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8 ~ O ~ p ~ ~ O p cD J ~ O l9 t~ J ° ~ fLl ~ OL - ~ ID ~ ~ ~ 0'J ~ ~ ~ ~ a K ~ ~ z z 00 w ~ z o o 8 Imo- 0 w ~ z 8 v N F o w ~ z c N n m ~ ~ W ~ z n m ~n v ~ ~~ a O p p W Q o O o - W a o ~ - m W ~ a v f] 4 ~ o W ~ a m Q m Q o o ~ ~ a m Q o m ~ ~ = m Q m n ~ n f Q n o ~ ~ m N N ° ~O O N N ° N ~ N N N ~ ° ~ U N N N ~ ° ~ N G Q U ~ v ~ - -N O m W O m W O m W O m W O z ~/ w w W N _ ~ Z O N ~O ~ F= m n U c9 1 W m m O F m m U ~ ~ ~ J ~ w m z ~` O O ~ N ~ Ov~o ~ =e - Q X88 a [D ~ m m > ~ e ~ a + + ~ o m N N ° ~ ~ U K K m W m ~ w m O ~ ~ ~ O m Q m m z m > m m 0 a - ~mm "' w ~ Q w ~ ru ~ ~ W ~ m 088 ~ ~8 ~ O ~ ~ ~ Z N O ~ ~ Opp W ~ p Qum p ~ ~ ~ m N N U ° ~_ ~~ O m w ~ ~- ~ m O ~ ~ U a„~m zm W "> "~ O ~ m m w F c U ro w ~,~~ ~ -~ m 088 J ~8 ~ O ~ ~ ~ ~ z m ~ ~ io IY] O N N~ ~ O ~ ~ + + ~ m m N N ° ~ ~ K K ~ p] W 000 ~ ~ "' n ~n '" ~ m U z m Wav ~ ~- m m w F U ~ m tu~~ ~ w~ ~ pee J ~ e ~ c ~ o ~/ zn`~ ~ ~ ~ O m + ~ ~ O ~ "~~ ~ °~ N m w H p m 0 ~ w m ~1Dn U zm_ a n m W ~ ~ w0 ~ m m w w = ~ U w ~ OC ~ J m Z O 0 0 ~ ~ N J ~ Q ~ o ~Z~~~ m ~O O ~ w o O O w m ~ ~ w o m ro U o 0 z m w~~ W m m 0 w W ~ N U w ° ~ ~ -~ N ~ o°° J ~8 ~ Q ~ N h ~/ Z c0 l9 ~ N ~ O ~ O ~ ~ o U mmm ~ °~' 0 N f11 W O~~ U ~ °_~ Q m w~~ ~- ~- m m ~ W ~~ U z n t~J~ ~ "~ m N ~ O O ~ N ~ 00~D ~ ° e Q O ~ z m ~ ~ oC ~ ~ ~ o ~ ~ m N O m 8 (D 1- O ~ m ~ ~ ~ a N N Z h W ~ `r O F m m w ~ ~ ~ ~ ~ ~ ~ m ~ O e ~ O N l0 J = O [~ ~ N - ~ _ W Z n ~ O ~ mN ; H O ~ a + + ~ N ~ "mom ~ o~ O m w o ~ ~ ~ w m n Z N w ~ ~ O ¢ m m m w ~ p U o h ~ J ~ ~ ~ ~ "88 ~ °m1D J ° ° F=- Q ~ m ~ z ~ m ~ m ~ o ~ a + + N m o U o~ O m W m 0 O O U o m i W h 0 Z N m v li F v ~ m m w ~ ~_ ro ~ ~ ~ w ~ p Z O 8 ~ N ~ o~~ w ~8 ~ m ~" h ~ V N ~ ~ o ~ p ~ Q b ~ ti + + ~ J ~ U m om m U ° ~ O m w ~ ~ O ~ cnD O ~ wv' v ° Q ~ m Z N Wmm 0 a m m m W ~ U ~ ~ ~ Q w ~ ~ m ~88 ~` ~ pmcn J ~e m o F Q ~m ~ zo°e ~ a ID ~vc'~n > ¢8 ~ m N ~ ~ ° O U - U °' ~~ ~ m w I \ ~ I I \\ ~~- 1 v o ~ ~ O ~~ ~ m O O = N O Y ~ Z Z L K Z5= Z3 °,,,~ °~ z 4 aw"'uz Z i j W z0 O Ozz FW 000 ~~ =z 3 ~ NaN=3 °N K Z ao ~zz OO FAO ~z wpm dOw > ~ , 0 ~. _ \ I O / ~ W I N I II o _ N ~ ` 4i Q J o I 7` I U N O O ` I ~ I I ~~ ~I I 1 O o O' s I o p ~ ~ w 1 -y' ~ 1 Q m m U z l ~ 1 ~ ~' ' '~J` m can ~ ~ Z~ m ~ ~ _ I I w ~ ~ IQ w m 0 0 0 8 J ~ O I ~ 8 I I ~ ~ ~ K - I I I ~ ~ z ~ ~ ~ (n O N N ~ ~ 8 1 ? N ~ o 1 ~ m m U ' 1 I IO 1 n ~ W O I I V I I _ + 1 m ~ t m I I I I ~ \~---- I i ~ ~~ ~ I 1 I O ~~ 1 -I---- --- ---- O ~ ~i- ~ ~~ I O O I ~ ° I '^T u ! p ~ O ~ U N w~ 0 O r N m m w ~ m U o _ ~~ J ~ w m = o ~ O N ~ ~ ~ O 0 ~ o ~ z m ~ ~ v O ~ p ; J ~ a + + O ~ ~ w o~~ ~ w8 o m ~ Z N W m m O F m ~ m m W ti c~ ~ J ~ ~ m °o °o ~ pcnm J ~e ~ m ~ m ~ Q m ~ z88 ~ b 8~~n j Qo Noo j og U - m U m O m w N m F O N ~` ~ ~ ~ Wmm w0 a m m m W U ~ v J ~ ~ w N Z ~m° ~ '~ ~ O N lD J ° 00 ~ m ~ N Q ~z;m~ 07 Wmm > a~ a + + U c~noo ~ o O m W O ~~ rig I 1 I ~1 J I m Q I 21 1 ~ w m v ~ U o " O N 1 °~'mm ~ ~ m Q I w F a I U o I~ I ~ ~ Q W N ~ ~ ~ m 1 ~08 w 0 1 ~ o ~ ~ ~ 8 e ~ m m 1 ~ z m ~ ~ ~ ~ ~c1DOm ~ ~ N w/ a + + ~/ ~ Nom ~ o ~ 1 U N m U m I O K K n m W I ~ W 000 U c9 1 w ~ ~ O Q m m w = U ~ ~ w ~ ~ Q w m W z ~ O O ~ N ~ o~~ Jag ~ ~ ° N N ~ m °oo ~ ~g N + + ? D O U m m U m O ~ ~ w m ~ ti Z m 7 ~ w m oNm U o~9 m w^'~ ~- ~m m m ~ w W F c U o '" J ~ IQ w ~ N '" _ Z n N a O N N J O O I=-- Q ~ o ~ z N m ~ m m ~ N O O ~ ~ ~ U m m U m ~^ O w m yw~~t~ ~~ +~~~~ ~dB~iB 4~ N Cn W In ~ 7 ~ o icy( z ~ ~- w c~ m j w z r O x ~ 0 0 o U z ~ Oz~~ra o m m ~ ~ °a ogc~i ?~ w O UW~ pz W ~ v w aNW~zO O ~ U z F J j tQ w "~ o °00 ON ~ ~ ~° W 7 ~OOO J?b0 ~I N OZH =~ FO Q s _ ~ ~r ~ m w ~ - w O in o 0 ~, f- ~' G w o°O w a°o v"i ~ zso3 OLL~ ~ m Q w w> ~ g ~ owt-u Z W~ N 7mN o ,~ U U - ~~ m m m O a> Fzz yO o ? M (J p] w pOw ~ ~ Oo,n J w'~ Ovi ,n ~ ~~ > ~°~ W~~ ° > m m m 4 N N U z l Q m N U z m Q N om U z m ~ D O a ~ z ~ ~ N z ~ win z ~ wm "~'mm ~ a ~mm ~ ~ ~mm ~ ~ ZZ ~ o-~ J ,° Omc J ,~ ovm ~ ,~ ,;, O O O ~Y ~ ~mn (~ w ~ww U w ~'no U w r = z 0.' o~ a zm awn zm anw zm w ~. w w rv w w F-"v J a w°in ~ a- www ~ a- www I!_ a- U w U caw U ow JO ~ ,~-= w ~v w ~v moo , ~bo , mob , 'm a ww U wtO V ww oo N oo Na oo u~b ~~~ ~ w~ G,~~ ~'zJ` ~ ~~~ ~ ~m ~ ovw ~ oo ~ ov- ~ oo ~ o-w w' o0 ~=O ~ ~ ~°~ J m ~ - ~ m ~,n Z m ~,n Z o-°° u~ ~o z ogO u~ ~o z o_pO u~ ~o w oo Imo- ~ g- Fes- _ W -- tQ- ~ ~ oo ~ w- J po ~ ~ °o ~ o0o W o ~ o v w ~ ~ oaw w in ~ m v, ~ m ,n ~ m vi a m a o m n < o t- Q ~- t- Q ~- 1- Q ~- m Qoo > ~o m Qom > ~o m Qmn > ~o w m n F- w n n ~ w n w ~ ~ ~ + + ~ ~ ~ + + ~ ,n ~ ~ + + ~ ,n ~ z,nm N ~ zNw ~ ~/ zoo ~ ~ mvv U °w U Nvv U °`~ U ~vv U ° v CO U V N w a m o o w w a o Own w a o - - - ~ m ~- n- > ~~ m~ v> ~ o m~ v w > ~ b MM N 61 O~°° ~ N N N ~°° ~ N N N ~° °n O U V O V U O U U 4' , ~ my ~ c ~ ,~.~ ~ c J ~~ Z v n mw a mw mw U U - U U - U U - ~~ ~~ x~ ~ O ~ w "~~ m u°, M m w ~ r ~ ~ ~ ~ ~ ,- ~--~ m m m ~mm J "'O ~o~ J w°o o~ro ~ ,z,o pro ~ W °o Q J z ~ z z ~ z z A W N W w w < m W m w < N W w o a m I w o a ro N ~~a U ~ t °-~mo U ~ `" ~~m U w'" ~mm 0 n ~mm 0 ~ ~mm ~'- Jmm ~'- [~ Q w u°'i v°'i ~< w N~ ~ a "' W m° tL ~ m w~ ro w~ ro w o w w F m O ~m,n ~~ ~m,n ~~ ~mm ~ w <J wp w U tam w U wo w U w° ~I- W ~- '- Q w `r ~ Q w `r ~ '- Q w~ ~ ~ Q w~ ~ Q w W ti v w W ~ V w W ~ N ~ rY ~ IL ~ N ~ ~ IL ~ ,n ~i ~ IL ~ 'n ru IL ~ 'n ^ Z U c7 U c7 N U w w ~ p p ~ 0 0 X 0 0 X 0 0 h--i ~ Q wm ~ Q ww ~~ Q ~'4 moo ,n oo ' ,n oo m oo ,n o = ~u of o[ IL ~ ~i~~ ~ ~ ~a ~ m Z pmN W z~ Z Omw W ~~ Z ONin W ~o Z OwM w ° o (Yi (n Z z °o°o ' N z g°o ' No z °oo ' No J m ~m ~ m ~m ~ m ~m J m ~m Q~ Q ~ ovw ~ oo ~ oww ~ ow ~/ per- ~ oo W w Q w wo Q W zo~ ~ w zo~ ~ ~ m~- ~ m~~ J m~ ~, ~ o ,n g W b ~ o '" o w b ~° w o m o o w o tW-7 ~ a ~ Q I- Q _ H Q v w a o o a o w w a o N N a o w N N F- w N V' I-- w N O S m a m w > ~ p m Q a m > ~ p m Q w v > ~ o m Q m v > ~ o ~/ Z N N O ~/ Z Nv _ d/ Z N,n ~ ~/ F-++ ~ O ~/ ~ ++ ~/ S ~ r ++ ~/ O ~ ~-++ ~ O '~' } M °w~o w a° ~IDN w a- 4wv W av ~ ~~o Z °o Z Nam ~ °o Z `~O~ ~ °o J Nmc Z °o LY m Qmm > ~°o m amv > ~ o m Qmn > Jo U - U °' U U °' U U °' U U °~ O ~/ ~ `nmM U °Ow U Nmm U °~ U `nmm U °`T „~~ mw "1p~ mw ~ ~w "w~ mapi ~ ~ m W ~ m W O m W O I I I ~ ~ x I N I I ~-~E--~ I I d' I I 1 ~ N I R -~~ ~ / ~ ~ / 1 I . - ~ I ~ \ O I I ~ ~ - M I ~ I M I I q 1 I I ~y4~tA ~ n rn ~ H I I _ F-'-11 ~ I O I - -I- - - - - ~ O- - - - - -I-' -O bij a Q?:' A I ~ I I O I I d' L ch ~ ~ ~ i I .~ ~ M I K~1 ~ I I I ~ W cu 0 y ~ I i \~ I j v Vim, V~ ~ ~ I ~ H 3 a~ k ~ I I ~ " ~ ~° I 3 I I 1 I I ~ mm W I -~ I I I I Q= n ~ i I ~ I I I • +~. 3 m 1 N I I I I I o m I I I I o V~ I I I I P J~ I I I I ~_ I I I I I c./> Lo,t~ I I I I I ~~~ I~ W I I O I O ~ I O I O~~ Q I ~ i I I ~ i Um ~ ~ ~ I o ~ I I o m I , I > I I I > J I J i ~ ~ ~ ° I m M 1 ~ o ~ I I Q I I I Q ~~ o I I ~ j I I~ °° I ~ ~ t 1 0 'ZZ~ m I 3 J W 0 i I i = c z v v ~ I Q I I I Q I I ~ I f" I I 1 I I I I I J ~ I ~ ~ X30 ~ I I , I I w ~ i s ~ I ~~ I I o ~ I ~ I I M I O ~ z U N ~~ I i O I I ~~ I O ?a I I N ~ I I ~ I w °~ I I ~ I ~ I ~ aw I I ~ o ¢~ I ~ I I ~ I a~ I iv I I I I I om ~ O( I I ~ ~ I OQ i I I i I p ~i ri I I ~ ~ ~ I 0o I I 1 O 1 d oa I I I I~ i Q z z I r'nj I I I 1 p I I I 1 I I U Ww i I i i ~ I z z I 1 ~ I I I ~ ® ?