pc'', 11 !D 'N \ WE)g- C) (\ JOB Lew—l CQ 1:76 C/ -SFJ /` WEST COAST ENGINEERS, Inc. SHEET NO. CI 14 OF // Structural and C,vll Engineering CALCULATED BY DATE SI2//� 1520 Parker Way#G,Mount Vernon,WA 98273 ///( Phone: (360)424-3404 CHECKED BY DATE Web: www.wcoasteng.com SCALE SZD = t-L._, - 1\ cam ' 4EYF ,d' �y- o \ ''-psi 4- \ s,,� G _(_, c 16 D c7 rcx C -gy -r-t_.4_ �2e eorg, 1 H- °lY , I , ,i 7_ -1„,,,,,,,, ,,,,,,,,,,,,,),2_, ( \? k ,it 1,0.o-rc* ___k-"' uJ o(, I ore. ,(-,`( 4 s_ 1 4 ' -(-" ,`rp,-c),,* A ocx. 1 tc /le \ ' C ��' -,tea 4 uJ r GS Q � \ ________________ f., (l r I s, ( Al2 9 D c-ve,b`,- ,. `r. d- ,(tom -> w 8 SS it'4`Cap'-y=.- 00 JOB 6W-I V WEST COAST ENGINEERS, Inc. SHEET WI (4IA, OF Structural and Civil Engineering CALCULATED BY DATE 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCAV _, , 10 — �„�4 �--I7n-01 CUtz.,, ' rz 0/4., 4) 1-z-, , 9 � `( (1 -54 4— _-__— 1 1(� i 7 ( .) , Ci'...-,, >4 I -1 q- (cam)-', (,4} (., M,, , !,bZ'- aic ,_r_\ , s\., , ,1 . h . 4_cfr,c,,,it.cc_ , ./ 1! C, __\76 4..\1,7 • - JOB Cr10 Inc. WEST COAST ENGINEERS, nc. SHEET NO. 1. OF Structural and Civil Engineering• CALCULATED BY DATE 1520 Parker Way#G,Mount Vernon,WA 98273 • Phone: (360)424-3404 CHECKED BY DATE Web: www.wcoasteng.com SCALE r ? C° )1s-j—C1 r . _ 4 y (Q Oc `( 'l `F �� e F E MEMBER REPORT Basement Floor, J11 PASSED 1 piece(s) 11 7/8" TJI® 110 © 16" OC Overall Length: 26' _ + -- 0 0 13'6" 12'6" tz -' '' o a o All locations are measured from the outside face of left support(or left cantilever end),All dimensions are horizontal. Design Results `. ;.Actual•@Location . : .. Allowed Result LDF-;Load:;Combinntion(Pattern). System : Floor Member Reaction (lbs) 1899 @ 13'6" 1935(3.50") Passed (98%) 1.00 1.0 D + 1.0 L(All Spans) Member Type:Joist Shear(Ibs) 832 @ 13'7 3/4" 1716 Passed (48%) 1.00 1.0 D + 1.0 L(All Spans) Building Use :Residential Moment(Ft-lbs) -1822 @ 13'6" 3160 Passed (58%) 1,00 1.0 D + 1.0 L(All Spans) Building Code:IBC 2015 - Live Load Defl. (In) 0.116 @ 19'8 1/16" 0.410 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl. (in) 0.141 @ 19'8 7/8" 0.615 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) TJ-Prom Rating 54 40 Passed -- -- • Deflection criteria: LL(L/360) and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'7 3/4"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edgee'Panel(24"Span Rating)that is glued and nailed down. • • Additional considerations for the TJ-Pro'^ Rating include: None " • „ Bearing.Lengith. Loads to Supports(lbs) Supports . ., RequiredLiaFIceo T4CAI Available Dead '• Total Asa'ie$ 1-Plate on concrete-DF 5.50" 4.25" 1.75" 79 325/-56 404/-56 1 1/4" Rim Board 2-Stud wail-SPF 3.50" 3.50" 3.50" 400 1499 1899 None 3 -Stud wail-DF 3.50" 2.25" 1.75" 93 358/-43 451/-43 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location(Side); Spacing (0.90) (1.00j• Comments .' Residential-Living 1 -Uniform(PSF) 0 to 26' 16" 12,0 40.0 Areas 2-Point(PLF) 13'6" 16" 45,0 274.0 3-Point(PLF) 16'9" 16" 72.0 240.0 .Weyerhaeuser Notes -- - SUSTAINABLE FORESTRY iN171411VE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports,aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 5/3/2016 6:33:33 PM Ivan Kafiben 67_0-f6 Portalis-Duplex Forte v5.1, Design Engine' V6.5.1.1 West Coast Engineers, Inc. 620-16 Portalis -DuplexJob.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 620-16 Portalis - Duplex 4X8 DF#2 Beam MB6 Max. Span = 3.85 ft Beam dim. width 3.5 in depth 7.25 in load 1610 plf total 1280 plf live allow deft. 360 (1360)in 240 L/240 in Fb= 1170 psi A= 25.38 in2 Fv= 180 psi S= 30.66 in3 E= 1.60E+06 psi 1= 111.15 in4 Based on shear L=2*[Fv*A/(1.5*w)+d] = 4.99 ft Based on bending L=(8*Fb*S/w)1'2 = 3.85 ft Based on deflection L=[(384/5*x)E*I/w]1J3 = 5.90 ft L/360 L=[(384/5*x)E*I/w]1'3 = 6.26 ft L/240 4X10 DF#2 Beam Max. Span = 4.72 ft Beam dim. width 3.5 in depth 9.25 in load 1610 plf total 1280 plf live allow deft. 360 (L1360)in 240 U240 in Fb= 1080 psi A= 32.38 in2 Fv= 180 psi S= 49.91 in3 E= 1.60E+06 psi 1= 230.84 in4 Based on shear L=2*[Fv*A/(1.5*w)+d] = 6.37 ft Based on bending L=(8*Fb*S/w)1/2 = 4.72 ft Based on deflection L=[(38415*x)E*l/w]1r3 = 7.53 ft U360 L=[(384/5*x)E*1/w]1r3 = 7.99 ft U240 -77 errA- 40.00psf 40.00ps. Restraint intS ti M1 g-Pk-C-- 1/‘...< P-01 .917 2-1 Sew 8°�vr#4@ i2"f � Il f it • • • 6'-Q" .• • 9'-4" • * Q 8"wl#5 @ 1/ • • 3'-1. • • >i ° V i 1s r5@14.35in Restraint . 1-cr @ Toe 1'-9„ 3'-0„ .m1 - - - - - ' - ----- - • • • I • • APPENDIX D - SMALL PARCEL STORM WATER PLAN AUGUST 2014 City of Anacortes Public Works DepartmentlBuilding Department Small Parcel Storm Water Plan Section 13.36.100 Chapter 13.36 Drainage Requirements and Regulations Project Name: 4934, 4936, 4938 and 4940 Portalis Way 1\3CC 4918, 4920, 4922 and 4924 TBD Owner: Portalis LLC 4819 Portalis Way 6 /3 Anacortes, WA 98221 I / b Site Address: 4934, 4936, 4938 and 4940 Portalis Way 4918, 4920, 4922 and 4924 TBD �� ��'�� Parcel Number: 31580 "l Prepared By: Portalis LLC, (360) 202-6145 ` \'4` CJ<8 , 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. The construction of these buildings will be accessed from the Portalis Way access lane (existing)and from the proposed unnamed 20'access road between the upper and lower units. 