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Home My WebLink About1.00 General Application Materials_PartFTABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY 1 PROPOSED DEVELOPMENT 1 SITE CONDITIONS 2 GEOLOGIC SETTING 2 LOESS 3 COLLUVIUM 3 LANDSLIDE 3 BASALT FLOWS 3 EAGLE VALLEY EVAPORITE 4 FAULTS 4 FIELD EXPLORATION 5 SUBSURFACE CONDITIONS 5 GEOLOGIC SITE ASSESSMENT 6 LANDSLIDES AND SLOPE INSTABILITY 6 EARTHQUAKES 6 GYPSUM DEFORMATION 7 PRELIMINARY DESIGN RECOMMENDATIONS 7 FOUNDATIONS 8 FLOOR SLABS 8 UNDERDRAIN SYSTEM 8 SITE GRADING 9 SURFACE DRAINAGE 9 PERCOLATION TESTS 10 LIMITATIONS 10 REFERENCES 11 FIGURE 1 - GEOLOGIC CONDITIONS AND LOCATION OF EXPLORATORY PITS FIGURE 2 - LOGS OF EXPLORATORY PITS FIGURES 3, 4 & 5 - SWELL -CONSOLIDATION TEST RESULTS FIGURES 6 & 7 - GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS TABLE II - PERCOLATION TEST RESULTS PURPOSE AND SCOPE OF STUDY This report presents the results of a preliminary geotechnical study for the proposed Levitt Subdivision to be located south of Fender Lane and west of Harmony Lane in Garfield County, Colorado. The project site is shown on Fig. 1. The purpose of the study was to identify the geologic and subsurface conditions and evaluate their impact on the project. The study was conducted in accordance with our proposal for geotechnical engineering services to Thomas Levitt, dated October 23, 1995. A field exploration program consisting of a reconnaissance and exploratory pits was conducted to obtain information on the site and subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine compressibility or swell and other engineering characteristics of the on-site soils. The results of the field exploration and laboratory testing were analyzed to develop recommendations for project planning and preliminary design. This report summarizes the data obtained during this study and presents our conclusions and recommendations based on the proposed development. PROPOSED DEVELOPMENT The proposed development consists of about 76 acres and will be divided into 13 lots of 4 to 9 acres for single family residences as shown on Fig. 1. Private driveways will access the building sites. We assume the residences will be typical of the area and be 2 to 3 stories with a partial or full basement. The development will be serviced with individual septic disposal systems and a central water system. We understand that development will be confined to the flatter areas of the site and the steep slope areas will be avoided. If development plans change significantly from those described, we should be notified to reevaluate the recommendations presented in this report. 2 SITE CONDITIONS The proposed 76 acre Levitt Subdivision is in the Missouri Heights area which is a rolling upland in eastern Garfield County. The property is in parts of Sec. 28, 29„ =rand T. 7 S., R. 87 W. The topography in the area is indicated by the contour lines shown on Fig. I. Most of the northern part of the subdivision is on the Missouri Heights upland and lies about 600 feet above the Roaring Fork River valley which borders the property on the south. Portions of the property extend on to the steep, south and west facing escarpment which forms the river valley side in this area. Slopes on the upland are moderate, in the range of 5 to 20%. Slopes along the bordering escarpment are steep and average about 60%. Major drainages do not cross through the property. Several small ephemeral, first order drainages head on the escarpment that borders the upland. The upland area has been irrigated and the ditches are stt presen . n e non -irrigated areas along the escarpment and in a few places on the upland vegetation is sage, other brush and junipers. The property was undeveloped at the time of our field work in November, 1995. Road construction was underway in an adjacent development to the north. Several old ranches and new residences are present in the adjacent parts of the upland. GEOLOGIC SETTING The rolling