- 0o I I ~ I I O I ~ m NN ( a O I I~ I IW I i + I W a s I „~ I = ~ ~ 1 ~ F _N I I CU ~ o I I ~ ~ ~ I I I ~ z I 0 z ~ , c ° z °C ~ ,n ~ =N ~ d'N OO J~ a ~ O d U °NFwU' c9 "-' w W O r~ ~I OO otz ~ U z~ zw z ~ tl uWZ o a~ `3 ~° m o- oa 30 3 0 ~ z~mua~z z~ a w z sew °z o °m z o o° u °~ ~NOZ3~ v G° z°N~ zG a° ° u ~ ~ u '}~ =I-Q w° ° _ ~ N~ o Z ~ c~ ~O ~_ ~ °~' ¢ ~ N ~~ a3 zm r=- JFgwz N ~3 wQN-=~ ~ O °wu = g ~`"ou amO~~N¢d Buz, ~ N Q 3~m ~N u ~oNU z ~`~ a ~~ oagoa~ goon vN~Q,~,~o~s ~m 30° o~~~ ~~~I=nz3„¢,o z °< ~ ~ o I.L C9I U O ~ ~Gm~ NO ~ ° o~ o z~~ ro~u_ a~ wa OwNO » o r;vo m° o° ~ ~N "~ ~N~ p ~N ~O~igO~ ->wk ~=~~zz„u,~~ z= Za u~u° „N,~Na~„z,ao m pm o a l~ ¢ ZO -I¢ OwU N_~u= ~ w ~ ¢ Z N ZO¢ ENO F=~ V ¢ ~ ~ 00 ~~w"'r~ O ¢ = z oN~ >r=-> °wt7=~ K .~ ~ ¢ F pw~ z Nu=z3z ~ O a W uu ~o0OQ0 aX--~ jnOOu'S~~¢~ ~~ O u~i°-~ '~QO~ ~m?°~~~Oa a <~ ~ u~i O Z goo ~g ~z=o~~ ~~ ~ oo g i_s ooz~?~zWizuai Lzz~~wo~u Zp F gl-m ~~o= jQ~~JZO~ N Qc~ o p Z(7 O a N z ~ z ie ~ 3 0¢~ ~ a ~ m O j ~ 3 ? 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Zm ODD W O'-0~ ~ W~ ~-O U >mfn¢> U M O ~ U W O U ~ W ..a ADO ~! OmN ~ mWfn m >~^ W3 ~a°a ~ W Z Vl ( j ~- o m.- ~ VI Q W Q X N~ a Z ~ a ~~ ~ O 4 o0 .o o ~'~ ~ W W N = 6 0 ~ N ~ m ~ U 3 O 0 p ~ H V ~ N v 2 O z m> m U 2 2 Z y O in a W S k' ~ a o 0 o v ~ c v ~° ~ f ~ ~ M ti ~~ y J •L '0 RS L d ~ a ~ 0 ~ N W 4 ? O J ~ h \\~V ' Ortrt__ V V ZO \~ ~ /~ YJ \ ~ ~ Y \ ~ ~ O W ~ v ~ O U V '^ 0 I ~/ \ 0 r °z ~" v N ~o L ~ i R C~ °° G 2 O tl- ~ WV 61 ZZ 6 51~OZ /I /B b"7 ~f \ %09\IW~ ~'Kl-fl\5'7N4NVb0 "IT+\eJ'I'"'"~5Y~50\500Z` n In LJ ~ Appendix VI ~ Geologac Assessment Report L, V n V n u V` L~ V L~` ~J I~ U ~~ IIn'' L~ In lam' jjr'7 ~1 ~' V U n L~~ ~' #..: INSIGHT GEOLOGIC, PLLC ,._ Report Geologic Assessment Proposed Tahoma Terra Residential Development -Division 2 - 9 Yelm, Washington March 4, 2005 For Tahoma Terra LLC I~I , Lam' 1-i 1n U n ~~ n L. I~ LJ n ~~. U ~,~, ,o-r~,,~ ~.. _. , INSIGHT GEOLOGIC, PLLC ~- March 4, 2005 Tahoma Terra LLC 4200 - 6`~ Avenue SE, Suite 301 Lacey, Washington 98503 Attention: Steve Chamberlain Report Geologic Assessment Proposed Tahoma Terra Residential Development -Division 2 - 9 Yelm, Washington INTRODUCTION This report presents the results of our geologic assessment for the proposed residential development to be located northwest of Yelm, Washington. The project site comprises approximately 180 acres on parcels 21723410000, 21724320000, 21723440000, and 21724330000, 21724340100. Previous use of the properly has been for grazing of dairy cattle and as woodland. We understand that this phase of the Tahoma Terra project is to include approximately 900 lots for single- and multi-family residences. The site is located in the east half of the southeast quarter of Section 23 and the west half of the southwest quarter of Section 24, Township 17 North, Range 1 East of the Willamette Meridian in Thurston County, Washington. The location of the site is shown on the attached Vicinity Map, Figure 1. SCOPE OF SERVICES The purpose of our services was to evaluate the geologic conditions at the site and to provide recommendations regarding allowable bearing pressures and earthwork. Specifically, our scope of services for this project included the following: 1. Evaluate near surface soil conditions by excavating a series of exploratory test pits on the site using a hydraulic excavator. 2. Log the soils exposed in the test pits in general accordance with the Unified Soil Classification System. 3. Prepare a written report summarizing our observations and conclusions. INSIGHT GEOLOGIC, PLLC 2401 BRISTOL COURT SW OLYMPIA, WASHINGTON 98502 PHONE: 360 754.2128 FAX: 360 754 4240 C~ Tahoma Terra, LLC March 4, 2005 Page 2 (-' l.~ ~' SITE CONDITIONS GENERAL The site is located at 148748 SE Longmire Street in Yelm, Washington. The site is shown relative to surrounding physical features in Figure 1. The site is bordered to the north and east s--i by rural residential properties and to the south and west by undeveloped property. The site has ~~ historically been used as pasture and woodland. The site is generally rectangular in shape and comprises approximately 200 acres. Thompson Creek flows to the north along the eastern portion of the site and is the only surface water observed on the site at the time of our evaluation. A wetland buffer area has been designated adjacent to Thompson Creek and no development is slated for this portion of the ~; property. The ground surface rises gently to moderately steeply westward from Thompson Creek to a (~ gently rolling upland area. Thompson Creek is at an elevation of about 328 feet above mean sea level (MSL) with the maximum elevation on the site of about 378 feet MSL occurring on the ~ northwestern portion of the property. I~ SURFICIAL SOIL CONDITIONS Surficiat soil conditions were evaluated by reviewing the U.S. Department of Agriculture Soil Survey of Thurston County, Washington dated 1979. According to the soil survey report, the following soils are located within the site boundaries: ~y ~~ Everett very gravelly sandy loam, 3 to 15 and 15 to 30 percent slopes (33 and 34) The Everett soils formed in glacial outwash on terraces and outwash plains. Permeability is n C rapid, runoff is medium and the hazard of water erosion is moderate. ,~ Mukilteo muck (drained) (70) This soil formed in depressions that have been drained by ditching. The soil is derived from organic material. Permeability is moderate, runoff is slow and there is no hazard of water (~ erosion. U Nisqually loamy fine sand 3 to 15 percent slopes (74) The Nisqually soil formed in sandy glacial outwash. Permeability is moderately rapid in the surface layer and very rapid in the substratum, runoff is slow and the hazard for water erosion is slight. U Yelm fine sandy loam 3 to 15 percent slopes (127) The Yelm soils formed in glacial outwash and volcanic ash. Permeability is moderately ~---~ rapid, runoff is slow and the hazard for water erosion is slight. A seasonal high water table exists in these soils at depths between 18 and 36 inches below ground surface. C INSIGHT GEOLOGIC, PLLC n ~ Tahoma Terra, LLC March 4, 2005 Page 3 ~, GEOLOGIC CONDITIONS The geologic conditions at the site were evaluated by reviewing published geologic maps and reports of the project area. Reviewed reports included U.S. Geological Survey Water R U Supply Bulletin No. 10 titled "Geology and Ground-Water Resources of Thurston County, Washington" dated 1966 and U.S. Geological Survey Circular 356 titled "Ground Water in the ~"f Yelm Area, Thurston and Pierce Counties, Washington" dated 1955. LJ The site is located at the southern terminus of the most recent glacial period, the Vashon Stade of the Fraser glaciation. During that time, ice sheets moved south from Canada through the Puget Trough. Geologic materials in the project area include glacial till and lacustrine silts 11L~~~ and sand. Glacial till is generally described as a dense, non-sorted mixture of gravel sand and ~ silt that has been compacted by the weight of the overriding glacial ice. It can be divided into subglacial till and ablation till. Subglacial till has been compacted and resembles concrete in appearance. The subglacial