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HomeMy WebLinkAboutPermit File 3018 Georgia Place 'fr — 0 ;,+ City of Anacortes Permit#: BLD-2013-0364 904 6th Street Issue date: 08/28/2013 P.O.Box 547 Expire date: 02/24/2015 L�►' ems' Anacortes, WA 98221-0547 A � - (360) 293-1901 0014. Job Address: 3018 GEORGIA PL Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-1341 Project: APN: P108596 Remarks: Replace entry roof and reside per plans Owner: TANAKA GENE Contractor: KREIDER CONSTRUCTION INC Address: 3018 GEORGIA PL Address: 13142 PERSONS RD ANACORTES WA 98221-1341 BOW WA 98232-7222 Phone: Phone: (360)421-1901 License#: General Information: Fees: Building Valuation 50000 Building Permit Fee 644.25 Plan Review Fee 418.76 State Building Code Fee 4.50 Total Calculated: 1,067.51 Deposits/Receipts: 0.00 Total Due: 1,067.51 -n ,.-. ,x. +:•a r•� iP 11, r..v CO •Eli• 11J THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR ;# CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. --1 'A HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALb. �+ PROVISIONS OF LAWS AND ORDIN CES-6OVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN CSIL NOT, THE GRANTING OF A PERMI DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REG CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. !GNAT OF OWNER OR AUTHORIZED AGENT ISSUED BY it Project Name Tanaka Remodel N L O Architect's Pr ject Number o v w 1 � 1,..4 1304 I r tt_ v G AC Pr sect Addrez _ 3018 Georgia Place -P ---7 Anacortes.WA 98221 N AC W 4, FLOOR ELEVATION 21 2 41 Owner SLAB ELEVATION 203 5 / \ Gene and Ruby Tanaka TOP OF WALL 213.0' =I ° °L J a n A� Owner's Address I — �,Z _"_' V PO Boy 759 —J FLOOR ELEVATION 2I 0.65' Anacortes,WA 98221 ,,4 ` � W� ,�1`— j °CK Drawn: 21 August 2013 111.11 L �• Revised. \ . 00 r� BLOCK WALL WALL \ Sheet Contents: �� 11iiiii„ „, _ Survey V11111 'rA 4a...>„ , ,,,, ''' r .441 y PROv If', iirpiil iiii)o., , -,-.0,,, twi. GfORGIA P(ACf .' ZZO C U 1— a F x U N1 Q t z O < F t `1 A G x a a• ' i4I II'�I. EXISTING CONDITIONS SURVEY O "r k- O o ,n NORTH • 'I'''',, _ A0.1 CONSTRUCTION ✓ x0 q{"�,',.: .-.�,- 002 -$2 . 0 � S t f �.-S-'FYI-y;ii�f F. Ff-1 Engiineering``andiii Development Services PO Box 547,Anacortes,WA 98221 -� Telephone 360.293.1920 Fax 360.293.1938 � "` "' 4 ' t'a�E-mail engineeringcitvofanacortes.orq zr RIGHT-OF-WAY PERMIT APPLICATION Submit this application with payment at least five days before the work starts. Please complete both sides of this form. (City completes shaded sections.) SITE LOCATION: c i $ G (' 11_• Ems. / OWNER INFORMATION CONTRACTOR INFORMATION Name a � Name P 3 Address a P Address �, �, o o City 0. e-9- , City ("s.,.�, State 7A a Zip z a�i State A Zip a Telephone Telephone 3 Go,_ 6 6i - Xoyy License Number Lem- �.03 - 1-'19 PROJECT INFORMATION Work Includes (check all that apply) E Curb Cut ❑ Water ❑ Sewer ❑ Storm ❑ Gas ❑ Sidewalk ❑ Street Cut ❑ Phone ❑ Power ❑ Cable ❑ Culvert Describe Work: nett ±:, ,,h, � ,,; „ tj P, Q d , PERMIT TYPE`:. urb Gut 5A -❑Stree# A `Ze: its .a 'Way ❑ av tit-? 1 0 `? ,�:7.; ..fir e �. ' - ., _.s,.c`^<ai .>.>:'.-,M, SPECIAL_ E 1 � 'T S:. .,E 1' .4 55� business y # zr y, r#r j f S �- - R Work within the City Right-of-Way is permitted by approval of the City Engineer. All work in the right-of- way must be bonded. The applicant and owner must use warning signs, traffic control, and barricades as necessary to ensure public safety in the work area. The applicant and owner must restore the right-of- way to previous condition. The applicant and owner are liable for damage to public and private property. .4#r,..4, '-'---''- :-'' -:''- -:-----':. 1:, i--[::';4-',3.- :-,'-!$.:.1;.4.1g`-::::;?.5.--. t $m ovt �� = pplicant Signature Date SITE DRAWING 1 . Show north arrow °1$ _ 2. Label streets 3. Draw plan rk r - fps k- C'tk r C1/4. w Cufi 1 1-- 5.€ G � u� //t 'l 1 '�. QZ-epo-u gste e 1 `\ vvf y 641. C-ONST `UC ' ON NSPE TEv AND,- P#t F y+ -.ram ._ -- - - :?i'tS'i t (''_as 007430 Z68.03 tT Y C1,. City of Anacortes Permit#: BLD-2007-0423 • �� 904 6th Street Issue date: 06/13/2007 �� "0M P.O.Box 547 Expire date: 06/12/2008 : Co Anacortes, WA 98221-0547 vie 4?-7- (360) 293-1901 Job Address: 3018 GEORGIA PL Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-1341 Project: APN: P108596 Remarks: Replace existing retaining wall with cast in place Owner: GENE TANAKA Contractor: Address: 3018 GEORGIA AVE Address: ANACORTES WA 98221 Phone: (360) 588-0372 Phone: License#: General Information: Fees: Building Valuation 3000 Plan Review Fee 25.03 State Building Code Fee 4 50 Building Permit Fee 38 50 Total Calculated: 68.03 Deposits/Receipts: 0.00 Total Due: 68.03 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL 'I 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 STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. LiW(iV\ r\'‘14,1? SIGNATURE OF 0 NER OR AUTHORIZED AGENT ISSUED BY t2Y o Residential Building Permit Application Building Department Saoa'tw o P.O. Box 547 Anacortes, WA 98221 Phone No.: 360-293-1901 FAX: 360.293.1938 aa SITE ADDRESS: 30 j $ et,2c,on PLAcal, ,4M.41-CC"3QJeS. e 4)4 '78'2Z/ CONTRACTOR" ©Applicalt. PROJECT DESCRIPTION" /2vu«j Name i31 O t i tJL i2epLacs eS i tn'&. R rfA'tJ i A.36, W4vL Address GU l TZ4 C4CI nd pi.