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Home My WebLink AboutCARRIAGE HOUSE - 638 WHEDBEE STREET - FDP240012 - SUBMITTAL DOCUMENTS - ROUND 1 - Geotechnical (Soils) ReportDecember 8, 2023 NoCo Custom Hoines 2026 Bear Mountain Drive, Unit 107 Fort Collins, CO 80525 CAI�TI� CNGINCCI�ING COMI�/�NY, INC. Atm: Jason Jones (jason a nococustomhomes.com) Re: Geotechnical Subsurface Exploration Proposed Accessory Dwelling Unit 638 Whedbee Street Fort Collins, Colarado EEC Project No. 23-01-179 Mr. Jones: Earth Engineering Company, Inc. (EEC) personnel have completed the geotechnical subsurface exploration you requested for the proposed detached building to be constructed at 638 Whedbee Street in Fort Collins, Colorado. Results of our subsurface exploration are provided in this report. We understand the proposed detached building will be a twastory wood frame structure constructed over a slab-on-grade type foundation. We expect foundation loads for the proposed structure would be light with continuous wall loads less than 3 kips per lineal foot and individual column loads less than 30 kips. Small grade changes are expected to develop final site grades for the structure. The purpose of this report is to describe the subsurface conditions encountered in the test boring completed within the identified building envelope and provide geotechnical recommendations for design and construction of foundations and support of floor slabs and exterior flatwork. The lot is located at 638 Whedbee Street in Fort Collins, Colorado. Site infrastructure, including utilities, were already installed along with an existing residence and building located to the west and south of the building envelope. The referenced lot was relatively flat and was sparsely vegetated at the time of our field work. P.O. Box 271428, Fort Collins, CO 80527 — phonE: 970.775.2004 fax: 970.663.0282 EEC Project No. 23-01-179 December 8, 2023 Page 2 Earth Engineering Company, Inc. To develop information on existing subsurface conditions in the area of the proposed detached building, one soil boring was advanced to a depth of approximately 25 feet below site grades. The location of the test boring was established by pacing and estimating angles from site property corners and identifiable site features. The location of the boring should be considered accurate only to the degree implied by the methods used to make the feld measurements. Site photographs were taken at the time of drilling and are included with this report. Site photographs were taken at the time of drilling and are included with this report. The boring was completed using a truck-mounted CME-45 drill rig equipped with a hydraulic head employed in drilling and sampling operations. The borehole was advanced using 4-inch nominal diameter continuous flight augers and samples of the subsurface materials encountered were obtained using split-barrel and California barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel and California barrel sampling procedures, standard sampling spoons are driven into the ground using a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the samplers is recorded and is used to estimate the in-situ relative density of cohesionless materials and, to a lesser degree of accuracy, the consistency of cohesive soils. All samples obtained in the field were sealed and returned to the laboratory for further examination, classification and testing. EEC field personnel were on-site during drilling to evaluate the subsurface conditions encountered and direct the drilling activities. A field boring log was prepared based on observation of disturbed samples and auger cuttings. Based on results of the iield boring and laboratory testing, subsurface conditions in the proposed residence location can be generalized as follows. Brown sandy lean clay soils were encountered at the surface at the boring location. The sandy lean clay soils were stiff to very stiff in consistency and exhibited a low potential for swelling with variation in moisture content at current moisture/density conditions. The sandy lean clay soils were underlain by brown sand and gravel materials at a depth of approximately 16 feet below present site grades. The essentially granular materials were medium dense in consistency, contained cobbles and extended to the bottom of the boring at a depth of