till was encountered in explorations in the northern portion of the ~' property at depths generally less than 6 feet. Ablation till formed when sand and gravel carried on top of the ice is deposited as the underlying ice melts. These deposits occur in the ,--~ southwestern portion of the site. The majority of the site area appears to be underlain by fine sand and silts deposited as lake sediments. It is likely that apro-glacial lake existed for a time between the Bald Hills to the south and the terminus of the ice sheet on the north. Meltwater from the ice sheet deposited fine sand and silt at the bottom of the lake. Finely laminated silt was observed in several of the r, explorations indicating a lacustrine origin. L1, ~-, SUBSURFACE EXPLORATIONS ~' GENERAL Subsurface conditions at the site were explored by advancing 62 test pit explorations at the '~' approximate locations shown in Figure 2 between January 24 and 28, 2005. The test pits were U - excavated using atrack-mounted hydraulic excavator subcontracted by SCA Consulting Group. The test pits were completed to depths ranging between 5 and 16 feet below ground surface. n i 1, u A geologist from Insight Geologic, PLLC monitored the excavation of the test pits and maintained logs of the soils encountered. The soils were visually classified in general accordance with the system described in ASTM D2488-90. Logs of the exploratory test pits are ~ contained in Attachment A of this report. n The exploratory test pits were backfilled within a week of excavation using the soil removed from the test pit. Backfilled soil was tamped in place using the bucket of the U excavator. The backfilled soil was not compacted as structural fill and should be expected to ~ settle over time. If structures are intended to be placed over the test pit areas, the soil should be over excavated and compacted. I ~ INSIGHT GEOLOGIC, PLLC n I t Tahoma Terra, LLC L~~ March 4, 2005 ,~ Page 4 LJ SUBSURFACE CONDITIONS n Silt and fine sand was exposed near the ground surface in most of the explorations on the site. In the northern portion of the site, these materials overlie compact glacial till at depths ~----~ between about 2 and S feet below ground surface. U the central portion of the site, lacustrine ~a silt and fine sand was exposed to the full depth of the test pits. The test pits in the southern and southwestern portion of the site encountered sand and gravel ablation till. j ! Fill soil was encountered in TP-41 and in the area of TP-14. The fill soil consisted of dark u brown to black, organic rich fill containing debris including brick, concrete, metal and wood. Slow ground water seepage was encountered in three of the test pits at depths below 40 feet. CONCLUSIONS AND RECOMMENDATIONS GENERAL C In our opinion, the site appears to be suitable for the proposed development. The site soils in the north and central portions of the site contain significant percentage of silt and fine sand. ~! The silt and fine sand cause the soils to be very sensitive to small changes in moisture content. U These soils will soften and become disturbed if exposed to construction traffic during wet weather conditions. Once disturbed, these soils will be difficult to work and compact. We rT recommend that earthwork on the site be completed during the normally drier summer months. n EARTHWORK General We expect that site grading may be accomplished using conventional earthmoving I~I equipment. As stated in the previous section, the surficial soils at the site contain significant U' fines and are moisture sensitive. These materials will be difficult to operate on or compact during wet weather. Operation of heavy equipment at the site under wet conditions or when the n soils are above optimum moisture content can be expected to result in considerable disturbance to the exposed subgrade soils. We recommend that earthwork be undertaken during periods of dry weather to reduce grading costs. CLEARING AND SITE PREPARATION ~ All areas to be graded should be cleared of surface and subsurface deleterious materials ~ including trees, sod, brush, debris and other unsuitable or organic materials. We expect that ~ stripping depths of about 6 inches will be required at the site to remove the surficial soils j~~ containing substantial amounts of organic material. Deeper stripping depths may be required in areas of heavy vegetation or, if the clearing operations cause excessive disturbance to the C surficial soils, or if additional unsuitable soils are exposed during stripping operations. The stripped material may be stockpiled and used later in nonstructural applications (e.g. landscape areas). Materials that cannot be used for landscaping should be removed from the project site and wasted. ~~ INSIGHT GEOLOGIC, PLLC ~ 1~ L Tahoma Terra, LLC _ March 4, 2005 Page 5 LU We recommend that tress be removed by overturning so that a majority of the tree roots are ~ ~' removed. Excavations from tree removal operations should be backfilled with structural fill compacted to the densities indicated in the "Structural Fill" section of this report. f~ SUBGRADE PREPARATION If grading takes place during wet weather, we recommend that only limited areas be opened ~ at any time. We recommend that a member of our staff evaluate the exposed subgrade U conditions after stripping is completed and prior to placement of any structural fill. The exposed subgrade soil should be evaluated by proof rolling with heavy rubber tired equipment during dry weather or by probing with a'Yz inch diameter steel rod during wet weather. Any soft, loose or otherwise unsuitable areas delineated during proof rolling or probing should be recompacted, if practical, or over-excavated and replaced by structural fill, based on ~1 the recommendations of our site representative. After completing the proof rolling, the subgrade areas should be recompacted to a firm and n ~ unyielding condition, if possible using a vibratory roller. The silt and sand soils encountered in our explorations were observed to be in a soft to moderately dense condition and may not be suitable for foundation support without compaction or adequate foundation design. We recommend that a member of our staff evaluate the compaction effort and any compacted soils. We recommend that all subgrade areas beneath roadways be compacted to at least 95 percent of n the soil maximum dry density (MDD) in accordance with ASTM D1557 test procedure. n STRUCTURAL FILL ~~ General All fill that is placed at the site beneath structures and/or pavements should be placed as structural fill. We recommend that structural fill be free of debris, significant organic materials and rock fragments larger than about 6 inches. The workability of materials for use as structural fill depends on the gradation and moisture content of the soil. As the amount of fines increases, soil becomes increasingly more sensitive to small changes in moisture content. Compaction of native soils in accordance with the recommendations provided in this report then becomes l,-~ difficult or impossible to achieve if the soil is above the optimum moisture content. 