The URL can be used to link to this page

Browse Search

Home My WebLink About20120651 • GEOTECHNICAL INVESTIGATION FOR THE PROPOSED PLATTE VALLEY FIRE STATION TO BE LOCATED NEAR THE INTERSECTION OF U.S. HIGHWAY 34 AND COUNTY ROAD 53, WELD COUNTY,COLORADO FOR PLATTE VALLEY FIRE PROTECTION DISTRICT • CDS ENGINEERING CORPORATION LOVELAND, COLORADO PROJECT NUMBER 11-5581 • OCTOBER 18, 2011 2012-0651 ?,.),.t7., '7"-n . ►' .11. A t ii, jj ' nAAi�Y�.rn `t <t ,c.. _ s - • •wtx Mw K"•l"a qy 4 :....:) _. G...s l,.o :ra,9 cY 1 - ,�g 3�W • .,I r, �'3 :-': `k:; ,5.4•'Q.$r_.rir _ .._.. rt��'.:••=lrh.:. :A,. :rr.`�•- ...a'1.-L►a';..8. ._ )�. .. frji °k R .�''..T r•'7.7 ,`n t•-'7.:•,_,n K am. sf1 . r October 18. 2011 Project No. 11-5581 Platte Valley Fire Protection District c/o RLH Engineering, Inc. 541 E. Garden Drive, Unit S Windsor, CO 80550 Gentlemen. Enclosed is the report you requested of the geotechnical exploration for the proposed Platte Valley Fire Station to be located near the northeast corner of the intersection of l J.S. Highway 34 and County Road 53, Town of Kersey. Weld County, Colorado. IIIThe site appears to be suitable for the construction of the proposed building, pro.ided the design criteria and recommendations given in this report are followed. If you have any further questions concerning the information in this report,please contact this office. Respectfully. FOR AND ON BF.HAI.I-' OF CDS ENGINEERING CORPORATION --ep REp,/S�' /1/ ;''..i.',V. t .• 0 i• •1. '4 3838 i f 0 Kevin F. Becker, P.E. lt4' :j`-i iiONA� ' s '‘ Ss Enclosure ��•••,,` ID 155 2" _ • - . •. •-•• :::.:, -,:-!-.:..net • TABLE OF CONTENTS Paac Letter of Transmittal Table of Contents ii Scope l Site Investigation 1 Site Location and Description 2 Subsurface Conditions 2 Foundation Recommendations 3 - Continuous Spread Footing and Isolated Pad Foundation 3 Earthquake Design 4 Lateral Earth Pressures 4 Slab Construction 4 • Foundation Drain System 5 Conclusions 6 ATTACHMENTS Location of Test Borings Drawing No. 1 Symbols and Soil Properties Figure No. 1 Log of Borings Figure Nos. 2-4 Swell-Consolidation Test Results Figure No. 5 Grain Size Analysis Curves Attachments Summary of Test Results Table No. 1 Post-Construction Site Preparation and Maintenance Appendix I Typical Perimeter Drain Details Appendix 2 Placement of Compacted Fill Materials Appendix 3 • ii s1 SCOPE This report presents the results of a geotechnical exploration for the proposed Platte Valley Fire Station building to be located near the northeast corner of the intersection of U.S. Highway 34 and County Road 53,Town of Kersey, Weld County.Colorado.The building is anticipated to be of typical masonry frame construction. Full basement and slab-on-grade construction is anticipated for this structure. with the anticipated excavation depths to range from two(2)to eight (8) feet below grades which existed at the time of this exploration. This exploration was conducted to provide recommendations pertaining to the type and depth of foundation system.allowable soil hearing pressures,groundwater conditions.and to identify any complications that may be encountered during or after construction due to subsurface conditions. A preliminary geotechnical engineering report conducted by our firm. Project No. 11-5581, dated July 13, 2011 was reviewed as part of this exploration. • SITE INVESTIGATION The field investigation performed on October 12, 2011. consisted of drilling, logging, and sampling six(6)test borings within the approximate building envelope at the site. The borings were drilled to a depth of sixteen (16) feet. 1'he location of the Test Holes is shown on Drawing No. I. Boring locations were established by a representative of C DS Engineering Corporation based on stakes and a site plan provided by RLH Engineering,inc. Distances from the referenced features were made by pacing and angles were estimated. Graphical logs of the borings are shown on Figure No.2. The descriptions of the soils and/or bedrock strata are based.primarily,on visual and tactual methods which are subject to interpretation. 'l'he test borings were advanced using a truck mounted. four-inch(4")diameter.continuous flight auger drill rig. Laboratory samples were obtained by driving a two and one-half inch (2'W') diameter California Barrel Sampler twelve(12) inches (or as shown) into undisturbed soils with a 140-pound hammer falling thirty (30) inches. Bag samples of auger cuttings may have also been collected. Laboratory tests performed were - Swell-Consolidation. Natural Moisture. Natural Dry Densities,and Grain-S)7e. Analysis. All tests were conducted in accordance with ASTM standards. • 2 A Summary of the Swell-Consolidation Test Results is shown on Figure No. 3. A Summary of Test Results is shown on Table No. I. SITE LOCATION AND DESCRIPTION The site is located north of Kersey, near the northeast corner of the intersection of U.S. Highway 34 and County Road 53. Weld County.Colorado. The site is generally in a plains region, and vegetation consists primarily of cut grasses and weeds. The site is relatively flat. No rock outcrops were observed at this site. Several irrigation ditches and laterals were observed on. or bordering, the property. Water was observed in the ditches and laterals at the time of our exploration. SUBSURFACE CONDITIONS Refer to the Log of Borings. Figure No. 2. The subsurface conditions appear uniform throughout the proposed building site. General descriptions of the soils and/or rock encountered are as follows: TOPSOIL—A thin layer of topsoil.approximately six(6)to twelve(12)inches.overlies the site. The topsoil should not be used as foundation bearing material, structural till. or backfill. It is suggested that the topsoil be stripped, stockpiled and used for landscaped areas. SAND—Sands with slight to moderate amounts of silt and gravel were encountered to the depths explored in each boring. The sands appear to be slightly moist,medium loose to medium dense, and brown. The sands exhibit moderate bearing capacities and are anticipated to have no swell potential. Laboratory test results of near surface composite samples indicate that on-site soils appear to have a low level of environmental aggressiveness. Testing results indicate resistivity to be 3009 ohm-m. pl l of 7.89, sulfide at less than 0.1 mg/kg and a Redox of 82 mV. These values could