approximately 25 feet below present site grades. EEC Project No. 23-01-179 December 8, 2023 Page 3 Earth Engineering Company, Inc. Observations were made at the time of drilling to determine the presence and depth to hydrostatic groundwater. At the time of drilling, free water was observed in the completed site boring on this property at a depth of approximately 18 feet below present site grades. Longer-term observations in holes which are cased and sealed from the influence of surface water would be required to more accurately evaluate groundwater levels and possible fluctuations in those groundwater levels over time. Fluctuations in groundwater levels can occur over time based on hydrologic conditions and other conditions not apparent at the time of this report. Zones of perched and/or trapped water may also be encountered in more permeable zones within the subgrade soils at times throughout the year. The stratification boundaries indicated on the boring log represent the approximate locations of changes in soil types; in-situ, the transition of materials may be gradual and indistinct. In addition, the soil boring provides an indication of subsurface conditions at the test location; however, subsurface conditions may vary in relatively short distances away from the boring. Potential variations in subsurface conditions can best be evaluated by close observation and testing of the subgrade materials during construction. If significant variations from the conditions anticipated from the test boring appear evident at that time, it may be necessary to re-evaluate the recommendations provided in this report. ANALYSIS AND RECOMMENDATIONS Footing Foundations Based on materials observed at the test boring location, it is our opinion the proposed lightly-loaded, detached building could be supported on conventional footing foundations bearing on the low swell potential sandy lean clay soils. For design of footing foundations bearing on the stiff to very stiff sandy lean clay soils, we recommend using a net allowable total load bearing pressure not to exceed 1,500 ps£ The net bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. Total load should include full dead and live loads. Exterior foundations and foundations in unheated areas should be located at least 30 inches below final adjacent exterior grades to provide frost protection. We recormnend formed continuous footings have a minimum width of 12 inches and isolated column foundations EEC Project No. 23-01-179 December 8, 2023 Page 4 Earth Engineering Company, Inc. have a ininimum width of 24 inches. Trenched foundations or grade beam foundations could be used in the site sandy lean clay soils. No unusual problems are anticipated in completing excavations required for construction of the footing foundations. Care should be taken during construction to avoid disturbing foundation bearing materials. Foundation bearing materials which are loosened or disturbed by the construction activities or materials which become dry and desiccated ar wet and softened should be removed and replaced or reworked in place prior to placement of foundation concrete. We estimate the long-term movement of footing foundations designed and constructed as outlined above would be less than 1 inch. Footings should be placed on lilce materials where possible. Differential settlement may occur between foundations supported on differing materials. Floor Slab and Exterior Slab-on-Grade Subgrades Any existing vegetation and/ar topsoil should be removed from floor slab areas. After stripping and completing all cuts and prior to placement of any floor slabs or fill, we recommend the exposed subgrades be scarified to a minimum depth of 9 inches, adjtisted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with ASTM Specification D-698, the standard Proctor procedure. The moisture content of the scarified soils should be adjusted to be within the range of ±2% of standard Proctor optimum moisture at the time of compaction. Fill soils required to develop the floor slab subgrades should consist of approved, low- volume change inaterials which are free from organic matter and debris. It is our opinion the on-site materials could be used as low-volume change fill in the floor areas. Those fill materials should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content as recommended for the scarified