Jeff Moran, PE February 19, 2014 Varela & Associates, Inc. 601 W. Mallon

Transcription

1 Geotechnical Engineering Environmental Engineering Construction Material Testing Subsurface Exploration Special Inspection Proudly serving the Inland Northwest for over 30 years Jeff Moran, PE February 19, 2014 Varela & Associates, Inc. 601 W. Mallon Spokane, WA Project Number S1371 Project: Curlew Wastewater System Improvements Subject: Results of Geotechnical Explorations Dear Mr. Moran, Budinger & Associates, Inc. is pleased to provide this geotechnical conditions report (GCR) presenting results of geotechnical explorations for the Curlew Wastewater Improvements Project.. Thank you for the opportunity to provide our services. Respectfully Submitted: BUDINGER & ASSOCIATES, INC. David C. Lehn, LG Senior Geologist John Finnegan, PE, GE, LHG Geotechnical Engineer, Principal JF/dcl Addressee via only (1) 11 North Fancher Rd. Spokane Valley, WA Tel: Fax:

2 Table of Contents CONTEXT... 1 Project Considerations... 1 Scope... 1 ENCOUNTERED CONDITIONS... 1 Geologic Setting... 1 Surface Conditions... 2 Subsurface Conditions... 2 Surface and Groundwater Hydrology... 3 FIELD EXPLORATION... 3 Test Borings and Probe Borings... 3 Soil Samples... 4 Soil Classification... 4 Location... 4 LABORATORY ANALYSIS... 4 Index Properties... LIMITATIONS... REFERENCES... ATTACHED FIGURES Figure 1: Vicinity Map Figure 2: Site Plan Figure 3: Guide to Soil & Rock Descriptions Figure 4-1 to 4-13: Boring Logs and Probe Boring Logs Figure : Laboratory Summary Figure 6: Grain Size Distributions ASFE: Important Information about This Geotechnical Report Budinger & Associates, Inc. Geotechnical & Environmental Engineers Construction Materials Testing & Special Inspection i

3 S1371 Curlew Wastewater Improvements - Geotechnical Conditions Report (GCR) CONTEXT This geotechnical conditions report (GCR) presents results of geotechnical exploration to facilitate design and construction of wastewater improvements in Curlew, Ferry County, Washington. These services were contracted with Varela & Associates, represented by Jeff Moran, PE. Geotechnical engineering calculations and recommendations were not in the scope of services. Project Considerations We understand that approximately two miles of new sanitary sewer, 12 to 16 feet deep, is proposed. Two lift stations are also proposed to 20 feet anticipated maximum depth. Gravelly soils are typical of the area; however, the route is anticipated to cross some variable terrain that may include softer and wetter soil areas. Portions of the sewer alignment will cross areas of shallow bedrock. The proposed sewer alignment location is illustrated in the Vicinity Map and Site Plan. Scope This geotechnical study involved characterization of subsurface soil and rock conditions. We endeavored to conduct these services in accordance with generally accepted geotechnical engineering practices for similarly limited scope of services as outlined in the proposal, S-1371, dated December, The scope is summarized as follows: 1. Researched available geotechnical, topographic, and geologic information, as well as preliminary plans. 2. Advanced 13 borings with an air rotary overburden system. No split-spoon sampling or penetration testing was proposed for sewer alignment borings, which are labeled "probe borings," as the purpose was to identify the general texture of the soil, depth to groundwater, and presence or absence of bedrock. At the proposed lift stations locations, test borings were sampled with split spoons and penetration testing at -foot intervals. 3. Logged the subsurface conditions and collected cuttings and test samples. 4. Characterized the subsurface conditions including thickness and texture of soils, depth to groundwater, when encountered, depth to bedrock and consistency of rock when encountered. No specific geotechnical analysis such as bearing capacity, settlement, and lateral earth pressure evaluation was proposed. These services can be provided upon request.. Prepared report with exploration results and characterization of subsurface conditions. Construction inherently entails risk and this project is not an exception. The purpose of this study is to reduce risks related to subjects in our scope to levels generally accepted for similar projects designed with the benefit of similar geotechnical study. Geologic Setting ENCOUNTERED CONDITIONS The regional geology includes thick sedimentary and volcanic deposits within the Republic Graben, a northeast trending structural depression containing the Sanpoil syncline. Bedrock at Curlew Budinger & Associates, Inc. Geotechnical & Environmental Engineers Construction Materials Testing & Special Inspection 1

