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HomeMy WebLinkAbout942300004 Geotech Assessment& ASSOCIATES.INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION NATURAL RESOURCES/WETLANDS June 5, 2002 Ms. Mary Carbis PMB 139 19689 7`'' Avenue NE Poulsbo, WA 98370 RE: Limited Geotechnical Engineering Investigation Proposed Modular block Wall Lots 11 and 12 Near Kelly Drive Jefferson County, Washington KA Project No. 102-02062 -- _-,----- ~ n----~ -,-. , i `i `_~ li !'I ~, ~ 1 i , .~.~ i 1 E ._~ DEPT. 0~ ;- , ~r,p;,~-~~r As requested, we are pleased to present this letter summarizing .our findings from the limited geotechnical investigation prepared for the proposed modular block wall. This letter provides recommendations pertaining to subgrade preparation, and backfill procedure for the modular block wall. Modular block wall plans and specifications have been prepared by Craig Owens and are attached to this letter. This limited geotechnical investigation does not include a detailed slope stability analysis or address seismic concerns. In preparing this letter, we have conducted a subsurface investigation in areas underlying the proposed modular block wall, and observe general site conditions in accordance with the scope of services outlined in our proposal KA No. PG 02-100, Dated May 29, 2002. PROPOSED CONSTRUCTION From our discussions with you on May 29, 2002, we understand two modular homes of light wood frame construction will be placed on an approximate 2.25 acre parcel. For the purpose of this report the modular homes have been identified as Building A and Building B. Our investigation has been limited to the west side of Building A, were a modular block wall will be constructed. The site is located as shown on the attached Vicinity Map, Figure 1. The proposed location of the modular homes, and the modular block wall are shown on the attached Site PIan, Figure 2 SITE LOCATION AND SITE DESCRIPTION The property is located southwest of the intersection of Thorndyke Road and Kelly Drive in Jefferson County, Washington. According to the U.S. Geological Survey, 7.5 minute Lofall, Washington topographic quadrangle map, the property is located at roughly Longitude 47.72 degrees north and Latitude 122.72 degrees west. The properly is bound to the north, east and west by single family residences and undeveloped land, and to the south by Thorndyke Bay. Krazan & Associates, Inc. Eleven Offices Serving The Western United States - =~ ,~_ r- ~ i ; Project No. 102-02062 `} i i ~ { June 5, 2002 JUN - 7 2002 v, f' ~ Page 2 The site consists of a gradual slope up to they east- -and steeper downward slopes to the west. A logging road provides access to the site. The road alignment is roughly 500 lineal feet, and about 12 to 14 feet wide. The gradient of the roadbed ranges from 4 to 10 percent, with a slight elevation change along its length. The access road will terminate near the north side of Building A. At this time a level building area has been benched into a hillside in the area of Building A. In general, the slope areas are vegetated with Big Leaf Maple, Douglas fir and alder. At the time of our investigation the parcel had been logged in the area of the proposed building locations and access road. HISTORY OF LANDSLIDE ACTIVITY A review of "Coastal Zone Atlas of Jefferson County, Washington" Department of Ecology, Volume 1 1, 1979, was performed in conjunction with preparing this