*cG IQerk/�vc City/State/Zip Phone FAX State License# Exp PARCEL NUMBER City of Anacortes License PROPERTY OWNER C]Applicant , LEGAL DESCRIPTION Name &&JJL t4NA- A Address 13 // 9I8 tEri24lA Pt- City/State/Zip /LNACC2iES22�J��Rtt.7'822i PROJECT VALUATION Phone�0C5S6-0371 FAX,%}Z-I33"-321 3 3,000,;- Number of Dwelling Units E-Mail Address CallA-c'uZ� (bailey,(�. 44Number of Stories 0 Building Area: D Architect O_Designer,O Engineers Applicant ls`Floor_ s.f. 2"d Floor s.f Name 3'd Floor s.f. Basement s.f Address Garage s.f. Carport s.f. City/State/Zip Deck s.f Lot Area s.f. Phone FAX E-mail Address 'CONTACT " " , . G(ApPlicant LENDEk _ LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name tuffs /�•l.�,KA- IN VALUATION PER RCW. Address 30/ 6 6 EtY24 ift pL Name City/State/Zip 4N$ pGel tc f�V 4 (p czz I Address Phone zce)3/0-/7Z 5 FAX — City/State/Zip E-mail Address — Phone No. CONTINUED ON THE BACK adP - o2G)Or) " tw 3 Residential Mechanical Fixtures Fuel Type ❑ Natural Gas 0 Electric 0 Wood 0 Propane Gas 0 Other Type of Equipment, Number of Type of Equipment Number of Fixtures Fixtures Furnace<=100K BTU Clothes Dryer Boilers/AC/Heat Pump Gas Water Heater Gas Outlets Gas Fireplace Ventilation Fans • 'lace Insert Stove,Appliance Other . •'ts Range Hood Residential Plumbing Fixtures Type of Fixture Number of Type of Fixture Number of ures Fixtures Toilet Clothes Washer Bathtub Electric Water Heater Shower . ' ity Sink Dishwasher Hose I Hand Sink Water Pipin Kitchen Sink w/Disposal Additional Fixture I HEREBY ACKNOWLEDGE IF HAVE READ THI MIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE S REf G ACITIVIES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUB RAOTORS ALL E A CU NT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENSE. STOP OR9E1tS WILL E ISSUE ON JOB SI S WHERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PROPER LIC 6 APPLICANT'S SIGNATURE DATE // Note: Figure 1 was provided YYY By Scheer Engineers Inc 1 5, Schermer o e - N 1 I II .� f7 ttl`ti ©� i/q � //�) � .'t II::"ll.� i ^1_i;,M1y" '`�91J 'Q.t. "' AP ':'}T xi r..: �� pii t QQQ���f Chi, `'u=t j T • I I, o ..1� J��� @ �; 0 -.'' ^� 4,�oeatir .,1 0st10/� tk e Yltt•h'uf4 1'1.� .-t zry \ % 1 , 4 -,, ,_e_t_ !``~` , SCALE ' '4-4 i O ' , FIGURE 1 — MAP OF LOT SHOWING PROPOSED STRUCTURE FOOTPRINT SUMMARY AND RECOMMNEDATIONS — Based on observation of both surface conditions and data obtained from the backhoe trench, it appears that before the site was developed that the original ground profile was that of rock outcrops as islands on a slope having a shallow cover of soil classed as Swinomish-Fidalgo- Rock outcrop complex, 3 to 30% slopes. While, a soil type is not listed for this soil, based on my field identification, and using the Unified Soil Classification, the soil is classed as being clayey silty sand with clasts of rock. Because of the presence of rock, the soil is moderately armored. Therefore excessive erosion is not expected to be a problem from normal surface sheet flow conditions. • STURDY ENGINEERING C O R P O R A T I O N Civil • Structural Date: May 23, 2007 Job No. 1438-01-GS CANTILEVER RETAINING WALL for Gene Tanaka Tanaka Residence 3018 Georgia Place Anacortes, WA Building Code 2003 IRC Seismic Design Category: D SS SI Fa Wind: N/A Roof Snow/ Roof Dead: N/A Floor Live/ Floor Dead: N/A Required Soil Bearing: 1.500 psf Note: Sturdy Engineering Corporation does not assume any liability.for elements that are not specifically addressed in this analysis. This report is valid only for the specific project shown above and herein. Any sheets, which are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendum). T, iP. vuLs cp. Contents: Page iv do r,,y Construction Drawings S1 - S2 4 z Retaining Wall Analysis 1 - 5 4 x_ t • w%, i'n 22'603 U 1t - t' �.e ;a7, t3101 atPFwt;S 12/24/testy 7168 San Juan Hill Ln. • Anacortes, Washington 98221 • Phone: (360) 299-2511 • Fax: (360) 299-2698 E-mail: sturdy@sturdyengineering.com ' ' z Di N m CO N O NCI) y rn m 41I-I N 3 O . " O kft--4 . a o Cb � � a _Z G EXISTING RESIDENCE STEM WALL x LOCATE FOOTING BEFORE PLACEMENT OF RETAINING WALL rT, rid - °' O NJ 8"CONC. - C - fc=3000 psi.Fy=60000 psi R rn i #5 @ 18'Vert @ Edge DOWEL#4 BARS 12'LONG @ 24 0% a o , o #5 C 18'Horiz 4 4"EMBED INTO EXISTING STEM WALL CC 25"Splice Overlap USING SIMPSON'SET'EPDXY O o m OBTAIN OWNER'S PERMISSION N r� co N v1 v =m Iluo.. Q n Li Co.) ,ypllil"" III A m I I IIIIIIIIIII m 8'CONC. — II w fc=3000 psi,Fy=60000 psi — — ill II II i #5@9"Vert @Edge N a 12"Horiz Bent Leg t 1 _ 6 m Ill l lV #5 @ 18"Horiz — — — — — iq 0 #5 @ 18"31--0"Horiz Leg — —1 ni 1 4 I _rd HEEL(top):#5 @ 18"o.c. —1 i A IL _ PLACE VERTICAL BAR ON L #5@ 18"5-3"HonzLeg / EXISTING FOOTING J ' 9'Vert Leg y #5 C4 18"4=6"Vert EXISTING NEIGBOR'S RETAINING WALL V z VERIFY FOOTING DIMENSIONS W ? rcir 8' PY otsW a za* ra. 7-3' _ --s-I 1' k— OR Z rX -c s-9 acu co 0 co RETAINING WALL A' ' Z CO 0 ton smie:la'=1w• 41, 8 co STREET ~ M V v y O ir Y Q D U D N Q N O 0 a Dote: 523107 Job: 1438-001 Sheet: SIOF 2 Tanks Residence 3018 Georgia PI Anacortes, WA GENERAL NOTES: 1. All design and construction shall conform to the 2003 International Residential Code. 2. The contractor shall verify all dimensions and examine site conditions prior to fabrication of all items to ensure proper installation. 