4 S1371 Curlew Wastewater Improvements - Geotechnical Conditions Report (GCR) consists of Sanpoil volcanics (Evd(s)) of Eocene age overlain with a mixture of Pleistocene age glacial drift and till (Qgd), reworked in part to alluvium with stratified slackwater glaciolacustrine fine sand and silt (Holocene age) by the Kettle River and Curlew Creek. Mapped surface soils were (ChA) Chesaw sandy loam, 0 to 3 percent slopes, (Ma) Malo silt loam, (MyE) Molson-Rock land complex, 1 to 0 percent slopes, (Mo) Mires loam, and (Rs) Ret silt loam (NRCS, 2012). Surface Conditions The ground surface at the time of the field work consisted of bituminous surface treatment (BST) pavement with gravel on the shoulders in roadway areas, as well as with gravel or grass and weeds depending on boring location. Bedrock was exposed in cuts along the former railroad (Ferry County Trail). The ground surface elevation ranged from approximately 1792 up to 1830 feet (Varela Site Plan topography). Subsurface Conditions Conditions encountered in the borings are described in the Boring Logs by methods described in Field Exploration. Three groups of subsurface materials were differentiated based on characteristics relevant to this project: (1) fill, (2) sand and gravel, and (3) rock. fill Boring Log symbol: Fill material was encountered in most borings. Crushed gravel fill was encountered in most roadway areas. Railroad ballast was encountered along the Ferry County Trail. It ranged from 1 to 6 feet thick starting at the ground surface in probe borings and 6, respectively. Fill consisting of varying native origin was encountered in probe boring 12 adjacent to Curlew Creek. It was encountered beginning at the ground surface extending to a depth of 8 feet. sand and gravel Boring Log symbols: Alluvial sediments of sand and gravel with varying amounts of silt, cobles and boulders were encountered as illustrated in the boring logs. Budinger & Associates, Inc. Geotechnical & Environmental Engineers Construction Materials Testing & Special Inspection 2

5 S1371 Curlew Wastewater Improvements - Geotechnical Conditions Report (GCR) rock Boring Log symbol: Rock was encountered in borings 2,, 6, and 13. Rock was encountered beginning at depths of 9 and 11 feet in borings 2 and 13, respectively. Borings 2 and 13 were in close proximity to lift station 2. Approximately the upper one foot of rock was weathered. Borings and 6 were along the Ferry County Trail in close proximity to rock cuts. Surface and Groundwater Hydrology Surface water was observed in the Kettle River and Curlew Creek. Groundwater was encountered in boring 2 beginning at a depth of 9 feet perched on rock. Boring 12 adjacent to Curlew Creek encountered wet soil beginning at a depth of 9 feet, however, the bore hole remained open to 12 feet after drilling with no free water accumulated after boring completion. FIELD EXPLORATION The fieldwork was conducted by NICET soils engineering technician and licensed driller Ethan Hageman, supervised by geotechnical engineer John Finnegan, PE, on January 20 and 21, The field activities generally consisted of the following: Reconnaissance of the site and surrounding area; Drilling and logging subsurface conditions for 2 test borings with standard penetration tests (SPT); Drilling and logging subsurface conditions for 11 probe borings; Obtaining cutting samples of the soils. Results are presented in Figures listed in the Table of Contents. Test Borings and Probe Borings Explorations included use of air rotary overburden drilling with integrated ring and pilot bit and split spoon sampling. Air rotary drilling. Borings were drilled with a truck-mounted Mobile B-7 by the air rotary method utilizing 4.-inch outside diameter casing. The air rotary method involves circulating air through a specially designed pilot bit that engages with a casing bit during drilling, but disengages upon reversal of rotation to allow retrieval of the drill stem at desired sampling depths. Driven split-spoon samples were obtained at various intervals through the air rotary casing at the proposed depths. Probe Borings. Probes were advanced using a truck-mounted Mobile B-7 by the air rotary method utilizing 4.-inch outside diameter casing. The probe boring system of drilling does not provide typical soil or rock samples. Therefore, site characterization is based on advancement rates and observation of pulverized cuttings. Budinger & Associates, Inc. Geotechnical & Environmental Engineers Construction Materials Testing & Special Inspection 3