1J All fill and backfill beneath buildings should be compacted to at least 95 percent of the soil NIDD, based on ASTM D1557 (modified Proctor) testing procedure. Pavement subgrade sols `, and utility trench backfill should be compacted to at lest 90 percent of the MDD up to within 2 ~ feet of design grades; the upper 2 feet should be compacted to at least 95 percent of the MDD. C The lift thickness used during placement and compaction will depend on the moisture and i i f th il d h t f t b i d IF d i h i h pmen aracter cs o e so an t e ype o equ e ng use . necessary, t gra at on c st e material should be moisture conditioned to near-optimum moisture content prior to compaction. During fill and backfill placement, sufficient testing of in-place density should be performed to verify that adequate compaction is being achieved. INSIGHT GEOLOGIC, PLLC j~~ L~' Tahoma Terra, LLC March 4, 2005 Page 6 LJ Suitability of On-Site Materials as Fill ~~ During dry weather construction, any non-organic onsite soil may be considered for use as structural fill, provided it meets the criteria described in the Structural Fill section of this report and can be compacted as recommended. If the material is over optimum moisture content when J excavated, it will be necessary to aerate or dry the soil prior to placement as structural fill. The site soils contain significant amounts of silt and will be moisture sensitive. These ~ materials will not likely be suitable for use as fill under wet weather conditions. TEMPORARY CUT SLOPES ~ t Temporary cut slopes are anticipated for construction of underground utilities. All ~ temporary cut slopes and shoring must comply with the provisions of Washington ~ Administrative Code (WAC) Title 296, Part N, "Excavation, Trenching and Shoring." The contractor performing the work has the primary responsibility for protection of workmen and adjacent improvements, deciding whether to use shoring, and for establishing the safe ~' inclination for open-cut slopes. ~-~ Temporary unsupported cut slopes more than 4 feet high may be inclined to 1.SH:1V maximum steepness in the silt soils. Excavations in gravelly soils should be inclined to 2H:to1V, or flatter. This guideline assumes that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present in the slope face. Flatter slopes will be necessary where significant seepage occurs. Some sloughing and raveling of the cut slopes should be expected over time. Temporary covering with heavy plastic sheeting should be used to protect these ~ ~~ slopes during periods of wet weather. ~ FOUNDATION SUPPORT The soils at the site are in a loose to medium dense condition. We recommend that foundations for residential structures at the site be designed using an allowable soil bearing pressure of 1,500 pounds per square foot (psf) for combined dead and long-term live loads, exclusive of the weight of the footing and overlying backfill. This value may be increased to In 2,500 psf for sites underlain by the sandy gravel outwash located in the southwest portion of the U site or where footings are founded on glacial till in the northern portion of the site. Both of these values may be increased by one third for transient loads such as those induced by seismic ~? events or wind loadings. (--~~ We estimate that settlement of footings designed as recommended will be less than 2 inches n for the anticipated load conditions, with differential settlements of less than 1 inch between comparably loaded footings. Most of the settlements should essentially occur as loads are being applied. However, disturbance of the foundation subgrade during construction or the presence (~ of loose or soft soils below the foundation could result in larger settlements than predicted ~ INSIGHT GEOLOGIC, PLLC Tahoma Terra, LLC March 4, 2005 Page 7 1~1 LIMITATIONS ~ We have prepared this geological report for use by Tahoma Terra, LLC and their authorized agents for the proposed Tahoma Terra residential development located in Yelm, Washington. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geological engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, ~l should be understood. ~~ Please refer to the appendix titled Report Limitations and Guidelines for Use for additional information pertaining to use of this report. .o- We appreciate the opportunity to assist you with this project. Please contact us if you have questions regarding the information presented in this report or if we can provide additional LI services. ®~ ~~~® Yours very truly, ~,~® ~ ~ ~ • Engineering Geologist ,~ ~p® 816 •~~ ~ dViUia~m ~• Ha~Bb®rg U~ Attachments 1...~ Ll n I l~ Insight Geologic, PLLC William E. Halbert, L.G., L.HG., L.E.G. Principal ~~ INSIGHT GEOLOGIC, PLLC n ~1 U U u n ~~ Ur ~ '' ~' F ~ I0p I -- a ~I ~~ ~ ~ ~ rq ~ Z ~ ~ ///~ - ~ • • ~ i 5 u)~ ~ ~ . ~ . • it ~ , I f '~ i ,'V _ - ,~ ~ ~ Mer, - ---i c4' f ~ .~ . i ~_ ~ . ; Hwt Park ' ~, o ~ ~~ G: i ~ -• j a t' f Athlet(c ,--- r? ~ - ~ ^~ I ~ ~ I. ~ \_, - - 3~V ~ ~ ~ ~ _ _ _ , ~' Fie d r ~ _ ~t - ~1 1e1 ,\ ~~~ , ~ ...1 '~ , ~ ~ ~ `~ -_, . ,f ~ }-fir 1 ~ I ~~ ~ 'ti = t;' Site i t +~ `t 1 /J 4 l I b 9 w. / '`T~ 1~ ~ ~ ~ ~r•` :~so~ _~1 i~,~.~ ~'~~ 1 -- --, "1; ~ ,~~~,~~` `, t - ~ ~ ~~ >~ ~> ~ g , 1 11 ~ ~`~ • f• , 1• 3gd /~ li~\l ~ /'•-'~^,~___ 1 i.~Fyi~ptxiCt.CUI{jdnf Source: Maptech CD, McKenna 7 5 minute quadrangle, 1959 photorevised 1994 North ;fem. ~1 OwC@ • i ~ ~~J ~ J 4~._.,..., ~~.~ 7 , GUIs COU(SL' ~ Q•• / ~ a Solberg ~%~% 4fl ' -------l:~ke- ---~~' --~ ~~, - ii =c:=~.~ . McKe .¢.:~a~r.,~,,, _ ,~%'^~ Lake Q ~ T; -f, ~' '~ 1 ` rate ,. • ~ --~~~' ~. i _~ • •~ `.A 'r ~ Approximate Scale 1:24,000 n i~ L_s (~ ~1 n ~~ ~~ s~ ~1 ATTACHMENT A U TEST PIT LOGS ~~ L,' iir-~ L~ n L~~ n U n I~ lV` U n U ~.1 (n LJ ~i~ l_ J {I i1 L__J Ii h~ U U ~' f-! V Ifs U SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS GROUP NAME SYMBO L GW WELL-GRADED GRAVEL, FINE TO COARSE GRAVEL GRAVEL CLEAN GRAVEL COARSE GP POORLY-GRADED GRAVEL GRAINED More Than 50°~ SOILS of Coarse Fraction GRAVEL GM SILTY GRAVEL Retained WITH FINES on No. 4 Sieve GC CLAYEY GRAVEL SW WELL-GRADED SAND, FINE TO COARSE SAND SAND CLEAN SAND More Than 50% SP POORLY-GRADED SAND Retained on More Than 50% No. 20'(1 Sieve SM SILTY SAND of Coarse Fraction SAND Passes WITH FINES SC CLAYEY SAND No. 4 Sieve ML SILT FINE SILT AND CLAY INORGANIC GRAINED CL CLAY SOILS liquid limit ORGANIC OL ORGANIC SILT, ORGANIC CLAY Less Than 50 MH SILT OF HIGH PLASTICITY, ELASTIC SILT More Than 50°/, SILT AND CLAY INORGANIC Passes CH CLAY OF HIGH PLASTICITY, FAT CLAY No. 200 Sieve Liquid Limrt ORGANIC OH ORGANIC CLAY, ORGANIC SILT 50 or More HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOSTURE MODIFIERS: 1. Field classification is based on visual eval uation of soil in Dry - Absence of moisture, dusty, dry to the touch general accordance with ASTM D2488-90. Moist - Damp, but no visible water 2. Descripbons of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, Wet - Visible free water or saturated, usually soil is obtained from below and/or test data. water table SOIL CLASSIFICATION SYSTEM INSIGHT GEOLOGIC, PLLC FIGURE A-1 U n ~ TEST PIT LOGS ~--, TEST PIT - 14 U Depth Description 0.0 - 2.0 Dark brown