upland on the property is part of a large basalt plateau to the north of the Roaring Fork River valley. The plateau is on the southern margin of the White River Uplift which is a broad, regional uplift formed during the Laramide Orogeny about 40 to 70 million years ago. The northwest trending axis of the Roaring Fork Syncline, a secondary Laramide-age structure, projects through the project area. Near surface rock formations below the plateau and property are late Miocene -age basalt flows and interlayered tuffs and volcanic conglomerates. The basalt flows overlie the H -P GEOTECH 3 Pennsylvanian -a egEagle_Valley Evaporite. Surficial soils are loess and colluvium. The principle geologic features on the property are shown on Fig. 1. LOESS The surface of the upland is underlain by loess (Ql). This wind deposited soil is a reddish -brown silt and clay with some fine sand. Loess was encountered in most of the test pits where it was from 3. 5 to greater than 8.5 feet thick. At depth, the loess grades into weathered basalt. COLLUVIUM Colluvium (Qc) usually covers the rock formations on the escarpments which borders the upland. The colluvium consists of angular to rounded hard rocks, which ranges from gravel to boulder -size, in a silty to clayey sand matrix. Exploratory pits were not located in areas of colluvium since extensive development is probably not feasible on the steep slopes. In most areas the colluvium probably does not exceed 15 feet thick. LANDSLIDE An area of irregular topography on the escarpment in the southwestern part of the property appears to be associated with a deep, rotational slump landslide complex (Qls). The landslide complex has a surface area of about 7 acres. It appears that the landslide is in the colluvium, basalt, and underlying Eagle Valley Evaporite. The depth of the landslide is uncertain, but it could be 50 to 100 feet deep. The landslide appears to be dormant. BASALT FLOWS Erosionally resistant basalt flows and interstratified sedimentary rock (Tbb) are present below the upland, and crop out locally along the escarpment. Near surface weahem basalt was encountered in several of the exploratory pits. Th weathered basalt in a sandysiltam It is likely thatconsistsofgraveltoboulder -size basalt fragments H -P GEOTECH 4 - weathered basalt which grades at depth to sound basalt will be encountered at typical basement depth below the upland on the property. a asap flows erupted about 8 million years ago and covered much of the area before the Roaring Fork River and its local tributaries had down cut to their present levels. The basalt is made up of individual flow sheets which vary from 5 to 200 feet thick (Larson and Others, 1975). Judging from the outcrop pattern on the escarpment, basalt flows and possibly interstratified sedimentary rock at the subdivision may be in the range of 50 to 200 feet thick. The basalt is a very hard, dense rock which is usually cut by a complex joint system. The interstratified tuffs and conglomerates are usually non-cemented but firm. CAV -,641-‘ 41,-/ b) 6", 0 ( go fc, ar6c EAGLE VALLEY EVAPORITE tied 15 1) i 5 U s Ey The Eagle Valley Evaporite crops out locally in gullies below the basalt flows along the steep escarpment which borders the upland on the south and west. The Eagle Valley Evaporite is a gray and tan, gypsum and anhydrite with interbedded siltstone, claystone, and dolomite. The gypsum and anhydrite are cemented but soluble in fresh water. The siltstone varies from cemented and hard to non-cemented but firm. The dolomite is cemented and hard. The bedding structure at most places is convoluted because of flow deformation in the plastic gypsum and anhydrite. Joints are common in the siltstone and dolomite which gives these rocks a secondary blocky structure. The gypsum and anhydrite are massive because of their plasticity and they do not contain joints. FAULTS Major faults have not been mapped on the property (Tweto and Others, 1978). The Castle Creek fault zone is