6 S1371 Curlew Wastewater Improvements - Geotechnical Conditions Report (GCR) Soil Samples Samples were obtained by driving samplers through the temporary open boring casings. Standard penetration tests - ASTM D 186. To obtain samples of soil, Standard Penetration Tests (SPT) were conducted by driving a 2-inch outside diameter split-spoon sampler with a 140- pound hammer actuated by an automatic hammer to provide a test of penetration resistance. The resulting blow count for each foot of sampler advancement, representing uncorrected N-values, is presented in the Boring Logs. The energy ratio (ER) is much higher with the automatic hammer compared to the reference cathead/rope system. Consequently, to correct N-values an ER of 1.2 is assumed in order to reflect the greater energy imparted by the automatic hammer. 3-inch split spoon samples (3 SS) - ASTM D 30. Some of the split spoon samples were obtained with a 3.0-inch outside by 2.4-inch inside diameter split spoon barrel sample similar to the 2-inch SPT described above. Blow counts with the 3 SS do not represent N-values since the end area of the 3-inch sampler is approximately twice that of the standard sampler. Uncorrected N- values can be approximated by multiplying the observed blow counts (in blows per foot) by 0. for the 3-inch split-spoon. As with SPT sampling, N-values for the 3-inch split spoon are corrected with an ER of 1.2 to reflect the energy of the automatic hammer. Soil Classification WSDOT Soil and Rock Classification and Logging GDM, Chapter 4. Field description of soils was done in accordance with the Washington State Department of Transportation, Geotechnical Design Manual (GDM), M 46-03, September 200. The soil descriptions presented in the Boring Logs are intended to comply with the GDM. Soil descriptions are briefly covered in Guide to Soil and Rock Descriptions, which is recognized internationally in the fields of engineering and construction. Unified soil classification system - ASTM D The encountered soils were classified visually from split-spoon samples and drill rig response. The soil descriptions presented in the Boring Logs are intended to comply with the Unified Soil Classification System (USCS), described in the Guide to Soil and Rock Descriptions. Location Boring locations are illustrated in the attached Site Plan. The site plan was derived from project plans provided by Varela & Associates with general target locations identified on the plans. Location adjustments were made at the time of exploration by Varela personnel based upon utility locates and access factors. LABORATORY ANALYSIS Laboratory testing was performed on representative samples of the soils encountered to provide data used in our assessment of soil characteristics. Tests were conducted, where practical, in accordance with nationally recognized standards (ASTM, AASHTO, etc.), which are intended to model in-situ soil conditions and behavior. The results are presented in Tables and Figures as listed in the Table of Contents. Budinger & Associates, Inc. Geotechnical & Environmental Engineers Construction Materials Testing & Special Inspection 4

7 S1371 Curlew Wastewater Improvements - Geotechnical Conditions Report (GCR) Index Properties Moisture content ASTM D2216. Moisture contents were determined by direct weight proportion (weight of water/weight of dry soil) determined by drying soil samples in an oven until reaching constant weight. Gradation ASTM D422. Gradation analysis was performed by the mechanical sieve method. The mechanical sieve method is utilized to determine particle size distribution based upon the dry weight of sample passing through sieves of varying mesh sizes. The results of gradation are provided in Grain Size Distribution Results. Atterberg limits ASTM D4318. Atterberg limits describe the properties of a soil s fine-grained constituents by relating the water content to the soil s limits of engineering behavior. As the water content increases the state of the soil changes from a brittle solid to a plastic solid and then to a viscous liquid. The liquid limit (LL) is the water content above which the soil tends to behave as a viscous liquid. Similarly, the plastic limit (PL) is defined as the water content below which the soil tends to behave as a brittle solid. The plasticity index (PI) describes the range of water content over which a soil is plastic and is derived by subtracting the PL from the LL. The soil is classified as non-plastic if rolling a 1/8-inch bead is not possible at any water content. LIMITATIONS The conclusions presented herein are based upon the results of field explorations and laboratory testing results. They are predicated upon our understanding of the project, its design, and its location as defined in by the client. We endeavored to conduct this study in accordance with generally accepted geotechnical engineering practices in this area. This report presents our professional interpretation of investigation data developed, which we believe meets the standards of the geotechnical profession in this area; we make no other warranties, express or implied. Attached is a document titled Important Information About Your Geotechnical Engineering Report, which we recommend you review carefully to better understand the context within which these services were completed. Unless test locations are specified by others or limited by accessibility, the scope of analysis is intended to develop data from a representative portion of the site. However, the areas tested are discreet. Interpolation between these discreet locations is made for illustrative purposes only, but should be expected to vary. If a greater level of detail is desired, the client should request an increased scope of exploration. REFERENCES American Society of Civil Engineers, 20, ASCE Standard 7-0. Stoffel, 1990, Geologic Map of the Republic 1:0,000 Quadrangle, Washington State Department of Natural Resources, Open File Report 90-. Natural Resources Conservation Service (NRCS), United States Department of Agriculture. Web Soil Survey. Available online at Budinger & Associates, Inc. Geotechnical & Environmental Engineers Construction Materials Testing & Special Inspection