soils and compacted to at least 95% of standard Proctor maximum dry density. After preparation of the subgrades, care should be taken to avoid disturbing the in-place materials. Subgrade materials loosened or disturbed by the construction activities or materials which become dry and desiccated or wet and softened should be removed and replaced or reworked in place prior to placement of the floor slab concrete. EEC Project No. 23-01-179 December 8, 2023 Page 5 Earth Engineering Company, Inc. As a precaution, the floor slabs should be isolated from structural portions of the building to prevent differential movement to those elements causing distress to the structure. In addition, we recommend the floor slab be isolated from non-load bearing partitions to help reduce the potential for slab movement causing distress in upper sections of the building. That isolation is typically developed through the use of a voided wall which is suspended from the overhead first floor joist. Care should be taken in door framing, drywalling and finishing to maintain a voided space which will allow far movement of the floor slab without transmission of stresses to the overlying structure. While laboratory testing completed far this report indicated the near surface site soils sampled exhibited relatively low swell potential, floor slab and exterior flatwork movement could occur and should be expected. Slab movement is common in Colorado even in areas with relatively low-swelling soils. Mitigation techniques to reduce the potential for post- construction movement, such as overexcavation, moisture conditioning and replacement could be considered; however, the risk for slab movement cannot be eliminated. Other Considerations Positive drainage should be developed away from the structure with a minimum slope of 1 inch per foot for the first 10 feet away from the building. Care should be taken in planning of landscaping adjacent to the residence to avoid features which would pond water adjacent to the foundations or stemwalls. Placement of plants which require irrigation system or could result in fluctuations of the moisture content of the subgrade material should be avoided adjacent to the structure. Lawn watering systems should not be placed within 5 feet of the perimeter of the building and spray heads should be designed not to spray water on or immediately adjacent to the structure. Roof drains should be designed to discharge at least 5 feet away from the structure and away from the pavement areas. GENERAL COMMENTS The analysis and recommendations presented in this report are based upon the data obtained from the soil boring performed at the indicated location and from any other information discussed in this report. This report does not reflect any variations which may occur across the site. The nature and extent of such variations may not become evident EEC Project No. 23-01-179 December 8, 2023 Page 6 Earth Engineering Company, Inc. until construction. If variations appear evident, it will be necessary to re-evaluate the recommendations of this report. It is recommended that the geotechnical engineer be retained to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. It is further recommended that the geotechnical engineer be retained for testing and observations during earthwork and foundation construction phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of NoCo Custom Homes for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or implied, is made. In the event that any changes in the nature, design or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing by the geotechnical engineer. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we can be of fiirther service to you in any other way please do not hesitate to contact us. , Inc. Michael J. Coley, P.E. Principal Engineer ��1Lil�ll.L"Y�s L�"\1�YIV ��il�1L��l��1 ��ly DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 13/8" I.D., 2" O.D., unless otherwise noted ST: Thin-Walled Tube - 2" O.D., unless otherwise noted R: Ring Barrel Sampler - 2.42" I.D., 3" O.D. unless otherwise noted PA: Power Auger HA: Hand Auger DB: Diamond Bit = 4", N, B AS: Auger Sample HS: Hollow Stem Auger PS: Piston Sample WS: Wash Sample FT: Fish Tail Bit RB: Rock Bit BS: Bulk Sample PM: Pressure Meter WB: Wash Bore Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where