study. The property has been mapped as stable (S) in the building areas and the slope areas east of the access road. The area was mapped as unstable (U) in steeper slope areas west of the property line. Bank areas fronting Puget Sound along the south end of the property have been listed as unstable recent landslide (Urs), and unstable old landslide (Uos ). Slope definitions are discussed in further detail below. Stable slopes are defined as either slopes with less than 15 percent grade and underlain by stable material such as unweathered till or unstable material in areas with no significant slope. Areas identified as unstable show evidence of past or present movement due to slope, geologic, erosional, or groundwater conditions. These areas are commonly associated with recent slides and include landslides too small to be mapped individually. Unstable recent landslide identifies areas of historic IandsIides that occurred prior to the 1970's (landslides subsequent to 1970 are not reflected in these maps). Unstable old slide are identified as post glacial, prehistoric landslide areas. SOIL PROFILE The USDA Soil Conservation Service Soil Survey of Jefferson County Area, Washington, 1975, indicates the site is comprised of Alderwood gravelly sandy loam with 0 to 15 percent slopes. The soil formed on glacial terraces and is moderately well drained. Runoff is slow to moderate, and the hazard of water erosion is slight to moderate. SUBSURFACE EXPLORATION A field investigation consisting of 3 test pit excavations ranging in depths from 6 tol 1 feet below existing site grade was performed along the proposed modular block wall alignment to evaluate the substtrface soil conditions along the wall subgrade. Excavating was done on May 30, 2002 with the trackhoe provided the client. The attached Site Plan, Figure 2 shows the approximate locations of the exploratory test pits. The soils encountered were examined and visually classified in general accordance with the Unified Soil Classification System. In general, the soils encountered consisted of 4 to 6 feet of fill overlying a 1-foot thick topsoil. The fill consisted of loose silty sand with gravel and organics. The fill and topsoil were underlain by medium Krazan & Associates, Inc. Eleven Offices Serving The Western United States 102-02062 Carbis Letter '': _ ~ Project No. 102-02062 ;:,~~ ~- { ~' ~ _ ,,,~ ~ June 5, 2002 i ~ ' ` ~~~ ~ LtiU2 ,:~; Page 3 ~- dense poorly graded gravel with sand. Thep of _graiied gravel was encountered to the maxumum depth explored. For additional information regarding the soil conditions, please refer to the Test Pit Logs attached to this letter. GROUNDWATER CONDITIONS Groundwater was not encountered in our test pit excavations. Water table elevations fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, water level observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. CONCLUSIONS AND RECOMMENDATIONS General Based on our subsurface exploration, visual assessment in the area of the proposed modular block wall and Coastal Zone Atlas research for this area; in our opinion, the slopes are relatively stable against surfical and deep-seated rotational failures in the area of the proposed modular block wall. In order to place the wall, we recommend a buildin>; setback of 3 feet as measured from the back face of the modular block wall. The slope area between the residence and the top portion of the wall can be level