8 S1371 Curlew Wastewater Improvements - Geotechnical Conditions Report (GCR) USGS, 1992, Curlew, Washington, 7. Minute Quadrangle, 1:24,000. USGS, 2013, US Seismic Design Maps Web Application, Washington State Department of Natural Resources (WSDNR), 2013, Washington State Geologic Society. Washington State Interactive Map. Available online at Washington State Department of Transportation, 2012, Geotechnical Design Manual. Environmental and Engineering Programs, Publication M , April, Varela Associates, 2013, Curlew Washington, Wastewater Systems Improvements, Phase I: Collection System and Lift Stations plans. Budinger & Associates, Inc. Geotechnical & Environmental Engineers Construction Materials Testing & Special Inspection 6

9 33 W W W N N N N N N Copyright (C) 2009 MyTopo 33 W W W SCALE 1: FEET MILES USGS, CURLEW, WASHINGTON, 7. MINUTE QUADRANGLE, 1:24,000, 1992 VICINITY MAP 1 CURLEW WASTEWATER IMPROVEMENTS : S1371 CURLEW, WASHINGTON 1/2014

10 B4 B3 B12 B2 B1 B13 B B6 B8 B9 B7 B B-1 air rotary boring B11 BASE PLAN FROM VARELA ASSOCIATES CURLEW WASTEWATER IMPROVEMENTS CURLEW, WASHINGTON S1371 1/2014

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12 PROBE BORING 1 Date of Boring: Driller: Budinger & Assoc., Inc. Type of Drill: Mobile B-7 with automatic SPT hammer Location: Forest Lane at Curlew School Road (Sheet 09) Surface: asphalt concrete pavement Elevation: 1817 Logged by: D.Lehn Size of hole: air rotary overburden system, 4. in O.D. casing DEPTH 0 SAMPLES (% RECOVERY) MOISTURE, COLOR, CONDITION (Note: if soil/rock is not highly permeable, determination of depth to groundwater may not be possible ) gray, moist, very DESCRIPTION (Note: descriptions from probe borings are approximate - based only on advancement rate & view of pulverized cuttings) Asphalt (2-inches) GRAVEL with Sand and Silt, rounded (FILL) SOIL LOG ADVANCEMENT RATE 34 (9%) brown, moist, medium fine SAND brown, moist, medium no free groundwater observed GRAVEL with Sand, trace Silt, rounded End of 9. ft LOGS - ADVANCEMENT S1371 CURLEW WW IMPROVEMENTS.GPJ BUDINGER.GDT 2/17/ PROBE LOGS FIGURE 4-1 Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371

13 TEST BORING 2 Date of Boring: Driller: Budinger & Assoc., Inc. Type of Drill: Mobile B-7 with automatic SPT hammer Location: Lift Station #2 (SH 09) Surface: gravel Elevation: 179 ft Logged by: D.Lehn Size of hole: air rotary overburden system, 4. in O.D. casing TEST RESULTS DEPTH 0 SAMPLES RQD, BLOW COUNTS N (% RECOVERY) MOISTURE, COLOR, CONDITION moist, gray, very DESCRIPTION GRAVEL with Sand (FILL) SOIL LOG ATTERBERG LIMITS PL LL WATER CONTENT STANDARD PEN TEST, N-VALUE (OBSERVED) 3" SPLIT SPOON PENETRATION, BLOWS/FT (0%) moist, dark brown, GRAVEL with Sand, Silt and Cobbles. rounded R (20%) moist to wet, reddish brown, GRAVEL with Sand, Silt and Cobbles. rounded +0 R (82%) +0 R (0%) gray Bedrock (3 minutes per 17 psi backpressure) +0 LOGS WITHOUT WELL WITH TESTS S1371 CURLEW WW IMPROVEMENTS.GPJ BUDINGER.GDT 2/17/ End of 14. ft BORING LOGS FIGURE 4-2 Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371