be used to determine potential corrosive characteristics of the on-site soils with respect to contact with the various underground materials that will be used for this project. • 3 Groundwater levels were recorded as the borings were advanced. after completion of the drilling operations,and twenty-four(24)hours after drilling operations were complete. During our field exploration groundwater was not encountered in the test borings. The groundwater table should be expected to fluctuate throughout the year depending on seasonal moisture variations. FOUNDATION RECOMMENDATIONS The type of foundation best suited for a particular building site is dependant not only on the characteristics of the soil and rock but also depends on the type of structure,depth to groundwater, the proposed depth of excavation. and owner preference. The recommendations that follow are primarily based on the type of soil encountered. Based on the conditions observed in the field and laboratory tests, we recommend the foundation be a continuous spread footing and isolated pad foundation. Continuous Spread Footinu and Isolated Pad Foundation • The foundation should be a continuous spread footing and isolated pad foundation designed for a maximum allowable hearing capacity of 1500 pounds per square foot(dead load plus full live load). The foundation is to bear on the native, undisturbed sands. and not on unapproved fill,topsoil,or frozen ground. The bottom of all foundation components should he kept at least thirty (30) inches (or per local code) below finished grade for frost protection. The open excavation should not he left open for an extended period of time or exposed to adverse weather conditions. The completed open excavation should he observed by a representative of CDS Engineering Corporation in order to verify the subsurface conditions from test hole data. in the event that low strength soils are encountered in the excavation,we recommend a layer of crushed gravel be placed in the excavation to provide a stabilizing layer under the footings. The gravel should range in size from ';" to 1`i:"and should have no more than 5% passing the #200 sieve. The gravel layer should be a minimum of two(2) feet thick. The gravel should be worked into the excavation with heavy equipment until stable. The placement operations should he observed by the engineer to help assure compliance N+ith the recommendations. • • 4 EARTHQUAKE DESICiN No potentially active faults are known within at least 10 miles of this site. The soil is not expected to respond unusually to seismic activity. The area is considered to be in seismic design Category B. Based on Table 1613.5.2 in the 2009 IBC,the soils at the site are best described as Site Class D. LATERAL EARTH PRESSURES Lateral earth pressures are forces exerted on earth retaining structures by the soil. In residential applications this force is exerted on the foundation walls or retaining walls. The pressure exerted is influenced by wetting of the hack fill soils, type and compaction of the backtill and the methods used to compact the backfill. We recommend that the foundation walls and other retaining structures he designed for a minimum equivalent fluid density of 35 pcf'(active)or 60 pcf(at rest). These values assume positive drainage will be maintained and that the on-site soils will be used as • backfill against foundation walls and retaining structures:also.that a below-grade perimeter drainage system will be installed. inhere is opportunity for the backfill soils to become saturated,we shall be notified to revise the minimum equivalent fluid density. The design lateral earth pressure reported could also he revised if a backfill other than the on-site materials is utilized. SLAB CONSTRUCTION Changes in the moisture contents may result in consolidation or swelling of the subsoil, resulting in differential slab movement. The soils encountered and tested at this site exhibit,and are anticipated to exhibit. no swell potential as moisture contents are increased. According to the Guideline .fur .Slab Perf n-mance Risk Evaluation and Residential Basement Floor System Recommendations, developed by the Colorado Association of Geotechnical Engineers, slab performance risk at this site would he considered low. Slabs placed on the native.unaltered soils at this site may experience slight heaving and cracking. but should not be excessive. If slabs-on-grade are chosen and the owner is willing to accept the risks of potential damage from slab movement, slabs should be constructed to be "free-floating" and isolated from all 111 structural members of the foundation,utility lines,and partition walls. 'There should he a minimum • 5 two-inch(2")void constructed below partition walls located over slabs-on-grade. The void should be increased to four(4)inches for slabs placed on potentially expansive bedrock stratum. Eliminate under-slab plumbing where feasible. Where such plumbing is unavoidable, it should be pressure tested before and after slab construction to minimize leaks which would result in wetting of the subsoil. Failure to allow the slab to float independently could result in functional, structural, architectural, and utility line damage. All slabs should he scored into maximum 225 square foot areas or maximum dimensions of fifteen(15) feet with a minimum depth of one (1)inch to localize and control any cracking due to heaving. Slabs less than thirty(30)square feet should be scored at least once in each direction. The minimum slab thickness should be four(4) inches. with four (4) inches of clean,washed gravel under the slab. Slabs should be reinforced with welded wire fabric,or equivalent,to help control cracking and separation. Fiber mesh shall not be considered an equivalent substitute for the welded wire fabric. • FOUNDATION DRAIN SYSTEM A perimeter drain system shall be installed where below grade floors are constructed. The type of drain. interior, exterior or both should be determined at the time of the excavation observation. The drain system should contain a four(4)inch diameter perforated drainpipe surrounded by a minimum of twelve(12) inches of clean. washed rock. There should be a minimum of eight (8) inches of gravel over the top of the pipe. for the full width of the trench. The gravel shall he covered with untreated building paper or gcotextile fabric to minimize