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Home My WebLink About20082961.tiff SUBMITTED FOR: KELLY AND SALLY HARMON 6435 WELD COUNTY ROAD 6 WELD COUNTY, COLORADO SOIL INVESTIGATION REPORT SEPTEMBER 20,2005 PROJECT# 051-0642 • SUBMITTED BY: 9/2-I/o s KEN WU, P.E. COLORADO ENGINEERING & GEOTECHNICAL GROUP, INC. 15 SOUTH GILBERT STREET CASTLE ROCK, COLORADO 80104 303-688-9475 • 2008-2961 • • • AGREEMENT OF PURPOSE AND DISCLAIMER The parties specifically agree and contract that the purpose of this soil investigation is to test, analyze, and report on the condition of the soils encountered only as these tests pertain to the suitable design and construction of an appropriate foundation for the proposed building and/or residences to determine the load bearing capacities of the soil. The parties specifically agree that Colorado Engineering and Geotechnical Group, Inc. has not been retained nor will they render an opinion concerning environmental issues, hazardous waste or any other known or unknown conditions that may be present on this site. INTRODUCTION: This report summarizes the results of data obtained during a soils test of 6435 Weld County Road 6, Weld County, Colorado. Investigation occurred on August 24, 2005 and was performed in undisturbed soil in accordance with ASTM 1586-99. The purpose of the investigation was to reveal the engineering properties for foundation purposes for the proposed construction of a single-family residence. The site is currently vacant. Other aspects relating to the proposed construction are presented. A component document to this plan will be an Open Hole Report that will be produced after the Open Hole Inspection, which is not billed with this report. The purpose of the Open Hole Report is to determine whether any significant variation from this report and the observed condition exists and whether the foundation design will require modification. • FINDINGS: The soil encountered in test hole one consisted of tan, fine-grained lean clay with very stiff consistency to the nine foot depth (Unified Soil Classification System symbol CL). From the nine foot to the eighteen foot depth, the soil consisted of tan/gray, fine-grained lean claystone with hard consistency (Unified Soil Classification System symbol CL). The soil encountered in test hole two consisted of tan, fine-grained lean clay with very stiff consistency to the nine foot depth. From the nine foot to the eighteen foot depth, the soil consisted of gray, fine- grained lean claystone with hard consistency (Unified Soil Classification System symbol CL). Attached are graphic summaries of the boring logs of the field conditions encountered and a summary of laboratory testing results. It should be noted that the soil descriptions shown on the boring logs are based on the geologist's visual classification of the samples in the field at the depths indicated. Actual subsurface soil conditions may vary between samples and location tested. Groundwater was encountered in test hole one at the eighteen foot depth and filled in to the fifteen foot depth immediately at the time of this investigation. The presence of shallow bedrock beneath surficial soils is favorable for the formation of "perched" groundwater. The depth and occurrence of groundwater can vary over time depending on hydrologic conditions such as precipitation, surface drainage,irrigation, and other conditions not apparent at the time of this report. • Project it:051-0642 Page 2 of 8 www.coloradoetzeineerinwourf.com • • • RECOMMENDATIONS: The foundation shall bear according to one of the following designs: 1. Drilled Piers and Grade Beams: This house may be supported on grade beams and straight shaft piers (caissons) drilled a minimum length of twenty-four feet and a minimum penetration into the claystone of ten feet, or to refusal. These drilled piers should be designed for a maximum end bearing pressure of 20,000 psf, a side shear of 2,000 psf for the portion of the pier in firm claystone, and a minimum dead load of 5,000 psf or as high as possible based on pier end area. The portion of the pier embedded in firm claystone shall be artificially roughened with a minimum 1 1/2" auger tooth. Minimum pier diameter shall be ten inches. A minimum void or clear space of four inches shall be provided under the concrete grade beams and between the drilled piers to allow for soil expansion. If water is encountered during the drilling of the piers, casing will be required and Type II cement shall be used. The drilled pier holes should be thoroughly cleaned of all loose soil and filled with a low slump concrete immediately after drilling to prevent infiltration of water or loose soil. The concrete piers shall be reinforced for their full length with