HomeMy WebLinkAboutFoundation Recommendations.pdfHuddleston-Berry Engineering & Testing, LLC JP Construction PO Box 1880 Lyons, Colorado 80540 Attention: Subject: Mr. John Prater Foundation Recommendations and ISDS Design Mills Residence
19190 County Road 204 DeBeque, Colorado Dear Mr. Prater, 640 White Avenue Grand Junction, CO 8150 I Phone: 970-255 -8005 Fax: 970-255-6818 H udd lest on Berry@bresnal1 .net www.HBET-GJ.com
August 21,2012 Project#O 1199-000 1 At your request, Huddleston-Berry Engineering & Testing, LLC (I-!BET) conducted a geotechnical investigation for the Mills Residence near DeBeque,
Colorado. The site location is shown on Figure 1 -Site Location Map. The proposed construction is anticipated to include of a single-family residence. The scope of our investigation
included evaluating the subsurface conditions at the site to aid in developing foundation recommendations for the proposed construction and to permit design of an Individual Sewage Disposal
System ([SDS) at the site. Site Conditions At the time of the investigation, the site was generally open with gentle to moderate slopes up to the north and northwest. Vegetation consisted
of short to tall grasses and weeds with numerous medium to large trees in the southern portion of the site. Thick Juniper trees and brush was observed on the hills surrounding the site.
Several abandoned structures were observed at the site. The site was bordered by County Road 204 to the south and by open land to the north, east, and west. Subsurface Investigation
The subsurface investigation included two test pits in the vicinity of the house and three test pits in the vicinity of the proposed ISDS absorption field. The locations of the test
pits are shown on Figure 2 -Site Plan. The test pits were excavated to depths of between 3.0 and 9.0 feet below the existing ground surface. Typed test pit logs are included in Appendix
A.
~~}l0~;~~~etce 8 ~~.~~:"!~~,~~',~ Test Pit TP-I, conducted north of the proposed house location, encountered 1.0 foot of clayey sand with gravel and organics topsoil above purple to
tan to white, dry, very dense clayey sand with gravel to a depth of 3.0 feet. Below the sand, black to gray to white to purple, soft to medium hard, highly weathered bentonite extended
to the bottom of the excavation. Groundwater was not encountered in TP-I at the time of the investigation. Test Pit TP-2, conducted west of the proposed house location, encountered 1.0
foot of clayey sand with shale and organics topsoil above brown, dry to moist, medium dense to dense clayey sand with gravel and shale to the bottom of the excavation. Groundwater was
not encountered in TP-2 at the time of the investigation. Test Pit TP-3, conducted in the vicinity of the proposed absorption field, encountered 4.0 feet of gravel fill materials above
brown, dry to moist, medium dense to dense clayey sand with gravel and shale to the bottom of the excavation. Groundwater was not encountered in TP-3 at the time of the investigation.
Test Pit TP-4, also conducted in the vicinity of the proposed absorption field, encountered I.S feet of clayey sand with shale and organics topsoil above brown, dry to moist, medium
dense clayey sand with gravel and shale to the bottom of the excavation. Groundwater was not encountered in TP-4 at the time of the investigation. Test Pit TP-S, conducted in the vicinity
of the proposed absorption field, encountered I.S feet of clayey sand with shale and organics topsoil above brown, dry to moist, medium dense clayey sand with gravel and shale to the
bottom ofthe excavation. Groundwater was not encountered in TP-S at the time of the investigation. Laboratory Testing Laboratory testing was conducted on samples of the native soils
and bentonite collected in the test pits. The testing included grain-size analysis, Atterberg limits determination, natural moisture content determination, and swell/consolidation. The
laboratory testing results are included in Appendix B. The laboratory testing results indicate that the native sand soils are moderately plastic. In addition, the sand soils were shown
to be slightly collapsible at their existing density with up to approximately 0.6% collapse measured in t~e laboratory. However, based upon the Atterberg limits of the native sand soils
and presence of shale in the sands, HBET anticipates that the native clayey sand soils have the potential for expansion when compacted and introduced to excess moisture. The native bentonite
materials were determined to be moderately to highly plastic. Based upon the Atterberg limits of these materials, the bentonite is anticipated to be moderately to highly expansive. W:\2008
ALL PROJECTS\OI199 ~ lP Construction\Ol199·0001 Mills Residence\200 -Geo\OI199-0001 LR082112.doc 2
Mills Residence #01199-0001 08/21/12 Foundation Recommendations Based upon the results of the subsurface investigation and nature of the proposed construction, the recommended foundation
alternatives include spread footings, voided spread footings, isolated pads and grade beams, structural ribbed (waffle) slab, or monolithic (turndown edge) structural slab. However,
as indicated above the native sand soils are anticipated to be slightly collapsible at their existing density and slightly expansive when compacted. In addition, the native bentonite