3. The contractor shall have a complete working knowledge of retaining wall construction techniques that are commonly used in the profession. The contractor shall request clarification from the structural engineer on items that cannot be constructed as detailed or with standard construction techniques. 4. Design Loads: a. Heel Active: 40-psf/ft b. Toe Active: 40-psf/ft a Passive: 200-psf/ft d. Soil Density: 110-pcf e. Soil Friction: 0.3 5. Foundations:Required soil bearing pressure: 1,500-psf at surface a. Minimum depth of footings exposed to exterior elements shall have a minimum bury depth of 12-in. for frost protection. b. Remove free water from excavations and forms prior to placement of the concrete. c. Footings shall be placed on solid bearing ground a minimum of 12-in below grade. Footings may exceed the 12-in minimum depth due to poor upper level soil conditions. 6. Concrete properties: a. Pc: 2,500-psi @ 28-days footings. b. Pc: 3,000-psi Q28-days retaining walls. c. Slump: 4"-5"measured before superplasticizer if used. d. Cement: Portland Type I or Il. e. Calcium Chloride: Not permitted. f. Grout: Non-shrink, non-ferrous, developing minimum compressive strength of 4,500-psi in 3-days,8,000-psi in 28-days. 7. The contractor is responsible for the design and construction of all the formwork,false-work, and temporary shoring. Vibration is essential for proper placement of concrete. Over vibration will cause separation of cement and rock and is cause for rejection of placed concrete. 8. Forms shall not be removed for a minimum of 24-hours after concrete placement. 9. Reinforcing steel: a. Deformed bars: ASTM-A615 Grade 60 b. Cover. i. 3",concrete surfaces cast against earth, it 2", formed surfaces exposed to earth lit 1-1/2", ties to concrete face,not exposed to earth. 10. Welding: a. Welding of rebar is not allowed without proper rebar certification and engineer approval. S2of2 1 STURDY ENGINEERING CORPOR A TION ® Co9,nght. Sturdy Engineering, 2006 Phone (360)299-2511 FAX. (360)299-2698 7168 Son Juan Hill Lone. Anacortes Washington 98221-8306 1 »Cons*«#,mw : . \-® . sate, ` ' q7 ,o / • w Cone w \ 14, 2 7-4-1 3 < > 3§ ; - w n ff4t S 13504 a ) 7 - a.ea. 1 ,a —;121 y . @Toe `gr < 1 Designerselect - ,a all_._ 2 &_ mAppendix A \ _ , 2 . . z 5 To specify your own Title : Gene Tanaka Page: 2 • special title block here, Job# : 1438-001 Dsgnr: GLS Date: MAY 22,2007 • use the"Settings"screen Description.... and enter your title block Cantilever next to neighbor information. This Wall in Fite:z:Ip11438-001tretaininq walls.rp5 Retain Pro 2005,23-June-2006,(c)1989-2006 www.retalnpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1146875 2005022 Criteria I Soil Data Footing Dimensions&Strengths r Retained Height = 9.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 2.50 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 3.25 Slope Behind Wall = 0.00:1 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 5.75 Toe Active Pressure = 40.0 psf/ft Footing Thickness = 15.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 It Soil Density = 110.00 pci Key Width = 12.00 in FootingliSoii Friction = 0.300 Key Depth = 35.00 in Key Distance from Toe = 2.50 ft Wind on Stem = 0.0 psf Soil height to ignore Vertical component of active for passive pressure = 0.00 in Pc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf lateral soil pressure options: Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads r _Lateral Load Applied to Stem --I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft 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 Stemli Footing Type Line Load Base Above/BelowSoil Axial Deed Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio - 0.300 Axial Load Eccentricity = 0.0 in *Design Summary I _Stem Construction 1 Top Stem 2nd Wall StabilityRatios Stem OK Stem OK Design Height Above Ftg ft= 2.50 0.00 Overturning = 2.73 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.52 OK Thickness = 8.00 8.00 Rebar Size = it 5 # 5 Total Bearing Load = 5,788 lbs Rebar Spacing = 18.00 9.00 ...resultant ecc. = 4.84 in Rebar Paced at = Edge Edge Design Data Soil Pressure @ Toe = 1,430 psf OK tb/FB t fa/Fa = 0.857 0.851 Soil Pressure @ Heel = 583 psf OK Total Force @ Section lbs= 1,568.0 2,888.0 Allowable = 1,500 psf Moment.