clogging by backtill material. The drain should have a positive slope to a non-perforated sump pit or to daylight, well away from the foundation. The sump pit should he a minimum of twenty four(24) inches in diameter by two(2) feet deep and should he surrounded by at least six (6)inches of clean gravel similar to that provided around the drain. The sump pit shall be capable of positive gravity or mechanical drainage to remove any accumulated water. The drainage system shall discharge a minimum of live (5) feet beyond the backtill zone. The discharge area should he placed so that it does not interfere with adjacent properties. Typical drain details are provided in Appendix 2 of this report. • � 6 CONCLUSIONS The soils encountered at this site exhibit and are anticipated to have no swell potential as moisture contents are increased. Owners should be cautioned that there may he some risk of future damage caused by introduction of excess water to the soils. All new and future owners should be directed to those items under"Post-Construction Site Preparation and Maintenance"in Appendix 1, included in this report. Our experience has shown that damage to foundations usually results from saturation of the foundation soils caused by improper drainage, excessive irrigation, poorly compacted backlills, and leaky water and sewer lines. The elimination of the potential sources of excessive water will greatly minimize the risks of construction at this site. It is recommended that a copy or summary ot'this report be provided to any new or future owners of this property. The findings and recommendations of this report have been obtained in accordance with accepted professional engineering practices in the field of Geotechnical Engineering. However. standard Geotechnical Engineering practices and related government regulations are subject to change. The recommendations provided in this report are only valid as of the date of this report. If • the construction is at a later date.we would be glad to review the information presented in this report with regard to updated governmental requirements or industry standards. There is no other warranty, either expressed or implied. We do not guarantee the performance of the project in any respect.but only that our engineering work and judgments rendered meet the standard of care of our profession. This report applies only to the type of construction anticipated in the area tested. The current technology is not at a stage where a guarantee of"absolutely no damage-can be assured by design and construction practices. • ' ��. I Pi "/.4<-1 • E,/ j I- - - _ J { --------- (:!5"." Hwy 51 / lull St / 4- { PM-1 V("noIYx��qqd•} IV � x I I I • • • • ■ • • TH-4 -5 • • I • • TH-3 M-5 I T • I . .{ 411-i-7 4TH-8 I r-\ { TH-s TH-1 S)I • (---------- ---rin n I { L"a I � 1 l �/ I I1 i - - { I I I I { I I I I J { { l ,) Client: Platte Valley Fire Protection Dist. LOCATION OF TEST BORINGS Project: Platte Valley Fire Station,0 CDS Engineering Kersey, Weld County, Colorado Corporation Approximate Scale: 1" = 100' 185 2nd St. S.R. Lovely d, 00 80537 Project No. 11-5581 Tele: (870) 667-8010 Dwg. No.: 1 SymDols & Soil Pro ertieS FIGURE NO. 1 Fill . . ' Gravel N/12 CALIFORNIA Sand / Silt ( / N/12 SPLIT SPOON / i / / Silty Clay Clay THIN WALLED (SHELBY) %. ' Weathered Bedrock - Siltstone - - BAG SAMPLE • Claystone Sandstone { I r� Limestone PITCHER SAMPLE -r--- Igneous & Metamorphic Penetration Resistance and Strength Classifications are Based on The Standard Penetration Test Number of Blows Relative Density Consistency Approximate Per foot (N)* Cohesionless Soils Cohesive Soils Cohesion ksf** 0-4 Very Loose Soft Less than 0.5 4-10 Loose Firm 0.5-1.0 10-30 Medium Stiff 1.0-2.0 30-50 Dense Very Stiff 2.0-4.0 50+ Very Dense Hard Greoter than 4.0 * BLOWS PER FOOT -- BLOWS OF 140 LB. HAMMER DROPPED 30 IN. TO DRIVE SPLIT ISPOON )0 OR DL586 CALIFORNIA6 SAMPLER ** EQUIVALENT TO PP/2 AND Qu/2 Engineering 165 2nd St. S.W. �D� Corporation TLcwlsnd, CO 8U537 c;le: (970) 667-8010 G) r9 53p iii o =CD ri TH-1 TH-2 TH-3 ➢ "° 0 FT. IZI 0 FT. m _ w orn r- 24/12 ,•:! 12/12 g .. ill 20/12 5 FT. . •. - 5 FT. • •g 23/12 • �_ ' 26/12 - • 10 FT. 10 FT. -N8/12 •r , " , 19/12 ._ 15 FT. 15 FT. A 50/11 A 50/11 20 FT. 20 FT. 25 FT. • 25 FT. 30 FT. 30 FT. -1- 35 FT, 35 FT. Borings drilled 10/12/11 using SAND: sl. silty, with gravel, medium to dense, a 4" diameter, continuous flight tan to brown, sl. moist, with intermittent track mounted drilling rig. lenses of soft, v. moist clayey silt —2-- = Groundwater C4 drilling --1-- = Groundwater on 10/13/11 All soil and/or rock contacts shown on boring logs are approximate and represent subsurface conditions at time of drilling. Boring logs and information presented on logs ore subject to discussion and limitations of this report. LOG OF BORINGS CLIENT: Platte Valley Fire Protection Dist. Engineering ROJECT NO. 11-5581 as Cor oratioCorporation Platte Valley Fire Station PROJECT LOCATION Kersey, Weld County, Colorado !85 2nd St. S.W. Lovel d co 80597 Fig. No.: 2 Tele: (970) 887-8010 G7 0 x m 53 WI m 13 TH-4 TH-5 TH-6 0 o Fr. 0 FT. m = 0 -4 m m r , ll 10/12 • rn f . i 16/12 •••. 5 FT. . 113/12 5 FT. Ai 23/12 10 FT. •,1 37/12 31/12 10 FT.•15 FT. . • 15 FT. 50/10 20 FT. 20 FT. Ank25 FT. 25 FT. 30 FT. — 30 FT. 35 FT. 35 FT. Borings drilled 10/12/11 using SAND: sl. silty, with gravel, medium to dense, a 4" diameter, continuous flight tan to brown, sl. moist, with intermittent truck mounted drilling rig. lenses of soft, v. moist clayey silt �- = Groundwater © drilling -L = Groundwater on 10/13/11 All soil and/or rock contacts shown on boring logs are approximate and represent subsurface conditions at time of drilling. Boring logs and information presented on logs are subject to discussion and limitations of this report. LOG OF BORINGS CLIENT: Platte Valley Fire Protection Dist. cps Engineering •ROJECT NO. 11-5581 Corporation Platte Valley Fire Station PROJECT LOCATION Kersey, Weld County, Colorado 185 2nd st. S.lf. Loveland, po 80537 Fig. No.: 3 Tele: (970) 887-8010 o rrnn 73 0 m TH-7 TH-8 PTH-1 m i OFT. .- , . - OFT• . co • o X19/12 • 17/12 21/12 �.,,� ' 18/12 5 FT. , :... 5 FT. • i �.� ., •4 . 10 FT. 6; _. 10 FT. 15 FT. • 15 FT. 20 FT. ... 20 FT. •25 FT. _ 25 FT. 30 FT. 30 FT. 35 FT. .. 