materials are anticipated to be moderately to highly expansive. Therefore, to limit the potential for excessive differential movements, it is recommended that the foundations be constructed
above structural fill. In general, it is recommended that spread footing, voided spread footing, or isolated pad and grade beam foundations be constructed above a minimum of 30-inches
of structural fill. It is recommended that a monolithic (turndown edge) slab foundation be constructed above a minimum of 42-inches of structural fill. It is recommended that a ribbed
slab foundation be constructed above structural fill extending to the base of the ribs. The depth of the ribs should be determined by the structural engineer to ensure rigidity of the
slab. However, it is recommended that all foundations be separated from the bentonite a minimum of five feet. As a result, the final thickness of structural fill will be dependent upon
the actual location of the house. Due to their potential for expansion, the native clayey sand soils are not suitable for reuse as structural fill. Imported structural fill should consist
of a granular, non-expansive, non-free draining material such as pit-run with high fines content, crusher fines, or CDOT Class 6 base course. However, if pit-run is used for structural
fill, a minimum of six inches of crusher fines or Class 6 base course should be placed on top of the pit run to prevent large point stresses on the bottoms of the foundations due to
large particles in the pit-run. Prior to placement of structural fill, it is recommended that the bottom of the foundation excavation be proofrolled to the Engineer's satisfaction. Structural
fill should extend laterally beyond the edges of the foundation a minimum of 24-inches. Structural fill should be moisture conditioned, placed in maximum 8-inch loose lifts, and compacted
to a minimum of 95% of the standard Proctor maximum dry density for fine grained soils and 90% of the modified Proctor maximum dry density for coarse grained soils, within ± 2% of the
optimum moisture content as determined in accordance with ASTM D698 and D1557C, respectively. For structural fill consisting of imported granular materials, and foundation building pad
preparation as recommended, a maximum allowable bearing capacity of 2,000 psf may be used. However, a minimum dead-load of 500 psf is recommended for spread footing, voided spread footing,
or isolated pad and grade beam foundations. Where the minimum dead-load is not achievable, such as for interior foundations, the dead-load should be maximized to the extent practical.
Footings should not be less than 12-inches wide to limit the potential for a punching shear bearing capacity failure. For pit-run, base course, or crusher fines, a modulus of subgrade
reaction of250 pci may be used. Footings subject to frost should be at least 36-inches below the finished grade. W;\2QQS ALL PROJECTS\OI199 -JP Construction\OI199-0001 Mills Residence\200
-Geo\Ol199-0001 LROS2112.doc 3
Mills Residence #01199-000 I 08/21!l2 Lateral Earth Pressures Any stemwalls, basement walls, or retaining walls should be designed to resist lateral earth pressures. For backfill consisting
of the native sand soils or imported granular, non-free draining, non-expansive material, we recommend that the walls be designed for an equivalent fluid unit weight of 60 pef in areas
where no surcharge loads are present. Lateral earth pressures should be increased as necessary to reflect any surcharge loading behind the walls. Floor Slab and Exterior Flatwork Recommendations
As mentioned above, expansive soils are present at the site. Due to the fact that slabs-on-grade do not generate sufficient loads to resist heave, differential movement of slabs-on-grade
should be anticipated. However, to help limit the magnitude of movement, it is recommended that floor slabs be constructed above a minimum of 18-inches of structural will with subgrade
preparation and fill placement in accordance with the Foundation Recommendations section of this report. It is recommended that exterior slabs-on-grade be constructed above a minimum
of 12-inches of structural fill. Drainage Recommendations Grading around the structure is critical to the performance of the foundations and grading should be designed to carry precipitation
and runoff away from the structure. It is recommended that the finished ground surface drop at least twelve inches within the first ten feet away from the structure. Downspouts should
empty beyond the backfill zone. It is also recommended that landscaping within five feet of the structure include primarily desert plants with low water requirements. In addition, it
is recommended that irrigation within ten feet of foundations be minimized or controlled with automatic shut off valves. If a structural floor and crawlspace and/or basement are proposed,
perimeter foundation drains are recommended. In general, the perimeter foundation drains should consist of prefabricated drain materials or perforated pipe and gravel systems with the
flowlines of the drains at least one foot below the bottoms of the foundations (at the highest point). The perimeter drain should slope at a minimum of 1.5% to daylight or to a sump.