noted. WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WCI: Wet Cave in DCI: Dry Cave in AB : After Boring WS : While Sampling WD : While Drilling BCR: Before Casing Removal ACR: After Casting Removal Water levels indicated on the boring logs are the levels measured in the borings atthe time indicated. In pervious soils, the indicated levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION Soil Classification is based on the Unified Soil Classification system and the ASTM Designations D-2488. Coarse Grained Soils have move than 50% of their dry weight retained on a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50%of their dry weight retained on a#200 sieve; they are described as : clays, if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse grained soils are defined on the basis oftheir relative in- place density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium dense (SM). CONSISTENCY OF FINE-GRAINED SOILS Unconfined Compressive Strength, Qu, psf Consistency < 500 Very Soft 500 - 1,000 Soft 1,001- 2,000 Medium 2,001- 4,000 Stiff 4,001- 8,000 Very Stiff 8,001- 16,000 Very Hard RELATIVE DENSITY OF COARSE-GRAINED SOILS: N-Blows/ft Relative Density 0-3 Very Loose 4-9 Loose 10-29 Medium Dense 30-49 Dense 50-80 Very Dense SO + Extremely Dense PHYSICAL PROPERTIES OF BEDROCK DEGREE OF WEATHERING: Slight Slight decomposition of parent material on joints. May be color change. Moderate High Some decomposition and color change throughout. Rock highly decomposed, may be extremely broken. HARDNESS AND DEGREE OF CEMENTATION: Limestone and Dolomite: Hard Difficult to scratch with knife. Moderately Can be scratched easily with knife. Hard Cannot be scratched with fingernail. Soft Can be scratched with fingernail. Shale, Siltstone and Claystone: Hard Can be scratched easily with knife, cannot be scratched with fingernail. Moderately Can be scratched with fingernail. Hard Soft Can be easily dented but not molded with fingers. Sandstone and Conglomerate: Well Capable of scratching a knife blade. Cemented Cemented Can be scratched with knife. Poorly Can be broken apart easily with fingers. Cemented CARTI-� CNGINCCRING COMPANY, INC. Earth Engineering Company 1C�l�T��]E� ��]L �]L��CAA��l� ��Y��Iyl[ Soil Classification Group Group Name Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Symbol Coarse - Grained Soils Gravels more than Clean Gravels Less Cu>_4 and 1<Cc<_3E GW Well-graded gravel F more than 50% 50% of coarse than 5% fines retained on No. 200 fraction retained on Cu<4 and/or 1>Cc>3E GP Poorly-graded gravel F sieve No. 4 sieve Gravels with Fines �,H Fines classify as ML or MH GM Silty gravel more than 12% fines Fines Classify as CL or CH GC Clayey Gravel F,�," Sands 50% or more Clean Sands Less Cu>_6 and 1<Cc<_3E SW Well-graded sand � coarse fraction than 5%fines passes No. 4 sieve Cu<6 and/or 1>Cc>3E SP Poorly-graded sand � Sands with Fines Fines classify as ML or MH SM Silty sand �,",� more than 12% fines Fines classify as CL or CH SC Clayey sand �,",� Fine-Grained Soils Silts and Clays inorganic pl>7 and plots on or above "A" Line CL Lean clay K,�,m 50% or more passes Liquid Limit less the No. 200 sieve than 50 PI<4 or plots below "A" Line ML SIIL K,L,M organic Liquid Limit - oven dried Organic clay K,�,M," <0.75 OL Liquid Limit - not dried Organic silt K,�,M,o Silts and Clays inorganic pl plots on or above "A" Line CH Fat clay K,�,"' Liquid Limit SO or more PI plots below "A" Line MH Elastic Silt K,�,"' organic Liquid Limit - oven dried Organic clay K,�,M,P <0.75 OH Liquid Limit - not dried Organic silt K,�,M,o Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat z ABased on the material passing the 3-in. (75-mm) ECu=Dbo/Dlo Cc= (D3o) Kif soil contains 15 to 29% plus No. 200, add "with sand" sieve Dlo x Dbo or "with gravel", whichever is predominant. elf field sample contained cobbles or boulders, or �If soil contains >_ 30% plus No. 200 predominantly sand, both, add "with cobbles or boulders, or both" to add "sandy" to group name. group name. Flf soil contains >_15% sand, add "with sand" to "'If soil contains >_30% plus No. 200 predominantly gravel, �Gravels with 5 to 12% fines required dual symbols: �If fines classify as CL-ML, use dual symbol GC- add "gravelly" to group name. GW-GM well graded gravel with silt CM, or SGSM. "PI>_4 and plots on or above "A" line. GW-GC well-graded gravel with clay "If fines are organic, add "with organic fines" to �PI<_4 or plots below "A" line. GP-GM poorly-graded gravel with silt group name PPI plots on or above "A" line. GP-GC poorly-graded gravel with clay 'If soil contains >15% gravel, add "with gravel" to nPl plots below "A" line. °Sands with 5 to 12% fines require dual symbols: group name SW-SM well-graded sand with silt 'If Atterberg limits plots shaded area, soil is a CL- SW-SC well-graded sand with clay ML, Silty clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay 60 For Classification of fine-grained soils and fine-grained fraction of coarse-grained .'