35 FT. Borings drilled 10/12/11 using SAND: sl. silty, with gravel, medium to dense, a 4" diameter, continuous flight tan to brown, sl. moist, with intermittent truck mounted drilling rig. lenses of soft. v. moist clayey silt -�- = Groundwater ® drilling -_- = Groundwater on 10/13/11 All soil and/or rock contacts shown on boring logs are approximate and represent subsurface conditions at time of drilling. Boring loge and information presented on loge ore subject to discussion and limitations of this report. LOG OF BORINGS CLIENT: Platte Valley Fire Protection Dist. 2DS Engineering NO. 11-5581•ROJECT Corporation Platte Valley Fire Station PROJECT LOCATION Kersey, Weld County, Colorado 165 2nd St. S.W. Lovel d, co 80537 Fig. No.: 4 Tele: (970) 687-8010 SWELL/CONSOLIDATION TEST CURVES Client: Platte Valley Fire Protection District Project: Platte Valley Fire Station Project No.: I I-5581 • Boring: TH-2 Description: Silt,sandy, v. moist,grey/brown Depth,ft: 10' Water Content: 23.4% Swell(%):* -1.7 Dry Density,pcf: 95.2 Approximate Swell Pressure,psf: 4N/A Pressure,psf 100 1000 10000 6 { J i i 3 ' 1 . 1 •10 IIIIBoring: 11-1-6 Description: Sill,tr. Sand. v. moist,brown Depth,ft: 10' Water Content: 24.7% Swell(%):* -0.7 Dry Density,pcf: 94.2 Approximate Swell Pressure, psf: #N.'A Pressure,psf 100 1000 I I:Otu 6 . - i .. . —.,_--- ._:--..._�.........._,_ _.. ., — _ - 4 ._ _ . ,.. - -.. __ .._.. - - � � 4 3 . —_ ._ G ` —. _-.__ I -- : __.T. . .......-. a ; w i I t to ' I _.. i- .., } _ - I i----ham -3 — — -._t.. — _ . , _ _ f 1 5 • 'negative values indicate consolidation CDS Engineering Corporation Figure 5 1 CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11-5581 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No. 1 Depth: 2' Sample No: NA Location: Building Area Soils Description: Silty sand, brown Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8"1/2" 3/4" 1" 1.5" 2" 1000 1 1 . j 90.0 80.0 . - . . 700 - - t 600 - - , , rn i 50.0 . T n c 400 .. N N o 30.0 • 20.0 a - - .. 10.0 00 - - - - 00 01 10 100 1000 Sieve Opening(mm) Silt/Clay Sand Gravel Percent Spec. Sample Information Sieve No. Percent Passing Retained Required Sample Date: 10/13/11 Type: Tube By: JDE Moisture Content: 2.6 Atterberg LL: 0 PL: 0 PI: 0 1.5 100.0 Gradation(%) 3/4" 100.0 Gravel: 7.2 Sand: 76.5 Silt/Clay: 16.3 3/8" 1.2 98.8 4 7.2 92.8 Classification 10 27.3 72.7 USCS: SP AASHTO: 40 67.2 32.8 200 83.7 16.3 IIICDS Engineering Corporation• 165 2nd St SW• Loveland.Colorado 80537•(970)6678010•(800)933-8011 •Fax.(970)667-8024 www eds_eng net 10/19/2011 11-5581 Grad 01 02.xlsx ICDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11-5581 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No. 1 Depth: 8' Sample No: NA Location: Building Area Soils Description: Poorly graded sand, brown Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8" 1/2" 3/4" 1" 1.5" 2" 100.0 < 1 I i - - I 90.0 800 700 '- s 60.0 - ' ' SP d 50.0 a E' 40.0 ' ;3 300 - 20.0 • - WI) 10.0 0.0 v 0.0 0.1 1.0 10.0 100.0 Sieve Opening(mm) Silt/Clay Sand Gravel Percent Spec. Sample Information Sieve No. Percent Passing Retained Required Sample Date: 10/13/11 Type: Tube By: JOE Moistuie Content. 2.6 Atterberg LL: 0 PL: 0 PI: 0 1.5 100.0 Gradation(%) 3/4" _ 100.0 Gravel: 2.7 Sand: 94.4 Silt/Clay: 2.9 3/8" 100.0 4 2.7 97.3 Classification 10 16.9 83.1 USCS: SP AASHTO: 40 63.8 36.2 200 97.1 2.9 • C0S Engineering Corporation• 165 2nd St SW• Loveland,Colorado 80537•(970)667-8010•(800)933-8011 •Fax (970)667-8024 www.cds-enq.net 10/19/2011 11-5581 Grad 01 08.xlsx 1 CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11-5581 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No. 1 Depth: 16' Sample No: NA Location: Building Area Soils Description: Poorly graded sand with silt, brown Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8"1/2" 3/4" 1" 1.5" 2" 100.0 L Ili 1 L , I I 90 0 80 0 „ 70.0 , a z 600 -_ v i 50.0 c 40.0 ,. . _ , N N a 30.0 C 0 '6 7 zoo . _ _ - a 10.0 - 0.0 i 0.0 0 1 1 0 10.0 100.0 Sieve Opening(mm) Silt/Clay Sand 1 Gravel Percent Spec. Sample Information Sieve No. Percent Passing Retained Required Sample Date: 10/13/11 Type: Tube By: JOE Moisture Content: 2.3 Atterberg LL. 0 PL: 0 PI: 0 1.5 100.0 Gradation(%) 3/4" 100.0 Gravel: 10.6 Sand: 84.2 Silt/Clay: 5.2 3/8" 3.3 96.7 4 10.6 89.4 Classification 10 30.4 69.6 USCS: SP-SM AASHTO: 40 74.5 25.5 200 94.8 5.2 • CDS Engineering Corporation• 165 2nd St SW•Loveland. Colorado 80537•(970)667-8010-(800)933-8011 •Fax (970)667-8024 wtiyw.cds-enq net 10/19/2011 11-5581 Grad 01 16 xlsx CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11-5581 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No. 2 Depth: 3' Sample No: NA Location: Building Area Soils Description: Poorly graded sand, tan Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8" 1/2" 3/4' 1" 1.5" 2" 100 0 1. 1 1 1 I 1 . , I 43, 90.0 - 80.o — _ _ 70.0 . - . t 500 — .a) ? 500 • , T D 40.0 , N to . 30 0 c • � 200 , a 10.0 - . , 00 s 0.0 0 1 1 0 10 0 100.0 Sieve Opening (mm) Silt/Clay Sand Gravel Percent Spec. Sample Information Sieve No. Retained Percent Passing Required Sample Date: 10/13/11 Type: Tube By: JOE Moisture Content: 2.4 Atterberg LL: 0 PL: 0 PI: 0 1.5 100.0 Gradation(90 3/4" 100.0 Gravel: 10.3 Sand: 88.4 Silt/Clay: 1.4 3/8" 0.8 99.2 4 10.3 89.7 Classification 10 30.0 70.0 USCS: SP AASHTO: 40 85.2 14.8 - 200 98.6 1.4 illCDS Engineering Corporation• 165 2nd St SW•Loveland,Colorado 80537• (970)667.8010•(8001 933 8011 •Fax (970)667-8024 www cds-eng net 10/19/2011 11-5581 Grad 02 03.xlsx CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11-5581 Project: Platte Valley Fire Station Tech: ME Date: 10/17/11 Boring No. 2 Depth: 10' Sample No: NA Location: Building Area Soils Description: Poorly graded sand, tan Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8"1/2" 3/4" 1" 1.5" 2" 100.0 1 1 r 1 I I 90.0 W . . , 80.0 • , . , 70 0 , F 0 r 60.0 . , , co 50.0 - _ , T n a' 40.0 N 4) a 30.0 - , fli c O'. 20.0 10.0 . 0.0 *- 00 0.1 10 100 100.0 Sieve Opening(mm) Silt/Clay Sand J Gravel i Percent Spec. Sample Information Sieve No. Retained Percent Passing Required Sample Date: 10/13/11 Type: Tube By: JDE Moisture Content: 5.0 Atterberg LL: 0 PL; 0 P1: 0 1.5 100.0 Gradation(%) 3/4" 100.0 Gravel: 10.2 Sand: 88.0 Silt/Clay: 1.7 3/8" 2.6 97.4 4 _ 10.2 89.8 Classification 10 31.9 68.1 USCS: SP AASHTO: 40 72.2 27.8 200 98.3 1.7 • CDS Engineering Corporation • 165 2nd St SW•Loveland.Colorado 80537•(970)6678010•(800)933-8011 •Fax. (970)667-8024 www cds-enq net 10/19/2011 11-5581 Grad 02 10.xlsx 11 CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11-5581 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No. 3 Depth: 2' Sample No: NA Location: Building Area Soils Description: Poorly graded sand with silt, brown Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8"1/2" 3/4" 1" 1.5" 2" 100 0 L I I J 7 1l - 90.0 80.0 . 