one number five steel rebar for every sixteen inches of pier perimeter, (a minimum of three number five steel rebars). The reinforcing steel shall extend into the foundation wall a minimum of two feet. Equivalent fluid pressures of the soil, assuming normal consolidation, may be taken as 55 pcf active and 210 pcf passive. The potential for foundation movement is considered low if caissons are utilized. These values are based on literature and were not established by site-specific laboratory sample analysis of shear strength. If floor movement due to expansive soil is not acceptable, finished room floor areas should be supported on wooden or steel • joists over a crawl space area. No foundation wall shall exceed twenty-five feet in length without utilizing counterforts or buttresses unless otherwise designed by the foundation engineer. Concrete slabs shall be free floating and isolated from load-bearing elements. Partition walls, utility and HVAC connections shall be capable of a minimum of 1-1/2 inches of movement of the foundation and slab. An attached detail sheet diagrams a typical floating wall design. The soil bearing strength above is subject to change based on observations made at the open-hole inspection. Owners shall be made aware of the contents of this report and the fact that water accumulation around foundation elements is the primary cause of foundation distress. 2. Accepted Risk: With a higher risk of foundation movement, the foundation design may consist of a reinforced concrete stem wall resting on a concrete footer of a size determined by the foundation engineer. Depth of foundation elements shall be determined by the foundation engineer, but should be at least as deep as the minimum depth required by the governing building authority. Concrete slabs shall be free floating and isolated from load-bearing elements. Partition walls, utility and HVAC connections shall be capable of a minimum of 1-1/2 inches of movement of the foundation and slab. An attached detail sheet diagrams a typical floating wall design. If this design is utilized, maximum allowable bearing strength of the soil shall not be taken as greater than 2,000 psf for elements resting on undisturbed soil. Equivalent fluid pressures of the soil, assuming normal consolidation, may be taken as 55 pcf active and 210 pcf passive. These values are based on literature and were not established by site-specific laboratory sample analysis of shear strength. The potential for foundation movement is considered moderate if footings are utilized. • The soil bearing strength above is subject to change based on observations made at the open-hole inspection. Owners shall be made aware of the contents of this report and the fact that water accumulation around foundation elements is the primary cause of foundation distress. Project#:051-0642 Page 3 of 8 www.coloradoeneineerineeroap.com • 11111 • FOUNDATION DESIGN: This report is not a foundation design. The foundation design engineer will determine the exact configuration of foundation elements, to include footer (if any) width and thickness, wall thickness and height, pad and pier sizes and reinforcement schedules. However, the foundation should be designed for a ten-foot free span. This report does not address general hillside stability, landslide potential, or other natural hazards. Several areas of the Colorado Front Range have known geologic hazards associated with them. We recommend that readers of this report further educate themselves as to the existence of geologic hazards on or around their specific property of interest. Colorado Engineering can assist in the development of site-specific assessments of Geologic hazards. The Colorado Geologic Survey {http://geosurvey.state.co.us/ or 303-866-2611} is a good source for publications (maps, reports, etc.) dealing with specific geologic issues and/or issues related to specific geographic areas. FIELD INVESTIGATION PROCEDURE: Exploratory borings were advanced using a four-inch nominal diameter, truck-mounted continuous- flight auger. The approximate boring locations are indicated on the attached site diagram and were established in the field by pacing and measuring angles from identifiable site references. The property owner designated the location for exploration. At depths determined by the supervising geologist, samples were obtained by means of a two-inch diameter split-spoon sampler, advanced by a 140-pound • drop-hammer falling a distance of 30 inches, in general compliance with ASTM D-1586. The number of hammer blows required to advance the sampler provides an indication of the in-situ relative density of the soil, and in combination with the laboratory analysis of the soil, provides data required for derivation