In addition, the gravel or other prefabricated drainage materials should extend along the basement walls to within 36-inches of the finished ground surface. A geomembrane or other moisture
barrier is also recommended along the footings/stemwalls and below the perimeter drains to limit the potential for surface moisture to penetrate down to the expansive soils and/or bedrock.
Individual Sewage Disposal System Percolation testing was conducted in the vicinity of the proposed ISDS in TP-3, TP-4, and IP-5. The percolation rate in the native sand soils was determined
range from 8 to 17 minutes-per-inch with an average of approximately 13 minutes-per-inch. The percolation testing data are included in Appendix C. In general, a percolation rate of between
5 to 60 minutes-per-inch is required for soils to be deemed suitable for on-site sewage disposal. Therefore, based upon the results of the percolation testing, the native clayey sand
soils are suitable for on-site sewage disposal. W:\2008 ALL PROJECTS\OI199 • JP Construction\OI199-0001 Mills Residence\200 -Geo\OlI99-0001 LR082112.doc 4
~:~l~~;~~~et"ce e ~~~~"~~:~~;~~,~ In addition to the percolation rate of the subsurface materials, the seasonal high groundwater elevation is an important factor in determining the suitability
of the site for Individual Sewage Disposal Systems. For ISDS suitability, the seasonal high groundwater elevation should be at least four feet below the bottom of the proposed absorption
bed. As discussed previously, groundwater was not encountered in the test pits in the vicinity of the ISDS at the time of the investigation. Due to the fact that the subsurface investigation
was completed during the irrigation season, HBET believes that the seasonal high groundwater elevation is deeper than 9.0 feet below the existing ground surface elevation. Seepage Bed
Design The design of the absorption system generally follows the requirements of the State of Colorado and Garfield County. The proposed construction at the site is anticipated to include
an approximately 2,400 square-feet main house with five bedrooms. A clothes washer and garbage disposal are also anticipated. For conservatism, a soil percolation rate of 30 minutes-per-inch
will be utilized for the absorption field design. Based upon information provided to HBET, Infiltrator Systems Quick4 Standard Chambers will be used for the absorption bed. As a result,
a 40% reduction in the bed area is permitted. The maximum daily flow of the sewage disposal system is calculated below. Base Residential Flow = (5 bedrooms)(2 persons/bedroom)(75 GPD/person)
=750 GPD Average Daily Flow = (750 GPD)(1.0+0.4+0.2) = 1,200 GPD Maximum Daily Flow = (1,200 GPD)(1.5) = 1,800 GPD Standard Bed Area = [(1,800 GPD)(30 minlinrl/5 '" 1,972 Square Feet
Reduced Area = (1,972 ft2)(0.40) = 789 Square Feet # of Quick4 Chambers = (789/9.2) = 86 Chambers Minimum A plan and profile of the ISDS absorption field is included as Figure 3. System
Installation The installation of the septic tank, plumbing lines, absorption bed, etc. should be completed in accordance with the State of Colorado and Garfield County regulations. In
addition, the following construction procedures are recommended: • The septic tanks and distribution box should be placed level over native soils that have been scarified to a depth
of 8 to 12 inches, moisture conditioned, and recompacted to a minimum of 95% of the standard Proctor maximum dry density, within ±2% of optimum moisture content. However, up to 3-inches
of washed rock or pipe bedding passing the I-inch sieve may be used as a leveling course under the septic tanks and/or distribution box. • The bottoms of trenches and backfill around
the septic tanks and distribution box which will support sewer or effluent lines should be compacted to at least 90 percent of the standard Proctor maximum dry density, within ±2% of
optimum moisture content. Pipe bedding should have a maximum particle size of I-inch. W;\20Q8 ALL PROJECTS\OI199 -lP Construction\Ol199-0001 Mills Residence\200 -Geo\OI199-0QOl LR082112.doc
5
Mills Residence #01199·0001 08/21112 • Vehicular or heavy equipment traffic and placement of structures should not encroach within 10 feet of the septic tanks or distribution box. Illspectioll
Schedule Huddleston-Berry Engineering & Testing LLC should be retained to monitor the construction of the ISDS. The following schedule of observation and/or testing should be followed:
• Observe the absorption bed excavation prior to placement of gravel and di sposal lines. • Observe placement of the septic tank, distribution box, and all connecting sewer and effluent
lines prior to backfilL Verify proper fall between inverts. • Observe and verify installation of the absorption bed prior to placement of cover and backfilL General Notes The recommendations
included above are based upon the results of the subsurface investigation and on our local experience. These conclusions and recommendations are valid only for the proposed construction.