700 - e r 60.0 - rn 50 0 D t :.: . NNa / 1°"9<°.--, • � 200 - a 100 . v 0.0 - - - 00 01 1.0 10.0 1000 Sieve Opening(mm) Silt/Clay Sand Gravel Percent Spec. Sample Information Sieve No. Retained Percent Passing Required Sample Date: 10/13/11 Type: Tube By: ME Moisture Content: 4.9 -4 — Atterberg LL. 0 PL: 0 PI: 0 1.5 100.0 Gradation(%) 3/4" 100.0 Gravel: 9.1 Sand: 83.7 Silt/Clay: 7.2 3/8" 0.5 99.5 4 9.1 90.9 Classification - 10 38.8 61.2 USCS: SP-SM AASHTO: 40 71.8 28.2 200 92.8 7.2 . CDS Engineering Corporation• 165 2nd St SW•Loveland. Colorado 80537•(970)667-3010•(800)933-8011 • Fax (970)667.8024 www.cds-eoo net 10/19/2011 11-5581 Grad 03 02.xlsx CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11 5581 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No. 3 Depth: 7' Sample No: NA Location: Building Area Soils Description: Poorly graded sand, tan Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8" 1/2" 3/4" 1" 1.5" 2" 100.0 I I _ _ 1 _ j I 4 900 ' 80.0 70.0 - - 0 t 60.0 50.0 T /°"6".°""l ' , C 400 - co a a 30.0 III8 '' 20.0 a 10.0 . _ . 4 00 0.0 0 1 1.0 10 0 100.0 Sieve Opening(mm) Silt/Clay Sand Gravel Percent Spec. Sample Information Sieve No. Percent Passing Retained Required Sample Date: 10/13/11 Type: Tube By: 1DE Moisture Content: _ 2.6 Atterberg LL: 0 PL: 0 PI: 0 1.5 100.0 Gradation(%) 3/4" 100.0 Gravel: 9.5 Sand: 87.3 Silt/Clay: 3,2 3/8" 0.5 99.5 4 9.5 90.5 Classification 10 40.5 59.5 USCS: SP AASHTO: 40 74.9 25.1 200 96.8 3.2 • COS Engineering Corporation• 165 2nd St SW•Loveland, Colorado 80537•(970)667-8010•(800)933-8011 •Fax.(970)667-8024 www.c.cis-enq.net 10/19/2011 11-5581 Grad 03 07.xlsx CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11-5581 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No. 3 Depth: 12' Sample No: NA Location: Building Area Soils Description: Poorly graded sand with gravel, brown Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8"1/2" 3/4" 1" 1.5" 2" 100.0 J I I I I I 90.0 ' 80.0 - 70.0 0 ri 2 60.0 - - , k , cm.4) 50.0 T L c 40.0 ip N co 0_ 30.0 . 20 0 ' :a - •a 10.0 0.0 -•• - 0.0 0.1 1.0 10.0 100.0 Sieve Opening(mm) Silt/Clay Sand Gravel Percent Spec. Sample Information Sieve No. Percent Passing Retained Required Sample Date: 10/13/11 Type: Tube By: JDE Moisture Content. 2.8 Atterberg LL. 0 PL: 0 PI: 0 1.5 100.0 Gradation(%) 3/4" 100.0 Gravel: 16.6 Sand: 81.8 Silt/Clay: 1.5 3/8" 5.3 94.7 4 16.6 83.4 Classification 10 42.0 58.0 USCS: SP AASNTO: 40 85.5 14.5 200 98.5 1.5 • COS Engineering Corporation• 165 2nd St SW•Loveland.Colorado 80537•(970)667-8D10• (800)933-8011 •Fax (970)667-8024 www cds-enq.net 10/19/2011 11-5581 Grad 03 12.xlsx CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11 5581 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No. 4 Depth: 3' Sample No: NA Location: Building Area Soils Description: Poorly graded sand with gravel, brown Sieve Sizes *200 #100 #60 #40 #30 #20 #10 #4 3/8"1/2" 3/4" 1" 1.5" 2" 1000 , I I I I 1 I 14 , 90.0 - - - _ 80 D 700 - .. , 0 ✓ 60.0 , o, 3 500 - , la F 40.0 . r I N N li ::: 4 •a 10.0 ere.°.......7...."'°:*7 i . . 00 , 00 01 10 100 1000 Sieve Opening imm) Silt/Clay Sand i Gravel U Percent Spec. Sample Information Sieve No. Percent Passing Retained Required Sample Date: 10/13/11 Type: Tube By: JDE Moisture Content: 2.2 Atterberg LL: 0 P1: 0 PI: 0 1.5 100.0 Gradation(%) 3/4" 100.0 Gravel: 29.8 Sand: 68.7 Silt/Clay: 1.5 3/8" 11.7 88.3 4 29.8 70.2 Classification 10 55.2 44.8 USCS: SP AASHTO: 40 87,2 12.8 - 200 98.5 1.5 • CDS Engineering Corporation• 165 2nd St SW•Loveland, Colorado 80537-(970)667-8010•(800)933-8011 •Fax: (970)667-8024 prim eds-eng net 10/19/2011 11-5581 Grad 04 03.xlsx CDS Engineering Corporation • GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11-5581 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 • Boring No. 4 Depth: 9' Sample No: NA Location: Building Area Soils Description: Poorly graded sand with gravel, tan Sieve Sizes #200 #100 #60 #40 #30 #20 #10 44 318` 1/2" 314" 1" 1.5" 2" 1000 - I I 90.0 80.0 . 70.0 - I r 600 r - 500 , T n v ' 40 0 . --- N co 30.0 . _ r E 200 -7 100 00 - 0.0 0 1 1.0 10 0 100.0 Sieve Opening(mm) TI Silt/Clay Sand Gravel Percent Spec. Sample Information Sieve No, Percent Passing Retained Required Sample Date: 10/13/11 Type. Tube By. JDE Moisture Content: 2.4 Atterberg LL: 0 PL. 0 PI: 0 1.5 100.0 Gradation(%) 3/4" 100.0 Gravel: 17.7 Sand: 78.5 Silt/Clay: 3.8 3/8" 3.9 96.1 4 17.7 82.3 Classification 10 44.7 55.3 USCS: SP AASHTO. 40 80.4 19.6 20U _ 96.2 3.8 0 COS Engineering Corporation• 165 2nd St SW•Loveland Colorado 80537• (970)667-8010•(800)933-8011 • Fax (970)667-8024 www;ds-en9 net 10/19/2011 11-5581 Grad 04 09.xlsx CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection J District Job No: 11 5581 Project: Platte Valley Fire Station Tech: 1DE Date: 10/17/11 Boring No. 5 Depth: 2' Sample No: NA-Location: Building Area Soils Description: Poorly graded sand with silt and gravel, brown Sieve Sizes #200 #100 #60 #40 #30 #20 #10 04 3/8"1/2" 3/4" 1" 1..5. 2" 100 0 _ I I_ 1 I I J I I 90.0 . . 80.0 , 70.0 0 t 60.0 ' 0) iu '' 50.0 - , c 40.0 N a. 300 - 2' ill 20.0 . 10.0 0.0 - - 0 0 0 1 1 0 10.0 100.0 Sieve Opening(mm) Silt/Clay Sand Gravel Percent i spec. Sample Information Sieve No. Percent PassingRetained Required Sample Date: 10/13/11 Type: Tube By: JDE Moisture Content: 6.0 Atterberg LL: 0 PL: 0 pl. 0 1.5 100.0 Gradation(%) 3/4" 100.0 Gravel: 20.3 Sand: 72.8 Silt/Clay: 7.0 3/8" 4.8 95.2 4 20.3 79.7 Classification 10 39.5 60.5 USCS: SP-SM AASHTO: 40 66.5 33.5 200 93.0 7.0 0 CDS Engineering Corporation• 165 2nd St SW•Loveland.Colorado 80537•(970)667-8010• (800)933.8011 •Fax (970)667-8024 An"cds-eng net 10/19/2011 11-5581 Grad 05 02.xlsx CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11 55$1 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No. 5 Depth: 6' Sample No: NA Location: Building Area Soils Description: Poorly graded sand with gravel, tan Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 318"1/2" 3/4" 1" 1.S" 2" 1000 - I I I r 1 ��// 1 a I 90.0 80.0 - ' 700 I ::: ' // n 40 0 „7: . . N N ra 0. 