of the engineering properties sought by this exploration. EXISTING SITE CONDITIONS AND WEATHER: The general topography around the site of this investigation is a two to five percent slope to the south. Vegetation consists of an open field. Weather was hot and clear at the time of the investigation. The elevation measured at 5,200 feet above sea level. SUBSURFACE DRAINAGE: Foundation drain requirements shall be determined at the open-hole observation; however, drains around any below-grade useable space, including crawl spaces, should be anticipated. See the attached detail sheet. SURFACE DRAINAGE: • The excavation shall be protected from surface runoff and excess precipitation during construction. After backfilling, the soil around the foundation shall be graded away from the structure at a minimum slope of six inches over ten feet. Gutters and downspouts shall be installed to carry water across the Project#:051-0642 Page 4 of 8 www.coloradoengineerinezrouo.com area disturbed by construction. Areas that settle shall be backfilled to prevent ponding of water. No • vegetation requiring irrigation shall be installed within five feet of the foundation. Water from uphill shall be diverted around the structure. The future owners are cautioned against the installation of a lawn sprinkler system within 5 feet of the foundation walls. If a sprinkler system is installed, the sprinkler heads should be placed so that water spray from the heads under full pressure does not fall within five feet of the foundation walls. Lawn irrigation should be controlled to prevent excess wetting of subsurface soils. Lawn, flowers, shrubs, and other plantings within five feet of the foundation walls should be hand watered and this watering should be minimized. If a drip irrigation system is used, one should limit the amount of water to sustain the plantings. One is also advised that any irrigation line can leak and/or break, releasing excessive amounts of water near foundations and can cause damage to slabs and foundation walls. BACKFILL: Any soil disturbed adjacent to bearing foundation components shall be re-compacted to a minimum of 85% Standard Proctor Density. Soil supporting concrete slabs shall be compacted to 95% Standard Proctor Density. Mechanical compaction methods shall be utilized; water-flooding techniques are prohibited. See Compaction Section for more information regarding compaction requirements and techniques. CONCRETE: • All concrete shall be Type II, Sulfate Resistive, with 28-day strength requirements determined by the foundation design engineer. EXTERIOR AND INTERIOR CONCRETE SLABS: Excess moisture in the soil and improper compaction under slabs will increase the possibility of slab heave, settlement and cracking. The builder and future owners should be aware of and understand that there is a definite risk of future damage with any slab-on-grade construction. If floor movement due to expansive soils is not acceptable, finished room floor areas should be supported on wooden or steel joists, or on a reinforced concrete slab, over a crawl space area. If the builder and future owners are willing to accept the definite risk of some damage due to concrete floor slab movement, the following recommended details will help prevent, but not guarantee, wetting of the soils underneath the slabs and minimize damage when wetting of the soil does occur. Interior concrete slabs shall be isolated from the foundation, utility lines and non-bearing partition walls. Separate the slab from all load bearing members and utility lines of at least one-half inch to allow for independent movement of the slab. Provide a positive control or slip joint at the construction joint between the slab and foundation walls Slabs shall have control joints at approximately ten feet on center each way to lessen the possibility of random cracking. These control joints may be installed as construction joints, saw cuts and/or scoring • of the slabs. Cuts should be made at least 1/4 the total thickness of the slab. A good quality concrete sealant should be installed in these joints to prevent surface discharges of water from penetrating slab subgrades. Project it:051-0642 Page 5 of 8 www.co[orodoeneineerinezroue.com • • A minimum void or clear space of one and a half inches should be provided at the bottom of all • non-bearing partitions and furring strips placed over the concrete slabs (see Floating Wall Detail). One should also provide a one-half inch space at the bottom of all door-jambs to allow for limited movement of the floor slab. The owner is hereby notified that it is their responsibility to maintain these void spaces. In the event a hot water heating system is used, the pipe should not be placed beneath the concrete