-.Actual ft-#= 3,658.7 9,145.3 Soil Pressure Less Than Allowable ACI Factored @Toe = 1,547 psf Moment.....Allowable ft-#= 5,565.4 10,752.8 ACI Factored @ Heel = 630 psf Shear.....Actual psi= 21,1 38.9 Footing Shear @ Toe = 13.4 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 17.2 psi OK Wall Weight psf= 100.0 100.0 Allowable = 93.1 psi Rebar Depth 'd' in= 6.19 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.36 21.36 Lateral Sliding Force = 2,280.0 lbs LAP SPLICE IF BELOW in= 21.36 less 100%Passive Force = - 1,736.1 lbs HOOK EMBED INTO FTG in= 9.59 less 100%Friction Force = - 1,736.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.300 Concrete Data Seismic,E 1.300 Pc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Title : Gene Tanaka Page: 3 • special title block here, Job# : 1438-001 Dsgnr: GLS Date: MAY 22,2007 use the"Settings"screen Description.... and enter your title block Cantilever next to neighbor information. This Wall in File:t1M1438-0011retaining walls.rp6 Retain Pro 2005,23-June-2006,(c)1989.2006 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1146875 2005022 Footin. Design Results Toe Heel Factored Pressure = 1,547 630 psf Mu':Upward = 4,419 2,560 ft# Mu':Downward = 703 7,301 It# Mu: Design = 3,715 4,741 R-# Actual 1-Way Shear = 13.39 17.18 psi Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #5 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 L. 18.00 in Heel:Not req'd,Mu<S*Fr Key Reirforcing = #5 @ 18.00 in Key: #4@ 12.50 in,#5@ 19.25 in,#6@ 27.25 in,#7@ 37.25 in, [Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft# lbs ft ft# Heel Active Pressure = 2,311.3 3.58 8,282.0 Soil Over Heel = 2,699.6 4.46 12,035.6 Toe Active Pressure = -31.3 0.42 -13.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weight(s) 1,000.0 2.83 2,833.3 Earth @ Stem Transitions = Total = 2,280.0 O.T.M. = 8,269.0 Footing Weight _ - 1,078.1 3.00 3,099.E Resisting/Overturning Ratio = 2.73 Key Weight = 437,5 3.00 1,312.5 Vertical Loads used for Soil Pressure= 5,787.6 lbs Vert.Component = 572.4 5.75 3,291.1 Total= 5,787.6 lbs R.M= 22,572.2 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title : Gene Tanaka Page: 4 ' special title block here, Job# : 1438-001 Dsgnr: GLS Date: MAY 22,2007 use the"Settings"screen Description.... and enter your title block Cantilever next to neighbor information. This Wall in File:z:1p11438-0011retainine walls.rp5 Retain Pro 2005,23-June-2006,(c)1989-2006 Cantilevered Retaining Wall Design Registration#:RP-1146675 Trace of principal calculations 1 Beginning of Trace 2 Selected ACI Load Factors: DL=1.2000,LL=1.6000,H=1.6000,W=1.3000,E=1.000 3 Noted that EFP Method being used 4 Back-solving internal friction angle from density and EFP,angle=27.820 deg 5 Actual Heel Width(past back of stem)=2.5833 ft 6 Soil Height for Stability(wall+footing+cslope)=10.750 ft 7 Calculating Overturning Values 8 km=3.5833 ft,Moment=8,281.98 ft-# 9 Active Pressure @ Toe:(0.000+15.000)^2*40.000/2.0=31.250 lbs 10 Aim=(0.000+15.000)/3/12=0.417 ft,Moment=13.021 ft-# 11 Toe Active Pressure Used To Resist Sliding,so ADD SoR over toe=31.250 lbs to Total Overturning Loads 12 Calculating Resisting Moments 13 Soil Wt Over Heel=2.5833*9.5000*110.000=2,699.58 lbs 14 Aim=5.7500-2.5833/2.0=4.4583 ft,Moment=2,699.58*4.4583=12,036 ft-# 15 Top Stern Weight=750.000 Ibs,Arm=(2.5000+0.667/2.0)=2.8333 ft 16 2nd Top Stem Weight=250.000 Ibs,km=(2.5000+0.667/2.0)=2.8333 ft 17 Stem Avg.km=34.000 ft,Total Moment=34,000 ft-# 18 Avg.Arm=0.000 ft, Moment=0.000 ft-# 19 Footing Weight=5.7500*15.000*150.000=1,078.13 lbs,Arm=5.7500/2.0=2.8750 ft,Moment=3,099.61 ft-# 20 Key Weight=2.9167*1.000*150.000=1,078.13 lbs,km=2.5000+1.000/2.0=3.0000 ft,Moment=1,312.50 ft-# 21 Soil Vertical Component=0.069*10.750*10.750*0.5=572.363 Ibs,km=5.7500 ft,Moment=3,291.09 ft-# 22 Total Resis.Wt=5,787.57 lbs, Moment=22,572 ft-# 23 Calculated Stem Forces for Preliminary Checks 24 Cantilevered Stem Calculations 25 Top Stem Section: Shear= 1,568.00 lbs, Moment=3,658.67 ft-# 26 2nd Top Stem Section: Shear=2,888.00 Ibs, Moment=9,145.33 ft-# 27 Calcualting Actual Shear Stress 28 Concrete Unit Shear Stress= 1,568.00/6.1875/12.0=21.118 psi 29 Concrete Unit Shear Stress=2,888.00/6.1875/12.0=38.896 psi 30 Determine Allowable Moments 31 Top Concrete Stem Capacity=66,785 in-# 32 2nd Top Concrete Stem Capacity= 129,033 in-# 33 Top Concrete Stem Shear Capacity=0.75*2.0*sgrt(3,000.00)=82.158 psi 34 2nd Top Concrete Stem Shear Capacity=0.75*2.0*sgrt(3,000.00)=82.158 psi 35 Calculate Bar Lap Lengths 36 Top Stem, Embed into Concrete ABOVE=35.602 in 37 Top Stem, Embed into Concrete BELOW=35.602 in 38 2nd Top Stem, Hooked Embed into Concrete Footing BELOW= 9.5851 in 39 2nd Top Stem, Embed into Concrete ABOVE=35.602 in 40 Calculating Soil Pressure 41 Toe Bar Depth = 15.000-3.0000-0.5= 11.500 in, Heel Bar Depth = 15.000-2.0000-0.5= 12.500 in 42 Service Load Soil Pressures 43 P=5,787.57 Ibs, Ecc=4.844 in, Toe Pressure= 119.206 psf, Heel Pressure=48.550 psf 44 Calculating Factored Load Shear in Footing= 45 P=6,258.25 Ibs, Ecc=4.844 in, Toe Pressure= 119.206 psf, Heel Pressure=48.550 psf 46 Shear @ Toe=(13.393- 1.2000*(15.000* 1.0417+ 0.000*0.764+0.000)*18.500)/(12.0* 11.500)= 13.393 psi 47 Shear© Heele=(13.393-3,820.75-0.000-915.780-0.000)/(12.0*12.500)= 17.180 psi 48 Shear Distances from Edge; Toe=30.000 in, Heel=31.000 in 49 Toe Upward Moment=4,418.53 ft-# 50 Toe Downward Moment= 1.2000*(15.000* 1.0417+0.000*0.764+ 0.000)*30.000A2/2.0=703.125 ft-# 51 Moment @ Toe, Upward=53,022 ft-#, Downward=1.2000*(15.000*1.0417+ 0.000*0.764+ 0.000)*30.000^2/2.0=3,715. 