30 0 - _ - _.-- Z IIIa 200 100 , •' • ,"7 '# - n) nw 0 0 0 1 1.0 10.0 100 0 Sieve Opening ynm) Silt/Clay Sari Gravel Percent Spec. Sample Information Sieve No. Percent Passing Retained Required Sample Date: 10/13/11 Type' Tube By: JDE Moisture Content' 2.3 �___ Atterberg LL. 0 FL 0 PI: 0 1.5 100.0 Gradation (%) 1 3/4" 100.0 1 Gravel. 19.5 Sand: 78.7 Silt/Clay: 1.9 3/8" 6.7 93.3 4 19.5 80.5 Classification 10 47.7 52.3 USC5: SP AASHTO. 40 86.6 13.4 200 98.1 1.9 IIICDS Engineering Corporation• 165 2nd St SW• Loveland,Colorado 80537 • (970)667.8010•(800)933-8011 • Fax (970)667-8024 www.cds-eng.net 10/19/2011 11-5581 Grad 05 06.xlsx 11 CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11-5581 Project: Platte Valley Fire Station Tech: !DE Date: 10/17/11 Boring No. 5 Depth: 16' Sample No: NA Location: building Area Soils Description: Poorly graded sand with gravel,tan Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8"1/2" 3/4" 1" 1.5" 2" 100 0 - L I I I _ I_ I ! 900 800 . 70.0 e t 60.0 .d 50.0 ' , . , , a .o c' 40.0 /N in re a 30.0 • E •it 20.0 a. 10.0 - 00 - - 4- 00 0.1 1.0 100 100.0 Sieve Opening(mm) Silt/Clay Sand Gravel Percent Spec. Sample Information Sieve No. Retained Percent Passing Required Sample Date: 10/13,11 Type: Tube By: JDE Moisture Content: 2.6 Atterberg LL: 0 PL: 0 PI: 0 1.5 100.0 Gradation(%) 3/4" 100.0 Gravel: 19.0 Sand: 77.3 Silt/Clay: 3.7 3/8" 4.9 95.1 4 19.0 81.0 Classification 10 42.4 57.6 USCS: SP AASHTO: 40 79.8 20.2 200 96.3 3.7 El CDS Engineering Corporation• 165 2nd St SW• Loveland,Colorado 80537•(970)667-8010•(800)933-8011 •Fax•(970)667-8024 www cds-ena net 10/19/2011 11-5581 Grad 05 16.xlsx ill CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11-5581 Project: Platte Valley Fire Station Tech: JOE Date: 1O/17/11 Boring No. 6 Depth: 4' Sample No: NA Location: Building Area Soils Description: Poorly graded sand, tan Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8"1/2" 3/4" 1" 1.5" 2" 100.0 l I I , 90.0 , 800 - 70.0 i 0 •c 60.0 1 - rn --r iu 50.0 . - T .13 g' 40.0 o h a 30 0 c B 20.0 t 10.0 0.0 0.0 0 1 1 0 10.0 100.0 Sieve Opening(mm) Silt/Clay Sand Gravel Percent spec. Sample Information Sieve No. Percent Passing Retained Required Sample Date: 10/13/:L1 Type: Tube By: JOE Moisture Content: 3.5 Atterberg LL: 0 PL: 0 PI: 0 1.5 100.0 Gradation(96) 3/4" 100.0 Gravel: 6.7 Sand: 92.1 Silt/Clay: 1.2 3/8" 100.0 4 6.7 93.3 Classification 10 25.4 74.6 USCS: SP AASHTO: 40 50.9 49.1 200 98.8 1.2 • CDS Engineering Corporation• 165 2nd St SW•Loveland.Colorado 80537•(970)667.8010-(800)933-8011 •Fax.(970)66(-8024 www.cds-enq net 10/19/2011 11-5581 Grad 06 04 xlsx CDS Engineering Corporation GRAIN District SIZE ANALYSIS Client: Platte Valley Fire Protection Job No: 11-5581 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No, 6 Depth: 10' Sample No: NA Location: Building Area Soils Description: Clayey silt with sand, grey/brown Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8"1/2" 3/4" 1" 1.5" 2" 00.0 / LJ d , I b I90.0 0 t 60.0 .. rn m 50.0 a c' 40.0 _ •N N a 30.0 • 200 - . 10.0 - 00 _ 0.0 0 1 1 0 10 0 100 0 Sieve Opening(mm) Silt/Clay Sand Gravel Percent Spec. Sample Information Sieve No. Percent Passing Retained Required Sample Date: 10/13/11 Type: Tube By: !DE Moisture Content: 24.7 Atterberg LL. 0 PL. 0 PI: 0 1.5 100.0 Gradation(%) 3/4" 100.0 Gravel: 0.0 Sand: 28.4 Silt/Clay: 71.6 3/8" 100.0 4 100.0 Classification 10 100,0 USCS: ML-CL AASHTO: 40 3.8 96.2 200 28.4 71.6 • CDS Engineering Corporation- 165 2nd St SW-Loveland,Colorado 80537•(970)667-8010•(800)933-8011 -Fax. (970)667-8024 www.cds-enq.net 10/19/2011 11-5581 Grad 06 10.xlsx CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11-5581 Project: Platte Valley Fire Station Tech: JOE Date: 10/17/11 _ Boring No. 7 Depth: 1' Sample No: NA Location: Pavement Area Soils Description: Silty sand, brown Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8"1/2" 3/4" 1" 1.5" 2" 100.0 _ L I l j b (1) I , 1 - � 90.0 80.0 70.0 - . (..."..........""°...°--A r#: : , r 60.0 cn a) 500 T .o 47' 40.0 y N a. 30.0 _ '�• 200 a 10.0 - 00 0.0 0 1 1 0 10 0 100 0 Sieve Opening(mm) Silt/Clay Sand J Gravel Percent Spec. Sample Information Sieve No. Percent Passing Retained Required Sample Date: 10/13/11 Type: Tube By: JOE Moisture Content: 8.7 Atterberg LL: 0 PL: 0 PI: 0 1.5 100.0 Gradation(%) 3/4" 100.0 Gravel. 0.7 Sand: 80.6 Silt/Clay: 18.7 3/8" 100.0 4 0.7 99.3 Classification 10 4.5 95.5 USG: SM AASHTO: 40 42.3 57.7 200 81.3 18.7 0 CDS Engineering Corporation • 165 2nd St SW• Loveland.Colorado 80537•(970)667-8010•(800)933-8011 •Fax: (970)667-8024 www_cds-ena net 10/19/2011 11-5581 Grad 07 01.xlsx CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11 5581 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No. 7 Depth: 41 Sample No: NA Location: Pavement Area Soils Description: Poorly graded sand with gravel, brown Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8"1/2" 3/4" 1" 1.5" 2" 100.0 I I I I b 900 - . 80 0 - i 70 0 i 0 z 60.0 .21 a's' 50.0 - > a c 40.0 N a a 30.0 /� • 20.0 1 t� 10.0 . 0.0 - 0.0 0 1 1 0 10 0 100 0 Sieve Opening(mm) Silt/Clay Sand Gravel Percent Spec. Sample Information Sieve No. Percent Passing Retained Required Sample Date: 10/13/11 Type: Tube By: 581.9 Moisture Content: :2.9 Atterberg LL: 0 PL: 0 PI: 0 1.5 100.0 J Gradation(%) 3/4" 100.0 Gravel: 26.1 Sand: 71.3 Silt/Clay: 2.6 3/8" 10.3 89.7 4 26.1 73.9 Classification 10 50.2 49.8 USCS: SP AASHTO: 40 88.9 11.1 200 97.4 2.6 COS Engineering Corporation• 165 2nd st SW•L nveland Colorado 80537• (970)667-8010• (800)933 8011 • Fax. (070)667-8024 wvrncds•eng.nel 10/19/2011 11-5581 Grad 07 04.xlsx CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District tS Job No: 11-5581 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No. 8 Depth: 1' Sample No: NA Location: Pavement Area Soils Description: Silty sand, brown Sieve Sizes #200 #100 #60 #40 #30 #20 #10 44 3/8"1/2" 3/4" 1" 1.5" 2" 100.0 IIIJJ I , I € € 90.0 , 7 80.0 , . . 70 0 , 0 rn 60.0 , .- , i) 500 — . . . Jo E' 40 0 - a , , N ti 30.0 , c •a 200Li 10.0 0.0 . 0 0 0 1 1.0 10.0 100.0 Sieve Opening(mm) Silt/Clay Sand Gravel Percent Spec. Sample Information Sieve No. Percent Passing Retained Required Sample Date: 10/13;11 Type: Tube By: 581.9 Moisture Content. 