14 PROBE BORING 3 Date of Boring: Driller: Budinger & Assoc., Inc. Type of Drill: Mobile B-7 with automatic SPT hammer Location: Curlew School Road between MH's F1 and F2 (SH 11) Surface: asphalt concrete pavement Elevation: 1824 Logged by: D.Lehn Size of hole: air rotary overburden system, 4. in O.D. casing DEPTH 0 SAMPLES (% RECOVERY) MOISTURE, COLOR, CONDITION (Note: if soil/rock is not highly permeable, determination of depth to groundwater may not be possible ) gray, moist, very brown, moist, light brown, moist, DESCRIPTION (Note: descriptions from probe borings are approximate - based only on advancement rate & view of pulverized cuttings) Asphalt (3.-inches) Crushed Gravel, angular (FILL) SAND with Silt and Gravel, occasional Cobbles, rounded SAND with Silt SOIL LOG ADVANCEMENT RATE reddish brown, moist, GRAVEL with Sand, and Cobbles. rounded gray, moist to wet, no free groundwater observed fine SAND End of ft LOGS - ADVANCEMENT S1371 CURLEW WW IMPROVEMENTS.GPJ BUDINGER.GDT 2/17/ PROBE LOGS FIGURE 4-3 Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371

15 PROBE BORING 4 Date of Boring: Driller: Budinger & Assoc., Inc. Type of Drill: Mobile B-7 with automatic SPT hammer Location: Curlew School Road south of MH F4 (SH 12) Surface: asphalt concrete pavement Elevation: 1830 Logged by: D.Lehn Size of hole: air rotary overburden system, 4. in O.D. casing DEPTH 0 SAMPLES (% RECOVERY) MOISTURE, COLOR, CONDITION (Note: if soil/rock is not highly permeable, determination of depth to groundwater may not be possible ) brown, moist, DESCRIPTION (Note: descriptions from probe borings are approximate - based only on advancement rate & view of pulverized cuttings) Asphalt (3-inches) SAND with Silt and Gravel, rounded SOIL LOG ADVANCEMENT RATE gray, moist, light brown, moist, GRAVEL with Sand, and Cobbles. rounded SAND (fine to medium) no free groundwater observed End of ft LOGS - ADVANCEMENT S1371 CURLEW WW IMPROVEMENTS.GPJ BUDINGER.GDT 2/17/ PROBE LOGS FIGURE 4-4 Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371

16 PROBE BORING Date of Boring: Driller: Budinger & Assoc., Inc. Type of Drill: Mobile B-7 with automatic SPT hammer Location: Ferry County Trail south of MH E2 (SH ) Surface: gravel Elevation: 1800 Logged by: D.Lehn Size of hole: air rotary overburden system, 4. in O.D. casing DEPTH 0 SAMPLES (% RECOVERY) MOISTURE, COLOR, CONDITION (Note: if soil/rock is not highly permeable, determination of depth to groundwater may not be possible ) black, moist, DESCRIPTION (Note: descriptions from probe borings are approximate - based only on advancement rate & view of pulverized cuttings) GRAVEL with Sand, angular (railroad ballast) (FILL) SOIL LOG ADVANCEMENT RATE gray, dry, very Bedrock no free groundwater observed End of 6. ft LOGS - ADVANCEMENT S1371 CURLEW WW IMPROVEMENTS.GPJ BUDINGER.GDT 2/17/ PROBE LOGS FIGURE 4- Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371