floor slab. In the event a forced air furnace is used, a two-inch collapsible connection should be provided between the furnace and the heat ducts. The soils that will support the concrete slabs should be kept moist during construction by occasionally sprinkling water and especially a day or two prior to pouring of the slab. This procedure will help maintain the moisture content of the underlying soil. In addition to the above recommendations, another means with which to reduce the risk of movement and cracking to slab-on-grade construction would be to over-excavate the below slab soil two or more feet, replace with compacted structural fill material, pour the concrete slab six inches thick with a reinforcing mat of#4/60 bars at 18 inches each way. RADON: There is not believed to be any unusual hazard from naturally occurring sources of radioactivity at the site. However, most counties in Colorado have average radon levels (measured in homes) above the • U.S. EPA recommended "action level" of 4 picoCuries per liter of air (pCi/1). For instance, Teller County averages 31.94 pCi/l, Park County averages 8.28 pCi/l, El Paso County averages 4.73 pCi/l, and Douglas County averages 7.53 pCi/l. Results of a 1987-1988 EPA-supported radon study for Colorado indicate that the granitic rocks, in particular, generally have elevated levels of uranium. These rocks have the potential of producing higher than average radon gas levels in homes. Providing increased ventilation of basements and crawl spaces and sealing of joints can mitigate build-ups of radon gas. This mitigation is best implemented during the design and construction phases of residences. The Colorado Geologic Survey {http://geosurvey.state.co.us/} and the U.S. EPA {wsvcv.epa.gov/iaq/radon} are both good sources for additional information regarding radon. OPEN-HOLE OBSERVATION: It is necessary to assume the soil in the surrounding area will be similar to that which was observed in this initial investigation. However, variations across the test borings and site can and do occur. Therefore, it is required that a qua/09d soil engineer in.pect the completed foundation excavation prior to the placement of any foundation component to determine whether any significant variation from this report exists and whether the foundation design will require modication. Please contact this office a minimum of 24 hours in advance to schedule a representative to observe the completed excavation. The open-hole observation is not included as part of the soil report and is subject to an inspection fee. Failure to obtain this required inspection prior to placement of foundation elements renders this report and its recommendations null and void. • Project#:051-0642 Page 6 of 8 www.coloradoenzineerinuroup.com COMPACTION: • If compaction of the native or borrow soils is required, it is highly recommended that you pick up an informative brochure provided at any Colorado Engineering and Geotechnical Group, Inc. office. In general, to compact clayey or silty materials: Placing Fill. No brush, sod, frozen material, or other perishable or unsuitable material, or stones of four inches or greater in maximum dimension shall be placed in the fill. The distribution of the material on the fill shall be such as to avoid the formation of lenses, or layers, of material differing substantially in characteristics from the surrounding material. The materials shall be delivered to the backfill surface at a uniform rate, and in such quantity as to permit a satisfactory construction procedure. Unnecessary concentration of travel tending to cause ruts and other hollows more than six inches in depth, shall be regarded and compacted. After dumping of fill material on backfill surfaces, the material shall be spread by approved methods in approximately 6 inches compacted thickness. Moisture Control. The material in each layer shall be compacted by rolling and shall contain the optimum moisture required for maximum compaction, as nearly as practicable and as determined by the soils engineer. The moisture content shall be uniform throughout the layers. The contractor may be required to add the necessary moisture to the backfill material in the borrow area, If in the opinion of the soils engineer, it is not possible to obtain moisture content by adding water on the fill surface. • Compaction: When the moisture content and condition of each spread layer is satisfactory, it shall be compacted by a method approved by the soils engineer to 95% ASTM D698 (Standard Proctor Density) for slab areas, and 100% ASTM D698 for footing and/or pad areas. A Standard Proctor test shall be performed for each typical fill material and frequent tests of the density of the fill must be taken. Normally, eight