52 Design Toe Moment<=6.5*d^2*SQRT(fc)--» No Reinforcing Used 53 Heel Upward Moment=2,560.27 ft-# 54 Heel Downward Moment= 1.2000*(15.000*1.0417 + 114.000*0.764+ 0.000+ 0.000)*31.000^2/2.0=4,935.14 ft-# 55 Add moment due to vertical soil component= 1.6000*572.363*31.000=28,389 ft-# 56 Preliminary Design Moment=56,887.559 ft-# 57 Design Heel Moment<=6.5*d^2*SQRT(fc)-->> No Reinforcing Used 58 Soil Height for Passive Pressure=35.000+ 15.000+ 0.000=50.000 in 59 Sliding Resistance due to Friction=5,787.57*0.300 = 1,736.27 lbs 60 Friction Resistance adjusted for Specified '%'= 1.000* 1,736.27= 1,736.27 lbs 61 Sliding Passive Pressure=(50.000-0.000)* 1.3889*(50.000-0.000)/2.0) 62 + (0.000* 1.3889*(50.000-0.000))= 1,736.11 lbs 63 Passive Resistance adjusted for Specified '%'= 1.000*1,736.27= 1,736.11 lbs • To specify your own Title : Gene Tanaka Page: 5 special title block here, Job# : 1438-001 Dsgnr: GLS Date: MAY 22,2007 • use the"Settings"screen Description.... and enter your title block Cantilever next to neighbor information. This Wall in Fife:z:1011438-0011retaininq wafls.m3 Retain Pro 2005,2a-June-2006,(c)1989-2006 Cantilevered RetainingWall Design Registration#:RP-1146675 Trace of principal ciculations 9 64 Sliding Factor of Safety=(1,736.11 + 1,736.27)/2,280.00= 1.5230 Ibs 65 Calculating Footing Rebar Requirements 66 RHo:Balanced=0.850*3,000.00/60,000*0.850*(87000.0/(87000.0 +60,000))=0.021 67 Key: Required Steel%=0.000% 68 Required Steel Area=0.016 in2 69 Calculated Stem Forces for Fincal Checks 70 Cantilevered Stem Calculations 71 Top Stem Section: Shear= 1,568.00 Ibs, Moment=3,658.67 ft-# 72 2nd Top Stem Section: Shear=2,888.00 Ibs, Moment=9,145.33 ft-# 73 Calcualting Actual Shear Stress 74 Concrete Unit Shear Stress= 1,568.00/6.1875/12.0=21.118 psi 75 Concrete Unit Shear Stress=2,888.00/6.1875/12.0= 38.896 psi 76 Determine Allowable Moments 77 Top Concrete Stem Capacity=66,785 in-# 78 2nd Top Concrete Stem Capacity= 129,033 in-# 79 Top Concrete Stem Shear Capacity=0.75*2.0*sgrt(3,000.00)=82.158 psi 80 2nd Top Concrete Stem Shear Capacity=0.75*2.0*sgrt(3,000.00)=82.158 psi 81 Calculate Bar Lap Lengths 82 Top Stem, Embed into Concrete ABOVE=35.602 in 83 Top Stem, Embed into Concrete BELOW= 35.602 in 84 2nd Top Stem, Hooked Embed into Concrete Footing BELOW= 9.5851 in 85 2nd Top Stem, Embed into Concrete ABOVE=35.602 in • G,t Y 0, CITY OF ANACORTES r P. WASHINGTON ,. y • - OP4 BUILDING DEPARTMENT i. CERTIFICATE OF OCCUPANCY This is to certify that the(Description of Building or Structure): :single Family Residence Located At: 3018 Georgia Place STREET&NUMBER Owner: Steve Armstrong Constructed By: Rustad Construction OWNER OR CONTRACTOR Bldg. Permit#: BLD-2003-8451 Date Issued: April 30, 2003 l' Occ. Group: R3 Use Zone: $2 EI Has Been Inspected And Occupancy Is Hereby Authorized. This 17th Day of June /' 20 04 /' UTflORZNG OFFICIAL fi ` SEE REVERSE SIDE F1D ECIAL REQUIREMENTS. ■ ■ FROM :A—E—Insulation FAX NO. : May. 19 2004 09:20PM P1 ( �iI.. .. -A ' 4t'i.it � JI Y,3 �y42 144, „'-. .k �<✓.."*. 1, *Lt G%� CLIMATE PROa) FUBER GLASS BLOWING WOOL I to .i 01) Your home has been professionally insulated to provide I a guaranteed thermal resistance. )t I a . r . • P� Floxrown 'sNAME 1,? Sec ✓ , GNS#rc4oIA. ' • . '0 . -;Qtc aeasy_s:_t. eLe..e,_ .'Cray 4Algf'or 4-t_S .. STATE _ LTl2'>" i .. 9$'t I :el I RI CORD OF INSTALLATION k, 1 PLOWING WOOL BAITSANONOWS 1� I XNI!w CONSTRUCTION 1P R1:'I'konn II VALUE TNICKNEsS AREA INSULATED It{^y1 ' El RI'altorrl' LMQ11.1 OP PR%VN,Ips f AA �e1U , I. 1 INSUTATION - . — (:1J1.1kus_. -^_ _� / O IN. F'I) I NUMANR 01'RAGS WED .,_ IN1AII., I � -- .-- IN. Sq.it. Ity1 AREA INSULATED .� tirlMAI'RP It-VALUE.w qq / 5'f- �(1 SO.FT. WALL', ...,...•b:{-- t- IN, SQ.NI: �h•1 't '�y��/ L'Rr.VI(!I IV INSUhAI IG`�_.__ 1 } THICKNESS OF INSUI AltIN-./ " TYPES)ON PRTNIOts —. .. .-' /I IN. . ._SQ.n' c +IN f INCHES INSUTA'1'InN IN AI❑, NS;InRN ..._-L!.. — /v„SIN. S(j,FT. ' ( ) R•VAIAIP.OT INSUTA'I'ION • _- ( A ( ' CLIMATE PI(0,BAG WEIGHT•27 LB.NOMINAL 6, RrVAUIE • MINIMUM BAGS PER MAXIMUM MINIMUM WEIGHT = THICKNESS 100D SO FT. ' NET COVERAGE PER SO Ff. I(, I 7A obtain an Installed 7a, iwmhrr of bags I;nntn*pf 7lw.weighl jeer I i I2',`' i+ieuiMran inru1a11an p., 7(H1Il�,ft.of MAXIMUM baga oW4 . . aT,fL.gfbWaIkd ' 1 nui5Wnse .should not n.I rimshould not .ral ltruer inaulaHaA shaubi . 4. 1 (R)of: be less than; by I ss than: rant.•Nan: sa(he lois than: I6 11 5.25 in, 0,4 I r,li sq,ft.. 0.178 lbs. 4, I 19 8,75In. 11.3 MM sq,ft. , . . 0,806'lbs. ,y .22 ' .. .9.75 in. 12.8 78 sq.ft. • ' . 0.846lbs. f'Q1 • 26 . 11,50 in. 10.0 61 sq.ft.' 0.420'1ba. • 4 , 30 . ' 12,75 in. 1.7.6 57 sq.ft, . •• • . :'0.475111a, 4) 38 • . 15.75 in. 22.8 44 sq.ft. " ' 0,815'lbs. 17.75 in. 26.4 :an sq.Et. . ' i:' 'O,7131bs.. ' 50 . • , .19.5O irl, 29.8 n•1 sq.ft. . 