located along the lower western slope of Basalt Mountain about one mile to the east of the eastern property boundary. The Castle Creek fault zone is not considered to be a potentially active geologic structure (Kirkham and Rogers, 1981). H -P GEOTECH 5 FIELD EXPLORATION The field exploration for the project was conducted on November 20, 1995. Eight exploratory pits were excavated at the locations shown on Fig. 1 to evaluate the subsurface conditions. The pits were dug with a four-wheel drive rubber -tired backhoe. The pits were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the subsoils were taken with relatively undisturbed and disturbed sampling methods. Depths at which the samples were taken are shown on the Logs of Exploratory Pits, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Fig. 2. The subsoils consist of about 'h to 1 'h feet of topsoil overlying up to 8 feet of stiff sandy silts and clays. In four pits, the silts and clays were underlain by silty sand and gravel with basalt fragments up to boulder size at depths of 1 to 3 'h feet. Digging in the dense gravel with the backhoe was difficult due to the cobbles and boulders and practical refusal was encountered in the deposit. Laboratory testing performed on samples obtained from the pits included natural moisture content and density, Atterberg limits, and gradation analyses. Results of consolidation testing performed on relatively undisturbed drive samples, presented on Figs. 3 through 5, indicate low to moderate compressibility under conditions of loading and wetting. Results of gradation analyses performed on disturbed bulk samples (minus 5 inch fraction) of the natural coarse granular soils are shown on Figs. 6 and 7. Atterberg limits testing indicates the silt and clay soils are of low plasticity. The laboratory testing is summarized in Table I. H -P GEOTECH 6 - No free water was encountered in the pits at the time of excavation and the subsoils were moist. GEOLOGIC SITE ASSESSMENT It should be possible to construct single family residences on the thirteen proposed lots without encountering unusual problems associated with the site geology if the steeply sloping areas are avoided. There are several geologic conditions which should be considered in development planning as discussed below. Geotechnical engineering recommendations pertaining to foundations, roads, site grading, and on-site sewage disposal are presented in the Preliminary Design Recommendations section of this report. LANDSLIDES AND SLOPE INSTABILITY A landslide complex is located on the escarpment in the southern partso f Lots 7 and 8. This area and the aajacent steep escarpment should be considered high risk areas for potential slope instability. The steep escarpment is not recommended for home sites or other construction which could significantly disturb the slopes. It is recommended that home sites and other construction which requires cuts and fills greater than about 5 feet deep not be considered on slopes steeper than 30%, unless further studies show that the construction will not adversely impact the slope stability. A sharp topographic break occurs between the escarpment and upland at about the contact between = Units QUTbb and Qc/Tbb. We recommend that structures be set back at from this topographic break unless further studies show that it is acceptable to builon t e steeper slopes. EARTHQUAKES The project site could experience moderately strong earthquake -related ground shaking of Modified Mercalli Intensity VI during a reasonable service life for residential H -P GEOTECH 7 construction, but the probability for stronger ground shaking is low. Intensity VI ground shaking is felt by most people and can cause general alarm, but results in negligible damage to structures of good design and construction. All structures on the prouertv should be designed to withstand moderately strong ground shaking with little or no damage and not to co lapse under stronger ground shaking. The region is in the