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Home My WebLink AboutGeoTech Report for BLD2007-01922 - BLD Engineering / Geo-tech Reports - 1/9/2008 12-10-' 07 13; 04 FROM-N,L, OLSON & ASSOC, 360-876-1487 T-785 P01/01 U-302 N.L. OLSON & ASSOCIATES INC. k ' —�� Engineering, Planning and Surveying January 1 9 2008 Project Number: 6786-07 Attn: Mr. Norris Suder 13035 15'h Avenue SE Seattle,WA 98125 SUBJECT: LockblockTM Wall Design & Shallow Foundation Letter 11301 North Shore Road Belfair,WA Tax Parcel Number: 32224500031 REFERENCES: GeoResources, LLC RECEIVED Geotechnical Report Proposed Residential Remodel jpl� 11301 North Shore Road (hot 17; Div 4) SON COUNTY. Mason County,WA IVIA JobNo; suderN.01R; Dated Dec 31, 2004 GeoResources, LLC Geotechnical Report Proposed Residential Remodel 11301 North Shore Road (Lot 17; Div 4) Mason County,WA JobNo: suderN.01R; Dated December 31, 2007 Mr. Suder; Por the purposes of our analysis, NLO has found that the soil and foundation parameters utilized for our wall design and shallow foundation in the referenced Geotechnical Reports were the same, Sincerely, Wesley 4Jonson, P.E. Vol�0 ' Project Engineer C.C. Attn, Michael Luke Mason County Fax: (360)427-7798 P,O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 C1Pro)eclst2 PrDiect Folderl67M sudar\Mason County Latter doc AUWjDX� Ic rs IG �� d . 50 , � rn 9�✓� d� Au4uw v, 4-0 C� 1 Mason County Planning Intake Checklist Owners Name: Date: Project: Reviewed By: Commercial Development: YES NO Comments: PLANNER: GBM TSC CMM PBC RDH REC Site Plan: ❑ North Arrow ❑ Property Dimensions: X ❑ Streets and Driveways Shown. Road name: o All Existing Structures shown with setbacks o Well Location, Septic and Drain-field Shown with setbacks ❑ Identify all surface water (streams, ponds, shoreline, wetlands, natural or historic drainage, defined drainage ditches) ❑ Topography (slopes) ❑ Proposed Structure Setbacks (Direction/Setback): F: J R: —J S1: —J S2: —� Li Utility and Drainage Easements: Yes No (if yes enter condition #5022) ❑ Other Easements ❑ Accessory Appurtenances: Propane / Heatpump o Does site plan show landings at all exits? ❑ Variance applied for: Yes / No - parking spaces allotted? Yes / No ❑ County Access Permit Needed (add condition #0010) ❑ State Access Permit Needed (add condition #0020) Standard Conditions to be added to all Building permits that planning reviews: #5019 and #0700 Site Access: Are there any impediments (dogs/gates) that my restrict access to your site? Is the site clearly marked? How? ❑ Address ❑ Name Critical Areas: ❑ Other: Setbacks: Shoreline: Slope: Shoreline Designation: Comprehensive Plan: Rural Zoning: ❑ Not Applicable ❑ Agricultural ❑ RR 2.5 5 10 20 ❑ Urban ❑ In-holding ❑ RMF ❑ Rural ❑ LTCFL ❑ RC 1 2 3 ❑ Conservancy ❑ Rural ❑ RI ❑ Natural ❑ RAC ❑ RNR ❑ Unknown ❑ RCC-Hamlet ❑ RT ❑ Urban Growth Area ❑ MPR ❑ Unknown ❑ Unknown Water Body (type of water if unnamed): SEPA: Yes/ No Unknown Flood Plain: YES/NO Unknown Map# Aquifer Recharge: YES/NO Unknown Map# Tags/Cases: RLC/SPI Case: 6-Year Dev. Moratorium: YES/NO Eagle Nest Tag: YES/NO Other YES/NO Revised: 07-10-2007 i N.L. OLSON & ASSOCIATES, INC. JEngineering, Planning and Surveying October 18, 2007 Project Number: 6786-07 Attn: Mr. Norris Suder 13035 15th Avenue SE Seattle, WA 98125 Phone: (206) 397-6251 Phone: (360) 