0.804 lbs. , 1 .60 22.7E In, R0,3 28 sq.ft.�, • . . 0.981 lbs. • ' ' i2 1 yy��,,++�� ( yh 1NSUTATION Q)NTRACEOR SIGNATURE, /l••••'i '. .. tQ/ DATE, /'t 0/eq 0 f COMPA.N4tor f/lsti/4/ Or. PLC ADDRESS_.' L 3qi ft' (?v Aff k1IIUNI,'�66 as/� J U 4), a o 4. :9 HOME BULI.UNR SIONA'njAlt _ . ._........_ .-- - __I t, L' '- q w .. (2 J COMPANY_ ADDIllt s_ -- _ 'PNoNta " • ;• 4 • 117 eY 451 c )1 Johns Manville ASpla,n Mmrllb • . a f\i►' 'c; 9 7e • - ?{ ,�y� y�`,fi;;Ir.' "..r.�•.'' k�`�`r',(,r;C�vp>,ittjv�v . 'I", <Z,•• .r.'�^�Lat`P�y>.�dtkv+) ., _ -�:r''�'TfKw(•;�Z �X�'�-�rN..'"F'`.i. .'CS,.1?'.s✓ , iY"c°+>�:.�.�^�L�N'eicv''s;.i�.v^s�>y y� Ii Annns MRmile,no.iun 6106,D ,wnr,i f 0 02 17-510 0,www.Im awn .4 mum:edenMtlon. Co tototi54:Oga. FLOW TEST INFORMATION SHEET Ah .1. Reason for Test: Bid Information ❑ Design Base ❑ L/OtherasoC""` pp...( ti. 2. Location of Property .)( j CECRfa&A 'PLe /1t4t'.c otTTt.S INA. 5- ' M(T Address) (City) (Stale) (County) 3. Date & Time of Test: Date:12/27/03 Time: 2n3C7 (am) 0 4. Test Conducted by:-ROGER.- S(&t&FU. C-ounhos.FPreifat_ rtR,t�--{�I2CST t-1"tej iAC- Name Title Affiliation 5. Test Witnessed by: Name idle Affiliation 6. Source of Water Supply: Gravity ,_ Pump n Other: 7. Name of Water District 111.1 k.COIZTIE_S Fire District 8. Is water supply provided with PRV STA's Yes ❑ No ❑ (If so what is PRV outlet setting? PSIG 9. Area Map: (Draw Sketch showing properly location: bounding streets and names, north arrow, hydrant locations i and identification numbers, distances from hydrants to property elevations of hydrants and property floors or grade, all water mains and sizes and interconnection valves, etc.) 1 —N— --------_____ yll ® act i 10. Flow Test Data FLOW AT STATIC AT STATIC RESIDUAL FLOW OUTLET ADJUSTED HYOR.NO. HYDR NO. PSIG PSIG GPM COEFFICIENT GPM METE-12_ ,Or I 6,0 I • 11, See reverse side for graph �(9��z G��. .��� %�ir��� �w�.w 12. Signed 7 Wu i 1. Witness rI A .4 • , Form No r03 Amenctn Frre Sprinter Asscciauen Inc 11325 Pegaan Sew 5-220 Owlet Square Outlet Square and Sharp Outlet Smoothand Dana,Tans protecting into Barret et Coel Cool.0 80 Rounded Coe!. 0.90 ' Rue 3499906s965 0 70 ../.TER F=LOVJ T 1_ I s:lit 'JvtAR'I' [-HE-ET Hydrant Outlet I.D. Ptto: Press. Flow Residual Date: 3/-a7 6-3 Ttme:2I_, '?r", Cont . No. No. inches psi ghrt ;lsl y 11 y" Nlv\ 14A= Zq K;CLi Go C ont . Name: m uS I :SD COf.1STIZL.1CTl C R� tz Address: 3O>�3 GEG`� I A -Pi_ . 3 ANkc-oRT WA, 9sza1 Total Flow \ 661-1 tat tc Dress• '-1 ( psi Flow l+• 20 (psi 32_73 _ q,m 1 7_-1 11 urr lin IIII I III 1111 11 1 1 l l i i MN I l 1 I I I I ! I111I Ill I I I I I I I I II I I ll I I I I I WHIM IIIIIIIII _ 120 — i - _ IIS _ /Y1f, 105 Lam..',._ _ totoo 1 // •MUIIC•N IIRt SIRINRIIR•SIOCI•IION INC - 95 = 90 I 85 : - 80 - 7 5-_�\ v 7G _ _ N 65 = 55_ - 5 \0 - \ - L 1.a rtRE H P+-TS US1 1 -0-`tL AgC n t YiJp �` T I 4 1 f S_ AcGart v -r H , p gI 35= _ 11 30 - _ 25- - 20 - scale: a_ _ 15� - 10 - - 5It. Nlas 0 -1 I I Jut Ilium ttll kale A 100 200 300 400 500 600 100 800 900 1000 Scale 0 200 400 600 b00 1000 1200 1400 1600 1600 2000 Scale C 400 800 1200 1600 2300 2400 2800 3200 3600 4000 02/26/03 WED 11:35 FAX lJoo2 02/26/2003 10:05 FAX 360 757 6330 ISLAND TITLE BURLINGTON 4 ANACOIC'1De tI uuaiuu;, iplopoplpi MOW HIS,nasal!county Addlatr RETURNADAREss Rebel 5S Pogo 1 or 1 11:Oa;2J2AM PUGET SOUND ENERGY,INC. 1700 E Colter Way Mount vemon•WA aa27a FIRST AMERICAN TITLE CO. PARTWL RELEASE OF EASEMEGECONIMDDATIDN RECORDING ONLY REFERENCE Ilk .` rI'I1077 GRANTOR: puJOET aOa)ND ENERGY,INC,A WASHINGTON COaPURATION Geserre2 JsHN a SARGENT Ate MAPJOPIEJ,SARGENT.HUSBAND MIDWIFE SHORT LEGAL: LOTS THRofuu,TJ,BLOCK sae.NORfHERNPACIFIC ADORRON TO MJACOR'IEsi ACCORDING TO PLAT THEREOF,RECORom IN VOLUME 2 OF PLATS,PAGE e,RECORDS OF SKAGIT COUNTT,WASNW®tON_ Media PORTIW4 OF Nacele 2%10WNSHIPas NORTH,RANGE 1 East.M,N, ASSCSSORs PROPERTY TAN PARCEL:3Roq`tDS-D23.-00•23 3PD4-S70-D ll-0006, KNOW ALL MEN at MESE PRESENTS US PUGETSGUND ENERGY.INC.,a Washington Crporation,is the earner Oran easame0t acgtiirad from JOHNS.RARgENT AND MARJORIE J. &ARGENT,IlttsMaab AND WE,dated May 26,1D00,lecotded in veluwllo 61Y a(Daeda„pane 206, unaorAuditor's FIE No.6g052EDo1a.recalls orsICAGIT COUNTY,e'er the real properly describ;11 therein es fellers; - LOTS 1 THROUGH 22,BLOCK erne,NORTHSRN PACIFIC ADb1T,ON TO ANACOR'TES,ACCORDING To PLAT THEREOF,RECORDED IN VOLUME 2OF PLATS,PAGES.RECORtts OF a1SAG/T caUNIY,WASHINGTON. DRaHd A PORTION OF SECTION 7P,•7LTMMSHlP96 NORI'N,RANGE 1 EST,W M. Said Company does hereby abandon end release all item smutted under said easement In and to that potion Drina awe real property desalPod as folloes acing located as Canetruc tad or to Cs mcPlnyabe an the above described property. more pardculary described as toilaws: Baninninp et the Northeast comer of sold pmpany:then fallowing the apPlmdmote bearing,and dLalancts;South 14"want, 120 feat;South 713m.dest, 217 fora to its tannitius. M WITNEs6 EREOP,raid carport'has ousar:l this