As discussed previously, the subsurface conditions at the site were observed to be s lightly variable. However, the precise nature and extent of any subsurface variability may not become
evident until construction. Therefore, it is recommended that HBET be contracted to provide engineering oversight during construction. It is important to note that the use of structural
fill below slabs and found ations wi ll reduce, but not eliminate, the potential for structural movement as a result of collapse and/or swelling of the native sand soils or swelling
of the native bentonite materials. However, where excess moisture is permitted to infiltrate into the subsurface due to poor grading and drainage, irrigation leak, utility leak, or other
cause, significant structural movements are li kely. While the foundation recommendations above are consistent with generally accepted engineering practices in areas of swelling so ils
and/or bedrock, HBET cannot predict long-term changes in subsurface moisture conditions and/or the precise magnitude or extent of swelling or swelling pressures. We are pleased to be
of service to your project. Please contact us if you have any questions or comments regarding the contents of this report. Respectfully Submitted: Huddleston-Be ry Engineering and Testing,
LLC Michael A. Berry, P.E. Vice President of Engineering W:\2008 ALL PROJECTS\OI1 99 -JP COllstruction\O 11 99·0001 Mills Rcsidence\200 -Geo\01199·0001 LR082 11 2.doc 6
FIGURES
~.-. County Line. --Geog Twp Line lot Line Mise line -fI.,'lon Linear -Parcel Line Parcel line Leg Desc ,Pol Corp Line Pol Twp line ... Railroad Centerline ,=.= Railroad ROvV Road Centerline
Road ROV,r --Section Line Sub Line 100 Sub Line400 Sub Ref Strip -Unknown Linear --"'Vater Line T('~ Rl(il',',' HE: R H';:',',' ".::' 1 11626 Feet T:"·3 R('9,',' r,',s F-~ ~'f',',' Site
Location Hi~iIHllOI~ Owner Information MILLS, PAUL H & JULIA L, TRUSTEES OF THE MILLS FAMILY TRUST DTD 7-27-90 24535 OVERLAKE EL TaRO, CA 92630-3639 Parcel Number: 216530100016 Site
Information Acres: 320 Account Number: R290161 T78= r~9,;!,'\' FIGURE 1 Site Location Map
......: 0 0 '" o .o... . '" ~ ~ ".... r.. -=01 ~ ..". .. ~ rJ2
ABSORPT rION BED PLAN ESTABLISH VEGETATI I I RESIDENTIAL STRUCTURE 1--1 0.0 FT MIN ~I ~I ~I~I =:=1 ==::;1 \ I 1 1 1 1 1 1 "nCTA", M,mMUM ' ,500 -16.15 FT ,I 1 1 1 1 1A LLON CAPACITY
~==~~~==~~, 6.IN. MIN.J I I I I I I I I I BOX WITH FIVE , ~-Berry c::.::estiJll\, LLC o 2 4 nue, Unit B ,CO 81501 MILLS RESIDENCE FIGURE 3 -SEPTIC SYSTEM PLAN AND PROFILE
APPENDIX A Typed Test Pit Logs
~ z ":: o u I m Huddleston-Berry Engineering & Testing, LLC 640 White Avenue. Unit B Grand Junction, CO 81501 970-255-8005 970-255-6818 CLIENT JP Construction PROJECT NUMBER DATE STARTED