passes of a sheepsfoot roller loaded to 4,000 pounds per lineal foot on a six inch soil layer is sufficient to achieve 90%ASTM D698. In general, to compact cohesionless free-draining materials: Note:The above guidelines also apply When compacting cohesionless free-draining materials such as sands and gravel, the materials shall be deposited in layers and compacted by treads of a crawler type tractor, surface of internal vibrators, smooth or pneumatic rollers, hand or power tampers, or by any other means approved by the soils engineer. The thickness of the horizontal layer after compaction shall not exceed 6 inches compacted thickness if compaction is performed by tractor treads, surface vibrators or similar equipment, or not more than penetrating length of the vibrator head if compaction is performed by internal vibrators. The material may not be ponded or flooded to aid in the compaction only if free draining materials underlies new fill unless specifically recommended by the Engineer. When the moisture content and condition of each spread layer is satisfactory, it shall be compacted by a method approved by the soils engineer to 90% ASTM D1557 (Modified Proctor Density) for slab areas, and 95% ASTM D1557 for footing and/or pad areas. If compaction testing is to be performed by Colorado Engineering& Geotechnical Group, Inc. we will • require a Proctor Curve, Standard or Modified (which ever is appropriate for the material tested), from an approved testing facility. Colorado Engineering & Geotechnical Group, Inc., if requested, will perform this test(s) for you, provided a sample of the material(s), 5-gallon bucket(s) full, be supplied to Project#:051-0642 Page 7 of 8 www.coloradoengineerinceroup.com • • Colorado Engineering & Geotechnical Group, Inc. a minimum of 72 hours prior to testing. The • sample(s) will be used to determine the maximum proctor density and optimum moisture content for that representative sample. Additional charges will be incurred for each sample tested and for field compaction testing operations if required. CONCLUSIONS: This report is valid only for the use of the client listed for the type of construction listed above. Use by any other is prohibited, as is the use for other types of construction without the express, written permission of this office. Property owners and builders are reminded that water accumulation around foundation elements is a primary cause of structural distress in homes. Foundation movement under any condition can be minimized by maintaining a stable moisture content of the soil supporting the foundation. Surface drainage is paramount to minimizing the potential for water to penetrate backfill to the level of the foundation. If water penetrates through to the soil supporting the foundation, movement is likely. Any movement that does occur should be less than 1". LIMITATIONS: This report and its recommendations do not apply to any other site other than the one described herein and are predicated on the assumption that the actual soil conditions do not deviate in any significant way from those described in this report. In the event that any variations or undesirable conditions are • detected during the construction phase or if the proposed construction varies from that planned as of this report date, the owner shall immediately notify Colorado Engineering and Geotechnical Group, Inc., so that supplemental recommendations can be provided,if needed. • Project#:051-0642 Page 8 of 8 www.coloradoeneineerinnroup.com SLOE 2.5% 4 TH-1+ +TH-2 +P-3 P-4Y .PROF *P-5 _:1- SLOPE 23L P-6 WATER METER. WELD COUNTY ROAD 6 FROM TO DISTANCE BEARING ?Motor Motor TN-2 420' RIM T-2 TFI 45' N50W TN-2 Prof 125 347E Prof ►-I e!' e61e Prof 1-2 ES' N42e Prof 1-5 05' WWI 0 20 40 60 80 100 I mil Pof P-4 55' NOON GRAPHIC SCALE IN FEET Prof P-S IS 6991 SCALE:1"=100' Prof Pe 5S woe ITE PLAN JOB tt: ''1146. ` ^�� CASTLE ROCK OFFICE ONNER/51.111-DER: Kelly&Sally Hannon 051.0642 Colorado Engineering IS CASTLEGIlbert ROCK,Street 80104 JOB ADDRESS: 6435 Weld County Road 6,Weld County (303) 688-9475 5 6corcchn¢al Group kit • • TEST BORING: 9 TEST BORING: 2 STE: 08/24/2005 DATE: 08/24/2005 oI ° S Vtu LL re ? 0. P W Ce Z a. Y W 7 N I- x a F N f. F H a CO O 0 SOIL DESCRIPTION 0 N 2 m N SOIL DESCRIPTION 0 H 2 0 to 0-9' LEAN CLAY j 0-9' LEAN CLAY /// GRAIN:FINE GRAIN: FINE CONSISTENCY: VERY STIFF CONSISTENCY: VERY STIFF MOISTURE:LOW to MODERATE 2 CLAY:MODERATE—HIGH MOISTURE: MODERATE—HIGH CLAY:MODERATE—HIGH / 2 / PLASTICITY: LOW PLASTICITY:LOW COLOR: TAN —ffi6.8 16 CL COLOR: TAN 9-18' LEAN CLAYSTONE 12 9-18' LEAN CLAYSTONE 4 GRAIN:FINE 4 GRAIN:FINE CONSISTENCY: HARD CONSISTENCY: HARD MOISTURE: MODERATE—HIGH MOISTURE:LOW to MODERATE CLAY:HIGH CLAY:HIGH PLASTICITY:LOW 6 PLASTICITY:LOW 6 COLOR: TAN/GRAY f COLOR: GRAY 8 013.3 28 CL 8 — 18.0 GRAB CL 12 • 10/ 10 12 y/ 12J/ -/15.1 40 CL 14_ 12 40 14 GROUNDWATER WAS ENCOUNTERED AT A DEPTH OF 18' AND FILLED 1 6 J 16 IN TO 15' IMMEDIATELY. 