7.9 Atterberg LL. 0 PL: 0 PI: 0 1.5 100.0 Gradation (%) 3/4" 100.0 Gravel: 1.5 Sand: 79.7 Silt/Clay: 18.8 3/8" 100.0 4 1.5 98.5 Classification 10 9.6 90.4 USCS: SM AASHTO: 40 51.2 48.8 200 81.2 18.8 ipCDS Engineering Corporation• 165 2nd St SW• Loveland.Colorado 80537•(970)667.8010• (800)933-8011 •Fax: (970)667-8024 www.cds-eng.net 10/19/2011 11-5581 Grad 08 01.xlsx IIICDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11-558 1 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No. 8 Depth: 4' Sample No: NA Location: Pavement Area Soils Description: Poorly graded sand with gravel, brown Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 318" 1/2' 3/4" ' 1.S" 2" ! I i 100 D 900 80 0 70.0 - - - - - :r 60.0 - - w c) 50.0 - T A g 40.0 - Cl) Co 30.0 , 01. 20.0 0 10.0 - 0 0 - '`' . 00 01 10 100 1000 Sieve Opening(mm) Silt/Clay Sand Gravel J Percent Spec. Sample Information Sieve No. Percent Passing Retained Required Sample Date: 10/13/11 Type: Tube By: 581.9 Moisture Content: 4.4 Atterberg LL. 0 PL. 0 P1: 0 1.5 100.0 Gradation (%) 3/4" 100.0 Gravel: 17.3 Sand 79.9 Silt/Clay: 2.8 3/8" 10.1 89.9 4 17.3 82.7 Classification 10 30.5 69.5 USCS. SP AASHTO: 40 61.4 38.6 - 200 97.2 2.8 CDS Engineering Corporation• 165 2nd St SW• Loveland, Colorado 80537 •(970)667.8010•(800)933-80111 • Fax (970)667-8024 • www.cds-e na.net 10/19/2011 11-5581 Grad 08 04.xlsx CDS Engineering Corporation GRAIN SIZE ANALYSIS Client: Platte Valley Fire Protection District Job No: 11 5581 Project: Platte Valley Fire Station Tech: JDE Date: 10/17/11 Boring No. 7&8 Depth: 1'-3' Sample No: RV-1 Location: Pavement Area Soils Description: Poorly graded sand with silt and gravel, brown Sieve Sizes #200 #100 #60 #40 #30 #20 #10 #4 3/8' 1/2" 3/4" 1" 1.5" 2" 1000 l I I 1 i I L I I .' 90.0 . 800 „ , . . 70.0 1 , e c 60 0 - , o1 a, c) 50.0 , T a c 40.0 , U) d30.0 .. • , • . 200 - a 100 , 0.0 - - 0.0 0.1 10 100 1000 Sieve Opening(mm) Silt/Clay Sand Gravel Percent Spec. Sample Information Sieve No. Retained Percent Passing Required Sample Date: 10/13/11 Type: Tube By: 581.9 Moisture Content: 3.8 Atterberg LL: 0 PL: 0 PI: 0 1.5 100.0 Gradation(%) 3/4" 100.0 Gravel: 23.6 Sand: 69.5 Silt/Clay: 6.9 3/8" 13.1 86.9 4 23.6 76.4 Classification 10 39.4 60.6 USCS: SP-SM AASHTO' 40 73.0 27.0 200 93.1 6.9 _ • COS Engineering Corporation• 165 2nd St SW• Loveland,Colorado 80537•(970)667-8010•(800)933-8011 •Fax:(970)667-8024 www cds•eng net 10/19/2011 11-5581 Grad RV-1.xisx w 4) c C wco L -6 .... V) CO > c -o w U C� =n _ _ to _` `" m coo v ? -O -a p v a rn to v 'o • oo U _> m 3, 3 It 3 c2o m __, c§ coq17) a 3 > > coo N ?^ 7. >. 7. z, Cr) >. O u) V) a a�) W U) a) a) ` U a) >, .) _m 4) Z N > C� — • Z' @ .(0 E.°. �^ c`o E' >, -p 0 f.°.. to 12 Cn t s _~ C� T cn in C9 5 0 U 0 t F C9 (7 ?, cn ai .` cn -a a ?, tts o) 0 a) � co a m = U, W U) O) N C N N �i) 1f) 00 O to N CO CDCl° CO e-- °Io o () nj r r N M r ,- M N , ,- co N co N r ✓I # 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 W M .4' h 00 ij1 d N' (r) Nl(! ---- co O) CO r m O) ui +C cpCo_ Z Cr)U N t- O) O) Q) c) d M O N O) C. ap CO p CO CP Q) CO CO O) Q) CO N- 00 N.- O) ,- Cn I's O> CO c o M M 2 -.1 2 8 a Q. a) a.. a . co o_ a a a 0 a a, a M a rt a U � h cncnat U) acncncncn � cncncn � c� u7cnt) a co CO to O 2 (n O L > N VI C N = o n m J c E Cl, , . - W co (n O v W Z • 73 _ LL m c§ � Q m a) 7 in cu Ce N Q a m o =o �4 a o 'c0 c C O w to4.0O m 1 I i N N a) a) E • 4. _ o col CL L. CL o u Z n 3 d a) E 6 ' -p - I , ( o • c a co ti a) r- g 3• 0 a� 9 r 01 o a - - Q Z y wo . (y (X N Ti o ❑ 0) (o in En 07 Z E. .. co G t y o U) S ,T, O (O ch v ,p. O (p CO N v o Cl CO u) r: t- rn a) v co `° w Z °-- N N N N Z Nr N N N N =D N N th c0 NN vi 0) 5 w V • N c ch 7 N 'w C a N N v- N N N N N N N N N O N N N N N N , EE o .T 1 w '\ 1 \ 1 w 1 `� 1 \ ti r r 1 V (D O O O N M (O n O M O M r g :"---- ti (1D o 0 O C N N LC) N to ,- N 1- r CO r- N LC) N •- N a c O O N co cn OC N P- " C) O) N CO Tr Si) C .- N N N M. CO. CO V V to (O (L1 ti ti CO tO .+ CO• Z N- • APPENDIX I POST-CONSTRUCTION SITE PREPARATION AND MAINTENANCE Backfill When encountering potentially expansive or consolidating soils,measures should be taken to prevent the soil from being wetted during and after construction. Generally, this can be accomplished by ensuring that the backfill placed around the foundation walls will not settle after completion of construction,and that this backfill material is relatively impervious. Water may need to be added to backfill material to allow proper compaction -- do not puddle or saturate. Backfill should be mechanically compacted to at least 95% of Standard Proctor around all structures, and 90% of Standard Proctor elsewhere. Compaction requirements should be verified with field tests by the Engineer. It is the contractor's responsibility to contact the engineer for such tests. Surface Drainage The final grade should have a positive slope away from the foundation walls on all sides. At minimum,the slope shall meet the requirements of the governing Building Code. Where site grading allows,we recommend a minimum of six inches(6")in the first five feet(5'). Downspouts and sill cocks should discharge into splash blocks that extend beyond the limits of the backfill. Splash blocks should slope away from the foundation walls. The use of long downspout extensions in lieu of splash blocks is advisable. Surface drainage away from the foundation shall be maintained throughout the lifetime of the structure. Lawn Irrigation Do not install sprinkler systems next to foundation walls. porches. or patio slabs. If sprinkler systems are installed,the sprinkler heads should be placed so that the spray from the heads under full pressure does not fall within five feet (5') of foundation walls, porches, or patio slabs. Lawn irrigation must he carefully controlled. If the future owners desire to plant next to foundation walls, porches,or patio slabs.and are willing to assume the risk of structural damage.etc.,then it is advisable to plant only flowers and shrubbery (no lawn) of varieties that require very little moisture. These flowers and shrubs should be hand watered only. Landscaping with a plastic covering around the foundation area is not recommended. Check with your local landscaper for fabrics which allow evaporation when inhibiting plant growth when a plastic landscape covering is desired. Experience shows that the majority of problems with foundations due to water conditions are generally due to the owner's negligence of maintaining proper drainage of water from the foundation area. The future owners should be directed to pertinent information in this report. • REV 6/17/85 EXTERIOR A \ D /OR INTERIOR PFRIIVE -HR PRA N FOOTING FOUNDATION 0 ,•- 7::'%; A.'s! . , 'r COMPAti,'EL1 TACK-I_. ;.K SOIL RESORT ---- ' .