~7rcI3~1!../1L<2 __ _ COMPLETED --,7'!c/3~1!L/1!.<2~ __ EXCAVATION CONTRACTOR ..!H!:!!i!:l-R:\tiv!iletr.r ________ _ EXCAVATION METHOD ..!MM!!!inl:.i-E!;.x~COla!'fVai!ltQor~ _________
_ LOGGEDBY~A~S~ ___ __ CHECKED BY ..!M~AO!;S,----__ _ NOTES MATERIAL DESCRIPTION TEST PIT NUMBER TP-1 PAGE 1 OF 1 PROJECT NAME ..E!!M,!!!ill",-s-"R~e];!si!,!de!;!!nC!lc~e,----____________
_ PROJECT LOCATION GROUND ELEVATION ____ _ TEST PIT SIZE _____ _ GROUND WATER LEVELS: AT TIME OF EXCAVATION -'d"ry'--__________ _ AT END OF EXCAVATION -'d"ry'--__________ _ AFTER EXCAVATION
aw. 'if!. >-00 >-CJ)w I-w 00-;5:1-:0 w al wCl OZ...J ...J:; >0 ....I::l;; 0.:0 000 alO ~Z 0-w o~ CJ) 00 Clayey SAND with Sandstone Gravel (sc), reddish purple, tan white, dry, very dense
GS 1 GS 2 12 57 18 39 12 45 16 29
~ Huddleston-Berry Engineering & Testing, LLC a'''''''' ·t", 640 White Avenue, Unit B TEST PIT NUMBER TP-2 ~~ 1B~~~randJUnction, CO 81501 PAGE 1 OF 1 q, ,$ 970-255-8005 ~"-"-"=,~ 970-255-6818
CLIENT JP Construction PROJECT NAME Mills Residence PROJECT NUMBER 01199-0001 PROJECT LOCATION Oe8egue CO OA TE STARTED 7/31/12 COMPLETED 7/31112 GROUND ELEVATION TEST PIT SIZE EXCAVATION
CONTRACTOR Hi-River GROUND WATER LEVELS: EXCAVATION METHOD Mini-Excavator AT TIME OF EXCAVATION d[l' LOGGED BY AS CHECKED BY MAB AT END OF EXCAVATION d[l' NOTES AFTER EXCAVATION ---ATTERBERG
r w '" z ~ w~ LIMITS z "-• w 0 >-'" >-rnw w ",-r I "r-_,,, :"e-0" MATERIAL DESCRIPTION rUUJ'J" ">UJ'0O-5Ozr -:-::'l r"-"" Zt:"u" :r::Zlr Qr 0 ~-x 0z"_, UJ-~--' --'::0 0'" ...J=>::; w2
:::lEo rnw :::l-i=!::: ><w 0"--0 "-:::l ",0 "'--r rn:;; ro " :;;z 0-°e 0 >-Oz O~ :)::J rnz rn « UJ 0 '" :;;0 ::J--' :)-UJ rn '" "-0 0 "-z 0,0 "-u: ~ .. ,," Clayey SAND wilh Shale fragments
and Organics (TOPSOIL), I~">'I;' brown, dry :'!-!!.:".,i ~,.·~i:'~. · II" . I Clayey SAND with Gravel and Shale fragments (Se), with large gravel lenses and thin sand lenses, brown to
orangish brown, dry to moist, medium dense to dense, abundant sulfates 2,5 GB1: Lab Classified ~ e GB 13 38 24 14 48 · -'-:." 1 .:: .. :.: ~ MC 92 17 1 i-5,0 ~· ........ ".::":.:.::
. ..l!L: ~ "' ... " , " Bottom of test pit at 8.0 feet.
I ~ Huddleston·Berry Engineering & Testing. LLC TEST PIT NUMBER TP-3 ".t',~) 640 White Avenue. Unit B ~'IB~ Grand Junction, CO 81501 PAGE 1 OF 1 (';. ..~ 970·255·8005 <~ 970·255·6818
~ CLIENT JP Construction PROJECT NAME Mills Residence PROJECT NUMBER 01199·0001 PROJECT LOCATION ,CO DATE STARTED 7/31112 COMPLETED 7/31/12 GROUND ELEVATION TEST PIT SIZE EXCAVATION
CONTRACTOR Hi·River GROUND WATER LEVELS: EXCAVATION METHOD Mini-Excavator AT TIME OF EXCAVATION dlY LOGGED BY AS CHECKED BY MAS AT END OF EXCAVATION dlY NOTES AFTER EXCAVATION ... aU.J
;J!. Z g Iii 1\, .IMirs' ~ () >-00 i~ UlW Ii' >-~~ :!: XC!) f-UJ sf-::J ~g UJrn I~~ o f-0.0 MATERIAL DESCRIPTION OZ-' Qt:: i=t: ~[j) ~-' -':;i ...J=>:; 0 0.::J rnO 5~ 5~ t;o Ul C!) ~z