18— 12.3 i� CL 18 / 12 20— 20— • BORING LOG --itrA1, CASTLE ROCK OFFICE 15 S. Gilbert Street OWNER/BUILDER: Harmon JOB #: 051-0642 Colorado Engineering CASTLE ROCK, CO 80104 6 (303) 688-9475 JOB ADDRESS: 6435 Weld County Road 6 5 Gcoceshnmol Group (hat. • Summary of Laboratory Testing • Job Number 051-0642 Natural Passing Blow Count Swell at Natural Dry Liquid Limit/ Soil Description Test Hole Depth (ft) Moisture #200 Sieve (Blows/Inch) 1000 psf Density (pcf) Plasticity (USCS Symbol) ( % ) ( ova ) ( % ) Index 1 3 6.8 87.6 16/12 NA NA 30/11 Lean Clay(CL) 1 8 13.3 84.2 28/12 0.1 118.6 NT Lean Clay w/Sand (CL) • 1 13 15.1 85.5 40/12 NA NA NT Lean Claystone (CL) 1 18 12.3 96.6 50/12 NA NA NT Lean Claystone(CL) 2 10 18.0 98.4 BAG NA NA NT Lean Claystone (CL) • NT= Not Tested NA = Not Applicable • • • Swell under constant pressure due to wetting 11111 . 4. o 0 0 •�_ _..._ --- - -- ---- 1 .._ u v 03 � • d o o _ c -� Water Added • v -2 to Sample - I _ . -3 - - --- --- • -4 _ -5 -- L-- --- 100 1000 10000 100000 Load ( psf) Sample of Lean Clay w/Sand from test hole # 1 at depth 8 feet Natural Moisture Content 13.3% JOB NUMBER: 051-0642 • • COLORADO ENGINEERING AND GEOTECHNICAL GROUP, INC. GRADATION TEST RESULTS • I HYDROMETER ANALYSIS SIEVE ANALYSIS ' 24 HR 7 HR TIME READINGS U. S. STANDARD SERIES I CLEAR SQUARE OPENINGS 45 MIN 15 MIN 60 19 4 1MIN 200 100 50 40 30 16 10 8 4 3/8" 3 4" 1-1 2" 3" 5" 6 8" 100 . _.. .._. -__ __.... 0 90 r�� s 10 -_ 80 .. 20 .-_ _- 7� __._ _ .._.. _c .._ - _._ ._ ._ - - 30O a60 _ - - -_ 40a w I- 50 ® -� � ®r�rrr� � 50- LLJ C - �r- . �:. t �� Irrr�60 ce 40 ... __ ._.. ._ ._ ....- ._.- EE w 30 �70 20 _ ... _ .._ _ _ 80 10 — 90 0 _ .. 100 .001 .002 .005 009 .019 .037 .074 .149 .297 42 .59 1.19 2 2.38 4.76 9.52 19.1 38.1 76.2 127 152 200 DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILT FINE {SAND MEDIUM ICOAR SEI EL FINE GR I VCOARSE 1 COBBLES CLASSIFICATION CL NOTES: 6.8 % Moisture Content GRAVEL 0.0 % SAND 12.4 % FINES 87.6 % BLOWS 16/12" HOLE# 1 DEPTH 3 Job Number: 051-0642 • I HYDROMETER ANALYSIS I SIEVE ANALYSIS I 24 HR 7 HR TIME READINGS I U. S. STANDARD SERIES I CLEAR SQUARE OPENINGS 45 MIN 15 MIN 60 19 4 1MIN 200 100 50 40 30 16 10 8 4 3 8" 3/4" 1-1/2" 3" 5" 6" 8" -I_ ._ 0 1 t t: t I - -- �....' _. 10 50 20 - __ ____.. .[_:: _ __ .. __ 30 c w w __ t _y__ _.__ z _ __ -_ ._... ___... ._._. ._..I- 5050 r— w .. .... __ _. .- _ _. w 30 ... ...._—_- 70 r 20 — — 80 — — _. __ — __: t T -.-_ :: __ �� r 90 0 '_, I .c z rm,r r —, , ), I. 100 00 .002 .005 .009 .019 .037 .074 .149 .297 .42 .59 1.19 2 2.38 4.76 9.52 19.1 38.1 76.2 127 152 200 DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILT FINE I SAND MEDIUM ICO AR SEI FINE GRAVEL I COARSE I COBBLES CLASSIFICATION CL NOTES: 13.3 % Moisture Content • GRAVEL 0.0 % SAND 15.8 % FINES 84.2 % BLOWS 28/12' HOLE# 1 DEPTH 8 Job Number: 051-0642 • • COLORADO ENGINEERING AND GEOTECHNICAL GROUP, INC. GRADATION TEST RESULTS • 1 HYDROMETER ANALYSIS SIEVE ANALYSIS 24 HR 7 HR TIME READINGS U. S. STANDARD SERIES 1 CLEAR SQUARE OPENINGS 45 MIN 15 MIN 60 19 4 1MIN 200 100 50 40 30 16 10 8 4 3 8" 3/4" 1-1/2" 3" 5" 6" 8" 100 - - -_ c __ ' - - .i-.. 0 — , - . r 90 1 1 1 ---- 10 eo .... I - .. — zQ _ 30p z __ _ _ 1 I -__ _... -_ - — a so — — - f _..._ ao t cc I— 50 Iza. T. So w -- --- — --- 7 1 -- - --1 so E 1 t — -- ._-.-. _. ____ _ ._-______� .r__,_—__ _.. L___-.._._._ _ L._ __. 70 • __. I __- -... -___._ _-t__ ..._... ..... I . rTh i r—t rt r . 1 n r I.r 1 1 ' 1111r r' r r-'r [ r r r r e z- .... 100 .001 .002 .005 .009 .019 .037 .074 .149 .297 .42 .59 1.19 2 2.38 4.76 9.52 19.1 38.1 76.2 127 152 200 OF DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILT SAND GRAVEL COBBLES l_ FINE I MEDIUM {COAR 5E FINE I COARSE CLASSIFICATION CL NOTES: 15.1 % Moisture Content GRAVEL 0.0 % SAND 14.5 % FINES 85.5 % BLOWS 40/12' HOLE# 1 DEPTH 13 Job Number: 051-0642 • HYDROMETER ANALYSIS SIEVE ANALYSIS 24 HR 7 HR TIME READINGS U. S. STANDARD SERIES I CLEAR SQUARE OPENINGS 45 MIN 15 MIN 60 19 4 1MIN 200 100 50 40 30 16 10 8 4 3/8" 3/4" 1-1/2" 3" 5" 6" 8' 100 __ -..- ._ —1__ _s_- ._.0 90 -.: - --_-- -. f __ I -- _-.... �_ �._. ._: 10 --I- 80 --- - -- - --:. r -r—r I ..._ ._...::._ .. ..20 .._ _ ........ I ........ r ....... _... 70 I __-......- L __._ —_._ .____ Le a Lc 60 Tw Cr Z _._ I _ A ..-- ----- -�- so z -- -... __.