silt (ML), abundant roots, soft, moist; ~~ 2.0 - 12.0 Light brown silt (ML), medium stiff, moist; Test pit completed on January 24, 2005. ~ Total depth 12.0 feet. ~' Moderate caving between 2.0 and 6.0 feet No ground water encountered. n 'U TEST PIT - 15 Depth Description ~ 0.0 - 1.0 Dark brown silt (ML), trace fine sand, soft, moist; U 1.0 - 6.0 Brown silt (ML), trace fine sand, soft, moist; ~ 6.0 - 12.0 Gray clayey silt (ML), dense moist. (~ Test pit completed on January 24, 2005. Total depth 12.0 feet. ~' No caving observed. ~ No ground water encountered. TEST PIT -16 U Depth Description ~ 0.0 - 1.0 Brown silt (ML), trace fine sand, medium stiff, moist; ~~ 1.0 - 4.0 Brown and gray silt (ML), with laminations. trace fine sand, trace clay, medium stiff, moist; t~ 4.0 - 5.0 Gray silty clay (CL), non-plastic, stiff, moist; U 5.0 - 8.0 Gray clayey silt (ML), trace fine sand, non-plastic, stiff, moist; ~' U Test pit completed on January 24, 2005. Total depth 8.0 feet. ~ No caving observed. ~ No ground water encountered. n V 1~ i U n U n U Ifs U u n L~ TEST PIT -17 Depth Description n 0.0 - 2.S Brown silt with sand (ML,), medium stiff, moist; 2.S - 8.S Gray clayey silt (ML), trace fine sand, soft, wet; r-r 8.5 - 10.0 Gray silt with fine sand (ML), medium stiff, moist. '~ V Test pit completed on January 24, 2005. Total depth 10.0 feet. ~ No caving observed. ~' No ground water encountered. n ~ TEST PIT -18 Depth Description I-? 0.0 - 1.S Brown silt (ML), trace medium to coarse sand, trace fine gavel, medium stiff, U moist; 1.S - 4.S Brown silt (NII,), medium stiff, moist; ~ 4.S - 8.0 Gray fine sand (SP) medium dense, dry; LJ 8.0 - 12.0 Gray, sandy fine to coarse gravel, dense, dry. ~ Test pit completed on January 24, 2005. ~' Total depth 12.0 feet. No caving observed. n No ground water encountered. ~ TEST PIT -19 ~' Depth Description 0.0 - S.0 Brown silt (MI,), with clay, medium stiff, moist; ~' S_0 - 6.0 Brown silt (ML,), with fine sand, medium stiff, moist; 6.0 -12.0 Gray fine sand (SP), trace silt, loose, moist. ~ Test pit completed on January 24, 2005. lJ Total depth 12.0 feet. No caving observed. r' No ground water encountered. f~ U' n u r-~ {~ ~~ n U n I-? ,~ n ~ TEST PIT - 20 Depth Description n 0.0 - 4.5 Brown silt (ML), with clay, medium stiff, moist; 4.5 - 12.0 Gray clay (CL), with silt, laminated, soft, wet. Test pit completed on January 24, 2005. JJ} Total depth 12.0 feet. No caving observed. ~i No ground water encountered. TEST PIT - 21 Depth Description 0.0 - 5.0 Brown silt (IVII,), with fine sand, trace clay, medium stiff, moist; (-1, 5.0 - 7.5 Gray sandy gravel (GP), fine to coarse sand, fine to medium gravel, medium U dense, moist; 7.5 - 12.0 Brown gravelly sand (SP), fine sand, fine to medium gravel, loose, moist. G Test pit completed on January 24, 2005. Total depth 12.0 feet. n Moderate caving observed below 7.0 feet. 1J No ground water encountered. r' TEST PIT - 22 Depth Description f-' 0.0 - 1.5 Brown silt (ML), with fine sand, medium stiff, moist; ~~ 1.5 - 6.5 Brown gravel (GP), medium to coarse gravel, with silt, trace fine sand, medium dense, moist; j`' 6.5 - 8.0 Gray sandy gravel (GP), medium to coarse gravel and fine to medium sand trace , silt, medium dense, moist; C, 8.0 - 13.0 Grades to sand (SP), fine to medium sand with fine to medium gavel, medium dense, wet. Test pit completed on January 24, 2005. Total depth 13.0 feet. Moderate caving observed between 1.0 and 5.0 feet. No ground water encountered. ~ TEST PIT - 23 n Depth _Description 0.0 - 3.0 Brown silt (ML), with fine sand, medium stiff, moist; 3.0 - 9.5 Gray sand (SP), fine sand, trace silt, medium dense, moist; 9.5 - 12.0 Gray gravelly sand (SP), fine sand, fine to medium gravel, loose, moist. Test pit completed on January 24, 2005. Total depth 12.0 feet. n U n LJ No caving observed. n No ground water encountered. TEST PIT - 24 Depth Description ~ 0.0 - 3.0 Brown silt (ML), with fine sand, occasional gravel, abundant roots, soft, moist; 3.0 - 10.5 Brown sandy gavel (GP), medium to coarse gravel, fine to medium sand trace n ~ , silt, medium dense, moist; Test pit completed on January 24, 2005. Total depth 10.5 feet. Minor caving observed 2.0 to 4.0 feet. No ground water encountered. LJ TEST PIT - 25 U Depth Description 0.0 - 1.0 Brown silt (ML), trace fine sand, abundant roots, medium stiff, moist; 1.0 - 6.0 Brown sandy silt (MI,), fine sand, medium stiff, moist; 6.0 - 8.5 Brown silty sand (SM), fine sand, loose, moist; 8.5 - 10.0 Gray sand (SP), fine sand with fine to medium gravel, trace silt, loose moist; 10.0 - 12.0 , Gray gravelly sand (SP), fine to medium sand, fine to coarse gravel, loose, moist. Test pit completed on January 24, 2005 C Total depth 12.0 feet ~ Moderate caving observed below 3.0 feet. No ground water encountered C~ TEST PIT - 26 Depth Description ~ 0.0 - 4.5 Brown silt (ML), trace fine sand, medium stiff, moist to wet; 4.5 - 10.0 Gra sand silt y y (ML,), fine sand, medium stiff, moist; n 10.0 - 12.5 Gray silty sand (SM), fine sand, medium dense moist ( U , . Test pit completed on January 24, 2005. Total depth 12.5 feet. ~ V~ No caving observed. No ground water encountered. n ~ TEST PI Depth h 0.0 - 1.5 ~ 1.5 - 3.5 ~ 3.5 - 9.0 LJ T-27 Description Brown silt (ML), trace fine gravel, abundant roots, medium stiff, moist; Brown silt (ML), with fine to medium gravel, medium stiff, moist; Brown clayey silt (ML), medium stiff, moist; In U L.J 9.0 - 11.0 Gray silty sand (SM), fine sand, loose, wet; 11.0 - 13.0 Interbedded silt (ML) and sand (SP), wet. n { ~ Test pit completed on January 24, 2005 tJ Total depth 13.0 feet No caving observed. ~ Ground water encountered below 9.0 feet. ~' ~~ TEST PIT - 28 Depth Description U 0.0 - 2.5 Brown gravelly silt (ML), fine to medium gravel, medium stiff, moist; 2 5 - 5 5 Br ilt d SM . . own s y san ( ), fine to medium sand, with fine to medium gravel, medium dense, moist; 5.5 - 9.0 Brown gravel (GP), with silt, with fine to medium sand dense wet , , . Test pit completed on January 24, 2005. n Total depth 9.0 feet. No caving observed. Ground water encountered below 8.5 feet. ~ TEST PIT - 29 N©t logged by Insight Geologic, PLLC TEST PIT - 30 ~ Depth Description ~~ 0.0 -12.5 Brown silt (ML), trace fine gravel, abundant roots, medium stiff, moist; Test pit completed on January 24, 2005. Total depth 12.5 feet. No caving observed. i~ No ground water encountered. ~ TEST PIT - 31 D_ epth Description C 0.0 - 2.5 Brown silty sand (SM), fine sand, medium dense, moist; 2.5 - 4.5 Brown sand (SP), fine sand, with silt, medium dense, moist; r' ( 4.5 - 13.0 Gray sand (SP), fine to medium sand, trace fine gravel, trace silt, medium dense, J dry. n I Test pit completed on January 24, 2005. U Total depth 13.0 feet. No caving observed. !