17 PROBE BORING 6 Date of Boring: Driller: Budinger & Assoc., Inc. Type of Drill: Mobile B-7 with automatic SPT hammer Location: Ferry County Trail approx STA +8 (SH 13) Surface: gravel Elevation: 1796 Logged by: D.Lehn Size of hole: air rotary overburden system, 4. in O.D. casing DEPTH 0 SAMPLES (% RECOVERY) MOISTURE, COLOR, CONDITION (Note: if soil/rock is not highly permeable, determination of depth to groundwater may not be possible ) brown, moist, DESCRIPTION (Note: descriptions from probe borings are approximate - based only on advancement rate & view of pulverized cuttings) GRAVEL with Sand and Cobbles, angular (railroad ballast) (FILL) SOIL LOG ADVANCEMENT RATE light brown, moist, SAND with Silt light brown, moist, gray, dry, very no free groundwater observed GRAVEL with Sand and Silt, angular (IGM, weathered rock) Bedrock End of ft LOGS - ADVANCEMENT S1371 CURLEW WW IMPROVEMENTS.GPJ BUDINGER.GDT 2/17/ PROBE LOGS FIGURE 4-6 Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371

18 PROBE BORING 7 Date of Boring: Driller: Budinger & Assoc., Inc. Type of Drill: Mobile B-7 with automatic SPT hammer Location: Main Street at River Street (SH 07) Surface: asphalt concrete pavement Elevation: 1801 Logged by: D.Lehn Size of hole: air rotary overburden system, 4. in O.D. casing DEPTH 0 SAMPLES (% RECOVERY) MOISTURE, COLOR, CONDITION (Note: if soil/rock is not highly permeable, determination of depth to groundwater may not be possible ) gray, moist, very DESCRIPTION (Note: descriptions from probe borings are approximate - based only on advancement rate & view of pulverized cuttings) Asphalt (2-inches) crushed GRAVEL, angular (FILL) SOIL LOG ADVANCEMENT RATE light brown, moist, gray and brown GRAVEL with Sand, Cobbles and Boulders, rounded brown, moist, no free groundwater observed SAND with Gravel, rounded End of ft LOGS - ADVANCEMENT S1371 CURLEW WW IMPROVEMENTS.GPJ BUDINGER.GDT 2/17/ PROBE LOGS FIGURE 4-7 Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371

19 TEST BORING 8 Date of Boring: Driller: Budinger & Assoc., Inc. Type of Drill: Mobile B-7 with automatic SPT hammer Location: Lift Station #1 (SH 06) Surface: grass and weeds Elevation: 1798 ft Logged by: D.Lehn Size of hole: air rotary overburden system, 4. in O.D. casing TEST RESULTS DEPTH 0 SAMPLES RQD, BLOW COUNTS N (% RECOVERY) 29 (28%) MOISTURE, COLOR, CONDITION moist, light brown, moist, light brown, very DESCRIPTION GRAVEL with Sand and Silt, occasional Cobbles, rounded (FILL) GRAVEL with Sand, occasional Cobbles, rounded (FILL) SOIL LOG ATTERBERG LIMITS PL LL WATER CONTENT STANDARD PEN TEST, N-VALUE (OBSERVED) 3" SPLIT SPOON PENETRATION, BLOWS/FT (0%) moist, dark brown, very GRAVEL with Sand and Silt, occasional Cobbles, rounded moist, light brown, very GRAVEL with Sand, occasional Cobbles, rounded brown 6 (1%) LOGS WITHOUT WELL WITH TESTS S1371 CURLEW WW IMPROVEMENTS.GPJ BUDINGER.GDT 2/17/ (8%) (70%) moist, gray, loose moist, light brown, very no free groundwater observed SAND with Silt and Gravel, rounded GRAVEL with Sand, occasional Cobbles and boulders, rounded End of 21 ft BORING LOGS Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371 FIGURE 4-8

20 PROBE BORING 9 Date of Boring: Driller: Budinger & Assoc., Inc. Type of Drill: Mobile B-7 with automatic SPT hammer Location: Ferry Street at River Street (SH 06) Surface: asphalt concrete pavement Elevation: 1792 Logged by: D.Lehn Size of hole: air rotary overburden system, 4. in O.D. casing DEPTH 0 SAMPLES (% RECOVERY) MOISTURE, COLOR, CONDITION (Note: if soil/rock is not highly permeable, determination of depth to groundwater may not be possible ) gray, moist, very brown, moist, very dark brown, moist, DESCRIPTION (Note: descriptions from probe borings are approximate - based only on advancement rate & view of pulverized cuttings) BST(6-inches) Crushed GRAVEL, angular (FILL) GRAVEL with Sand, occasional Cobbles, rounded (FILL) SAND with Silt and Gravel, rounded SOIL LOG ADVANCEMENT RATE brown, moist, to very GRAVEL with Sand, occasional Cobbles and boulders, rounded no free groundwater observed End of 13 ft LOGS - ADVANCEMENT S1371 CURLEW WW IMPROVEMENTS.GPJ BUDINGER.GDT 2/17/ PROBE LOGS FIGURE 4-9 Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371