Instrument to Ds aiaclgae WS r day of �' 1ad19 3KaGIT C NTr WnSM1YG�N 9911 E1r PAI Ttie'Ta, PUGGET)SOUND ENERGY,INC. SEP 161999 ByCt-cilt✓ William A.Grace STEtc rF e ) COUNTY 0 sFAyii // ) On this 9 day of r . leas,before ma,the undersigned, a Notary Public In and for the Sate of WoNdit per.duty commiadonee and cwom,personally enema Whilam A.Grace,to mo known to be me parson who sinned as Real Estate Reiresenttdw, of Puget Sound tiny.inc.,the corporation that atecaaal ma MOM ant,taiogaing Inawment,and aeknoNedded said intounnem m 11e tamer frna and voluntary not end damn and the Tres arty voluntary aC t and deal of Puget Sound Energy,Inc,farther ease and purposes therein mentioned;and on oath staled that ha was authorized to oreoula the said instrurjian on behalf of Mid Puge%Sound ETeigy.Inc. I have San tune sat m and official seal the day and ytar first above angle , r��L %�E/ ' • (T. r1 re W Notary) 6CA; /J Goof \C (Print or stamp name of Newry) p)'Y�>y\ NOTARY PI�BLIQfn��0fq ing Wacninpton, reaidira at A/w/ My Appeinlmam Expires' - 3 • �NJ+ Farad Pe* once •- - O . City of Anacortes Permit#: BLD-2003-8451 904 6th Street Issue date: 04/30/2003 P.O.Box 547 Expire date: 04/29/2004 1 t/,t< Anacortes, WA 98221-0547 �' 891 'fic W' (360) 293-1901 Job Address: 3018 GEORGIA PL ANACORTES WA 98221 APN: P108596 Permit Type: Single Family Residence Permit Project: Remarks: Construct new single family residence with unfinished basement. Applicant: STEVE ARMSTRONG Owner: STEVE ARMSTRONG Address: 3217 COACHMAN LN Address: 3217 COACHMAN LN OAK HARBOR, WA 98277 OAK HARBOR WA 98277 Phone: (360)929-1112 Phone: (360)929-1112 Contractor: RUSTAD CONSTRUCTION INC Addressr: PO BOX 937 ANACORTES WA 98221 Phone: License#: General Information: Fees: Building Valuation 185000 Traffic Impact Fee 775.00 Plan Review Deposit 100.00 Building Permit Fee 645.50 Plan Review Fee 319.58 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Sewer GFC-Residential 4,080.00 Storm Drain GFC-Residential 1,126.00 Park Impact Fee 615.00 Total Calculated: 7,715.58 Deposits/Receipts: 100.00 Total Due: 7,615.58 THIS APPLICATION IS RECEIVED BY THE BUILDING OFFICIAL UNDER THE PROVISIONS OF THE UNIFORM BUILDING CODE, AND SHALL EXPIRE BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN 180 DAYS OF THIS APPLICATION. BY AFFIXING MY SIGNATURE I HEREBY CERTIFY THAT I AM THE LEGAL OWNER OF THE PROPERTY FOR WHICH THIS APPLICATION IS ISSUED OR AN AUTHORIZED AGENT OF THE OWNER,ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHE ER SPECIFIED HEREIN OR NOT, INCLUDING CALLS FOR INSPECTIONS. f szo± -J\ Applica Si.l - Issued by onr-c 1 nv H I Schemmer Engineers Inc March 19, 2003 1978; (2) Soil Survey of Skagit County Area, Washington, USDA Soil Conservation Service, 1989; and (3) the field reconnaissance which consisted of walking over the lot to inspect slope stability conditions of the both fill zone and original surface zone, erosion, and drainage. A backhoe trench was placed, the site shown in Figure 1, to determine the depth of fill, fill foundation conditions, surface drainage, and the presence of subsurface water. i Note: Figure 1 was provided By Schemmer Engineers Inc 1 i: eg, AI! -1 (. Location of backhoe trench IN iti �,,, ,I lei_ ., — \ SCALE: 1" =40' FIGURE 1 -MAP OF LOT SHOWING PROPOSED STRUCTURE FOOTPRINT SUMMARY AND RECOMMNEDATIONS - Based on observation of both surface conditions and data obtained from the backhoe trench, it appears that before the site was developed that the original ground profile was that of rock outcrops as islands on a slope having a shallow cover of soil classed as Swinomish-Fidalgo- Rock outcrop complex, 3 to 30% slopes. While a soil type is not listed for this soil, based on my field identification and using the Unified Soil Classification, the soil is classed as being clayey silty sand with clasts of rock. Because of the presence of rock, the soil is moderately armored. Therefore excessive erosion is not expected to be a problem from normal surface sheet flow conditions. However, concentrated flows from up slope sources, if allowed to enter the lot could result in excessive erosion conditions. The underlying rock, which was encountered in the exploration trench, is relatively shallow. However, based on conditions as encountered in the trench, foundation conditions for the fill are not the best. Also a water seep zone was encountered at a depth of about 3 feet in the fill. Then at the base of the fill, a zone ranging between 0.2 to 0.3 feet of matted grass-weeds and other low growing type plant residue was encountered at an average depth of 4 feet. This 2 Schemmer Engineers Inc March 19, 2003 — New grade line VIEW LOOKING NORTHWEST Proposed retaining wall Existing fill Water seep Existing fill \..Jb — `^T •Vegetation zone Old soil surface imaisbar Rock y>7- r„ `^ Soil Zone SCALE: 1" = 10' FIGURE 2 -TRENCH LOG SHOWING CONTACT ZONE AND ROCK In regard to the proposed fill that will extend from Georgia Place to the proposed retaining wall, settlement can be expected in the fill zone. Since the fill zone can settle, for that reason, a concrete slab parking apron may not be feasible for at least 10 years. At that point in time a concrete slab should not encounter additional settlement. We appreciate this opportunity to be of service to you. If you have any questions regarding this report, please contact the undersigned. Sincerely, James B. Scott, P.E. yt �`t' • c� r .r o .r '' (�sr..ri3 ?