°e 00 :J---l c.....J :5~ UJ Ul 0 Z 0.0 a. w:: Gravel with PVC Pipe (FILL). brown, moist, loose 2.5 ~I~y:y SAND with Gravel and Shale':d""'O"".(~c): with gravel % lenses, brown, dry to
moist, medium dense to dense %•. .. 5.0 ~ ~. %% % % ~j -%< 7.5 ~ ~ ~ Bottom of test pit at 9.0 feet. I
""w' u z w o ;;; il! ~ ~ § ~ 0; 'z" ~ ~ o U I m I * W " ~(,\,.£tl?/~ Huddleston-Berry Engineering & Testing, LLC TEST PIT NUMBER TP-4 I ~ ,'"t" 640 White Avenue, Unit B ~.IB~))~randJUnction,
CO 81501 PAGE 1 OF 1 :%. ~ 970-255-8005 ~,,-c"'~ 970-255-6818 ~ CLIENT JP Construction PROJECT NAME Mills Residence PROJECT NUMBER 01199-0001 PROJECT LOCATION DeBegue CO DATE STARTED
7/31112 COMPLETED 7/31112 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Hi-River GROUND WATER LEVELS: EXCAVATION METHOD Mini-Excavator AT TIME OF EXCAVATION drY LOGGED BY AS CHECKED
BY MAS AT END OF EXCAVATION drY NOTES AFTER EXCAVATION ---w ATIERBERG I-'" Z ~ w* LIMITS z () a. >-",ill w w ~ffi ",-I-I :r" "'-sl-=> a. !::.;:-=>1->-Z_ b:£ UJO () I-0.0 MATERIAL DESCRIPTION
wCll >0 OZ--' 1-';:-zu I-z 91--x 0", w-<2--' --':iO --I=>;; w2 ",w i=t: ><w 0.:J 0'" CllO "'-=>S -l-=>-"':;; ()~ 0 Oz o~ 1-0 " '" :;;z (w) -()1; () >-:5:; "'z 0 '" « :;;0 :;--' a. :5-zw
'" '" a. 0 () 0 a. u: .\ ~: ", Clayey SAND with Shale fragments and Organics (TOPSOIL), I~·. ~;,,;. brown, dry :,lli:,i 0",',tJ)", :~.!,l.',\ I~: .\1. i/.~\ I~.· _,I r-1-i: :.'~ I~:
.~i·!~::.~ 'I, \\"!i 4':~\' 4_"'~\ Clayey SAND with Gravel and Shale fragments (se), with gravel lenses, brown, dry to moist, medium dense 2 r--L: Bottom of test pit at 3.5 feet.
w z ~ OJ 8 I m I U § " ~'''''~~ Huddleston-Berry Engineering & Testing_ LLC TEST PIT NUMBER TP·5 ""~:40 WIlite Avenue, Umt B "lB~ PAGE 1 OF 1 Grand Junction, CO 81501 . ~ 970-255-8005
(}~"_c6 ',s 970-255-6818 ~ CLIENT JP Construction PROJECT NAME Mills Residence PROJECT NUMBER 01199-0001 PROJECT LOCATION Oe8egue, CO DATE STARTED 7/31/12 COMPLETED 7/31/12 GROUND ELEVATION
TEST PIT SIZE EXCAVATION CONTRACTOR Hi-River GROUND WATER LEVELS: EXCAVATION METHOD Mini-Excavator AT TIME OF EXCAVATION d[Y LOGGED BY AS CHECKED BY MAS AT END OF EXCAVATION d[Y NOTES
AFTER EXCAVATION ---ATTERSERG I-w :f!. :i g UJ* LIMITS Z "-W ~ >-'" >-UlW W ",-II I(9 I-UJ "'-Sl-:::l "-t:'S :::If-~ Z ~2 UJO u "-0 MATERIAL DESCRIPTION w'" >0 OZ-' f-<=' f-z 9f-~!:::
...J::;; -x O~ UJ-<2-' --l=>~ UJJ!l Zc. UlUJ ~UJ U'" "-:::l 0'" ",0 0 ,,-:::l_ -f-:::l-Ul:;; f-o (9 ~Z U-U~ U >-Oz o~ 5:::; UlZ Ul UJ ° '" :;;0 :::;-' 5-UJ Ul '" "-0 U "-Z 0 "-u: ;:..:};~
Clayey SAND with Shale fragments and Organics (TOPSOIL), brown, dry :~':,i ~: .. ~;:;~. ",I I; .",1 I;: :~~ i;. :\\.,~» r-L-!~:(,~.: ,1"li·,J 'I. <~·Ii. 4':~\' ~ .. "i.l; Clayey SAND
with Gravel and Shale fragments (sc), with gravel lenses, brown, dry to moist, medium dense 2 3 Bottom of test pit at 3.0 feet.