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. Spat!rock and gravel base material will be installed for access to the buildings and on the driveways to prevent tracking mud and soil to the private lanes and public streets. The spa!!rock and 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 APPENDIX D-SMALL PARCEL STORM WATER PLAN AUGUST 2014 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. 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 or into the private detention pond. 3. SPSP No. 3 ee 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. The property adjacent to the west property boundary is a City of Anacortes street right-of-way and will be protected by silt fencing as necessary. Property to the north belongs to the owner and will be protected from erosion by silt fencing, swales, berms, mulching as necessary to prevent soil erosion into the private detention pond. Temporary private drain lines will be installed to collect runoff and direct it to the private detention pond. This will minimize the runoff discharge into the public storm sewer. Property to the east adjacent to Portalis Way will be protected by shall rock, gravel, and swales and/or berms installed as required to prevent runoff. On the lower portion, site slopes upward but again any exposed soil and stockpiles will be prevented from migrating with silt fencing and swales to direct the water away from the lane as necessary. APPENDIX D - SMALL PARCEL STORM WATER PLAN AUGUST 2014 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 or most storm water from impervious areas will be directed to the private detention pond. 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. 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 regularlythe developer to ensure continued performance of their intended function. {,� �;- FF� 'S e5,- Noted. SZc /f�is1S �� �=�vr� 7-reg ` 6,0 m,/-- /C?7 fc-A.KT.etGi i 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. r Private Detention Pond • p `~ CONTROL STRUCTURE \ _ ® vov RIM ELEV.=48.31' -o> :•,,' . EXISTING FORCE MAIN Private Facilities """ ' '""� I'' `1T &NATURAL GAS LINE SILT CE _IIP \ BP BUILDING PERMIT 312ot6 no DasalKai Ogre --—— - -—-- L_ SILT FENCE i I � 1 t / , =EMI if r . Retaining walls as required° y required o completion Property Line , I li& MI I ' IIIMINI Ell ,IN II i SS STUB ' i 1 2 i i j "_ U GE065' GEO65' a ! 4/ a C211 �. 1140sf 140sf GEO69' GEO 69' 20•.N, ,. - ill 1 ,.. "P _ 1140sf 1140sf 4/ / —1 ..., ,,„ ,/,. ......, /, . . 1 .., , ,... :1, .....,.„.1,....,. _ ,,,q , , ,,, 11..,..,..„...,...„,,... , ,o , a .. , .., PFr .:',R ' I o v . I lI -- i -Construction-Aec-ess-Roa. Spall•------ Rock and Gravl base ' 111011r 1 Retaining walls as required on co mpletion \ CO' I 1 , SSMH 72 1 a i cs0't c 6.4 y 5 6 7 8 i I 1 GEO 92.5' GEO 92.5' GEO 91' GEO 91' u' i i 1140sf 1140sf 1140s 1140sf\ I 4 7 i . \\ \ / 1 . P I Garage Garego Gatago Garago . I ``> / GEO92' GE092' GEO 5' GE090.5 'i.::,• 1T%tt 7^`•:..fit..' ;.(''.�:...:"�. I�:'":, i e _ l • ice: ::+ `' p /� ` ------------- --�3 OT4 —\ EXISTING ROAD 1 P122190 . LOT 3 cilk I, . Portalis .:'' ' ® I "' I �� 1 G 0 BLDG 7 ' :• . GEO98.5 1 i1.5 ` Villa Site l BLD 4• 8 ' I _, • "" __ I , • """�� """ Dale May 312016 "" Drawn by ML a """ Projod No. 1453 € """ Scala 1!16•=1'-0• ;r _OPT Al \s — " 2 CONTROL STRUCTURE, • Al 1 A1.1 RIM ELEV.-48.31' \ _._.;: EXISTING FORCE MAIN &NATURAL GAS LINE Cn No. Description Date _—_—_— _ _SILT FENCE _— — 3�,_ L—_ fill _ _ SILT FENCE _ _ �_ _ _ _ _ \ eP BUILDING PERMIT MAY 31 2016 L4 .Ne) 1_, ? c 4I L_ E 1 - ( -Du, Property Line ? , .00' -_-- • __- �hf��� V [ LLN 5 a � p L_E-)L55. �-DECK -lM- ! -�— -DECK "I �r�llT' l'� DECK' - L — — � ..�-..7r DECK L `�l �' .� rrv :to, v� _ j rf 1+' alf0, A , 0 I d l •1 2 5 �"� E l '�` ,,:� Irk 'Y GEO 65' GEO 65' t41 / .I ?` , � �:�i, - : ;Y' 1 1140sf 140sf I:' ; i , >� w' t GEO 69' GEO 69' ;2F �r F ; al 1140sf 1140sf ?: f-,;:. I. ; } Lk/ / ic 1 t r`,, Garage Garage '1.,,e ' , -.:,+, Garage Garage r ' '`" . ,. 514-kiii9 i FijItkigik.6 ,, , , /-, "; , ,,,''i„ - ,., t4, ' if,' y .;..,, rP , 1.:, -y-11 4,. . = - 44' .1 -,1 *.'' 1 GEO 64.5 GEO 64.5' ti' 1 O4/1 , GEO 68.5' GEO 68.5' - v t ,� 1 ,q {/;.��.— �n `•Rw -��' -�•o•; ".^fl: r' ill:. �} �- r�•�a�'• -i�•`: :C,`� e � T� �'✓ If cos- FILL i14 W irlf EVt-Re c EEI� 1 TEe_6 r i ri,i . - ;�`r i 20' Access r— R� IGs�AI� ,,,,.,- :,, - - � .> ------I--- - - - - -- -CEO '—_ k: , N I k I j ,,_ ,4 „.. lQl _ _I _ . f� SSMH H _r tie •A DECK ,L' - -:�OECK.__ _ DECK ,�►vt' _--DECK— 77 5'4. _ 'i 9' ' tl il it 1. VC� scs Ls`, atll .-_-,s, �.c I l 5 6 7 8rOwner: Portalis LLCIv GEO 92.5' GEO 92.5' GEO 91' GEO 91 1Project Address: 4934,4936,4938,4940, Portalis Way, CI I 1140sf 1140sf 1140s 1140sf `'�m`; _(Addresses to be Determined) _; I -t1- 1",: I.. hi I -� Anacortes WA 98221 40- •"` _ " f � ‘-� Tax Parcel (Property ID Number): P31580 7.1 � �� `� � ,� W '• Zone: As Per City of Anacortes (CM) �--� ,r i 20•.0' I Garage Garage Garage Garage \ , Project: New Multi Family Residence Condominium /.1 f GEO92' GEO92' _ l` GEO90.5' GEO90.5' -%•:• :- Domestic Water: City of Anacortes --1 •t I �'�� 1 Sewer: City of Anacortes ' ` I .'