>: A S'' i�31 d'Stl. 41 11529 m W pnJ ONau 4 Schemmer Engineers Inc March 19, 2003 is assumed to be the old ground original surface. to time as this material continues to rot, a zone of organic clay will form. This clay will have almost nil shear strength values, so slope stability problems may result not only on this lot but all the lots that have the same foundation conditions. An example showing conditions as encountered, are shown in Photos 2 & 3. This highly organic zone has an average thickness of about 1.5 feet down to where rock is then encountered. Fragments obtained in the trench class the rock as diorite. . Api ` t - ' } - �. - \ _ , f _ M -.. 1 j. , i. PHOTO 2 - FILL-OLD SOIL CONTACT PHOTO 3 - OLD SOIL- ROCK CONTACT A generalized log was prepared of the trench and is shown in Figure 2. Based on the data provided from the trench, it is recommended that all foundations be placed on rock. The blue arrow points to fill material, red arrows point to the old soil horizon with a very high organic content and the white arrows point to rock that was encountered in the trench. Bearing capacity values taken in the walls of the trench indicates that very low values ranging between 0.25 and 0.75 TSF will be encountered as soft zones in the fill material. This material will therefore be subject to settlement in the future. Then when taking into consideration the highly organic old soil horizon along with matted vegetation which is rotting now, in the future this zone will become what is called organic clay. It is possible this if the contact slope is steep enough that in the future this would be a slope failure zone. Placement of foundations on the rock, which is classed as massive to moderately blocky diorite, will provide bearing capacity values that will be well over 2.0 TSF. This will provide an adequate foundation for both the proposed structure and the retaining walls. James B. Scott, P.E. ' • GEOTECHNICAL CONSULTANT 360-293-6044 FAX 360-293-6044 Email res0fmhw(iuverizon.net J. B. SCOTT & ASSOCIATES • An Engineering Corporation 3601 West 5th Street Anacortes,WA 98221 March 19. 2003 Project File 03-1027 Schemmer Engineers Inc 3018 Georgia Place Anacortes, WA 98221 RE: Geotechnical evaluation of foundation conditions of the Lot located at 3018 Georgia Place, Anacortes, WA Gentlemen: At your request and with the authorization of Steve Armstrong, a geotechnical evaluation was made of the subject lot. Since conditions exist that would be called critical in regard to the existing slope angle and placement of a structure on a site where fill material has been placed, the City of Anacortes would require a Geological Hazardous Area Site Assessment before permits would be issued • for building purposes. This report should satisfy that requirement. The field phase of the evaluation was first made as a site inspection on March 10, 2003 and then again on March 14, 2003 to log a backhoe trench in order to obtain subsurface foundation information. Photographs were taken to document both • surface and subsurface conditions, ' 1 1 T ! * 46 ION ,{ I T- • . _ • s } r r PHOTO 1 - VIEW OF BACKHOE TRENCH SITE AREA The subject evaluation consisted of the review of (1) Coastal Zone Atlas of Washington, volume 2. Skagit County. Washington Department of Ecology, +-4S. - Off City of Anacortes Permit#: BLD-2003-8614 904 6th Street Issue date: 04/23/2003 1. P.O.Box 547 Expire date: 04/22/2004 U1 Anacortes, WA 98221-0547 lest , Job Address: 3018 GEORGIA PL ANACORTES WA 98221 APN: P108596 Permit Type: Single Family Foundation Permit Project: Remarks: Construct new foundatino for single family Residence Applicant: STEVE ARMSTRONG Owner: STEVE ARMSTRONG Address: 3217 COACHMAN LN Address: 3217 COACHMAN LN OAK HARBOR,WA 98277 OAK HARBOR WA 98277 Phone: (360)929-1112 Phone: (360)929-1112 Contractor: RUSTAD CONSTRUCTION INC Addressr: PO BOX 937 ANACORTES WA 98221 Phone: License#: General Information: Fees: Building Valuation 15000 Building Permit Fee 110.50 Plan Review Fee 71.83 State Building Code Fee 4.50 Total Calculated: 186.83 Deposits/Receipts: 0.00 _ -- ----_ Total Due: 186.83 THIS APPLICATION IS RECEIVED BY THE BUILDING OFFICIAL UNDER THE PROVISIONS OF THE UNIFORM BUILDING CODE, AND SHALL EXPIRE BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN 180 DAYS OF THIS APPLICATION. BY AFFIXING MY SIGNATURE I HEREBY CERTIFY THAT I AM THE LEGAL OWNER OF THE PROPERTY FOR WHICH THIS APPLICATION IS ISSUED OR AN AUTHORIZED AGENT OF THE OWNER.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHr HER SP IFIED HEREIN OR NOT, INCLUDING CALLS FOR INSPECTIONS. l/2-0-10JA-0 Ap ican ignature Issued by oenr 1 no