21 PROBE BORING Date of Boring: Driller: Budinger & Assoc., Inc. Type of Drill: Mobile B-7 with automatic SPT hammer Location: Ferry Street south of MH A (SH 06) Surface: asphalt concrete pavement Elevation: 1798 Logged by: D.Lehn Size of hole: air rotary overburden system, 4. in O.D. casing DEPTH 0 SAMPLES (% RECOVERY) MOISTURE, COLOR, CONDITION (Note: if soil/rock is not highly permeable, determination of depth to groundwater may not be possible ) gray, moist, very DESCRIPTION (Note: descriptions from probe borings are approximate - based only on advancement rate & view of pulverized cuttings) BST (6-inches) Crushed GRAVEL, angular (FILL) SOIL LOG ADVANCEMENT RATE brown, moist, very GRAVEL with Sand, occasional Cobbles, rounded brown, moist, very GRAVEL with Sand and Silt, occasional Cobbles, rounded brown, moist, very brown, moist, GRAVEL with Sand, occasional Cobbles, rounded SAND with Silt and Gravel, rounded brown, moist, very no free groundwater observed GRAVEL with Sand, occasional Cobbles, rounded End of ft LOGS - ADVANCEMENT S1371 CURLEW WW IMPROVEMENTS.GPJ BUDINGER.GDT 2/17/ PROBE LOGS FIGURE 4- Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371

22 PROBE BORING 11 Date of Boring: Driller: Budinger & Assoc., Inc. Type of Drill: Mobile B-7 with automatic SPT hammer Location: Main Street south of MH B6 (SH 08) Surface: asphalt concrete pavement Elevation: 1812 Logged by: D.Lehn Size of hole: air rotary overburden system, 4. in O.D. casing DEPTH 0 SAMPLES (% RECOVERY) MOISTURE, COLOR, CONDITION (Note: if soil/rock is not highly permeable, determination of depth to groundwater may not be possible ) gray, moist, very light brown, moist, brown, moist, DESCRIPTION (Note: descriptions from probe borings are approximate - based only on advancement rate & view of pulverized cuttings) BST (4-inches) Crushed GRAVEL, angular (FILL) GRAVEL with Sand, rounded GRAVEL with Sand, occasional Cobbles and boulders, rounded SOIL LOG ADVANCEMENT RATE brown, moist, SAND brown, moist, very no free groundwater observed GRAVEL with Sand, occasional Cobbles, rounded End of ft LOGS - ADVANCEMENT S1371 CURLEW WW IMPROVEMENTS.GPJ BUDINGER.GDT 2/17/ PROBE LOGS FIGURE 4-11 Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371

23 PROBE BORING 12 Date of Boring: Driller: Budinger & Assoc., Inc. Type of Drill: Mobile B-7 with automatic SPT hammer Location: East Side Curlew Creek (approx STA 2+70) (SH 14) Surface: grass and weeds Elevation: 1796 Logged by: D.Lehn Size of hole: air rotary overburden system, 4. in O.D. casing DEPTH 0 SAMPLES (% RECOVERY) MOISTURE, COLOR, CONDITION (Note: if soil/rock is not highly permeable, determination of depth to groundwater may not be possible ) dark brown, moist, loose brown, moist, very DESCRIPTION (Note: descriptions from probe borings are approximate - based only on advancement rate & view of pulverized cuttings) SAND with Gravel, Silt, and organics, rounded (TOPSOIL) (FILL) GRAVEL with Sand and Silt, occasional Cobbles, rounded (FILL) SOIL LOG ADVANCEMENT RATE brown, moist, very SAND with Gravel and Cobbles, rounded (FILL) brown, moist, to very GRAVEL with Sand, occasional Cobbles and boulders, rounded (FILL) dark brown, moist to wet, medium SILTY fine SAND with organics dark brown, wet, medium SAND with Gravel layers, rounded LOGS - ADVANCEMENT S1371 CURLEW WW IMPROVEMENTS.GPJ BUDINGER.GDT 2/17/ dark brown, wet, medium no free groundwater observed GRAVEL with Silty Sand layers, rounded End of 20 ft PROBE LOGS FIGURE 4-12 Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371