�:_ �o _ _ , Access: New Driveway to Portalis Way ^" I ;- �::; ;,r=' ,/Gec - ___-__ 1 i -..tf-',:;,;:s.:-:,-,...:-...?.:.::•n-..-..:-. 4if.A -, -;-.....,..-....: -. /. z AREAS: '•k, z3: ?-: ::K: i, 1 ,.-•-: / 1 LOT SIZE: 41091sf I— <, ` •.w_• / ••• • • , 1 Footprint: 3160sf x4 =12,640sf �. - ' 1 OT 4 • 1 EXISTING ROAD Lot Coverage: 30.8D/D �, G€- .L—- —-—-—-—- —GEO.13'—� 1 . , �---- P122190 SETBACKS: CL �; _ 1 * LOT 3 • 1 Portalis Front: 20' Street ROW to Building C .: 1 • Sides: 5' min Between Buildings :��,. :\ , =24•.:' •.:1•l ° . . 0 0 BLDG 7 HEIGHT: 35' Height Restriction :1;- - I •.., _ GEO98.5' 1y `• c E0 .' .:: . :' 4 PARKING: 1 1 1 1.5' 100' 1 2 in each Garage + 2 in each Driveway \ 1 r Villa Site Codes: BLD 4 8 11 Structural /Building - IRC 2012 Mechanical- IRC 2012 c _ �, Plumbing- UPC 2012 - Energy/Ventilation - 2012 WA State Energy Code i'Date May31 2016 Drawn by ML a Project No. 1453 n -- Scale 1/16"=1'-0" i oP Al BP Air Leakage/Blower Door Test Certificate Address or Lot Number: 483 6 po( cd y c WI City and Zip: Afl,atat/4c 5 Vf Imo) Conditioned Floor Area (ft2): ?(qa Age of house:id e/lJ Source (circle one) Pla s Estimated ensured Results shall be reported as Air Changes per Hour at 50 Pascals(ACH50) and shall be calculated as follows: ACHso= (CFM50 X 60)/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: (4, 6 ACHso 114g5 CFM@50Pa Ring(Circle one if applicable): Open A B C Blower Door Fan Location: Weather Conditions: � I certify that these blower e h r result re accurate and determined using standard industry protocol. Company Name: (7 e \iv 1(( .yCci Technician: C.) A- K l.) f ,s Technician Signature: Date: VI 2/1t Phon umber: c 2015 Washington State Energy Code reference: R402.4.1.2 Testing. The building or dwelling unit shall 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 be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time 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 shall be permitted to be sealed off at the frame prior to the test. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, buy not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open, access hatches to conditioned crawl space and conditioned attics shall be open; 4. Exterior openings for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. Air Leakage/Blower Door Test Certificate Address or Lot Number: a �L1() pf,( , a ( k-e (eja,V City and Zip: Afi CLC OY 1C 5 NA ( Conditioned Floor Area (ft2): (1-1 -L v Age of house: ki C (A) Source (circle one) F6?alii Estimated Measured Results shall be reported as Air Changes per Hour at 50 Pascals(ACH50)and shall be calculated as follows: ACHso= (CFM50 X 60)/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: 4, 1 ACHso I 3 ( CFM@50Pa Ring (Circle one if applicable): Open 6..) B C Blower Door Fan Location: A...y-0_ Weather Conditions: (O LIJ l I certify that these blower door results are accurate and determined using standard industry protocol. Company Name: Qr\e)/(-v p(03 Technician: e V v /JU Technician Signature ✓ Dater /r 2/! Phone Number: 2015 Washington State Energy Code reference: R402.4.1.2 Testing. The building or dwelling unit shall 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 be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time 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 shall be permitted to be sealed off at the frame prior to the test. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, buy not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open, access hatches to conditioned crawl space and conditioned attics shall be open; 4. Exterior openings for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. a - PRIVAT' = ON POND & FA ILIT - " \ ` �` -- 1: 1 2 A1.1 A1.1 EXISTING FORCE MAIN 18" HDPE SD /��s J��. -1A- /I 11 & NATURAL GAS LINE \ I S t// s f (M W s �o are ro µ�- c" . Sewer Pump -, SILT FENCE _ _ _ _ _ _ _ SILT FENCE _ I II / Ov MH I �� S ere h Goa \T .40 ±h ; s a-PP e-c� '✓ f 1 Ia"'� b �iI J i�CcYLL '- ACCESS i -` ACCESS L4 '\ ^ i DECK DECK 1 o ROAD . .: a S �- °�'� 3 t-+ c aifri 8. .. . ,. �� {� Property Line ii Q' I - Sewer Forc- Main 250.307.6818 925RDesign.com / -,, l �j� l J DECK DECK J / No. Description Date et f l �/w 4 S ��^ I tt C� �� rove l&-& ' / / BP BUILDING.� 1 Locations Revised dIT Feb 1 2018June 2 16 52'-0" / SSSTUB -,5 L r -r— c ore. J ►c F)^e_ 6 J.e. , 1 3 4 �� ¢ p� C� c,/ i �/ r�`� Z!iY-o i C� P 2 G EO 69' G EO 69' 9 9 3 U T / / 0 1 CO Or-L. �: 1 ,`,\ GEO 65' GEO 65' a / 20' /.../ ��( �� S �a, I ■L J / / iliti / �T z Garage Garage / /` U s- Q GEO 68.5' GEO 68.5' - / C / o / co / 4 I Garage Garage 1 2 / so'-o^ I GEO 64.5' GEO 64.5' I O a, . ry / - ; .a >/ _ 6 city of i SHIP I Annacortes I co R.O.W. �) / HARBOUR w a _ W . / / INN o v PROPERTY -) " `` s . - : -.f - g ° C) Q I e° N c..,6 / d' �(�r�C d° _ 9 b 18 FEB a zI 20 Access �I _ - b GEO 66.5" LoT GEO 70.5" 7' aI N `') Straight Road Length S P31580 /c4'�ea ss� 1 I - o -- -toa lei) DECK DECK=1 a�. aI h ►- 1/297o SSMH Oa DECK DECK 8 sc, CJ1°9 +...... ...