or graded with a 2H:1 V(Horizontal:Vertical) slope. Slopes and level areas east of the modular block wall should be graded to reduce surface run off over the top portion of slopes. By reducing surface runoff, the potential for erosion, raveling, shallow slides and debris flows will be significantly reduced. If the residence is located within the limits described above, it is our opinion that the proposed modular home can be supported on a slab-on-grade per factory recommendations. MSE Wall Systems The proposed retaining wall that will face the west side of Building A may be constructed with prefabricated modular block units, such as Lock B1ockT"'. The method of constructing the modular block wall will consist of stacking the blocks, such that they interlock on the shear keys, which are molded into the blocks. The interlocking features of the blocks help to maintain proper alignment and structural integrity of the wall. The area of the modular block wall should be excavated down to the medium dense soils, v~hich were encountered at a depth of about 5 feet during our subsurface exploration. The resulting excavations can be filled with approved on site native soil, or imported structural fill. We anticipate that the excavated soil will be suitable for re-use as structural fill provided that it is relatively free from organic material and debris. This fill material should be within f 2 percent of optimum moisture, and the fill should be compacted to a minimum of 95 percent of maximum dry density based on ASTM Test Method D 1557. Krazan & Associates, Inc. Eleven Offices Serving The Western United States ~oz•ozo6z c~~s Letter ~`;~`~ ~ ~ ~ ; ~ ~ Project No. 102-02062 ~ ~ ~~~ - ~ [JJ2 ~~ ~` j June 5, 2002 Page 4 - ___-J The construction of the modular block walls w ~coristsf of preparing-a~ficeyway area. The wall will be keyed down about 1 foot below the adjacent ground surface into the medium dense soil. Once the blocks are placed, the area behind the block wall should have a minimum 1.0 foot thick layer of crushed rock placed between the fill and hack face of the wall. In lieu of crushed rock the on-site soils consisting of poorly graded and well graded gravel with sand may be used. To provide drainage, a perforated discharge pipe should be placed along the bottom wall section. Typically, modular block walls are constructed with a wall batter of about 1H:6V (Horizontal:Vertical}. At this time the area east of the proposed modular block wall is assumed level. A slab-on-grade that provides building support for the modular home will be placed roughly 3 feet east of the modular block wall. The modular block wall subgrade and back fill area must be prepared in accordance with our recommendations below. We have provided a modular block wall detail (Figure 3), attached to this letter. Site Preparation General site clearing should include removal of existing vegetation; trees and roots; any existing utilities; rubble; loose organic laden fill and rubbish. Test pit excavation along the wall alignment should be overexcavated down to firm unyielding sail and backfilled in accordance with our structural fill recommendations. Site stripping should extend to a minimum depth of 3 to 12 inches, or until all organics in excess of 3 percent by volume are removed. Deeper stripping may be required in localized areas. These materials will not be suitable for use as structural fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas. During