Uniform Building Code Seismic Risk Zone 1. Based on our current understanding of the earthquake hazard in this part of Colorado, we see no reason to increase the commonly accepted seismic risk zone for the area. GYPSUM DEFORMATION Unusual topographic features were not observed on the property, but linear topographic escarpments are sometimes present elsewhere on the uplands to the north. These unusual topographic features may be associated with flowage, expansion and solution of the gypsum in the underlying Eagle Valley Evaporate since the basalt flows were extruded about 8 million years ago. It is uncertain if this deformation is still an active geologic process or if deformation has stopped. To our knowledge, there has not been problems with gypsum deformation in this area or in other areas underlain by the Eagle Valley Evaporite in western Colorado. If deformation is still active, it is likely occurring at very slow rates and should not be a potential hazard to residential development. PRELIMINARY DESIGN RECOMMENDATIONS Severe geologic conditions that would restrict construction were not identified in the proposed building areas. The conclusions and recommendations presented below are based on the proposed development, subsurface conditions encountered in the exploratory pits, and our experience in the area. The recommendations are suitable for planning and H -P GEOTECH 8 preliminary design but site-specific studies should be conducted for individual lot development. FOUNDATIONS Bearing conditions will vary depending on the specific location of the building on the property. Based on the nature of the proposed construction spread footings bearing on the natural subsoils should be suitable at the building sites. We expect the footings can be sized for an allowable bearing pressure in the range of 2,000 psf to 4,000 psf. Nested boulders and loose matrix soils may need treatment such as enlarging footings or placing compacted fill or concrete backfill. Foundation walls should be designed to span local anomalies and to resist lateral earth loadings when acting as retaining structures. Below grade areas and retaining walls should be protected from wetting and hydrostatic loading by use of an underdrain system. The footings in non- heated areas should have a minimum depth of 36 inches for frost protection. FLOOR SLABS Slab -on -grade construction should be feasible for bearing on the natural soils. There could be some post -construction slab movement. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints. Floor slab control joints should be used to reduce damage due to shrinkage cracking. A minimum 4 inch thick layer of free -draining gravel should underlie basement level slabs to facilitate drainage. UNDERDRAIN SYSTEM Although free water was not encountered in the exploratory pits, it has been our experience in mountainous areas that local perched groundwater may develop during times o eavy precipitation or seasonal runoff. An underdrain system should be provided to protect below grade construction, such as retaining walls, crawl space and H -P GEOTECH 9 basement areas from wetting and hydrostatic pressure buildup. The drains should consist of drainpipe surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. SITE GRADING The risk of construction induced slope instability at the site appears low provided the buildings are located above the steep lower part of the property as planned and cut and fill depths are limited. Cut depths for the building pads and driveway access should not exceed about 10 feet. Fills should be limited to about 10 feet deep, especially where they encroach steep downhill sloping areas. Structural fills should be compacted to at least 95 % of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil. The fill should be benched into the portions of the natural slopes exceeding 20% grade. The on-site soils, excluding oversized rock and topsoil, should be suitable for use in embankment fills. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by revegetation, rock riprap or other means. SURFACE DRAINAGE The grading plan for the subdivision should consider runoff from uphill slopes through the project and at individual sites. Water should not be allowed to pond where it could impact slope stability and foundations. To limit infiltration into the bearing soils next to buildings, exterior backfill should be well compacted and have a positive slope away from the building for a distance of 10 feet. Roof downspouts and drains H -P GEOTECH 10 - should discharge well beyond the limits of all backfill and landscape irrigation should be restricted. PERCOLATION TESTS Percolation testing was performed in shallow pits adjacent to five of the exploratory pits as shown on Fig. 1. The percolation test holes were dug and soaked on November 20, 1995. Percolation tests were performed on November 21, 1995. The test results are attached on Table II and indicate the area is suitable for conventional leach field septic systems. LIMITATIONS This report has been prepared according to generally accepted geotechnical engineering principles and practices in this area at this time. We make no other warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the field reconnaissance, review of published geologic reports, the exploratory pits located as shown on Fig. 1, the assumed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for planning and preliminary design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation, conduct additional evaluations and review and monitor the implementation of our recommendations. Significant design changes may require additional analysis or H -P GEOTECH modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. Respectfully Submitted, HEPWORTH-PAWLA6aQTECHNICAL, INC. 40.t,Tis)0 R•, ,4, C, .. X1.0 • 24443 Daniel E. HartiE./2,h9/4c 110 NAL El‘ and by: e Ralph G. Mock Engineering Geologist Reviewed By: SLP DEH/kmk REFERENCES Kirkham, R. M. and Rogers, W.P., 1981, Earthquake Potential in Colorado - A Preliminary Evaluation: Colorado Geological Survey Bulletin 43. Larson, E.E., and Others, 1975, Late Cenozoic Basic Volcanism in Northwestern Colorado and Its Implications Concerning Tectonism and the Origin of the Colorado River System, in, Curtis, B.F., Editor, Cenozoic History of the Southern Rocky Mountains: Geological Society of America Memoir 144. Tweto, 0., 1978, Geology Map of the Leadville 1°X 2° Quadrangle, Northwestern Colorado: U.S. Geological Survey Map I-999. H -P GEOTECH 1 ti z I OF eW 4 tr r 1- OJ IP8_ s 4 o 0 SUBDIVISION, GARFIELDCOUNTY, COLORADO H WJ as 0 J 4) a 0 5 10 LEGEND: N T Pit 1 Pit 2 WC. 18.1 00-98 200..68 4-40 200-11 Pl. 15 WC 18.9 DD -92 200..78 Pit 3 WC -19.0 DD --88 TOPSOIL; silt and clay, sandy, organic, stitf, moist, dark brown. CLAY (CL); sandy, slightly gravelly, stiff, moist, medium to dark brown. Low plasticity. SILT (ML); sandy, medium dense, moist, light brown. Calcareous. Pit 4 CLAY AND SILT (CL -ML); sandy, stiff, moist, brown, slightly calcareous, low plasticity. SILT AND GRAVEL (ML -GM); sandy with basalt rock fragments up to small boulder size, medium dense, moist, light brown. Calcareous. GRAVEL (GM); sandy, slightly silty to silty, with basalt fragments up to 3 teet in diameter, dense, moist, light brown. Calcareous. Hand driven liner sample. Disturbed Bulk Sample. Practical refusal to backhoe on basalt boulders. WC -17.2 DO -97 200..88 Pit 5 WC -34.9 00.78 NOTES: Pit6 Pitz Iss 46 r'..i 4.46 L2003. 14 L-8 1 PI -NP WD- 13.7 DO.. 102 Pit 8 1 .4-89 1 -200-9 1. Exploratory pits were excavated on November 20. 1995 with a 4x4 rubber - tired backhoe. 2. Locations of exploratory pits were determined approximately from features shown on the site plan provided. 3. Elevations of exploratory pits were not measured and logs of exploratory pits are drawn to depth. 