�...._ "4 LEI - 49364 4 e 93 O O pV 0 a 5 6 1 �' st5 Ca GEO 91' GEO 91 C LIJ 4940 4938 �� o I boa Owner: Portalis LLC GEO 92.5' GEO 92.5' Project Address: Unit 8-4934,Unit 7-4936,Unit 6-4938,Unit 5-4940, Portalis Way, 0 Code I CP(Units 1 -4 Addresses to be Determined) 10' 12 _o,. \\ Anacortes WA 98221 �-�-- \71 \ sat Tax Parcel (Property ID Number) : P31580 O N . Garage Garage �� ts GEO 90.5 GEO 90.5 \ Zone: As Per City of Anacortes (CM) M 20 0„ I - / e 3; Garage Garage + y Project: New Multi Family Residence Condominium fi GE0 92' GE0 92' �, Domestic Water: City of Anacortes .� - /c, \\ _ `, - '� Sewer: City of Anacortes r-- r " 0'° --- - A Access: New Driveway to Portalis Way I Z i , '` '_ `4 • , z. /��� ----- o. , m ' 4. z;— `51'SETBACK a 2o1a AREAS: I I ° .. . -.� - _ - ; , / , \\ FEB LOT SIZE: 41091sf :: : I l ' Footprint: 3160sf x4 =12,640sf \ I / EXISTING ROAD 1 OT \ Lot Coverage: 30.8% \ - — - o 03' — - — \GEO .1 .51 i P 122190 . \ LOT 3 SETBACKS: \ \, : ;� r. ,; \ Portalis Front: 20 Street ROW to Building , : Sides: 5' min Between Buildings - . , I: , �: . • :24.:.. . =-�1 \ 0 0 BLDG 7 HEIGHT: 35' Height Restriction U�o GEO98.5'I GEO `• 0 : remmir 101 .5' 00 1 PARKING : \ \ -- Villa Site • 2 in each Garage + 2 in each Driveway 1I Codes: BLDd8 •_ . . • • \ ____ --- Structural / Building - IRC 2012 i _ .____ Mechanical - IRC 2012 0 Plumbing - UPC 2012 0 Date Feb 1 2018 _ Energy / Ventilation - 2012 WA State Energy Code CO Drawn by ML gY r Project No. 1453 W Scale 1/16" = 1'-0" i H_/ Al , N ED G� OP h P.t - ©- CONTROL STRUCTURE A1 , RIM ELEV.=48.31 ' l mu EXIST! S� S' . ='� & NATtNG FORCE MAIN (P 0es qh_; " ' 2s0.39251 design e ' www.92s b'.dea IIa.com It— SA JRAL GAS LINE �I „. _ SILT F CE - - — -_ _ SILT FENCE _ — — — - - — - — - — - — - — — \ No• Description Date \, — BP BUILDING PERMIT MAY 31 2016 4421‘46E httarC' ,C/�l e wig SioE , 1 SD- 1' ern 4+tu W�EIc7> 10 se'Je..+ • tnth•1 .P �� u1 lLt tIEGi 45 ereN57 dt'T617 .Y • l C Iv P�a.rr°rtot-+ 1 . •F•4 ¢.¢ 1 1•A1c1.E tterch S. � ->'' II I Property Linee tal+iar SAK ITAU rq SraB AT Lrat I -..a IliN _ "-' \ DEC. DECK-a t ,DECK DECK \ \, l SS STUB 01�It is 1 i ��i 2 p I Is GEO 65' GEO 65' A o '���'- t¢ I *Alpt 1140sf 140sf I . .,-�• - i GEO 69' GEO 69' 2�rN ®r,n' r -• I t u �. . 34 L 1140sf 1140sf / 475 / Ites - �� OP i NI Garage Garage i;st4.1' i 0:u. 1 fk 1Garae / �ii �'.' �� GEO 64.5' GEO 64.5' I 2 CC p 7 GEO 68.5' GEO 6ge 8 5' 0 LIU N 'F� - 0d !f "I N v < 0 t o%' cji .. .02 '71-4.L: - - t titk 1 I 6' zklii z co Le ►- z1 . 20' Access T ao ��,-✓. le `.,> I IeT.4 ,. Ili A , X 48 (1l - — .N Esfi6. — — -r 2 - — - —GEO-7Of° - / 7� QI 1 ceN fra►J /� �Z" Po�G S' l ("tit/ IPA" • Q I I & NW— S4 To stttA in SitttET ` SSMH v T cl Cr DEC- jam. _ DECKt. DECK C,'s "' 2// Piot as. saiii, It u l � �Y o Li If 38 _ 44 ) 6 49 3y II i ��w... ,5 tn•551�� �C 8'�Pit Owner: Portal's LLC ;� 5 6 7 8 o I ikiptiovit _ GEO 92.5 GEO 92.5' 0 GEO 91' GEO 91' �i J' r° �'ot C S Project Address: 4934,4936,493 ,4940, Portalis Way, �� I 1140sf 1140sf 12 0 1140s 1140sf (ftctti V1(Addresses to be Determined) Anacortes WA 98221 ��: 1 I \ \\ Tax Parcel (Property ID Number): P31580 , - �� 97/ � �� _ D a ' ��� � j /V 5� Lsslr� Zone: As Per City of Anacortes ( M) m • Project: New Multi Family Resid Condominium 20' 0' Garage Garage Garage Garage Domestic Water: City Of AnaCOrt GEO 92' GEO 92' • GEO 90.5' GEO 90.5' i.'; Sewer: City of Anacortes : \ � 1: Access: New Driveway to Portal' ay t" I , % ��osr�,a Q�k1T/2�L g . P ` z I : �, /GQ,O a` AREAS: IL m ' \5 ------- I - e "� za LOT SIZE: 41091 sf "' - ;. ;+ ' 1 7 46 1 - /42 l ,Q. _a• :'r1 a' ., - '.'v !•ti:-' . •.. - v f l 7�OV J 1 7 -(•�=w. 4 4L..<� ;•ra.•� •.ter.•.,i / \� d• Footprint: 3160sf x4 =12,640sf 4: ; a / ►' Lot Coverage: 30.$% \ EXISTING ROAD sae 4 •• • \ \ ": &ncf S �4 f. CPr,✓R <. P 122190 • • ,' SETBACKS: I LOT 30 Front: 20' Street ROW to Buikiin O 1 • Sides: 5' min Between Buildings Ilk I • • Portalis 0 HEIGHT: 35' Height Restriction : :. I o o BLDG 7 /' `... • GE098.5' vies��0sf g Nei neertJ PARKING: 1 .1 5' 100'• /"... ' 2 in each Garage + 2 in each Driveway /� Villa Site Codes: ' Structural / Building - IRC 2012 BLDd8 I t .....„ - --- ---- -- Mechanical - IRC 2012 I C Plumbing - UPC 2012 O , nergy / Ventilation - 2012 WA State Energy Code g o Date May 31 2016 r 0 Drawn by ML LO W Project No. 1453 j� Scale 1/16" = 1'-0" d' �aL04 oP �� Al A OeSICin In�G ,4�'l "'�, *}61 "11 . _.i nIt ws esse 92 6818 C No. Description Date Roof Peak W BP BUILDING PERMIT MAY31 2016 36' - 011 Z I J Ceiling 1 " _ I - 11 1 22 2 1/4 - - = 1 J - C. 1/Y 6 Roof Peak irppel Floor 1 u CC 3' - 1 11811;; 7 - ' al���l.. - , - _ W � 16' - 10" - - — — — - - IV - 1 1/V —I Ceiling Main Floor 1 ��I�� — =I I=I I= _ Q "'ice \TO , roundaUon _ II Main Floor GAO: 2 F GEO: 92' GEO: 93' _-2' - 0" _ I—I 1 I—III=I 1 —I Ill I= Cl. , 0�_ 0" —I I i—III III I H- I I I III—I I41 — _ 4. II III III—III—III—III—III—III—III—III—III—II- , ,, ____ ___ rh Roof Peak _ _ _ Lower Floor ' - - - _ _ rJ16` - 10"' ® -10' - 01". ,,s a = _ _ _ - - _ _ - - - - - - II Ceiling � � 9' 03/411 roll. I E0 = - - - - - W /� �M�ain Floor I �.