__ _. ___ r - J -- -- -- - _I - w 40 .._-- I ...._ __ __ . --:._ t..... -- 60 04 — rl 20 - r _ - 1 _ 80 10 - _ - - - I 1 -' - - 90 1 �� i'��' 0+ - - r—r � rt— .. r —n r - � �r. Trr'�"['rco r _ r r n r 100 .001 .002 005 .009 .019 .037 .074 .149 .297 .42 .59 1.19 2 2.38 4.76 9.52 191 38.1 76.2 127 152 200 DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILTI SAND GRAVEL I COBBLES FINE I MEDIUM (COARSE FINE I COARSE CLASSIFICATION CL NOTES: 12.3 % Moisture Content • GRAVEL 0.0 % SAND 3.4 % FINES 96.6 % BLOWS 50/12' HOLE# 1 DEPTH 18 Job Number: 051-0642 • • COLORADO ENGINEERING AND GEOTECHNICAL GROUP, INC. GRADATION TEST RESULTS • 1 HYDROMETER ANALYSIS 24 SIEVE ANALYSIS HR 7 HR TIME READINGS U. S. STANDARD SERIESI CLEAR SQUARE OPENINGS 45 MIN 15 MIN 6O 19 4 WIN 2OO 100 5O 40 3O 16 10 8 4 3 8" 3/4" 1-1/2" 3" 5" 6" 8" 100 - - - - - _..-- -L- �_ �. - ----±-7----- .... O ....._. .-- ice_. 1 _L_— .....-__- --- ..--- -- ---- --- --- 1O 9O - 8O • I 2O - 7O/ t - 3O 0 _ — — -- *—_— - - i Z ' C7) — — 40 I5 to 6O _,� 1 -� _- - - -- - CC 5O z LJ Ci - - - _ _ - 6O a E 40� �1 I_.. w 2O -} 1 __ -..J- _. ..__ I , -_ 8O -. _ _ _. ..-_ - -.--- -- -----_.,._-_-.�. - 0 t _y .__-f-,...Tr. , I.,rrr --r-_ 'Il_1'_r_•ir r" ..-r----r r r r r r i I------i----- •r-r-r-r-rrri--- -- 100 .OO1 .002 .005 .OO9 .O19 .O37 .074 .149 297 42 59 1.19 2 2.38 4.76 9.52 19.1 38.1 76.2 127 152 2OO DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILT FINE 1SANDI M IUM TCOARSEI FINE GR I VCOARSE COBBLES CLASSIFICATION CL NOTES: 18.0 % Moisture Content GRAVEL 0.0 % SAND 1.5 % FINES 98.4 % BLOWS Bag HOLE# 2 DEPTH 10 Job Number: 051-0642 • • 4-1/2" SOd SPIKE 52" O.G. PRE-DRILL NAIL HOLES 2X4 WALL STUDS I/2" DRYWALL DO NOT CAULK TO EDGE OF MOLDING. FLOATING PLATE MOLDING 'S� STATIONARY BOTTOM PLATE NAIL MOLDING TO �O STATIONARY I � /-� � \ BOTTOM PLATE i ONLY. DO NOT N� I/2" DRYWALL SHIM ATTACH TO FLOATING PLATE. FINISHED FLOOR CONCRETE SLAB a ° a d ° a 4 a ° • �. NOTES: 1. NAIL MOLDING TO STATIONARY BOTTOM PLATE ONLY. DO NOT ATTACH TO FLOATING PLATE. 2.DO NOT CAULK THE TOP EDGE OF MOLDING. 3.PROVIDE A MINIMUM OF I-I/2" OF FLOAT BETWEEN PLATES. 4.DRYWALL SHOULD NOT EXTEND BELOW THE LOWER EDGE OF THE FLOATING PLATE. MAINTAIN A I-I/2" GAP BETWEEN THE LOWER EDGE OF THE DRYWALL AND THE TOP EDGE OF THE DRYWALL SHIM. 5.PROVIDE AT LEAST A I/2" FLOAT BETWEEN THE BOTTOM OF DOOR FRAMES AND THE FLOOR SLAB. 6. FAILURE TO PROPERLY INSTALL THE FLOATING WALL GAN LEAD TO WARPED DOOR FRAMES, AND COSMETIC CRACKING ALONG WALLS THROUGH OUT THE ENTIRE STRUCTURE. I • I FLOATING WALL -��--.� CASTLE ROCK OFFICE OWNER/BUILDER:Harmon JOB #: 051-0642 Colorado Engineering CASTLE ROCK, COSig 80104 JOB ADDRESS: 6435 Weld County Road 6 (303) 688-9475 6 Gcotc,chntral G.oup 0p3. INTERIOR TYPE EXTERIOR TYPE 5 • WATERPROOFING FOUNDATION WALL , '. • \\ \\ BACKFILL AREA 12" ,D . AD .' BUILDING PAPER I \ ON TOP OF i.•r.•r. •i.•�.•�.., \\i GRAVEL\ i'•i!-. ' i:`i'/ / -OLYETHELENE : , .IIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII iI �\�\ �:. �: ' :; / / / �� MEMBRANE r •r •r . •r •r • 3 OR 4" DIAMETER \// � � �/ ,/ / /\\/ • 4\ ,\\��/ PERFORATED PLASTIC PIPE MINIMUM DEPTH OF CLEAN GRAVEL, 8" (MINIMUM SIZE I") I. Gravel size shall not be less than 1/2" in diameter and not greater 0 than I 1/2" in diameter. 2. Diameter of perforated pipe varies with amount of seepage expected, three Inch diameter is most common. S. Pipe shall be laid at a minimum grade of l" in 10'. 4. Outfall to be unobstructed, gravity outfall if possible. Use sump and pump only If gravity outfall does not exist. Discharge portion of pipe shall be non perforated past area to be drained. Owner is responsible to maintain daylighting of drain. 5. Exterior earth backfill material should be compacted to at least gO% maximum modified proctor density in the upper three feet of fill. 6. Filter fabric shall be mirafi 140 s or equivalent. .7 Drain pipe shall be laid below area serviced or protected, as shown In detail above. 8. Mop polyethylene film to wall and carry beneath gravel and pipe. 9. The polyethylene film shall be continued to the edge of the excavation. • NOTE: CONTACT THIS OFFICE FOR DENSITY TESTING. PERIMETER DRAIN -�- �w, CASTLE ROCK OFFICE DINNER/BUILDER:Harmon JOB IS: 051-0642 Colorado Engineering CAME Gilbert Street J0S ADDRESS: 6435 Weld County Road 6 9 9 GASTLE ROCK, Co 80104 b G_copcchmeal G„oup gm (303) 688-9415 • • FOUNDATION WALL READ FOOTING TYPE COMPACTED FILL WALL ON GRADE TYPE (90% OF 21557) EXPANSION JOINT FILTER FABRIC EXPANSION / JOINT - /// PLACE TOP OF PIPE ¢"� FLOOR BELOW BOTTOM OF . *•20.°°° FOOTING OR WALL ••° °8°:: o FLOOR AT "HIGH POINT" °og ciiI FOOTING °o. 0 89 800°;:.o 45. o .:,:;7�'flr7-/.�1., — GRAVEL - MINIMUM �•;• o. 'u" MIN MUM 45 DEGREES •pi�4: 6: TO 4" ABOVE PIPE I a:°'y FROM WALL ON GRADE 1 .' ° 3" MIN. DIA. I Ng PERFORATED PIPE POLYETHYLENE FILM: MINIMUM 45 DEGREES MOP TO WALL AND CARRY FROM FOOTING BENEATH GRAVEL AND PIPE I. Gravel size shall not be less than 1/2" in diameter and not greater • than 1 1/2" in diameter. 