wet weather conditions, typically October through May, subgrade stability problems and grading difficulties may develop due to excess moisture conditions, disturbance of sensitive soils and/or the presence of perched groundwater. Construction during the extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture content and or weather conditions. If overexcavation is necessary, it should be confirmed through continuous monitoring and testing by a qualified geotechnical engineer or engineering geologist. Soils that have become unstable may require drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry warm weather. If the soils cannot be dried back to a workable moisture condition, remedial measures may be required. General project site winterization should consist of placement of aggregate base and protection of exposed soils during the construction phase. Any buried structures encountered during construction should be properly removed and backfilled. Excavations, depressions, or soft and pliant areas extending below planned finish subgrade level should be cleaned to firm undisturbed soil, and~ackfilled with structural fill. In general, any septic tanks, debris pits, cesspools, or similar structures should be entirely removed. The resulting excavations should be backfilled with structural fill. A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service as I{razan & Associates, Inc. Eleven Offices Serving The Western United States 102-02062 Carbis Letter ~-. ~ ~ ~ I~ Project No. 102-02062 ~ ~ t ~ _ ~ --.: June 5, 2002 :~ ~~ JUN L%~~% --.- Page 5 ._._~ acceptance of earthwork construction is depe J>`rt-hlor compaction of th~n~.t~rial and the stability of the material. The Soils Engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section and the structural fill section. Structural Fill On-site soils are generally suitable for reuse as structural fill. The encountered fill soil overlying the gravel and sand soils exhibited a relatively high organic content and should not be used as structural fill Imported structural fill material should consist of well graded gravel or a sand and gravel mixture with a maximum grain size of 1 '/z inches and less than 5 percent fines passing the No. 200 sieve. All Structural fill material should be submitted for approval to the Geotechnical Engineer at least 48 hours prior to delivery to the site. Fill soils should be placed in lifts approximately 6 to 8 inches thick, moisture-conditioned as necessary, (moisture content of soil shall not vary by more than f2 percent of optimum moisture) and compacted to 95 percent of the maximum dry density as determined by ASTM Test Method D1557. Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. Groundwater Influence on Structures/Construction Groundwater was not observed during our subsurface exploration. Water table elevations fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Specific estimates of the location of groundwater table and how it fluctuates with time are beyond the scope of this report. Excavations and Slopes The native soils are a type C material as defined in OSHA regulationson excavations, trenching and shoring. Temporary slopes excavated in Type C soils should be inclined no steeper than 1.SH:1 V (Horizontal:Vertical). Permanent cut slopes should be inclined no steeper than than 2H:1V. Drainage The ground surface should slope away. from building pad and