-;INT II GEO: 64.5' III o GEO: z L% v - Oli :�� -- - NRoadJ Lower Floor1.1 _�II_1 -101 - 0"` - - W �-."- --.-. --- ---acrC .. Q. z • -sr. a. r � a Site Section 1 re ti ` , sb (71,1 1/16" = 1'-0'° . Aiti.•,. , ',',:::. I ' xe. y ♦ • •.5. s ' a . Y Pam' • �} Pam^ il A < x ars ', As-.-,xis. «;.»• t "` S�tidr..<L' .. x 'd _ ,-ns'*--e ' . - ,. - W .�, iia Roof Peak \ - z 36' 011 yam_s—, L. Ce.k iling 1 CC 1 GV V 1/Y W IJ L 1/Y tr_jpper Floor 1da /8' `` Roof Peak 13' - 1 1 - — "`"-- - "'- — _ _ 16 - 10 �Ce�iling Main(Floor 1 _ —I I 1 CC — CL 9' - 03/4" . - - - -Az - � - 3' - Odation =�_ — — _ ■ I — /r b GEO: 91.5' - - — Odm MaiOn Floor S : 91 Z GEO: 90.5' 2' 0"_ _ =III—I — I I - J — roof Peak W — 1 1 —II 1 I rf II I I 11 I I 11 1—I 1 1 I I I I 1 1 1 11 I I f Peak - _ — _ _ — — — - — r 10 over Floor - _ 1 _ _ 9' - 03/4" — — _ — " * . — G : /U.b' _ _ _ _ u R Main Floor$____ a 69 a w' -tx o Main Floc — — — _ — — —N Lower Floor Road Lower Fl00 •" _ _ _ _ _ _ _ — — —_ W 10' O',IIVII - - _ — _ _ _ _ — _ _ _ sic 4 - s .4in LOT 3 Site Section 2 CC Portal's D. O c Cl. Site Section . , . :H.: 4.. istl, Oil Date May 31 2016 111.1 Drawn by ML a Project No. 1453 Scale03 Al . 1 1/16" = 1'-0" 3 BP5 250.30'Z25 F6818dc www.9aign.com - _ No. Description Date r wy r , t a, BP BUILDING PERMIT Aug 30 2016 c.' SEA r ;: kb , , 0 , s , .. _ . i r rn ° CC j J i re( 1 p c 2 pi to trn C _uui isLs ZLA Assemblies z et _ n n n 401 -?:Itl ® 24 x8 Concrete Foundation ® 1/2 Gypsum Board ® Hardie Plank on Asphalt Shingles on ® Pre-Engineered Beam ) - a Min. 18" Below Grade Both Sides of Building Paper Building Paper ! .; Engineered Hidden Truss z L) C c/w 4" Perforated Perimeter 2x4 @ 16" o/c 3/8" Exterior Sheathing 7/16" Roof Sheathing ® g ua > u Drain surrounded with Drain 2x6 @ 16" o/c Pre-Engineered Trusses for Flush Ceiling 2 -o ' _�- ® 1/2 Gypsum Board g cc r a m D Rock and Filter Cloth Fill With R20 Batt Insulation® ® Aluminum & Glass Guard Rail r a� 401nsulation ? cv - - -- - Both Sides of 6 Mils Poly Vapour Barrier 42" A.F.F. .: r ��I� 2x6 Supporting Wall on Y P 6 Mils Poly Vapour Barrier 4 „U m L n �r 1 7 11 'r 8 Reinforced Concrete Wall 1/2 Gypsum Board ll,�ll L_I '! L 1 1II'�1. uli 1 _J_ 1 r- I>_ if-; L' IItJ V_ ® Footing See Structural YP I I uIIT�LT�L CJ _L, �1�1_IL,u i„ -- — 11�1iill l ._- 1 0 j_JJ1 LIl W Ll Lll_�1 I I EL _Lill l 1 ' LPL_ 1- il lli� , IWUI I II a LE`IT: -_ i''_ g ) 5/8 Type X Gypsum Board (� -- I 1 HU uiii III r I Hardie Shakes on �L'2 �cU t llIU IL .� p L; IaILyI� ! !, � Column on 1/2" Gypsum Board L ' ® ® Building Paper ® Perforated Aluminum Soffit V��l ILI ---- U - it Jill Structural Concrete Footing on 2x6 @16" o/c • • __ 3/8" Exterior Sheathing �c rI pill' ------ -- anti] I Lll L{ i� 1 ll! 1111!LI Compacted Fill Fill With Batt Insulation 2x6 @16" o/c �1�J�th eel' u JI! a L .I --- a LI L — I ® 12 Horizontal Accent Band ��� J�IIIII (See Structural for size) �/$it Pole X Gypsum Vapour rBoard Fill With R20 Batt Insulation �i — _ ll C j 1 � ll U U��II�i�lll Ili1 litt J �� �� i Jl- ® Concrete Foundation Wall "Type 6 Mils Poly Vapour Barrier 40� Corner Boards I�i --- 1 11 L . IdULiIII1 II Floor Finish on �U 1 �� U PHI J 1I a Below r �L W 1 I Damp Proofing Be o Grade Ha Gypsum Board — - - ----__ 12x4 @24" o/c 3/4" T&G Plywood Sub floor ® Hardi Board & Batten on ill I i �� Fill With Batt Insulation 11 " G TJI Joists @ 16" o/c Building Paper 1/2 um Board 6 MilsPoly Vapour Barrier 3/8' Exterior Sheathing it �� Gyps i 1/2" Gypsum 4 2x6 @16" o/c LW Floor Finish on 4) F 7 8" TJ Sub-floor 611Milslth PoR2Vapotur Barrier 4"oCo to Slab on Grade 1/2" Gypsum Board DF Cap 3/4' Plywood r Finish on 11 I Joists @ Concrete Fill w/ Batt Insulation 6 Mils Poly Vapour Barrier 6M^'I'L� P I Vapo r Barri r 12" Min. Gravel on 1 p s oar 4) Deck Finish Compacted Sand 0 3/4" Exteeirior Plywood on on o FrontP Party Wall WP 3910 - 2hr - 50+ STC 2x12 @16" o/c O 4; 4" Concrete Slab on Grade 2 - 5/8" Type "X" Gypsum Board Slope to Drain • „ }' =441 12" Min. Gravel on 2x4 @16" o/c Staggered Studs on Exterior Soffit Compacted Sand 2x6 Plate "r ; w; 2- 5/8 Type G *gyp{ . 4 :sue ® 5 Concrete Slab on Grade Yp "X" Gypsum Board • 6 Mils Poly Vapour Barrier + 12" Min. Gravel on Compacted Sand ® 8" / Concrete Retaining Wall '.. . .:v-,.,...si +. : .,.a=' ,. ," cvt;,s.�wP. / �� +T `� -� Foundation Steps Down t ar, � Assemblies es 1 i f 1/4" = 1' 0"_� _I�I � �r I Is I J _ _ Door Schedule � (II I I TYPeM rk Famity Type Co ntI II l -- - _ Sidelight_ 1 Single Raised Panel with 42" x 96" 2 1 - T 2 Overhead Sectional with trim 16' 0" x 8' 0" 2 T 3 Single Flush 36" x 80" 3/4hr 2 4 Sin le Flush 36 x 80 6 9 ri - - 4 ' 5 Single-Flush 30" x 80" 12 g a 6 Single-Flush 24" x 80" 6 ;� 7 Pocket Door 30" x 80" 2 ��� �� � _ e 8 Sliding-2 Panel 72" x 96" 4 ______�_ 9 Double Flush 48" x 80" 2 '" -- - \ Double-Flush 36 x 80 4 10 - Grand total: 42 2,, Back Portalis Window Schedule North Duplexes Type Mark Family and Type Count I a Slider three panel with Trim: 96" x 78" 2 b Slider three panel with Trim: 72" x 60" 2 c Fixed with Trim: 36" x 84" 4 d Fixed with Trim: 24" x 24" 12 Cover Sheet e Casement with Trim: 30" x 48" 4 Grand total: 24 OA/ : 1 ! - Date Aug 30 2016 • Drawn by ML CI- N Project No. 1453 m Scale 1/4" = 1'-0" AO N BP m simmlir `s 4-C---"- III IE ?.. 