APPENDIXB Laboratory Testing Results
<C "w u z w o :'":! ~ ~ ~ " ~ Huddleston-Beny Engineering & Testing, LLC GRAIN SIZE DISTRIBUTION , "',))640 White Avenue, Unit B I ~~·IB~ Grand Junction, CO 81501 ~ .'" 970-255-8005
~,--",,*, 970-255-6818 --=--CLIENT JP Construction PROJECT NAME Mills Residence PROJECT NUMBER 01199-0001 PROJECT LOCATION DeBegue, CO U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS
I HYDROMETER 6 4 3 2 1.5 .l 3/4 1/23/8 3 4 6 810 1416 20 30 40 5060 100140200 100 I I I I I I I I 95 90 ~ 85 '\ 80 75 70 \ 65 -I-"" I (!) 60 ~ >-55 OJ ,[--, '---'zw" 50 'e.. u: Iz-45
w (J 40 'w" "-35 30 25 20 15 10 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS I COBBLES ~ GRAVEL I SAND J SILT OR CLAY coarse I fine I coarse medium I fine I Specimen Identification
Classification LL PL PI Cc Cu • TP-2, GB1 07/12 CLAYEY SAND with GRAVEL(SC) 38 24 14 Specimen Identification 0100 060 030 010 %Gravel %Sand %Silt %Clay • TP-2, GB1 07/12 25 1_186 24_4
27_6 48.0
~ Huddleston-Berry Engineering & Testing, LLC ATTERBERG LIMITS' RESULTS I ~ ,r',)):40 White Avenue, Unit 8 ~: IB-~ Grand Junction, CO 81501 ~ if 970-255-8005 ~ 970-255-6818 CLIENT JP
Construction PROJECT NAME Mills Residence PROJECT NUMBER 01 t99-0001 PROJECT LOCATION DeBegue1 CO 60 @@/50 P V L A /S 40 T • V I C /I T 30 1:1 V y I N 20 7 D E /' X 10 17 CL-ML /" @@0
0 20 40 60 80 100 LIQUID LIMIT Specimen Identification LL PL PI #200 Classification • TP-1, GB1 7/31/2012 57 18 39 1:1 TP-1, GB2 7/31/2012 45 16 29 ... TP-2, GB1 7/31/2012 38 24 14 48
CLAYEY SAND with GRA VEL(SC) <ri ~ ~ 00 ">z-(5 " w "z w 9 ~ ~ ~ ~ m ~ w ~
~G\NfEI?~ Huddleston.Berry Engineering & Testing, LLC I( I CONSOLIDATION TEST ,C.'~:40 White Avenue, Unit B ~ IE ~ Grand Junction, CO 81501 1& Sf:; 970-255-8005 .',_,ci2 970-255-6818
CLIENT JP Construction PROJECT NAME Mills Residence PROJECT NUMBER 01199-0001 PROJECT LOCATION DeBegue, CO 0,0 0,5 1,0 1\ \ 1,5 1\ \ 2,0 1\ \ 2,5 \ 'if!, z « 1\ 0: f-(/J 3,0 1\ 3,5 \
4,0 \ 4,5 \ 5,0 \ 5,5 100 1,000 10,000 STRESS, psf Specimen Identification Classification 'Y.! MC% • TP-2 4,0 89 17
APPENDIXC Percolation Testing Data
PERCOLATION TESTING Project No. 01199 -0001 Test Pit No. TP-3 Project Name: Mills Residence Location: -:-:--=D:e.::.B.:.eq",u::.:e:.c' ..:.C..:.O----:-~D;.;a;;,te;;:=7"'/"'31ii;/2~0"'1,.2"========:!I
Testing Conducted By: _-C.A..:;..-.:;S"'ig"'le:,:r _____ Supervising Engineer: _--,M.:.:.:...;. B::.:e::.rryCL..-_______ _ Pit Dimensions: Length ; Width _.,-...,..,-____ Depth 9.0 ft
Water Level Depth: Not Encountered X SOIL PROFILE Depth Description 0-4 Gravel with PVC pipe (FILL), brown, moist, loose Clayey SAND with Gravel and Shale fragments (sc), with gravel
4-9 lenses, brown, dry to moist, medium dense to dense Test Number: Top of Hole D=-e-p""th"':':-=6-::5. '""'ft"'--Diameter of Hole: 6.5 in Depth of Hole' 13 0 in Water Time Depth Change
(min.) (in.) (in.) 0 1.4375 5 3.1250 1.6875 10 4.5000 1.3750 15 5.6875 1.1875 20 6.6250 0.9375 25 7.3750 0.7500 30 8.0000 0.6250 35 8.5000 0.5000 40 9.1250 0.6250 45 9.5000 0.3750 50
10.0000 0.5000 55 10.2500 0.2500 60 10.6875 0.4375 Rate (min/in): 13 Average Percolation Rate (min/in): Test Number: Top of Hole D=-e-p""th-: ---Diameter of Hole: Depth of Hole' Water