graveled areas toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimutr~distance of 5 feet away from structures. Roof drains should be tightlined away from slope areas. Road surfaces should be sloped a minimum of 1 percent and drainage gradients maintained to carry all surface water to collection facilities and off-site. These grades should be maintained for the life of the project. Do not allow surface runoff to flow uncontrolled over slopes. Krazan & Associates, Inc. Eleven Offices Serving The Western United States ioz-ozo6z cart,~5 Leger R- .'? , ~f ~~~ ~ ~ Project No. 102-02062 1 ~1 ~ ' ~ > ; June 5, 2002 ,~ ~~~ JUN ~ 7 ~~,,,~ _'~I ~, -;;u~ Page 6 ~' w~~ 1 Erosional and Sediment Control ! ~ f;-, ~.- 1_`'_ Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wetlands, streams, Iakes, drainage systems, and adjacent properties. Regulations to control erosion are contained in Mason County development regulations, storm drainage and site development ordinances. As a minimum, the following basic recommendations for erosion and sediment control should be followed while grading the slope: • Perform the proposed grading and/or the disturbance of the site soils during the dry season (generally May through September). • As a minimum, track walk soil placed in stock piles and keep these areas covered with visqueen. • Reconfigured slope areas can be track walked and hydro-seeded. If slopes are graded during wet weather conditions a clear plastic visqueen can be placed over the hydro-seeded slope to reduce erosion without impeding grass growth. • Do not allow surface runoff to flow uncontrolled over the top of slopes. • Finish and stabilize grading activities as quickly as possible. • Do not place f 11 on or near the top of steep slope areas. LIMITATIONS This report has been prepared for the exclusive use of Mary Carbis and her agents for use in evaluation of the referenced project. No subsurface explorations have been made for the preparation of this report. The conclusions and recommendations in this report are based on visual observations, limited feldwork, and our interpretation of site conditions, as they presently exist. The evaluation of actual or potential ground movements is beyond the authorized scope of this report. Should any ground movement be observed we should be notified such that we can provide appropriate remedial recommendations at that time. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Geotechnical engineer should be notified of any changes so recommendations can be reviewed and reevaluated. Within the limitations of scope, schedule, and budget for this work, it is warranted that the work has been done in accordance with generally accepted practices followed in this area at the time this is report was made. No other warranty, expressed or implied is made. If you have any questions, or if we may be of further assistance, please do not hesitate to contact myself at (360} 598-2126. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 102-02062 Carbis Leiter m 1___._... -'_..