275-5310 SUBJECT: LockblockTM Wall Design lJo3i 144M North Shore Road Belfair, WA Tax Parcel Number: 32224500031 REFERENCE: GeoResources, LLC Geotechnical Report Proposed Residential Remodel 11301 North Shore Road (Lot 17; Div 4) Mason County, WA JobNo: suderN.01 R; Dated May 14, 2004 Mr. Suder; In the following, we have provided structural calculations for the proposed Lock Block Wall, wall design and construction specifications, and GeoResources, LLC Geotechnical Report. We appreciate the opportunity to be of service to you on this and future projects. If we can be of further assistance or have any questions regarding this project, please contact our office. Sincerely, �,`I R,�O �O� ?� 39359 0 � We�sley R son, P.E. Fss� .� Project EngineerAt i EXPIRES 5/7/a°I Attachments: Wall Calculations Lock Block Wall Design and Construction Specifications GeoResources, LLC (Geotechnical Report) P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 C.\Projecls\Z Project Folder\6786 sudar\Cover Letter.doc I II Wall Calculations and Results Slide Out (Requires 1.5 and 1.1 static and Seismic, respectively) Location Static FS Seismic FS Cross Section A-A' 2.612 T 1.559 Overturning (Requires 1.5 and 1.1 static and Seismic, respectively Location Static FS Seismic FS Cross Section A-A' 3.377 2.053 Global Slope Stability Results (Requires 1.5 and 1.1 static and Seismic, respectively) Location I Static FS Seismic FS Cross Section A-A' 2.222 F 1.716 The spreadsheet analysis and graphical results of our slope stability analysis are presented in the following. Sudar Lock Block Wall October 10, 2007 1. Determination of Structural Dimensions Bb 7.5 Bb=Bottom width of wall in feet Bt:= 2.5 Bt =Top width of wall in feet a := 9.46 a= Wall Batter measured clockwise in degrees assumed zero more conservative H,:= 15 Hw=Inclined height of wall in feet Hemb 1.5 Hemb =Embedment depth in feet He = Exposed wall height H =Wall Design height He:= Hwy cos(a•deg) - Hemb He= 13.296 feet H:= He+ Hemb+ Bb•sin(a•deg) H= 16.029 feet O=Inclination of back wall measured clockwise from horizontal plane Bb- Bt 180 0 := 90 + a - atan(( — Hw TC 0 = 81.025 degrees Note: A 26 degree backslope was utilzed to accomadate slide debris material if it should occur above the wall. P=Inclination of ground slope behind wall R := 26 degrees Accounts for potential slide debris collecting above wall 2. Determination of Earth Pressures utilized the various soils encountered in the borings excavation to arrive at a soil unit weight of 135 Ibs/ft2 y := 135 y=Soil unit weight �=Friction angle of retained soil assumes silty sand, sand and gravel conditions 38 overall soil friction average Average of glacial till and spalls assume zero cohesion for soil S=Friction angle between two dissimilar material say 3/4 � based on gravelly silt soils encountered in subsurface excavation. '- 14J'� Expose Wall Fleight 13.5 ft Page Number(1) Total height 15 ft Tilt height 16 ft Sudar Lock Block Wall October 10,2007 Coulomb Eq. :_K sin(A•deg+ •deg) 2 a 2 2 sin -deg + 8•deg •sin •deg — P deg sin�6•deg) •sin�A•deg—S•deg) 1 + [ ( sin(A•deg — S•deg)•sin(A•deg + (3•deg) Ka= 0.438 P = Resultant of active pressure Ka H2•y P:_ 2 P= 7598.09 PH := P•cos(90•deg — 0•deg + 8-deg) PH =6029.99 PV := P•sin(90•deg—0•deg + 8-deg) PV = 4622.786 Expose Wall Height 13.5 ft Page Number(2) Total