2. Diameter of perforated pipe varies with amount of seepage expected, three inch diameter is most common. 3. Pipe shall be laid at a minimum grade of 1" In 1O'. 4. Outfall to be unobstructed, gravity outfall if possible. Use sump and pump only if gravity outfall does not exist. Discharge portion of pipe shall be non perforated past area to be drained. Owner is responsible to maintain daylighting of drain. 5. Exterior earth backfill material should be compacted to at least 5O% maximum modified proctor density in the upper three feet of fill. b. Filter fabric shall be mirafi 140 s or equivalent. '7. Drain pipe shall be laid below area serviced or protected, as shown In detail above. 8. Mop polyethylene film to wall and carry beneath gravel and pipe. a. The polyethylene film shall be continued to the edge of the excavation. • NOTE: CONTACT THIS OFFICE FOR DENSITY TESTING. PERIMETER DRAIN -.,,te_ CASTLE ROCK OFFICE OWNER/BUILDER:Harmon JOB *: 051-0642 IS 5. Gilbert Street JOB ADDRESS: 6435 Weld County Road 6 Colorado Engineering CASTLE ROCK, CO 8O1O4 ©Gsotcchmcal G.noup (, (3O3) 655-61415 • • • SUBMITTED FOR: KELLY AND SALLY HARMON 6435 WELD COUNTY ROAD 6 WELD COUNTY, COLORADO PERCOLATION TEST RESULTS SEPTEMBER 20,2005 PROJECT# 051-0642 • SUBMITTED BY: ICU 9 12.370S- KEN Wu, P.E. COLORADO ENGINEERING & GEOTECHNICAL GROUP, INC. 15 SOUTH GILBERT STREET CASTLE ROCK, COLORADO 80104 303-688-9475 • • • #051-0642 • PERCOLATION TEST RESULTS On August 25, 2005, percolation tests were conducted on the site known as 6435 Weld County Road 6, Weld County, Colorado. The percolation tests were performed in accordance with County Regulations which pertain to individual sewage disposal systems. The percolation rates of these tests are reported in minutes of time per inch of water drop. The field percolation rate is the average of all the test holes observed in the proposed leaching area. SOIL PROFILE HOLE...10 feet deep 0 -8' Lean clay with sand (14/12" Blows)(41/24 LL/PI)(CL) 8 - 10' Claystone TEST HOLE#1 = 36 inches deep TEST HOLE#4 = 36 inches deep Percolation Rate = 15 minutes per inch Percolation Rate = 12 minutes per inch TEST HOLE#2= 36 inches deep TEST HOLE#5 =36 inches deep • Percolation Rate = 9 minutes per inch Percolation Rate = 10 minutes per inch TEST HOLE#3= 36 inches deep TEST HOLE #6 =36 inches deep Percolation Rate = 11 minutes per inch Percolation Rate = 11 minutes per inch FIELD PERCOLATION RATE = 11 minutes per inch The minimum effective liquid septic tank capacity based upon the number of bedrooms is as follows: 2 or less bedrooms 3 bedrooms 750 gallons 4 bedrooms 1,000 gallons Each additional bedroom 1,250 gallons Add 250 gallons Assuming that the residence will contain a garbage grinder and an automatic clothes washing machine, the miminum acceptable size for the leach field should be 239 square feet per bedroom. A soil sample was taken from the soil profile hole at a depth of four feet and consisted of 12.1 °/ci moisture, 0% gravel, 24.6% sand, and 75.4% minus 200 material. • • • COLORADO ENGINEERING AND GEOTECHNICAL GROUP, INC. GRADATION TEST RESULTS ` I HYDROMETER ANALYSIS SIEVE ANALYSIS . 24 HR 7 HR TIME READINGS U. S. STANDARD SERIES I CLEAR SQUARE OPENINGS 45 MIN 15 MIN 60 19 4 1MIN 200 100 50 40 30 16 10 8 4 318" 3/4" 1-1/2" 3" 5" 6" 8" 100 _ -t a _r L-- - _ 0 80 - -----'---1-7 t 7- _ 20 u70 __-----_ ----- - -' L________ -I —'___ - 1__30 W i2 60 1^._ -��--- - _- - --- CC -- — ---- r u 40 F --- --Tv L cc w 30 . -- ------- t ; _._ _- j 20 _ _ 1 —L.—_ —L eo __ t t ._._...... t 1 Q .—__._.___.___ L_ _ _- _ -�— --. 7.7— 0 '' —i-r-� i r_r--r-t -r-r�-r_r.�..r_�—_.. ��7 - . -r-r--7�rn r- _r"'"-1-"'"_,..r.�.r rrr_r 100 .001 .002 .005 .009 .019 .037 .074 .149 .297 .42 .59 1.19 2 2.38 4.76 9.52 19.1 38.1 76.2 127 152 200 DIAMETER OF PARTICLE IN MILLIMETERS _ ND CLAY TO SILT FINE 45AMEDIUM tcoARSE FINE GRAVEL I VCOARSE COBBLES - CLASSIFICATION CL NOTES: 12.1 % Moisture Content GRAVEL 0.0-% SAND 24.6 % FINES 75.4-% BLOWS 14/12" HOLE# Profile DEPTH 4 Job Number: 051-0642 • III • • S SLOPE 2-5% 4 TH-14 +TH-2 ALP-3 Ps 124+ +PROF P-5 q 5 +P-1 SLOPE 2-5% P-6 4 • WATER METER+ WELD COUNTY ROAD 6 FROM TO DISTANCE BEARING rbter Meter 114-2 420' NIOE 14-2 TH-I 45' /DOW TH-2 Prof 125' 361E Prof P-I 55' 561E Prof P-2 D' N42L 0 20 40 60 80 100 Prof P-9 55' 105P4 1 1 r i I 1 Prof P-4 55' NOOW GRAPHIC SCALE IN FEET Prof P-5 IS 552ty SCALE:1"a 1OO' Prof P-6 e5' 5505 SITE PLAN JOB tt: CASTLE ROCK OFFICE OWNER/BUILDER: Kelly &Sally Harmon 051-0642 Colorado Engineering CASTLEGROCK,GO 80104 JOB ADDRESS: 6435 Weld County Road 6,Weld County (SOS) 688-#1415 5 Gs etc rhntcat Group �OQ. 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