Time Depth Change (min.) (in.) (in.) Rate (min/in): Remarks Test Number: Top of Hole D=-e-p"'"th-: ----Diameter of Hole: Depth of Hole' Water Time Depth Change (min.) (in.) (in.) Rate
(min/in):
PERCOLATION TESTING Project No. 01199 -0001 Test Pit No. TP-4 __ -,M=ills~R""es~id:::e:!.n:::c""e _ Location: -:-:--=D:e=.Be::;q",u:.::e.!..., C.::.O=-----:-:-1~D;,;a;;;te;;,: =,7",/3",1;;,/2;;;0;,;1
,.2""''''''''''''''''=11 Testing Conducted By: _..:..A.::..-'=S"'ig"'le::.r ____ Supervising Engineer: _...:.M"' . ...::B:oe"'rryL-_______ _ Project Name: Pit Dimensions: Length ; Width_______
Depth 3.5 ft Water Level Depth: Not Encountered X SOIL PROFILE Depth Description Remarks Clayey SAND with shale fragments and Organics (TOPSOIL), brown, 0-1.5 dry Clayey SAND with Gravel
and Shale fragments (sc), with gravel 1.5-3.5 lenses, brown, dry to moist, medium dense Test Number: Top of Hole D=-e-p'"'th--': -'3=-.-=-5 ""ft--Test Number: Top of Hole D:-e-pt;:-h-:
---Test Number: Top of Hole D=-e-p'"'th-:----Diameter of Hole: 5.5 in Diameter of Hole: Diameter of Hole: Depth of Hole· 18 0 in Depth of Hole Depth of Hole· Water Water Water Time Depth
Change Time Depth Change Time Depth Change (min.) (in.) (in.) (min.) (in.) (in.) (min.) (in.) (in.) 0 2.0000 5 9.8750 7.8750 10 11.2500 1.3750 15 12.2500 1.0000 20 13.3125 1.0625 25
13.9375 0.6250 30 14.5000 0.5625 35 15.0625 0.5625 40 15.5625 0.5000 45 16.0000 0.4375 50 16.3750 0.3750 55 16.6250 0.2500 60 16.8750 0.2500 Rate (min/in): 17 Rate (minlin): Rate (min/in):
Average Percolation Rate (min/in):
PERCOLATION TESTING Project No. 01199 -0001 Test Pit No. TP-5 Project Name: Mills Residence Location: ~-=D=e:::s::ceq::t:u:..::e,,-," ,CO=----:-:,Il,;D;,;a;,;;te;,;:=7",/",31",./2. 0
",1:,;;2""'=======lI Testing Conducted By: _-'-A.::.. . .:;S:!]ig""le"'r_ ____ Supervising Engineer: ____M "'.'-'S:..;e"'rry"-________ Pit Dimensions: Length ; Width _.,---:-:-____ Depth
3.0 ft Water Level Depth: Not Encountered X SOIL PROFILE Depth Description Remarks Clayey SAND with shale fragments and Organics (TOPSOIL), brown, 0-1.5 dry Clayey SAND with Gravel and
Shale fragments (sc), with gravel 1.5-3 lenses, brown, dry to moist, medium dense Test Number: 1 Top of Hole D';-:e~p7Lth-'-: "O"'ftc---Diameter of Hole: 5.0 in Depth of Hole· 17 0 in
Water Time Depth Change (min.) (in.) (in.) 0 1.3750 5 5.3750 4.0000 10 8.0000 2.6250 15 10.0000 2.0000 20 11.6875 1.6875 25 13.0000 1.3125 30 13.8750 0.8750 35 14.7500 0.8750 40 15.3750
0.6250 45 16.0000 0.6250 50 16.6250 0.6250 55 EMPTY Rate (min/in): 8 Average Percolation Rate (min/in): Test Number: 2 Top of Hole D::-:e~p7Lth=-:" 3-;O. "ft,---Diameter of Hole: 5.0
in Depth of Hole· 18 0 in Water Time Depth Change (min.) (in.) (in.) 0 2.0625 5 6.1875 4.1250 10 8.8750 2.6875 15 10.5625 1.6875 20 11.8750 1.3125 25 12.8750 1.0000 30 13.6250 0.7500
35 14.2500 0.6250 40 14.8125 0.5625 45 15.2500 0.4375 50 15.6875 0.4375 55 16.0000 0.3125 60 EMPTY Rate (min/in): 13 Test Number: Top of Hole D"'e"'p""thc-: ---Diameter of Hole: Depth
of Hole· Water Time Depth Change (min.) (in.) (in.) Rate (min/in):