� 50 �- soils. ', �[ I � e � �>° � e I Equation of "A"-line ''J �� O� I•'P�� I a 40 -- Horizontal at PI=4 to LL=25.5 Qq- -i w then PI-0.73 (LL-20� ' �� o Equation of "U"-line z ,'� F 30 -� - Vertical at LL=16 to PIJ, . ... , ..:.. , ♦ � then PI=0.9 (LL-8) . � ' �n ' g' � zo - • _ ; ' �- MH oR OH ,' � `� o � so �' _ ��„ ! '� � ML oR OL � L ' EARTH ° _!_ , � 0 10 20 30 40 SIO 60 70 80 90 100 110 CNGINEERING LIQUIDLIMIT�LL) COMPANY, INC. EARTH ENGINEERING COMPANY � .bL1 � - _ i � �m� " � .�'�;: ; � i� z . ;,! � ' ". 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A �.�. �.�"�?'� �� ,'`.��= _� . ... ��b��s��'�..*'S.'�'�._ �w..��.�,. ��'�S� .,.,,� �,.,,. _� ., 6i8 WHEDBEE STREET ADU FORT COLLINS, CO EEC PROJECT No. 23-01-179 DECEMBER 2023 �� COMf�ANY� NC. 638 WHEDBEE STREET - ADU FORT COLLINS, COLORADO PROJECT NO: 23-07-179 DATE: DECEMBER 2023 LOG OF BORING B-1 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 1215/2023 WHILE DRILLING 18' AUGER TYPE: 4" CFA FINISH DATE 12/5/2023 AFTER DRILLING 18' SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR BACKFILLED SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL NPE FEET BLOWS/FT PSF % PCF LL PI % PRESSURE % 500PSF SANDY LEAN CLAY (CL) 1 brown _ stiff 2 silry _ CS 3 7 9000+ 17.5 112.1 800 psf 0.1 % 4 CS 5 5 9000+ 9.2 105.7 NL NP 52.5 <500psf None 6 7 8 9 CS 10 S 9000+ 13.4 108.9 1000 psf 0.3 % 11 12 13 14 very stiff _ sandy to very sandy with gravel CS 15 14 9000+ 17.1 108.5 < 1000 psf None@1000 16 SAND AND GRAVEL (SP-GP) 17 brown _ medium dense 18 cobbles _ 19 SS 20 26 -- 11.9 21 22 23 24 25' BOTTOM OF BORING BS 25 13.3 Earth Engineering Company SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Sandy Lean Clay Sample Location: B-1, S-1 @ 2' Liquid Limit: -- Plasticity Index: -- % Passing #200: -- Beginning Moisture: 13.8% Dry Density: 112.1 pcf Ending Moisture: 17.9% Swell Pressure: 800 psf % Swell @ 500 psf: 0.1 % 10 8 a� 6 3 � 4 c 2 d E m > 0 � 0 r _ d � L � a _2 � -4 0 .� � 0 � -6 c 0 U � 0.01 0.1 10 -10 er dded Load (TSF) Project: Project No Date: 638 Whedbee Street - ADU Fort Collins, Colorado 23-01-179 December 2023 E/�RTI� ENGINEERING COMPANY, INC, SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Sandy Lean Clay Sample Location: B-1, S-2 @ 4' Liquid Limit: NL Plasticity Index: NP % Passing #200: 52.5 Beginning Moisture: 9.1 % Dry Density: 105.7 pcf Ending Moisture: 20.3% Swell Pressure: < 500 psf % Swell @ 500 psf: None 10 8 a� 6 3 � 4 c 2 d E m > 0 � 0 r _ d � L � a _2 � -4 0 .� � 0 � -6 c 0 U � 0.01 0.1 10 -10 e dded Load (TSF) Project: Project No Date: 638 Whedbee Street - ADU Fort Collins, Colorado 23-01-179 December 2023 E/�RTI� ENGINEERING COMPANY, INC, SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Sandy Lean Clay Sample Location: B-1, S-3 @ 9' Liquid Limit: -- Plasticity Index: -- % Passing #200: -- Beginning Moisture: 15.1 % Dry Density: 108.9 pcf Ending Moisture: XXX% Swell Pressure: 1000 psf % Swell @ 500 psf: 0.3% 10 8 a� 6 3 � 4 c 2 d E m > 0 � 0 r _ d � a� a _2 � -4 0 .� � 0 � -6 c 0 U � 0.01 0.1 10 -10 e dded Load (TSF) Project: Project No Date: 638 Whedbee Street - ADU Fort Collins, Colorado 23-01-179 December 2023 CARTI� CNGINCCf�ING COMPANY, INC. SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Sandy to Very Sandy Lean Clay with Gravel Sample Location: B-1, S-4 @ 14' Liquid Limit: -- Plasticity Index: -- % Passing #200: -- Beginning Moisture: 4.2% Dry Density: 108.5 pcf Ending Moisture: 17.6% Swell Pressure: < 1000 psf % Swell @ 1000 psf: None 10 8 a� 6 3 � 4 c 2 d E m > 0 � 0 r _ d � L � a _2 � -4 0 .� � 0 � -6 c 0 U � 0.01 0.1 10 -10 Load (TSF) Project: Project No Date: 638 Whedbee Street - ADU Fort Collins, Colorado 23-01-179 December 2023 E/�RTI� ENGINEERING COMPANY, INC,