0 9es1gn Inc Al 25 .309 .92.3126818 de°iIIaoom No. Description Date M BP BUILDING PERMIT Aug 30 2016 b — _ 13' -03/4 ##1 I •' L� ° L L = h to • _ - -•�'I I _ _ � - _ - • • • • F It' tl • . Ii 46 f ' I Beam support Pie s Beam support Piers o "' See Structural See Structural — 1 o II I N± * 71 F LL tiM If'. 1J I . , . I 25'-0" ♦° I - • ' ° I o • to i II � IItom lb 4 O - o to Z.1 v •z I 'j a fr -14 71 I 411 L . — - Footing Size Il Footing Size C See Structural TYP I I See Structural TYP 25'-a {-II_I1 • 1 I .4' Pai ft; N vii,,. L- i1 Tr I O C — 1 1 . . 19'-6" a- to ,• ( • . I �n c0 io 1 1 r- - - 7 L LPL J I - - 7 1 I c- 1I I 1 . ° I L - - J L I - L — J 2 0 5 6 2 0° • • • I • l Footing Size I- - See Structural TYP ���T ae�� Portalis North Duplexes ii - Foundation Plan • 20' 6" 20'_6" 5' _6" • 41' 0° 52'-0" Date Aug 30 2016 Unit #1 Unit #2 Drawn by ML *ALL INTERIOR DIMENSIONS Project No. 1453 • Scale 1/4" = 1'-0" FOR UNIT #1 Mirrored in Unit #2 A2 N BP ,..9), . 2- q^ 4 ,* ! Ir Iran n 250 307 6818 �'^ l' www_925RdcviBn com - r ;w..ti949i .c„ ..-__. No. Description Date • A6 • BP BUILDING PERMIT Aug 302016 O 14'_0" 8 ; 13 MIMII c._•f• 41118 to _ -.®, . . - � lid � '. - • ' , fl'^J' ,,-'. 1r_ , _0 6' -0" 6' _8" 6' _ 0" 6r-2" to 1 1 �' \ /' O , : 13' - 6 1/2" -_ _• Bedroom Bedroom 0 11 '6"x14' 11 '6"x14' o o : o o ! : o w .� o V :. .F. ,_ o CD i' w W 205) : 0 CC K . W `I • W ® ® : 0 � W . W H Greatroom Greatroom N < co 13'x23' - : 13'x23' a 16 : U S.D. at S.D. a. 4,5,:)., j a (6Dp (--- r_911 � 6'-9" II15'-81/2" : III III • S.D. II 1 o III In 1 it zos III in O 41 16r@ - (5D) o : III (5D) ; co e I / . : 00 . in 481' A. 4 . $ all • N _r C4D ) _ n Z (4D) �� 3 - 1"— 5'-61/2" 3'-9" . 6" • • to t J & "fret .- z. � (7D)� F\1 i, S.D. ..J-® 3 As S.D. ) iiiOO . II A6 4 �� _ �i�II d Bedroom N �r (E1) ! �, 'I o Bedroom t 1 i II II1 12x11 '+ O I Ix + __ I • . T ii "' ...irmill 1 II o 41 I III III III a _ (4p) 0 scz (4p� . 1 • • T 4 424ThMech a C Header Co .1 III III III 4 III III Zo III III 5441 io III al . II III III ' _8" to 12'- 10" III III 111 7 I11 1 III III 0 III IIIir? •, III III o SLAB ON GRADE to Portalis f o}rtaliS GARAGE ABOVE North Duplexes N Setackeemortuee'l ,r 0 i AREA Unit #1 : 1000sf 1 i AREA Unit #2: 1000sf Lower Floor (Finished: 650sf) 1 (Finished: 650sf) Covered Patio: 125sf L w J Covered Patio: 125sf 5'-6" 41'-0" _ t JI' • . Date Aug 30 2016 `1 Drawn by ML o- M Project No. 1453 cp *ALL INTERIOR DIMENSIONS Scale 1/4" = 1'-0" FOR UNIT #1 Mirrored in Unit #2 A3 N ABP ro �— s ' 2 A6 2eslgn cr 'nG{s, -.t� .11 iE?rl c: A7 ® 250.307-68t8 �f °fie'a�'d 2 No. Description Date BP BUILDING PERMIT Aug 302016 0 I 0 pg•_0" i -4,-. • 3'-0" t 6'-0" 6" 3'-0" 8'-0" 4' 4" 8'-0" 5' -4" 3'-0" 6" 6'-0" 3'-0" • (8D) • ® - 0 0 Ca) _ (8D3 • • • r ♦ ■I' — - - i - .. - - • ali MC 15' -61/2" I 12'-51/2" • • ,., to * INSULATE FOR * INSULATE FOR RI- C SOUND UNDER MASTER E.I SOUND UNDER MASTER Q BEDROOM H EDROOM 1.0 s. TV o Master • Master I -� Living11 '6"x14' o E= 11 '6"x14' Living ri O In 15'x14' r 15'x14' S.D. g et. S.D. rr b Typical Interior Typical Interior (—� a'_0„ I .0♦ aD Wall U.N.O. .,; Wall U.N.O.U.N.O. ► i___ -' 11 1 I I III 1 III I 11— II5'-61/2"- = = 4'-3" 2'-8" :i III =II O Nam— III • - 1 _tlt �j III III ' O o WIC C9D vII �: III g� WIC III o :-•— - III 11'6" 5' in11 III 1 • 'x5i III b01 co 0 Dining III (5D) II III (5D ) III Dining M N 15'x9' III IIIOM III III 155(9' O I - AIL (5D ) JI II pi IIIIL (5D ) ' ' - fII_ M - , 0 \ / El \/ 2'- 1" 4'-0 4'-0" _ �----- d O " •• I 0 N �+ e a — - 1 1 • m c n :: i m Ensuite \ \ H /\ Ensuite =_----- x O • = O = ao • Ilk b o0 o — L� 441 A6 �9 • Linen (6c ) n - O F\ (6D ) Linen gli A6 4> b in IL. it ii then ob ' 11 'x12' (31 -419?'. ::: ,C). Iti '" JN! throomr 1.1 aEIIc :Bath71 _ (1 D)REF. Gt • 1REF. L----- 11, _ 0„ PantryN (5D) L • 5D) ' Pantry) • } - D wro D. '1:1411 0- ! S - 4'- .• i DN N .: o -rtr1 (50 )1 Lau dry - ? = (so) le io '-61/2" 4"\1D mF . ' ri it:• ' toOD III .� 10 III •: • Farl 3D 1D. 3D — IIII 0 1 •. R : 7' -6" ` : -• - ♦ .; ti . II. ♦ d Garage 1 Garage l �, N 20'x21 ' o ii 0 20'x21 ' -! " N (-6") & U E (-6") N O ' . D E = I'I O c� ' rTh. Portal's Slope to Drain x Slope to Drain North Duplexes a ® >. See c� Q Eu�tnie�.