~ No ground water encountered. ~J In U U TEST PIT - 32 Depth Description n 0.0 - 3.0 Brown silt occasional { ,, (MI,), gravel, medium stiff, moist; +-~ 3.0 - 7.5 Brown silt (ML), medium stiff, moist; 7.5 - 13.0 Gray sand (SP), fine sand, trace silt, loose, moist. ~,' Test pit completed on January 24, 2005. Total depth 13.0 feet. I~I No caving observed. U, No ground water encountered. ~ TEST PIT - 33 LJ Depth Description 0.0 - 1.0 Brown silt (ML), trace clay, medium stiff, moist; C 1.0 - 2.5 Brown silty sand (SM), fine sand, medium dense, wet; 2.5 - 14.0 Gray silt (ML), trace fine sand, medium stiff, moist. U Test pit completed on January 24, 2005. Total depth 14.0 feet. No caving observed. No ground water encountered. '~ TEST PIT - 34 ~ Depth Description C 0.0 - 2.0 Brown silt (ML}, with fine sand, medium stiff, moist; ~ 2.0 - 3.0 Brown silty fine sand (SM), medium dense, moist; 3.0 -14.0 Gray sand (SP), fine to medium sand, trace silt, trace fine gave, medium dense, r' dry Test pit completed on January 24, 2005. Total depth 14.0 feet. C• _ No caving observed. No ground water encountered. TEST PIT - 35 Depth Description ~ 0.0 -1.0 Brown gravel (GP), fine to coarse gravel, with silt, loose, dry; `J 1.0 - 9.0 Brown gravel (GP), fine to medium gravel, with fine to medium sand, with silt, ~ loose, dry. Test pit completed on January 24, 2005. Total depth 9.0 feet. C Severe caving observed. No ground water encountered. 'n1 ~J I~ U n U n L.i TEST PIT - 36 Depth Description n 0.0 - 2.5 Brown silt (ML), with fine to medium gravel, medium stiff, moist; 2.5 - 8.0 Gray clay (CL), trace silt, laminated, medium stiff, moist; C 8.0 - 12.5 Gray sandy gravel (GP), fine to medium gravel, fine to coarse sand, trace silt, ' medium dense, moist. Test pit completed on January 24, 2005. n, LJ Total depth 12.5 feet. No caving observed. r-, Slow ground water seepage below 9.0 feet. I U TEST PIT - 37 C Depth Description 0.0 - 2.0 Brown sandy silt (ML), fine sand, stiff, moist; C 2.0 - 4.5 Brown gravel (GP), fine to coarse gravel, with silt, trace fine sand, medium dense, moist; 4.5 - 7.0 Gray silty clay (CL), laminated, stiff, moist; 7.0 - 9.0 Gray gravel (GP), fine to coarse gravel, with boulders, loose, wet. Test pit completed on January 24, 2005. Total depth 9.0 feet. n + ~1 Moderate caving observed below 3.0 feet. Strong ground water seepage at 7.0 feet. n TEST PIT - 38 Depth Description n 0.0 - 2.0 Brown silt (ML), with fine to medium gravel, stiff, moist; 2.0 - 11.0 Brown gravel (GP), fine to coarse gravel, occasional silt, trace fine to medium ~ sand, medium dense, moist. Test pit completed on January 24, 2005. Total depth 11.0 feet. C Moderate caving observed below 3.0 feet. No ground water encountered. ~' TEST PIT - 39 ~ Depth Description ~ 0.0 - 2.0 Brown gravel (GP), with silt, with fine to medium sand, medium dense, moist; ~ 2.0 - 14.0 Brown sandy gravel (GP), fine to coarse gravel, fine to coarse sand, trace silt, medium dense, moist. C Test pit completed on January 24, 2005. Total depth 14.0 feet. Moderate caving observed below 2.0 feet. I~' U U C No ground water encountered. TEST PIT - 40 Depth Description 0.0 - 1.0 Brown silt (ML), with fine to medium gravel, occasional fine to coarse sand, C medium stiff, moist; 1.0 - 2.5 Brown silty gravel (GM), fine to medium gravel, medium dense, moist; 1~ 2.5 - 9.0 Gray gravel (GP), fine to coarse gravel, with fine to coarse sand, occasional silt, medium dense, moist. ~ Test pit completed on January 24, 2005. Total depth 9.0 feet. No caving observed. G No ground water encountered. TEST PIT - 41 C D. epth Description 0.0 - 5.5 Black organic silt (OL), occasional bricks, wire (fill), soft, moist; 5.5 - 9.0 Brown silty sand (SM), fine sand, with fine to medium gravel, medium dense, i ~ mo st. Test pit completed on January 24, 2005. n Total depth 9.0 feet. No caving observed. n No ground water encountered. U TEST PIT - 42 ~ ~~ Description V 0.0 - 6.5 Brown silt (ML), with fine to medium gravel, occasional fine sand, medium stiff, ~ moist; ~ 6.5 - 13.0 Gray sand (SP), fine sand, trace silt, loose, dry. Test pit completed on January 25, 2005. C Total depth 13.0 feet. No caving observed. No ground water encountered. n V TEST PIT - 43 Depth Description V 0.0 -1.5 Dark brown sandy silt (ML), fine sand, medium stiff, moist; 1.5 - 3.0 Brown silt (ML), with clay, stiff, moist; 3.0 - 4.0 Gray clayey silt (ML), soft, moist; Li 4.0 - 9.0 Gray sand (SP), fine sand, with silt, loose, moist; 9.0 - 13.0 Gray silty sand (SM), fine sand, medium dense, moist. LJ I~ L~ n Test pit completed on January 25, 2005. ~ Total depth 13.0 feet. ~j No caving observed. No ground water encountered. TEST PIT - 44 Depth Description ~~ 0.0 - 1.0 Brown silt (MI,), abundant roots, soft, moist; 1.0 - 4.5 Brown silt (ML,), with fine sand, trace fine gravel, medium stiff, moist; 4.5 - 5.5 Gray silty gravel (G1V)), fine to medium gravel, medium dense, moist; 5.5 - 7.0 Gray sand (SP), fine sand, with silt, loose, dry; 7.0 - 12.0 Gray clayey silt (NII,), medium stiff, moist; C 12.0 - 15.0 Gray interbeded silt (ML) and fine sand (SP), medium dense, moist. Test pit completed on January 25, 2005. C Total depth 15.0 feet. No caving observed. No ground water encountered. TEST PIT - 45 C Depth 0 0 - 6 0 Description B d i . . rown san y s lt (ML,), fine to medium sand, abundant roots, soft, moist; 6.0 - 12.0 Brown silt (ML,), with clay, trace cobbles, medium stiff, moist. Test pit completed on January 25, 2005. Total depth 12.0 feet. C No caving observed. No ground water encountered . TEST PIT - 46 Depth Description 0.0 - 2.0 Brown silt (MI.,), trace fine sand, medium stiff, moist; C 2.0 - 4.0 Brown sandy silt (MI.), fine sand, medium stiff, moist; 4.0 - 11.0 Gray sand (SP), fine sand, with silt, loose, dry; C 11.0 - 14.0 Gray silt (NIL), with fine sand, medium stiff, moist. T t it l d es p comp ete on January 25, 2005. Total depth 14.0 feet. ~ L1 No caving observed. No ground water encountered. C TEST PIT - 47 depth Description 0.0 - 1.0 Brown silt (ML), with fine to medium gravel, abundant roots, medium stiff, moist; 1.0 - 3.5 Brown silt (ML), occasional fine sand, medium stiff, moist; 3.5 - 13.5 Brown sandy silt (ML), fine sand, medium stiff, moist to wet; 13.5 -15.5 Gray silty sand (SM), fine sand, medium dense, moist. C Test pit completed on January 25, 2005. Total depth 15.5 feet. C No caving observed. No ground water encountered. TEST PIT - 48 Depth Description 0.0 - 1.0 Brown sandy silt (ML), trace fine to medium gravel, roots, medium stiff, moist; 1.0 -10.5 Gray clayey silt (VIII), plastic, medium stiff, moist; C 10.5 - 14.5 Gray silty sand (SM), fine sand, medium dense, moist. ~ Test pit completed on January 25, 2005. Total depth 14.5 feet. No caving observed. No ground water encountered. C TEST PIT - 49 Depth Description C 0.0 - 2.0 Brown silt (ML), with clay, stiff, moist; ' 2.0 - 5.0 , Brown clayey silt (ML), medium plastic, medium stiff, moist; 5.0 -15.0 Gray silt (ML), laminated, with fine sand, medium stiff moist. j ~ L~ , Test pit completed on January 25, 2005. Total depth 15.0 feet. No caving observed. No ground water encountered ~' TEST PIT - 50 Depth Description 0.0 -1.0 Brown silt (ML), occasional fine to medium sand, trace fine gravel, medium stiff, ~, moist; 1.0 - 4.5 Brown silt (ML), with clay, medium stiff, moist; C 4.5 - 5.5 Brown clayey silt (MI,), medium plastic, soft, wet; 5.5 - 12.0 Gray silt (ML), laminated, medium stiff, medium plastic, moist; 12.0 -15.0 Gray silty sand (SM), fine sand, medium dense moist. I ~ U , Test pit completed on