height 15 ft Tilt height 16 ft Sudar Lock Block Wall October 10, 2007 3. Evaluation of External Stability Wall's Center of Gravity The center of gravity (CG) of wall is estimated by taking moments of all unit masses about the toe of the wall and then dividing the sum of the resisting moments by the weight of the wall in X'Y' planes. The CG arms in X'Y' planes is then converted to CG in XY Planes. The weight of the wall consist of all resisting masses including soil masses situated immediatey behind the wall below the assumed failure plane. For simplifying calculations, all resisting soil masses can be considered to be triangular in shape. block _4320! Block 138.24 _.._ Vo ul me 31.25?. Spalls 135! .. .. > __..{ Mass Moment Area E xl _ Y'1 Weight X Y. Mass Unit ft^2 ft ft Ibs Block 1 12.5 3.3 j 12.12 1728 5702.4 20943 36 Block 2 37.5 _3.5 5 76 5184 18144 29859 84 I Block 3 18.75 3.9 0.92 2592 10108.8 2384.64 ! --Block 4 0 0 0 _ Block_ O 5 --- ._.___... 0 ._.. 0 _� Block 6 0 0 ` 0 0 0 0 [ Soil Unit 1 4.7 ! _5_ 11 634.5 3172.5 6979.5 I Soil Unit 2 7.6 I� 6.5_ 3.5 1026 1 6669 1 3591 Soil Unit 3 0 j 0 f 0 0 0 I 0 Soil Unit 4 0 0 0 0 0 0 ........ ) __. ... . 43796.7 63758 34 $ l ITotal 33.3 r l Weight 11164.5 Ibs x.ff 3.922854 feet _. I ± .`Yeff 5.71081 feet ------- Pull these values from table xeft := 3.9 Yeff:= 5.7 weight of wall and soil resisting overturning Weight:= 1 1 164.5 Ibs Expose Wall Height 13.5 ft Page Number(3) Total height 15 ft Tilt height 16 ft Sudar Lock Block Wall October 10, 2007 a =Horizontal arm of of W measured from toe XY plane a:= cos(a•deg)•(xeff+ yef .tan(a•deg)) a =4.784 feet b =Verticle arm of PH measured from toe XY plane b :_ H - Bb•sin(a•deg) 3 b =4.11 feet e = Horizontal arm of Pv measured from toe in XY plane ee := Bb•sin(90•deg - a•deg) - 3•tan(90•deg-0•deg) e = 6.554 feet Evaluation of Overturning Stability MR = Resisting Moment =Wa+Pve MR:= Weight•a+ (Pv)•e MR= 83707.344 Mp Driving Moment=PH B MD:_ (PH•b) MD =24784.511 FOSO := MR FOSo3= .377 D Expose Wall Height 13.5 ft Page Number(4) Total height 15 ft Tilt height 16 ft I Sudar Lock Block Wall October 10, 2007 Evaluation Of Sliding F = Coefficant of friction between units F.= tan( deg) F = 0.781 N = Reaction at the base of the wall N:= Weight-cos(a•deg) + Pv•cos(a•deg) + Pl_1•sin(a•deg) N = 16563.672 Fr= sum of forces providing resistance to sliding Fr:= N•F+ Weight.sin(a•deg) + PV•sin(a•deg) N•F= 1.294 x 104 Fr= 15535.741 Weight.sin((x•deg) = 1.835 x 103 Fd = Sum of forces driving the wall in sliding Fd:= PH'cos(a•deg) Fd = 5947.985 F FOSS:= r FOSs =2.61 Fd Eccentricity := Weight.cos(a•deg) + Pv•cos(a•deg) + Pl_1•sin(a•deg) N,:= N•cos(a•deg) Nh:= N•sin(a•deg) N, = 1.634 x 104 Nh= 2.722 x 103 X = horizontal distance of normal force from toe Weight•a + PV•e — Pl1•h X:_ Nv + Nh•tan(a•deg) X= 3.509 feet Expose Wall Height 13.5 ft Page Number(5) Total height 15 ft Tilt height 16 ft Sudar Lock Block Wall October 10, 2007 ex= eccentricty of the base reaction in feet from the center of the base of the wall along the plane parrallel to the base of wall. Bb X ex:_ — - 2 cos(a•deg) ex= 0.193 Bb X Bb X 2•Bb — < cos(a•deg) 3 3 cos(a•deg� Bb = 2.5 X -3.557 Bb - X -4.046 Bb 3 cos((x•deg) cos(a•deg) 2• 3 = 5 3 Seismic Analysis Determine the tolerable wall displacement. Ao:= .332 d := MAO d = 3.32 inches Obtain a design