-e'"� 1— 00 : ems• for SThu. u,ra 1 Hour Party Wall Assembly • • a. - — - — - � - — - — - -t j- - — - — - (am) - — - — - —� -- Main Floor GA File # 3514 0 Gypsum Wall Board, Gypsum Sheathing, Wood Studs A6 1 Hr Rated wall as per GA-600-2000 2' -6" • ,6' • 4'-°' ,6 -°" 2' - 6" Fire Resistance Design Manual,16th Addition. - AREA: 1140sf i 1 41'-0" AREA: 1140Sf — 56'-0" — One Layer 5/8" Type X Gypsum Board Each Side of 2x6 Studs @ 16" o/c Date - Aug 30 2016 , - Fastened w/ 1 -1/4" Type W Screws spaced 12" o/c Drawn by ML Stagger Gypsum Board Joints either side of wall. Project No. 1453 co *ALL INTERIOR DIMENSIONS Scale 1/4" = 1'-0" FOR UNIT #1 Mirrored in Unit #2 A4 ABP N Z Line of Exterior Walls Below Ocslgn Inc III In" 250 307 6818 • www.9231'dnyign.com _ 2 No. Description Date A7 BP BUILDING PERMIT Aug 30 2016 —71 • l — — I o ' zzi- r— _ Downspout ul, — --- --- —: - - - - -- A7 Downspout — it — • M ( I i 4 y T * 4_, lir 31/2"/ 12" 2' -0" • 3 1/2"/ 12" Iv. 411 _ I t .1, .4.44"--N, ,b4., 'Ili 1 �, i coin �� fq CO 2 2' -0 iii N H I— E I Es 0 1 0 c co co m 1 - - L -- — - - - - o- - z_ -- - - ---- - - ---- - - J a r -1 -71 -40- - l-- CO--r Ca- --I \(Downspout I a T_6" i i co c>s b Downspout e / m m e 31/2"/12" III • / ' f \ 3 1/2"/12" 1 (I)Q. p) 0" �CRO //.� V V a� a) a a a f— F— oo oo ao In n Portalis N North Duplexes cr, See 4-- tei-�,{1l '�'tIL�rt✓l Roof 0 II Date Aug 30 2016 Drawn by ML a ** FOR TRUSS LAYOUT SEE TRUSS DRAWINGS Project No. - 1453 Scale 1/4" = 1'-0" " TS A5CMBP m IIt Tt'fi €:. 2e5l0in Inc --_ www.92.6818 e f 1 - 0 250 307 No. Description Date BFRO�fJRG&ElG IT Aug 30 2016 f R{A — — 0 R 16'P 10" — — — — — —16 10' �I 12„ 12" 3 1/2" 3 1/2" / — Ceiling c — _ - Ceilin __ 1 ' - s r.: , , i I :LI 1 If aoa 9 0 3/4 <; 9 0 3/4 I �i L 'I ,111I,Lu 'III ' IILIII � [riff,' Jlllll ., Lail LLL ,. •LL I1 Ll l_ 1 L� Ll 1 LL ,. }-Ll_ Ti �� ��,�� " -...< 1 1 , , ®i L:" "'_ L L' L 1 L"I Y 111'hil1L'1 1 111L1 L J 11!LJ L L _ uirrmrei��r�rr.�rirr �u o II,� ,a xi�..,-rrv. IJl I1 I1 JJJIIIIL I m 45 4HUH 4 IIllinnininl . II�Hu �BD � 0 a a O C BD)mr. III 0 LIIIIIIIIJ 2D (2D9 IIIIII '® 'i111 H E I411'J'lI14 II1IIIII1IIII J1I' 41� _ IIIII11 ,mn,m■„I L11411I Grade — i — 1II I Main Floor so4 i - — (ao4 Main Floor ll INIII — 1 1111111 0, - 0 - 1 = 0 - p'� Lulu O 1 South" �1/4 1'-0" Ocl_ O J C> �BD� 0 ® CO O �BD ) Grade -------) 1 Lower Floor A — 10' 0" Roof Peak — 16' 10" — North 2" 111 ill 2 1/4" = 1'-0" 12" 3 1/2" 3 1/2" / CD Ceilin i II Il(I 9' - 03/4" �1 _ _ J IJL 11111aLfll IT III1I1111lTIII II IIJJIIII 1�111111 ,1J� 11 ICO LL Il IJ I ® ® , �11J�4�4ll n101. � I I� ,� 1i � I I I� �'I�41II114r ��� 'uuu1114u�I ii�4 � I ' I ' ,D >� L1�4 I�),4 �� 1 I�I� 1 14 II 1� kilt' I < < ) �o� i l 11 tr / �1 �I IJy� � 4 111 LI��1li IJ4� �I� 1,11 1 I it 1J�I I I ILII IL� II1I , — --II 4 ill I Y I 11111 4 1,I I �1 I1 I ILI1 111111 II�4�� k1 �hi � � 1II1ll� 11�1 "�lfl � I' PL�I fll11� II li 111111 '�iI'1U I IIIIII �IIJII IIIllJL IUII IIUII III II ��I�II I11111II III Illp III II II . . 10" Smart Trim Band — — 111 1� I II I I I JI 1� 11 I ' a CO Main Floor _ Tol ® t_ 0' - 0" Kr • • O3 East 1/4" = 1'-0" ) • < 0 ) CO< �� _ < O' - 4D _ _ Lower FlooL -. ,1 . -10' - 0" — — — — ,_ Foundation — LA Roof Peak -11' - 4" 0 12" 12„ 3 1/2" / C ® \ 3 1/2" Aga Ceiling _ _ _ 4111 9' - 03/4" /�� 1IT 1 IT Il(1TIfl IIJIITIIIITTIJiHTII711T1 I I I mnni mmmmnm� I I nmmminmmmms CO Portalis 0 00I� ill111011111110111111111iialli 1 ® ® gIIItmI rilit l 1111 111. _ L I �— , nlnmmmnumimm� mmmmmmmmm North Duplexes 111 III I I 1 I I I ,►j'� I J II 1�;4 ��til �r I �� Cri -1 I ti �' I ' � r 411 r 1 ? II L�1 (1D) ti I 1 IJ If 1 I 1 I 1 I y . - - / 111 LI I IIII IIL I I�I I�i I fl � I 1 11 /'/ II 41 IIu W U I I ill I I I� I I I �I I II III III II I� HI Iluu • I I I IJ JI II I I ink MainnFloor _ 1 IIIYII [IL it 1 II a II ; I( III lip III I�ItI II III� 11 Hu llnll — Elevations ® West a, o 0 • � O I ` Date Aug 30 2016 Drawn by ML a in Ada Lower Floor _ — _ — — Project No. 1453 M -10' - 0" n , - . } Scale 1/4" - 1'-0" �_ I A6CV BP m m • __—mac i , r Roof Peak 0,e Iqn Inc < ` 16' - 10" — — — — — / \ — — — — — W5030'].6818 ww.92512 do®agn.com -`- • 401) 0 Fire Retardant Type X GB 12" No. Description Date 12" Roof Sheathing Both Sides \ fl BP BUILDING PERMIT Aug302016 31/2" Required to 4'-0" 31/2" from Party Wall EPRE-ENGINEERED ROOF TRUSSES when eaves are 0 within 30" of roofs t 0 gik Ceiling _ /il♦911♦♦♦♦♦♦♦1♦11♦♦♦♦♦1♦♦//1♦♦11♦1♦11♦♦11/11P1V11111 ; ♦nflg /♦♦♦/1♦♦111♦♦//♦♦1♦1♦11//11/♦/♦♦♦♦♦1♦/♦♦/1♦♦neelPI ♦//♦1♦1♦♦j1Aili ♦ris%3/4%, , 9' - 0 3/4" 01 0 ' Type X GB B : (8D) 0Li 0 / O (8D) . I 5D \ :; (' 5D i ( " r ll i -- y 00 0 jh Main Floor ® II 01 �. v 0' - 0" ♦ ♦ < Joist Direction = < Joist D ection c Joist Direction > f v Type X G n , Both Sidec / - / S : dam (BD) O - ,' ,' '.� O • � 8D� ((5D) t'(5D ) 0 ( 5D ) ; (5D� ) '. 26'-0 :. • 26'_0" .; i . II JLower Floor ® - I - -10° - 0" Q < Joist Direction d _ Roof PeakJirection > _ _ ji Foundation 16' - 10" . , 11' - 4" N Q �,� 0 .. r Section 1 Em 1 1/4 = 1 -Q �� � " PRE-ENGINEERED ROOF TRUSSES / 1 Hour Party Wall Assembly C2ar;r>'c-v GA File # 32 t ja Ceiling_ 111�I�I�I�I�j�1�1�����1�Q _al��1 �.1���1�1�1����11�I���I�I����—M.I. 1♦1111�♦♦♦11♦♦1��♦1�♦ji I�♦♦♦��11�1����������������1����� �1�1�1�1���������������1�11��r������1�1�1�1����������ti�������J1�1���������1���������1�������, Gypsum Wall Board, Gypsum Sheathing, Wood Studs 9' - 0 3/4" 0 0.1 = ►i 1 Hr Rated wall as per GA-600-2000 ®- 9 Fire Resistance Design Manual,l6th Addition. '' �' ' �' 1�' 36" High Handrail Oa I c TWO Layers 5/8"" Type X Gypsum Board Each Side of 2x4 Staggered Studs @ 16" o/c (2D ) Y Yp Yp gg (3D� M (6D( / /(5D ) ( (4D� Fastened w/ 1 -1/4" Type W Screws spaced 12" o/c t ' Stagger Gypsum Board Joints either side of wall. � �— , � ++M, a ® ® � 1 Mai0oor a OOn , T : ' — ♦� � ♦ �` 1♦ ♦ s � � Lo — — ) a. oI ® © ® Section 2 1/4" = 1'-0" o IC) - , 1 , . • Lower Floor 0 — — d ®' r 1 1 u2 Q° — — — — — , Ake 4i.Tri i!liis ttei_/':ot kits 1_ek&oAtaiie.