24 PROBE BORING 13 Date of Boring: Driller: Budinger & Assoc., Inc. Type of Drill: Mobile B-7 with automatic SPT hammer Location: Northwest of Lift Station #2 (SH 09) Surface: gravel Elevation: 1794 Logged by: D.Lehn Size of hole: air rotary overburden system, 4. in O.D. casing DEPTH 0 SAMPLES (% RECOVERY) MOISTURE, COLOR, CONDITION (Note: if soil/rock is not highly permeable, determination of depth to groundwater may not be possible ) gray, moist, very DESCRIPTION (Note: descriptions from probe borings are approximate - based only on advancement rate & view of pulverized cuttings) crushed GRAVEL with Sand, (FILL) SOIL LOG ADVANCEMENT RATE dark brown, moist, SAND with Silt and Gravel, rounded brown, moist, very GRAVEL with Sand and Silt, occasional Cobbles, rounded gray, dry, very Bedrock LOGS - ADVANCEMENT S1371 CURLEW WW IMPROVEMENTS.GPJ BUDINGER.GDT 2/17/ End of 13. ft PROBE LOGS FIGURE 4-13 Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371

25 S1371 Curlew WW Improvements- Laboratory Summary.xlsx 2/17/2014 SOILS LABORATORY SUMMARY Units Test Methods LABORATORY NUMBER BORING NUMBER DEPTH TOP feet BOTTOM feet MOISTURE % ASTM D LIQUID LIMIT % 40 PLASTIC LIMIT % ASTM PLASTICITY INDEX % NP UNIFIED CLASSIFICATION ASTM D 2487 SM SM 3" ASTM D 422 S 1½" % I 1" E 3/4" GRAVEL P 0 0 V 1/2" A E 3/8" S #4 S S # I I #16 N Z #30 SAND G 7 76 E # # # NP = Non-Plastic Figure Budinger & Associates, Inc. Geotechnical & Environmental Engineers Construction Materials Testing & Special Inspection

26 PERCENT FINER BY WEIGHT U.S. SIEVE OPENING IN INCHES 6 4 U.S. SIEVE NUMBERS 2 1 1/ /4 3/ HYDROMETER GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND coarse fine coarse medium fine SILT OR CLAY Specimen Identification Classification SILTY SAND(SM) SILTY SAND(SM) LL NP 40 PL NP 30 PI NP Cc Cu Specimen Identification D D D30 D %Gravel %Sand %Silt %Clay GRAIN SIZE DISTRIBUTION RESULTS Project: Curlew Wastewater Improvements Location: Curlew, WA Number: S1371 FIGURE 6

27 Important Information About Your Geotechnical Engineering Report Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. The following information is provided to help you manage your risks. Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one -not even you -should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on a Unique Set of Project-Specific Factors Geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise, do not rely on a geotechnical engineering report that was: not prepared for you, not prepared for your project not prepared for the specific site explored, or completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: the function of the proposed structure, as when it s changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, elevation, configuration, location, orientation, or weight of the proposed structure, composition of the design team, or project ownership. As a general rule, always inform your geotechnical engineer of project changes-even minor ones-and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineering report whose adequacy may have been affected by: the passage of time; by manmade events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Options Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ-sometimes significantly-from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report s Recommendations Are Not Final Do not over-rely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engineers develop them principally from the judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report s recommendations if that engineer does not perform construction observation.

28 A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geotechnical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disciplines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled limitations many of these provisions indicate where geotechnical engineers responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely Ask questions. Your geotechnical engineer should respond fully and frankly. 2 of 2 Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenvironmental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvironmental information, ask your geotechnical consultant for risk management guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a number of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services performed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold prevention. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE-Member Geotechncial Engineer for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with your ASFE-member geotechnical engineer for more information. ASFE The Best People on Earth 8811 Colesville Road/Suite G6, Silver Spring, MD 209 Telephone: 301/ Facsimile: 301/ inlo@asle.org Copyright 2004 by ASFE, Inc. Duplication, reproduction. or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. IIGER0604.0M