~.. '~ (r ~ ~ \I !' li Respectfully submitted, KRAZAN & ASSOCIATES, INC. Wesley R. Johnson Staff Engineer WR.T/TSP:wrj ~' Project No. i02-02062 June 5, 2002 Page 7 I ~t Todd S. Parkington, P.E. Senior Geotechnical Engineer Attachments: Figure 1 Vicinity Map Figure 2 Site Plan Figure 3 Modular Block Wall Detail Figures (4 - 6) Test Pit Logs Supporting Documents for Modular Block Wall Construction Krazan & Associates, Inc. Eleven Offices Serving The Western United States 102-02062 Carbis Letter EXPIRES 5/~1/ Note: Map adapted from TOPO! ©1997 Wildflower Productions FIGURE 1-VICINITY MAP KRAZAN & ASSOCIATES, INC. 20714 State Highway 305 NE, Suite 3C Location: Jefferson County, Washington POULSBO, WA 98370 Job No.: 102-02062 360-598-2126 Client: Mrs. Mary Carbis Date: 6-4-02 ~ ~ Q} L L ~t~ V ~ ~ d ~ ;~ w ~ ~ w O _ A ~ L O ~ ~ 'p d ~ °~ , , `" ~ E ~ N ~ w . d a1 ~ N O y~ ~ d E °'o o U Z ~a m;~ ~ °~ N _ ~ >, co c ~ ` Yy . cad ~ ~ N G~ O !~ / s o~ ~c .r ~ .c~3 V i 5 a~i'~ o w v 3 w c ~ ~ Y _ o v ~:; Nd ~3d ~ O ~ E •~c c~a ~ ~ m ~' ~ ~ a ~~ C Rd= ~ ~ Z L / Y ~Y ~c°~o ~ 1p 'acv N ~ Ri •• c ~ o co ~ i .c m °' tL fC N ~'~° ~ ~ ~ ~v,3 L ~ T e v O ~, ~c~ u C //~~~ CC • ' ~ E N V 3 ~ V G E = to 0 O V~ + + t d rte.. p~ V ~ a x c ~_~ ~~o~ ~~ ~ 't~o c dam ` ° o v~ E a v ~ a. ~ ~. ~O M ~ ~ ~ 3 3 ~ _ ~ w .. a. O ~ 00 c t1 o ~ ~ . c ~ W ~.. 3 w . J ` ~ ~ ~ d +O'' LN ~ O _ = y y. t O •' r.. C O * ~' E c p~ N c i a N ~ ~ ,~ , ' o d E ~ (O i c c ~ cv o '~ 3 ~ y d ~ ' v- Y C d ~ O Y 7 _O V s.. V d ~ d m ~~ da. y ~ Q. ~ N N ~ ~ ~'~ R~ E3 ~ _. - - . E ~ N ° ~ ~ u } _ ~ ~ ' ,.~` , t ~ o f c eo ' 3 c ~ ~ m ~ d s + ~ "' O ' - ',; ' = O ou ~~ N ~ ~ i9 ~E - 'a '~ _ 7 ;~ 101 ' - ~ o d ~ c '~ q ~ y ~ ` ' ti `i1 ~ ~, ev ,p r - _ = d ~~ ~ a~ EM l0 O O L O E +_+ G1 1~---~~ ~ ~ a ~i ~ ~ C~ai = O ~ ~ c L ~ O 'a O '° E ~~~+ ° ;~ i a ~ 3 c v c, d ~ .a (~ E Nt E N~ ~ ~ v u ~ ~ caY L V ~ ~ ~ ~ ~ _ r ~ ~ y ~ .a d 'a t6 Q O C O O C O O d` N . d ++ Z ~~ rn ~~ m f- w L !- H Test Pit LQ'~~ a'~ l Client: Carbis Single Family Residence ~ : ; t r ' Figurl umber 4 Location: Near Kelly Drive S, Thorndyke Road ~ i P.°j ~ ~ig WRJ : ~ : Lo99, , , Y~ Depth of Water. Not Encountered ~ ~ Mt; ~ _ -~ ~.~ Surface Elevation: 250 Feet ~,y r I >-_ _._ _ _. .._ f SU65URFACE PROFILE SAMPLE Water ~ o Content n Description ~ a ~ ° ~ °~ . °' 0 z ~ to 6 7 8 9 Fill: Silty SAND with Gravel (SM) with Organics, Loose to Medium Dense, Dark Brown, Moist - Fine to medium grained sand 5 Topsoil Native: Well Graded Gravel with sand (GW) Medium Dense, Light Brown, Moist - medium to course grained sand 10 End Of Test Pit 1 ~ feet No Ground Water Encountered Surface Area Stripped of Vegitation 15 20 Equipment: Track Hoe Contractor: R & R Excavating Sample Method: Grab Samples Date Excavated: May 30, 2002 Krazan & Associates, Inc. 20714 State Highway 305 NE, Suite 3C Poulsbo, WA 98370 Sheet 1 of 1 Test Pit Log 2 '~ ,T~ __ _~ Client: Carbis Single Family Residence ~ Figure Nu{rnber 5 Location: Near Kelly Drive & Thorndyke Road < < Logged B~: WRJ Depth of Water: Not Encountered I~ Surface Elevation: 250 Feet ' _~ ~ SUBSURFACE PROFILE SAMPLE Water ~ o Content a Description ~ a ~ a ° . o z . ~ cn 6 7 8 9 Fill: Silty SAND with Gravel (SM) with Organics, Loose to Medium Dense, Dark Brown, Moist - Fine to medium grained sand 5 Native: Poorly Graded Gravel with sand (GP) Medium Dense, Light Brown, Moist - medium to course grained sand 10 End Of Test Pit 6 feet No Ground Water Encountered Surface Area Stripped of Vegitation 15 20 Equipment: Track Hoe Krazan & Associates, Inc. Contractor: R ~ R Excavating 20714 State Highway 305 NE, Suite 3C Sample Method: Grab Samples POUISbO, WA 98370 Date Excavated: May 30, 2002 Sheet 1 of 1 Test Pit Log 3 Client: Carbis Single Family Residence ' ' ' Figu~~ i. Location: Near Kelly Drive 8 Thorndyke Road I ~ + , i Lo99 Depth of Water: Not Encountered ~ ', - i ~~~~ Surface Elevation: 250 Feet 6 SUBSURFACE PROFILE SAMPLE Water ~ o Content y Description ~ Q ~ 0 ~ ° m ~ 0 z ~ in 6 7 8 9 Fill: Silty SAND with Gravel (SM) with Organics, Loose to Medium Dense, Dark Brown, Moist - Fine to medium grained sand 5 Topsoil Native: Poorly Graded Gravel with sand (GP) Medium Dense, Light Brown, Moist - medium to course grained sand 10 End Of Test Pit 11 feet No Ground Water Encountered Surface Area Stripped of Vegitation 15 20 Equipment: Track Hoe Contractor: R & R Excavating Sample Method: Grab Samples Krazan & Associates, Inc. 20714 State Highway 305 NE, Suite 3C Poulsbo, WA 98370 Date Excavated: May 30, 2002 Sheet 1 of 1 ~JUN• 04.02 03:38 AM P. 01 D2~'"~9 ~: Corbis Wall at Modular, Krazan Associates ;,`~ ~- kcorbisl ressure Analysis For Lock Block Wale; ' :' Earth P f ;,Ittii .F ~ 2G02 S.: ~ = lntema] angle of Friction t{r = Angle ofBackfill tv Wall Interface With Soil ~ = 35 deg ~ = Backslope Angle __ rl } ~ : `~' b = Wai] Friction Angle _' _..:.~._ , ~ = 9.46 deg kh =horizontal acceleration -- - -- kv =vertical acceleration I3 = 26.56 deg 2' i backslope y =unit weight of soil Fp = Caufomb Failure Plane Angle S 17-5 deg (cos(¢ ~ W) )2 ---- -- --- - - ------------ --- K a - -- - -- _ --- -- - --- -- - ~ Z sin( r b} sin( -p} ~', K a =0.277 (cos(W) )~ cos(yl s) ;1 ~' cos b)~ cos(y~ - P) J (W - rf~ ~Qt~~•~E't-E.~17 ,9RekEN ,BAcv d~~`cr:tLCP2; ~ 1 (2~cc<9.9E)J~2~I.S1 J{ah =cos(b W) Ka K~=0.274 ` /2 J ~' 4. F S 'Z.,. ~ 1. ~ S° K av = sin(b ty) K a K a~ = 0-039 ~ Pt- soles @~3o(.~f ,so~s~/ = Jac Psf tan(- ~) ~_Jtan(~_a) (tan( Q) I cot(- W)) (~---tan(?-_w~-cot($_ W)) T =0.255 T = ----- ---- - - a -} L~tv~ a l + tan(b W) (tan( a) , cot{~ ~. y~}) --- i -tan( a) ~itan(~ _R) (~~(~_ a) ~ .cot(+W)) ~~--~`'-n(b_._4') cot(~_-W)) i R b ratan, -- -- -- _1 ; tan(b- W) (tan(- (S) : cot( - W)) i R b = 0.249 Fp =~Rb~~1 F, G, w Sfli~ ~/~' G' Z F p = 49.292 •deg CRAIG R. OWEN Consulting Structural Engineer 220 E. 1st St. Port Angeles, WA 98362 (350) 452.8574 FAX (360} 457-8020 17175 ;~ccsl~~° ,~ ~~ Z tXPIacS a/2l/ Q ~ ~ 1S/ Y~~:~11 _ - - - .~, '.7UN•04 •02 03 :41 AM P. 01 aZS~q k h = .135 Mononabe-Okabe Seismic Analysis k~ -0 i k~ `~ A -= atan' - -- `,l-k~l 0 = 7.688 •deg K ----------- (cos(4 ~ ~ W))Z AE - __--. -- _ - ..z cos(9) (cos{ yr))~-cos(b ,y ; g}.~1 -~ _sin(~ _b} sin(~_A-_ p) ~ KAE =0.555 ~, cos(b yr, 8) cos((3+ W);1 KPH =cos(b W) K~ KPH=0.55 Keh -K~h K~ Keh =0.276 KE =K~ Ka KE =0.278 ABE = tan(- 6 - R) ABE =0-013 K EH - cos(b yr) K E K EI.1 = 0.276 BBB " - -- ~- - -- B BE = 1.338 ~(~ 9 ~ W) CBE = tan(S ° A W) CBE = 0.282 r- - - -- -- - - - - -- --~--- DBE VABE ABE+ BgE`' ~BgECBE~ l~} E BE - 1 1 ~ ~ BE~ /ABE ` B BE,~ E BE =1.381 ~~ Z~ 3 Z ~l ~ 6~ DBE =0.]56 .~ . ,, 6 ~r 171)5 ~. 9 O Z ~S~'~N,tiL~"'G~ EXPIgE$ 9/21/ O•~ ~- A ~ D aBE _¢-Art atan` --.BE -- BE~i aBE=33.23•deg EBE CRAIG R. OWEN Consulting Structural Engineer ~A ~ ~ 1 ~ /X ra ~ oi,,~ 224 E. 1st St. Port Angeles, WA 98362 (360) 452-8574 FAX (360) 457-Bn2n - - -, - - - . JUN •64-02 63 :4? AM F~ ° 6' i ~~ 79 kcorbis2 Corbis Wall at Modular, Krazan Associates Earth Pressure Analysis For Lock Block Wali ~ =Internal 'angle of Friction iy =Angle of Beckfill to Wall Interface With Soil ~ - 35 deg ~ = Backslope Angle b =Wall Friction Angle W = 9.46 deg kh =horizontal acceleration kv =vertical acceleration R = 11.65 deg equiv br bk backslope Y =unit weight of soil Fp =Coulomb Failure Plane Angle S = I7.5 deg (cos( W))Z --- - ---- - ----- a =------ -- - - 2 sin(- S) sin( R)' Ka=0.211 (~s(y,})Z cosy, S) ~ 1 i ~---- -----._._-._... I . _- ~__.