— DP—!;:,NAL M0IS.L'RE EARP.'ER ti--MIL MINIMUM. GTE N\ ,1 70 FOUNDATION WALL A MINIMUM OF ^ AROVF vo JS CR GRAVEL (WHICHEVER IS GREATER). UNTREATED BUILDING PAPER OR \ CONTINUE BELOW PIPE AND UP SIDE OF TRENCH GEOTEXTILE OVER TOP OF GRAVEL --1 I AS SHOWN. `\ CLEAN WASHED ROCK '\ 1 L'OOR B OTHERS MINIMUM OF 8" OVER rHE / r0F• OF TNr _.of . \, _A-. - -- -- - •P� �._ :.. �+ -.9 • _.,'�..�.i�1 {- � .yam 4" PERFORATED PPE. RIGi ..%.:R• :a" i. w ^1i•�!.r^ LI=XL3LE. SLOPE '_ SUMP P �,. '1 s AL•L: . -"YERALS. OR A`''L1�-NT -- - \ NS F'."'1MM. -i.1 .— t. ,J'- _. '.•.1• TC.. •2 , DRAIN TRENCH SHALL NOT CU" INTO I SLOPE AWAY FROM THE EDGE OF THE FOOTING EXTERIOR AND/OR INTERIOR PERIN ETER DRAIN DRILLED PIER FOUNDATION -- MN WALL, TYP • t :JP.CFM N T \;;T I 0nit: COMPACTED BACKFILL PER , SOIL REPORT i r-- MO STURE BARRIER. 6-MIL MINIMUM. GLUE T<_ ' =0'.;NDATION WALL A MINIMUM OF 6" ABOVE UNTREATED BUILDING PAPER OR VOIDS OR GRAVEL (WrliCHEVER IS GREATER). GEOTEXTLE OVER TOP OF RAVEL ---• �\��••� C0N1II UE BELOWPIPE AND UP SIDE OF. TRENCH ;�:N'N. • CLEAN `NAS-i`',? .u . � i -- F:.3•:'•^' 3' T-ER_ M.NIMUM .2" L - "L A —{J Top or T.• p �Y : �. ! '_� � = - , 4" PERFORATED PIPE, hI':i;' OR q I �__ _ t T Fi.EXIBLE S:OPE SUMP `i. �; ' ADDT'L LATERALS -1 �►'' 1c' DAYLIC-4T AS RECOMMENDED — - - i,-- O TO 12' � CDS Engineering 7-,..";2.7 _ r -1-T ,, N Corporation = r ;, : i7 "ONThT:( Nc MA" W.ARR4N' _•0N5 -C 7."PIC4L 185 2nd St. S.W. F ii''== Lovel d. CO 80537 Tele: (970) 567-8010 Scale: N.T.S. APPENDIX 2 • APPENDIX 3 GENERAL SPECIFICATIONS FOR TILE PLACEMENT OF COMPACTED Fl1.I. MATERIAL Moisture-Density Determination Representative samples of the materials to be used for fill shall be furnished by the contractor at least seventy two (72) hours prior to compaction testing. Samples with higher moisture contents will require extra time for test results due to the required drying for sample preparation. Tests to determine the optimum moisture and density of the given material will be made using methods conforming to the most recent procedures of ASTM D698 (standard Proctor) or other approved methods, whichever may apply. Copies of the Proctor Curves will be furnished to the contractor. These test results shall be the basis of control for the field moisture/density tests. Materials The soils used for compacted fill shall be selected or approved by the Engineer. The material shall be free of vegetation, topsoil or any other deleterious materials. The material should be relatively impervious and non-swelling for the depth specified in the soils report with no material greater than six (6) inches in diameter. • Site Preparation All timber, logs. trees. brush and rubbish shall be removed from the area and disposed in a manner approved by the local governing agency. All vegetation and a substantial amount of topsoil shall be removed from the surface upon which the fill is to he placed. Where applicable, the surface shall then be scarified to a depth of'at least six (6) inches. moistened or dried as necessary to allow for uniform compaction by the equipment being used. The scarified surface shall be compacted to not less than 95%of maximum dry density based on ASTM D698. or to such other density as may be determined appropriate for the materials and conditions and acceptable to the Engineer. Fill shall not be placed on frozen or muddy ground. Moisture The fill material,while being compacted shall contain,as nearly as practical (typically+/-2%), the optimum amount of moisture as determined by the Standard Proctor Test ASTM D698, or other approved method. The moisture shall be uniform throughout the fill material. The effort required for optimum compaction will be minimized by keeping soils near optimum moisture contents. Freezing temperatures and/or inclement weather conditions may impede moisture control and compaction operations. Placement of Fill • The Geotechnical Engineer shall he retained to supervise the placement of till material. The fill • material shall be placed in uniform layers and be compacted to not less than 95%of maximum dry density based on ASTM D698, or to such other density as may be determined appropriate for the materials and conditions and acceptable to the Engineer. Prior to compacting,each layer shall have a maximum loose layer height of twelve (12) inches (or as dictated by the compaction equipment and/or soil conditions) with the surface relatively level. Test areas are recommended to determine the optimum layer thickness. Thinner lifts may be necessary in order to achieve the required compaction. Compacted layer thickness shall not exceed six(6)inches. Each twelve(12)inches of compacted fill shall be approved by the Engineer prior to placing succeeding lifts. Fill shall be compacted with machinery appropriate for the type of earthen material being installed. Granular materials shall be compacted with vibratory type machinery. Clay and silt material shall be compacted with a sheepsfoot or other segmented pad type compaction equipment. "Wheel rolling" is not considered an appropriate method to achieve the recommended compaction specifications. "Wheel rolling"is not recommended for extensive areas or depths and cannot be relied upon to give uniform results. Moisture and Density Testing It is the contractor's responsibility to contact the Engineer with a minimum of 24-hours notice to schedule compaction testing. The density and moisture content of each layer of compacted till will • be determined by the Engineer, or qualified technician, in accordance with ASTM D6938 (nuclear method), or other approved method. If the tests show inadequate density, that layer, or portion thereof, shall be reworked until the required conditions are obtained. Additional layers shall not be placed until each underlying lift has been approved. The results of all density tests will be furnished to both the owner and the contractor by the Engineer. • Hello