�1Au o Ibi��1/141�i♦ , firi 1 fifylitn.nv]. ' Foundation 1 ohRoof Peak — — _ A� — ill 16' 10" — — — 12„ i 12" i2" **DEPTH OF FOOTING TO BE DETERMINED ON SITE —Y i ,... 0/ � 3 1/2" / 3 1/2" / \j 3 1/2" // PRE-ENGINEERED ROOF TRUSSES i ea jk Ceiling _ 1 _ _ - - I�I�I�I�I�Iy���1�1���1�1�1�1�1�1�1�1�1�1�1�1�1�1�1��1�1�1♦1 �1�1�1�1�1�1�1�1�1�1�1�1�1�1�1�1�1�1�1�111�1♦1♦1�1�1�1�1�1♦111�I�I�I�I�I�I�I�I�I�I♦ _ wl 9' - 0 3/4" IT�i� TI T T II I171-11 t IZTri1 iITIIT Il IIl11TTi 1 II 1 , 11 I ! '3 II I II II I eta �` If 11411r h�'t I � i�l 4i3 :, 0D I� J,i �LIII( I 'T41'�� 4 II O 0 O 4 � ' III 'll� }I — uu 'nil till I�� d d d � I • �I I (IN IIIkdr I ��I —,� - 1 Portal's I�I�II � lll�l IIIII Yi, ll�ll�l1;l (Liiii .41 II IIIfI� � I WI � � III ,D� ,'' (8D� North Duplexes 1 � I iht II II iI Iy IUy ?� I I t ._ _ �� C ;' aD 1 I U II �IlllilV I114 III ' I � II � ( o �IM lhl I��h�IY I ( IIi�IIIII;� II i�i? � ���II���III �0I� II�; �tl�1fl i ��I�, I����JTI1I \`� , ��� LA Main Floor IT II It IiIIII It 'III �U IT II Ifl�ll � I�IIII I Y_ .. ' — Il,l II DPW 1 g _" 0' - 0" • ' - .- 1 1 ri 1 i 1 1 iitii x r 1 .• _ =-: Sections aoi ® Section 3 - 1/4" = 1'-0" (8D) o Date Aug 30 2016 jjk Lower Floor _ 10 . — ML — — — — — -, , ,. { f r, { v Drawn by Y Y 10 0' - t � 11�-11 �`1 ♦1 TIN, IIr•�I f�1♦111 ♦1 �♦ i11�t� ♦r r�1'1 , /1� 11 fir♦I♦ 1 l Foundation 1�111.1114�11.�11:1 1. �► ► �i 1 ► �► 4,�111� - - - 11-1 -11' - 4" — — ~ ' - �� Project No. 1453 Scale A 1/4" = 1'-0" - In ° vs— NNN 0 a 250 307 6818 CONTROL STRUCTURE ` RIM ELEV°=48.31 ' s`msi TN fill , qn IncY EXISTING www.925'<de s. ING FORCE MAIN / wM 925«.tl-a¢n.com ` d 8' NATURAL GAS LINE - i Q No. Description BP BUILDING PERMIT MAY 31 2016 Date SILT FENCE _ -33' _ — _ SILTF CE \ r _..' ,u:_ P�n1 Et 1 _ .' ! E - : In I.Kts wean to seIe•-• •. - % au- Lo �•�� "�d' att rlF A ti • ccNST • TEV- IN P-e.r bs-' 1> -.41 maj.jti E 12Et cswtie.lS• -11 • tope ar SArt rrAllY -al ofit) A-T LPat ' I � Property Line - - __----•,-- ..._ --- { DECK _` DECK DECISa -DECK 34'-0" key /a _ift / I { 1 I Lfgtf'a It/ 37 I 443‘ �F93it SS STUB • �` � � � � � r a 2 ct a I ai a * s: Auc 2 s 20�� " 1 GEO ci I ci s. ' ii 'i vita, GEO 65' 4 - ,,r 1140sf 140sf I GEO 69' GEO 69' , spot v , _...cq r 1140sf 1140sf /, , PC, / _ , , , / akt ,..,,-c L r : CO r / Garage Garage I c 7 _ Garage Garage / O i 1- GEO 64.5' GEO 64.5' 1 �O GEO 68.5' GEO 68.5' _ / (V V CO IL4 ! . • `•y - r W I e. •".a II t4 VJ •- 44 4 vJ er .z.ei MI -' - �' d' .'yd •. _ pp a.. •"-•, • . ,: .(r• .•,. , ' LLJ • 7- 8p 604Vl{e Lvq) • Cb zi 0 20' Access \\\ _ ca , a i N — eEO 66. 4- - — - — - -I- 2 — - — - — GEO--70:5 lUl�l /►�r lief P��G S r Q; I 66n� /ye' C,' I �u 40' ° cI I / 4�slrsr, 5MW Z CP'�t' 1 Axe Q+,NNtCf S ' To Stun AT S cT N SSMH ."49; - DECK DECKT DECK DECK _ S.C. .tea I i SS i fr p 41 4qY o t{ 9 38 y43 6 kq 3y ; ›wr. t5 M�sS,�� cyI-� 1�•�`*-1 5 w- : t%'O t'C Sic — i •-,�"CmgsaKtv5 ►ar s t-1it•., N• 14 5 6 p c 7 8 o '.II sAi ) - � �,�.c► �S Owner: Portalis LLC 'c, I GEO 92.5' GEO 92.5' co cd " GEO 91', GEO 91' o N tC h�' or Pta..a vt� Project Address: 4934,4936,4938,4940, Portalis Way, C. 1140sf 1140f ,r.o• 1140sf 1140sf �� I to be Determined) C I l 1 i (Addresses Anacortes WA 98221 -0 1 ' \ .76 /Tax Parcel (Property ID Number): P31580 X �/ •.i �� / �� D�a ��� � Zone: As Per City of Anacortes (CM) M Family Residence Condominium m ' �" Garage Garage Garage Garage �`� , Project: New Multi Fa y e D0 Domestic Water: City of Anacortes r GEO 92' GEO 92' GEO 90.5' GEO 90.5' � ` �_': ; : >\ Sewer City of Anacortes _ -- ' \ t ,l .•,�•., � �, t, Fl�OSIOhI C�k1T.P�L Access: New Driveway to Portalis Way I —M: ' '''` ' — ' / -. - _ _ — ' �,� '/ } Z r!4 `_• n•d'. ay ' d ✓ O� __ _ 1 /r/1G9 5'. EPRFN S ITI p ,Le � C3<aa, �� i - 10z7 AREAS: r' < r n1 J • d• LOT SIZE: 41091sf '__T l- ` `jr-:+�:. ^'� ' t. T•~.a. / / t Footprint: 3160sf x4 =12,640sf 0 ` �/ ' t , EXISTING ROAD L / 1 OT 4 • • \ Lot Coverage: 30.8% \ — - GE. ' 'P — ° ai �' .- '' -- �� 0-5 'fey (-Pri✓R 6+„ t P122190 . •\ \ LOT 3 SETBACKS: \' ' . Front: 20' Street ROW to Buildinc o = t ► Portalis Sides: 5' min Between Buildings ' �: • . t • . . \ o . HEIGHT: 35' Height Restriction - • ,-, GEO 98.5' ° • BLDG 7 GEO , - PARKING: 101.5' 100' , / e + 2 in each Driveway • ' Villa Site 2 in each Garage Codes: BLDG1 t ..„ --- , ____ Structural / Building - IRC 2012 _ , Mechanical - IRC 2012 0 Plumbin?Ventilation - 2012 - UPC 2012 - 1-1 • / Date May 31 2016 Energy WA State Energy Code ° ' Drawn by ML a ° Project No. 1453 1 Scale 1/16" = 1'-0" 3 11 — . CAC , — --- ' ny Al BP