~...___~___--_ cos{~, S)~cos(4' ~ R). - ~•- - - - - ~`~ ,ail ,i 1i, : ,. -- i r ~' 2002 ' •' -' K~ -cos(b ~~) Ka K~ =0.209 ~:' ~~~ - ~ ;~....~ ~ ~ 1 _~ ~._ ~•Y Kav = sin(b y~) K a Kav = 0.029 p , ~i !'Li~F ~~Fi`t .~---- .- -- ~- __ -tan(~_ P)_ ~,~tan(~_ R}_(tan(¢ R)_: cot(¢+ ~,))_(1 , -tans-- y!) c_ot(~__ w)) Ta 1 -tan{S - W) (~n(~ R} , cot( ~ 4')) ~- - tan(Q p) __ ~,~tan(~_ R) (!an(~ a) +_cot(~ ~_ W)).(1._±_t~'.(S__ ~y)~cot(~_+_w)) Rb ratan! ---- - ~ 1 + tan{b W}~(tan(~ R} ,cot{~A W}) i Rb =0.331 F p = ~R b ; ~l Fp =53.993 •deg __ 6~9~~ CRAiG R. OWEN ~ ~ ~ ~ ,~/, Consulting Structural Engineer `~ ~C. ZL~~' 220 E. 1st St. Port Angeles, WA 98362 (360) 452.8574 FAX (360) 457-8020 T a = 0.344 R eceivea: 6; ~.; 02 a:05PF:A; 'JUN-d4-E2 E3 :44 AM k h =.135 kv =0 kh 8 ratan! -- !,1-kvi g = 7.688 •deg ~/z (COS( -8 + W) )2--- - - ----- - --- K~ _- ---- --- 2-- ~ sin(¢+S}sin{¢ A-{i) 12 KgE=0.312 ~s{e) (~05( W)) cos{S ,~ - e) ~ i ~- - -- --- ------ j K AEH = cos(S - W) K qE K AEH = 0.309 K eh - K AEH K ah K eh = 0.1 KE -KAE 1{a KE=O-]O1 KEH -cos(S.- W)KE KEy=0.1 ABE -~{~ - 9 P) ABE -0.28 ~Q~-R.. C 2/ `~ ...~ ,~ f 1, S ~f 1- B - _---~--.- _ B BE = 1.338 BE - ~(~ g -~ W) C BE =tsn(S ~ A - W) CBE -0.282 ~t...ln ~n~~ DBE ~ABE~~'`~BE' BBE` ~BBECBE` i,~ DBE=0.79 E BE = 1 + ~ C BE (A BE ~ B gE,: . ESE =1.456 1-ABE' DBE- a BE _ ~ 8 • atan; --------- 1 EBE ; a BE = 46.62 •deg ~.~ f ~~ r` ~ ~~~~ CRAIG R. OWEN ~c.. ,~ j6 ~,~ / Consulting Structural Engineer ~ ~ r's~ 220 E. 1st St. Port Angeles, WA 98362 (360) 452-8574 FAX (360) 457.8020 t., • \ i F . ~ ~1i t ~~ -,,~ ~~~ 02.57 !, ~` ji, ~: ,. , , ~ ~. I ~ .. Mononabe-Olcnbe Seismic ~a~}~sis =`- ~G _. ' ,. ..~.. E%pIRE;'i 9/21/ (,3 Received: 6/ 4 ; 02 `} - Vbl"IYI; JUN-04-02 03:45 AM ~"E` ~a ~ i J ,• ~ ~~ '~ < ~ r-~ ~; i f~iZs' 9 !i~ ~ S~A~ ;~ _.~ _ .; ~_ . _ i SLV"l.tla,nr~E L' ~~ -~ q ~ w ~, u /~~ \, -------- ----- --- __. r ~- ~~ ' J J N N~ F o ~ w, 2 f- c.lti o,,~-q 2~ 0 2 - FT 85Q'~ Z -~~Is~; c ~a~ 8* ------- - - 195 ~. ~ ' ~ 8~ - i - '---- s eQ~ ~~ ~r Cl`> ~2 d V ~ u~ ~ Q (c 1M i N i n~ ~~ „~ 1.41 ~ ~~ ~'~¢ 9%11/ Q' 1.82 ~s ~c tii r~r v~~ ye `~o i~/c~u Etc 1 z~-~~ ~`'~( ~ c._1"ic/e t-'~<<~^c.(~c~ ~l ~ ?~~-S. / ~ I Z 7 JJ ( "_._. 2 le ~~ fe ~~~~ ~ ~ ~~;.; .~; ~ ~ > Z. o ~ G c,~l s ^~ s(l ~~ ++~, IL t A c~J VL -~ S'~,.~ c 1, w-4 FJ - ~ ~ 9 ~- S ~ ~E~~Q X1,5' CRAIG R. OWEN Ll ,, ~ /~, / Consulting Structural Engineer - ~~ ,Z C~1 220 E. 1st St. Port Angeles, WA 98362 (360) 452-8574 FAX {360) 457-8020 R eceivetl: 6! 4l02 4:07PI~,1; -" "' `""" ° ~ -_- ~JUN-04-02 03:46 AM P. a4 ~ `I D Z57~ i - ~ , ~ ~ ~ ~ j ~! ~~ ell -- ~ VJ~ i ~` I : r~ ~ ,; Z ~ f ~~ ,T ---.' ~' ~ ~ Z ~ i i ~ ~` 2 ~ ~s i ~r R. ~ _ _ ~Q~ ~8 ~8 f Sao) ~ ~~z\ ••17,,~ 9izii O 3 L (0 7> (o / ~j } G 1~C ~oq ~ ~~~~ ~ J,s3 I ~l G (~'~ ~ N W' ~t.~11 i:..~ ~ n (.~'~ v~~ of o 1~zg ~ , ZS9~ ~~09~ X99 7oq ~ ~,~l~~a 3r'~~ ' `~ ~+~ 9 ~ - z ;''~~ ,l , ~ ~6 > /,.~{ j lie Act; ve~ + Fw~~~ f Se,~~,Z ~ ~9)(~~ ~ ~ 1r~ + ) ~ l,~' ~,,,.,t.ti ~_ 1 ~ c~ "~~ ~ `~ ~. ~.~_ -~ G g~- z 8 4 t 31-.9) i r~ ift/'i o f~ ~ t~ > ~,S 3 t~'~S~ LWe,cf A~-~Tr ' l~ ' ~ ~,`;`L ~ ~ m.0. +~ ~ c~1 /~~' ~d% ~s1 r ~c ~~~~ . i - ~ ~,~ r LL {{ ~~/ +Q ~5 [ iS n~ ~L ~1 M C-n a"'~E ~0 ~ / ~ ~J1 ~ M A ~ W'~~ ~ !~ K by ~^~~~sa~:v CRAIG R. 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