value Kh Used method shown in Allan block engineering manual page 54 to determine Kh. (A 1.2� Kh:=, .67•Ao•I 0J d Assume K„=0 Kh = 0.125 K,:= 0 Use the value Kae to determine to obtain the wall weight and apply a factor of safety to this value. Seismic Section 2 Ka'Hv.y P:= P= 7598.087 0 = 81.025 '"^ 2 Expose Wall Height 13.5 ft Page Number (6) Total height 15 ft Tilt height 16 ft Sudar Lock Block Wall October 10, 2007 3 := 26•deg Active Case for local ground acceleration for fill soils From AASHTO Manual and Monobe-Okabe Method for Kae As:_ (90 —0)•deg K 0 �s:= 0-deg Kh 180 yr := tan(( — I — K, n yr = 7.205 3 ss= 4'�s cos( s —0 s — W•deg) 2 Kael *_ 2 2 — yf•deg cos(y .deg�•cos(Os) •cos(Ss + 0s + y -deg) 1 + sinSs + �s •sin �s — R cos(6, + Os + yf•deg)•cos(p —0s) Kae I = 0.702 Ka=0.438 Dynamic Earth Force PAE 2-KaeI.7-H2•(1 + K,) PAE = 12169.913 APAE PAE — P APAE =4571.826 Expose Wall Height 13.5 ft Page Number(7) Total height 15 ft Tilt height 16 ft Sudar Lock Block Wall October 10, 2007 Resolve the active earth force and the dynamic earth force into horizontal and vertical components. DFdyn:= APAE Ss = 28.5 deg DFdyn = 4571.826 DFdynh:= DFdyn•cos(6s) cos(6s) = 0.879 DFdyn,:= DFdyn•sin(ds) DFdynh= 4017.799 DFdyn, = 2181.487 Fah:_ (P)•cos(ds) Fav:= P•sin(6s) Fah= 6677.329 Fav= 3625.494 cos(90•deg—0•deg + 5-deg) = 0.794 P P•cos(90•deg —0•deg + 6•deg) := P.sin(90•deg — 0•deg + 8•deg) P11 = 6029.99 PV = 4622.786 Determine Resisting Forces Used Method described in Allen Block Manual For determination of sliding and overturning Weight of Wall Facing Determine resisting forces �s = 38deg Weight of wall facing per linear foot Weight= 1.116 x 104 Ibs Maximum frictional resistance against sliding -( does not include passive resistance) Fri :_ (Weight+ Fa, + DFdyn,)•tan(0 Weight= 1.116 x 104 DFdynv = 2181.487 Fav= 3.625 x 103 Fri = 1.326 x 104 Safety factor against sliding F FSslidin r DFdynh = 4017.799 g Fd + DFdynh FSsliding = 1.559 requires "FS.sliding greater than or equal to 1.1 Expose Wall Height 13.5 ft Page Number(8) Total height 15 ft Tilt height 16 ft Sudar Lock Block Wall October 10, 2007 P 13 J + APAE•(.6H) h i := l N10s:= (Fah)•hi•cos(5s) PAE N10s =40775.543 MR N1R= 8.371 x 104 FSot.seismic�_ — Mos FSot.seismic =2.053 Weight•a+ (Fav)•h FSot.seismicl :_ (Fah)'h cos(Ss) Summary of Calculations Results for Rockery Static Evaluation Evaluation of Overturning Stability, Static IFOSO = 3.377 Evaluation Of Sliding , Static €?SS 2' 1 ` Results for Rockery Seismic Evaluation Evaluation Of Sliding , Seismic requires "FSsliding" greater than or equal to 1.1 Evaluation Of Overturning , Seismic Sot s i aG 2'(?7 requires "FSot.seismic" greater than or equal to 1.1 Expose Wall Height 13.5 ft Page Number(9) Total height 15 ft Tilt height 16 ft Suder soil strength Comparison c:\slopestability\suder\lock block slope surface#1.plt Run By: Username 10/19/2007 11:35AM 70 -- Soil Soil Total Saturated Cohesion Friction Pore Pressure, Piez. (bad Value Desc. Type Unit Wt. Unit Wt. Intercept Angle Pressure Consta4 Surface Peak(A) 0.3226) 1 No. (pcf) (bcf) (psf); (deg) Pa(am. (psf) No. kh'Coef. 0.166( )< Fill 1, 135.0 142.0 150.0, 35.0 0.00 0.0 0 I concrete Z 137.6 1�7.6 5000.0 40.0 O.W 0.0 0 60 -Q.