January 25, 2005. Total depth i 5.0 feet. ~ No caving observed. V G No ground water encountered. I~ U TEST PIT - 51 Depth Description C 0.0 - 1.0 Dark brown silt (ML), trace fine sand, trace fine gravel, roots, medium stiff, moist; 1.0 - 3.0 Brown silt (ML), trace fine sand, stiff, moist; C 3.0 - 6.0 Gray silt (ML), trace clay, trace fine sand, trace fine gravel, soft, wet; 6.0 - 15.0 Gray silt (MI,), trace fine sand, medium stiff, moist. Test pit completed on January 25, 2005. Total depth 15.0 feet. No caving observed. G No ground water encountered. TEST PIT - 52 Depth Description 0.0 - 1.0 Brown silt (ML), trace fine sand, trace fine to medium gravel, medium stiff, C moist; 1.0 - 4.0 Brown silt (ML), with clay, medium stiff, medium plastic, moist; 4.0 -10.5 Gray clayey silt (ML), soft, medium plastic, moist; C 10.5 - 14.0 Gray silt (ML), medium stiff, moist. Test pit completed on January 25, 2005. C Total depth 14.0 feet. No caving observed. No ground water encountered. n TEST PIT - 53 C Depth 0 0 3 0 Description B il . - . rown s t (ML), with clay, stiff, moist; - 3.0 -10.0 Gray gravel (GP), fine to coarse gravel, with fine to coarse sand, trace silt, dense, moist; Test pit completed on January 25, 2005. C Total depth 10.0 feet. No caving observed. No ground water encountered. C TEST PIT - 54 Depth Description C 0.0 - 4.5 Brown silt (MI,), with clay, medium stiff, moist; 4.5 - 12.0 Gray gravel (GP), fine to medium gravel, with fine to coarse sand, with silt, C dense, moist; C Test pit completed on January 25, 2005. Total depth 12.0 feet. C No caving observed. No ground water encountered. C TEST PIT - 55 Depth Description C, 0.0 - 1.0 Brown silt (ML), with clay, occasional fine gravel, abundant organics, medium stiff, moist; 1.0 - 3.5 Brown silt (]VII.,), with clay, trace fine gravel, stiff, moist; G 3.5 - 9.0 Gray gravel (GP), fine to coarse gravel, with fine to coarse sand, with silt, dense, moist; C Test pit completed on January 25, 2005. Total depth 9.0 feet. No caving observed. No ground water encountered. C TEST PIT - 56 Depth Description 0.0 - 2.0 Brown sandy silt (ML), fine sand, occasional fine to medium gravel, stiff, moist; C 2.0 - 5.5 Gray gravel (GP), fine to medium gravel, with fine to coarse sand, with silt, dense, moist; I~ Test pit completed on January 25, 2005. Total depth 5.5 feet. No caving observed. C No ground water encountered. C TEST PIT - 57 D th D ep escription 0.0 - 2.0 Brown silt (MI,), trace fine sand, trace fine to medium gravel, soft, moist; 2.0 - 4.5 Brown clayey silt (NIL), stiff, moist; 4.5 - 8.5 Gray clay (CL), with silt, plastic, medium stiff, moist; C 8.5 -10.0 Gray gravel (GP), fine to coarse gravel, with fine to coarse sand, with silt, dense, moist; Test pit completed on January 25, 2005. (-' Total depth 10.0 feet. ~---~ No caving observed. No ground water encountered. ~ TEST PIT - 58 Depth Description L~ C 0.0 - 3.S Brown clayey silt (ML,), trace fine to medium vel, stiff, moist; ~ 3.S - S.0 Gray gravel (GP), fine to coarse gravel, with fine to coarse sand, trace silt, dense, moist; Test pit completed on January 2S, 2005. C Total depth S.0 feet. No caving observed. ~' No ground water encountered. TEST PIT - 59 C Depth Description 0.0 - 4.0 Brown silt (ML), with clay, occasional fine to medium gravel, stiff, moist; 4.0 - 10.0 Gray gravel (GP), fine to coarse gravel, with fine to coarse sand, trace silt, dense, C moist; Test pit completed on January 2S, 2005. r, Total depth 10.0 feet. No caving observed. No ground water encountered. C TEST PIT - 60 Depth Description 0.0 - S.0 Brown silt (NII.,), with clay, stiff, moist; S_0 - 6.S Gray gravel (GP), fine to coarse gravel, with fine to coarse sand, with silt, dense, I-' moist; V Test pit completed on January 2S, 2005. Total depth 6.S feet. n No caving observed. ~ No ground water encountered. n TEST PIT - 61 Depth Description ~' 0.0 - S.0 Brown silt (ML,), trace clay, soft to stiff, moist; ~--~ S.0 - 9.0 Brown sand (SP), fine sand, with silt, medium dense, moist; n 9.0 - 13.5 Gray gravel (GP), fine to coarse gravel, with fine to coarse sand, with silt, dense, moist; Test pit completed on January 2S, 2005. (-' Total depth 13.5 feet. ,--~ No caving observed. No ground water encountered. ~ TEST PIT - 62 ~--, Depth Description ,~ n U C 0.0 - 4.0 Brown silt (ML), with clay, trace fine sand, trace avel soft moist• ~' ~ , ~ 4.0 - 9.5 Gray gravel (GP), fine to coarse gravel, with fine to coarse sand, with silt, dense, moist; Test pit completed on January 25, 2005. Total depth 9.5 feet. No caving observed. C No ground water encountered. TEST PIT - 63 ,-, Depth Description 0.0 - 10.0 Brown sand (SP), fine sand, with silt, roots, medium dense, moist; 10.0 -14.0 Gray sand (SP), fine sand, occasional fine to medium gravel, medium dense, dry. C Test pit completed on January 25, 2005. Total depth 14.0 feet. ~, No caving observed. No ground water encountered. C TEST PIT - 64 Depth Description 0.0 - 2.5 Brown silt (ML), trace clay, stiff, moist; C 2.5 - 5.0 Brown silt (ML), with clay, soft, wet; 5.0 - 7.0 Gray sand (SP), fine sand, with silt, medium dense, dry; ~ 7.0 - 9.5 Gray sand (SP), fine sand, medium dense, dry; U 9.5 - 11.5 Gray sand (SP), fine sand, occasional fine to medium gravel, medium dense, dry; 1 l .5 - 13.5 Gray gravel (GP), fine to coarse gravel, with fine to coarse sand with silt dense , , , moist; Test pit completed on January 25, 2005. ~-s Total depth 13.5 feet. ~, No caving observed. No ground water encountered. (~ ~ TEST PIT - 65 ~ Depth Description ~~ 0.0 - 2.0 Brown silt (ML), trace clay, trace fine sand, medium stiff, moist; 2.0 - 3.5 Gray silty clay (CL), medium plastic, medium stiff, moist; 3.5 -12.0 Gray silt (ML), trace clay, trace fine sand, medium stiff moist; 12.0 - 13.5 , Gray silt (ML), with fine to medium gravel, dense, moist. n Test pit completed on January 25, 2005. ~ Total depth 13.5 feet. No caving observed. ~' No ground water encountered. ~' iL r L. L The following are Test Pit soil logs completed and provided by SCA Consulting Group. Insight Geologic, PLLC was not present to log these test pits. We do not warranty the accuracy of the following soil descriptions. TP -66 TP-67 TP-68 TP-69 TP-70 TP_71 TP-72 TP-73 TP-74 TP75 0"- 36" Reddish Brown Silt Loam 36"- 52" Olive Gray and Brown Silt 52"- 68" Gray Silt 68"- 82" Olive Gray Loamy Very Fine Sand 82"-104" Gray Till, moderately-strongly indurated 0" - 24" Brown Gravelly Silt Loam 24" - 48" Olive Gray Very Gravelly Loamy Coarse-Medium Sand 48"- 64" Grayish Brown Extremely Gravelly Loamy Coarse-Medium Sand 64"- 72" Gray Till, strongly indurated and cemented 0" - 24" Brown Gravelly Sandy Loam 24" - 52" Gray Till, strongly indurated and cemented 0" - 31" Brown Gravelly Sandy Loam 31" - 48" Gray Till, strongly indurated and cemented 0" - 24" Brown Gravelly Loam 24" - 44" Gray Weathered Till, very broken 44" - 60" Gray Till, strongly indurated and cemented 0" - 31" Olive Gray Silty Clay 31" - 52" Olive Brown Silty Clay 52" - 86" Gray Till, strongly indurated, weakly cemented 0" - 16" Dark Brown Silt Loam 16" - 42" Yellowish Brown Silty Clay Loam 42" - 96" Dark Gray Silt 96" -100" Gray Till, strongly indurated, moderately cemented 0" - 24" Dark Brown Silt Loam 24" - 43" Yellowish Brown Silty Clay Loam 43" -148" Dark Gray Silt 0" - 24" Dark Brown Silt Loam 24" - 48" Yellowish Brown Silt Loam 48" - 63" Gray Cobbley Silt 63" - 72" Gray Till, strongly indurated, moderately cemented 0" - 32" Brown Loam 32" - 50" Gray Very Gravelly Loamy Coarse-Fine Sand 50" - 70" Gray Till, strongly indurated, moderately cemented n V (~ LJ r In U In n V ATTACHMENT B C LIMITATIONS AND GUIDELINES FOR USE i n ATTACHMENT B C ' REPORT LIMITATIONS AND GUIDELINES FOR USE This attachment provides information to help you manage your risks with respect to the use U of this report. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES , PERSONS AND PROJECTS This report has been prepared for the exclusive use of Tahoma Terra LLC and their C authorized agents. This report may be made available to the City of Yelm Planning Department ' for review. This report is not intended for use by others, and the information contained herein is not applicable to other sites. Insight Geologic, PLLC structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not C fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared.. This report should not be applied for any purpose or project except the C one originally contemplated. A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS C This report has been prepared for Tahoma Terra LLC. Insight Geologic, PLLC considered a number of unique, project-specific factors when establishing the scope of services for this project and report. Unless Insight Geologic, PLLC specifically indicates otherwise, do not rely on this report if it was: • not prepared for you, C • not prepared for your project, • not prepared for the specific site explored, or C completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: I~ the function of the proposed structure; I~ 1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org . U I~~ INSIGHT GEOLOGIC, PLLC L~ C Report Limitations and Guidelines for Use Page 2 n • elevation, configuration, location, orientation or weight of the proposed structure; • composition of the design team; or ~ • project ownership. If important changes are made after the date of this report, Insight Geologic, PLLC should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. SUBSURFACE CONDITIONS CAN CHANGE This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or ground water fluctuations. Always contact Insight Geologic, PLLC before applying a report to determine if it remains applicable. V MOST GEOTECHNICAL AND GEOLOGIC FINDINGS ARE PROFESSIONAL OPINIONS C Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at ~ those points where subsurface tests are conducted or samples are taken. Insight Geologic, PLLC reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, ~ sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. ~' GEOTECHNICAL ENGINEERING REPORT RECOMMENDATIONS ARE NOT ~ FINAL Do not over-rely on the preliminary construction recommendations included in this report. C These recommendations are not final, because they were developed principally from Insight Geologies professional judgment and opinion. Insight Geologies recommendations can be I~ finalized only by observing actual subsurface conditions revealed during construction. Insight Geologic, PLLC cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by Insight Geologic, PLLC should be ~ provided during construction to confirm that the conditions encountered are consistent with those C indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining Insight In Geologic, PLLC for construction observation for this project is the most effective method of U managing the risks associated with unanticipated conditions. n' G e o E n g i n e e r s File No 0570-044-00-3130 C Report Limitations and Guidelines for Use Page 3 A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT COULD BE C SUBJECT TO MISINTERPRETATION Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having Insight Geologic, PLLC confer with appropriate members of ~, the design team after submitting the report. Also retain Insight Geologic, PLLC to review U pertinent elements of the design team's plans and specifications. Contractors can also (~, misinterpret a geotechnical engineering or geologic report. Reduce that risk by having Insight ~J Geologic, PLLC participate in pre-bid and preconstruction conferences, and by providing construction observation. n DO NOT REDRAW THE EXPLORATION LOGS Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in C architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. C GIVE CONTRACTORS A COMPLETE REPORT AND GUIDANCE Some owners and design professionals believe they can make contractors liable for C unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with Insight Geologic, PLLC and/or to conduct additional C study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring C them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and I~ schedule. L__1 CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN ~ CONSTRUCTION PROJECTS V Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job ~ site safety and for managing construction operations to minimize risks to on-site personnel and to adjacent properties. II ~i In L~ C G e o E n g i n e e r s Fde No• 0570-044-00-3130 Report Limitations and Guidelines for Use Page 4 READ THESE PROVISIONS CLOSELY Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. Insight Geologic, PLLC includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with C Insight Geologic, PLLC if you are unclear how these "Report Limitations and Guidelines for Use" apply to your project or site. C GEOTECHNICAL, GEOLOGIC AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED The equipment, techniques and personnel used to perform an environmental study differ U significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. C BIOLOGICAL POLLUTANTS Insight Geologic, PLLC' Scope of Work specifically excludes the investigation, detection, prevention, or assessment of the presence of Biological Pollutants in or around any structure. Accordingly, this report includes no interpretations, recommendations, findings, or conclusions for the purpose of detecting, preventing, assessing, or abating Biological Pollutants. The term "Biological Pollutants" includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts. C n V ~! V ~u ~~ G e o E n g i n e e r s Fde No: 0570-044-00-3130 i I~ II ~ ~ W 16 I w ~ I ~ I (n '~ Q i O m ~ i- O ~ a a ~ o I 6~ ~ ~ ~ N II o I ~ ~ p~ :- M I s ~- ~ O W I ~ I ~ ~ ~ o ~ N I I - - - - ~ o I / ~\\~\~ ~ / I ~ ~ 0 I I a I I - --_ , ~ ~~ 6~ -- -- -- -- - ~ -- -- -- - ~ - / / ~ ~~ ,,, i I ~ \ - - ~~ i ~ \ o ~ mm I ~ ~ ~-- - ~ ~ m . ~'~ I ~~ ~~/~ • ~ ~ I X I~ ~ F i ",- I ~~ ~~ ^ ^ n n ~ N ^ a- NI ~ . ~J x~ ~ ~a a ~ g&~ o I . ~ ~ .~ ~ ~ ,~ ~ ~ ~ ~ / o N ~ a n - _Q __ __ __ __.~__ o ~ ~ ~ I ~ a I I I a~ I a ^ N 7 ~ ^ ^ ~~ ~ ~ a ~, I 1= h ~ ~ w I a ~ I ~ a I ~ ~ a ~ I ~, a ~ ~~ ~ o a I ~ I \ I ~ a I I ~~_ ~ I ~ I m ~ o i i ~ I" ~ ~ ~ . ~~ i z Q N U W O~ J ~ ~-- ~_ Q.. LL W J J v ca ~ _ o r. 0 w c:,~ n,s '`i~ F- Z f~ as a a a a as a as as as as as as as a as a a a