-S:---31--135.U---435.0----00 42.f�--UIM---0:0--L--0-- ---�---------�------------------ --------- ------ w.z. 41 125.0 135.0 50.01 35.0 OAO 0.0 0 1 1 1 1 till 5; 125.0 1,2.0 750.0; 36.0 OM 0.0 0 cr rck 6, 135.0 138.0 0.0 35.0 0.00 0.0 0 /2 � 13 ' I 1 1 I 1 I I I 5 I I I I 1 1 1 1 5 I I 1 I I I I I I I ----- I I I 50 ________I__________I_________J_________1_________1_________L� _ L____-----I_________J_________J___ I I I I I I 1 1 I I 1 I I I 1 1 I 1 I 1 9 10 1 1 I 1 8 I I I 1 I I I I I 4 5 1 I I I I I I I 1 I II I I I 1 I I I I 1 I II I I I 1 I I I I I 40 ___-____I_________J_________J_________1_ _______1_________L_________ _________I_________J_____----J- I I 1 1 1 1 I I 1 I I I I I I I 1 I 1 I I I I 1 I I 1 1 I 1 I 7 L I 1 1 1 1 I I I I 1 1 1 I I 1 I I I I 51 I I 1 I 1 I I I 1 1 1 I I I I I I 1 I 1 I 1 I I 1 I 30 __ ----1---------1---------L--- -----L---------I---------J---______J--------- 1 1 1 1 1 I I I I I 1 I 1 I I 1 1 I I 1 I ` I I I I I I I I I I V 1 1 I I 1 I I I I 1 1 1 1 1 1 I 1 3 14 5 1 I I 1 I I I I I I I I I I 1 / 3 3 I I 1 I 1 I I Q I I I I I I 1 I 20 -------- _ _________1___ _____L_________L---------I----------1---------J---------- 8 I 1 1 1 1 1 I I 1 I 1 I I I I 2 21 1 P 5 I � 6 I 1 1 i 1 1 I 1 1 I I I 1 1 I I 1 / 0 1 1 I 10 -_--______1__________I_________J________ I I 1 I I I 1 I 1 1 5 5 I I 1 I 1 I I I t 1 I I I I I I I I I I I 1 I I 1 I I 1 I I I 1 1 0 0 10 20 30 40 50 60 70 80 90 100 110 GSTABL7 v.2 FSmin=1.810 Factor Of Safety Is Calculated By The Modified Bishop Method GSTABL7 Suder soil strength Comparison c:\slope stability\suder\lock block slope surface#1.plt Run By: Username 10/19/2007 11:35AM 70 Soil Soil Total Saturated Cohesiqn Friction Ppre Pressure, Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant!Surface No. (pcf) (bcf) (psf); (deg) Param. (psf) No. Fill 1, 135.0 142.0 150.0, 35.0 0.00 0.0 0 concrete 2; 137.6 157.6 5000.0 40.0 0 b0 0.0 ; 0 60 -Q.S.---3:--135.0---4350----0:0 -- 42:0--- 0100----fly- --0-- --- --------- ------------------ --------- ----- W.z. 41 125.0 1`35.0 50.0 1 35.0 OAO 0.0 0 till 5; 125.0 142.0 750.0; 36.0 0;00 0.0 0 cr rck 61 135.0 138.0 0.0 I 35.0 0.00 0.0 0 1 13 I I 1 ! I I 1 1 ! 1 1 I I 1 I I I 5 1 I J 1 I I I 1 I I I 1 -----I 1 1 I 1 I 1 1 I I I 1 I 91 10 I I 1 8 1 I I 1 I I 1 I I I I 1 I 1 I I 1 I I 1 I I I I 1 1 I I I 1 I I I I I I I 1 40 ________I_-________I_________J__-_-____1_ __-___-1_-__-____L________ _________1_________J________-J________ I I 1 I I 1 1 I I I I I I I I 1 1 1 I I I I I I 1 t 1 1 1 I 7 I I I I I 1 1 1 1 1 51 I 1 I I 1 1 I 1 1 I 1 1 1 1 1 I I I 1 I I 1 I 1 1 1 30 ________I--_______-I_________J- __ ____1______-__1_________L_-_ _____L_________1__________I_________J________ 1 I 1 I I I 1 1 1 1 I ` I 1 I 1 I I 1 1 I I V I 1 1 1 I 1 1 1 1 I I 1 I I 1 I 1 3 I4 5 I 1 I I I 1 I I 1 I 1 I I I I 1 II' 3 I I 1 I I 1 I --__---- Q I 1 1 I 1 1 1 20 t______ _ p(_ ____ 1___ _____L____-____L_______-_I_________J_________J________ , O I I I 1 I I 1 1 , ^ I I I I 1 1 1 1 2 2! 1 I 1 1 1 1 I I 2 I 1 1 1 1 I I I 1! I I I I I 1 1 1 I 1 6 5 1 I 1 1 I 1 1 1 I I 1 1 1 I 1 1 1 I I 1 1 1 1 1 I 1 I / O I 1 I I 1 10 ____ _____J____ ___1_________1_________L_________I____ _____1____------1---------J________ I 1 I 1 1 1 I 1 1 1 55 I 5 1 1 1 1 I I I I I 1 1 1 I I I I I I 1 I I I I I I I I I I I I 1 I I I I 1 I I I I I 1 I 0 --�-- 0 10 20 30 40 50 60 70 80 90 100 110 GSTABL7 v.2 FSmin=2.350 Factor Of Safety Is Calculated By The Modified Bishop Method GSTABL7