4. The exploratory pit locations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcf) 4 =Percent retained on No. 4 sieve 200-= Percent passing No. 200 sieve LL = Liquid Limit (%) PI = Plasticity Index (%) NP = Nonplastic 0 5 10 195 524 HEPWORTH-PAWLAK GEOTECHNICAL, Inc. Levitt Subdivision LOGS OF EXPLORATORY PITS Fig. 2 0. 0a 0 C/ 03 1 L 0. 02U 0 C 0 0) 1 tU 0. o 2 3 5 Moisture Content = 18 . 1 Dry Unit weignt = 98 Sample of: sandy clay From: Pit 1 at 2.5 feet percent pcf No Movement Upon Wetting 0.1 t.0 0 APPLIED PRESSURE — ksf a)0 Moisture Content = 16.9 Ory Unit weignt = 92 Sample of: sandy clay From: Pit 2 at 5.5 feet percent pc! H II No Movement Upon Wetting II I I I VIII HHi VIII 0.1 1.0 10 APPLIED PRESSURE — ksf 195 524 HEPWORTH-PAWLAK GEOTECHNICAL, Inc. SWELL-CONSOLIOAION TEST RESULTS too Fig. 3 195 524 Compression % Compression % 0 1 2 0 1 2 4 No Movement Upon Wetting Moisture Content = 19 .0 percent Ory Unit Weignt = 88 pcf Sample of: sandy silty clay From: Pit 3 at 4 feet 0.1 10 0 APPLIED PRESSURE — ksf C Moisture Content = 17 -2 percent Ory Unit Weight = 97 pct Sample of: sandy clay From: Pit 4 at 5 feet i 0.1 II Compression Upon Wetting 1 I I 1.0 to APPLIED PRESSURE — ksf HEPWORTH-PAWLAK GEOTECHNICAL, Inc. SWELL -CONSOLIDATION TEST RESULTS 1 100 Fig. 4 Compression % Compression % 0 1 2 0 1 2 3 4 0.1 Moisture Content = 314 .9 percent Ory Unit Weight : 78 pcf Sampteof: sandy silt From: Pit 5 at 4. 5 feet 1.0 10 APPLIED PRESSURE — ksf Moisture Content = 13.7 percent Dry Untt Weight = 102 oct Sample of: sandy clay From: Pit 7 at 3 feet GO i 0.1 111 Compression Upon Wetting 1 I 1.0 : 0 APPLIED PRESSURE — ksf HEPWORTH-PAWLAK GEOTECHNICAL, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig- 5 10o 195 5214 04 r No Movement WettingUpon I I 1 0 1 2 3 4 0.1 Moisture Content = 314 .9 percent Ory Unit Weight : 78 pcf Sampteof: sandy silt From: Pit 5 at 4. 5 feet 1.0 10 APPLIED PRESSURE — ksf Moisture Content = 13.7 percent Dry Untt Weight = 102 oct Sample of: sandy clay From: Pit 7 at 3 feet GO i 0.1 111 Compression Upon Wetting 1 I 1.0 : 0 APPLIED PRESSURE — ksf HEPWORTH-PAWLAK GEOTECHNICAL, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig- 5 10o 195 5214 HYOI1OMETER ANALYSIS ItUE HEADINGS In I HO. 7 Nn trtn S71 Irt i0 ttt •R %_ IS MIN 15 MIN. 60 MIN. 19 MIN. 4 MIN. t U1N. •2110 1 ii 100 SIEVE ANALYSIS J.S. S I ANUANU SE111ES CLEAII SUUAIII' UVENINI,S 90 60 70 60 O. SQ um 30 20 10 001 1 r 5- M1.. /1_ 0 10 70 30 n 40 Zt W 50 7Y 00 rc74 0 m 002 1 T----, tr-TT] TTr i U 9 .331 U 4 IM .297 4'590 1 19 ?03ft 4. 0 9.52 19.1 DIAMETER OF PARTICLE IN MILLIMETERS 1- IT 1 2 005 .009 CLAY TO SIL7 GRAVEL 40 % SAND 49 % SILT ANO CLAY 1 1 % 44 •Y 15 % PLASTICITY INOCX SAMPLE OF silty sand and gravel FROM Pit 1 at 4 feet through 6 feet with basalt fragments SAM/ FINE T MEDIUM 1COAn5Ei GRAVEL 1 7 1 3n 11)() 38, 1 18.2 127 MI 152 FINE COAN SE ICO9OLES LIQUID LIMIT IYDROMETER ANALYSIS TIME NEAUINGS 24 1411. 7 Nn. IS MIN t5 MIN 81) MIN. 19 MIN 4 MtN. t MIN '21011 i90 11.5. I ANI7A11U S1IIIES inn '50 '10'30 '16 SIEVE ANALYSIS 40 • I GLEAU SOUMIE OPENINGS 70 60 5 a. a. 50 zW 219W1. 30 001 .001 _001 .006 .019 .037 .074 .149 .207 590 1.19?. 0 .38 4.18 42 CLAY TO SILT GRAVEL 45 % SAND 41 % SILT ANO CLAY 14 16 38 % NP % LIOUID LIMIT PLASTICITY INDEX SAMPLE OF silty sand and gravel FROM Pit 6 at 4 feet through 6 feet DIAMETER OF PARTICLE IN MILLIMETERS FINE1 SAND MEDIUM 1COnn5EFINE 1 COARSE1 100 9.53 19.1 38.1 16.2 IT? 15220 GRAVEL 1C008LES 195 524 HEPWOR T H-PAWLAK GEOTECHNICAL, Inc. GRADATION TEST RESULTS Fig. 6 HYOROMETER ANALYSIS 21 D0. 7 HO 4S MIN IS MIN. 70 t IME HEADINGS SIEVE ANALYSIS U.S. SI ANUAl1U SENSES GLEAN :i(IUAIII• UVENINI.S Inn •Sn • 4n '10 N- r,- 1S' r 5-8- 8' 80 MiN. 19 MIN,! MIN. I MIN. '71M1 't0 1 n , 1 _ I0 F- b 17 za 4 0- LLr. 4-. q0 R 10 10 0. 1101 002 0. F . i......-7 — f- ~— k. ----h--, . T-r-TTTT11 I 1 T'T IITT-7 100 i r 1 i 1 T— 41 1 ul4 .1 9 - 41 .19 7 39 4.16 9.52 19.1 38.1 . 78.2 127 200 uDS .009 .019 UV / 149 M` 12 2.0 452 DIAMETER OF PARTICLE IN MILLIMETERS 1 SAND GIIAVCI. CLAY TO SILT FINE ] MEDIUM 1CUA11SE.FINE I COAIISC GRAVEL 69 Y. SAND 22 % SILT AND CLAY 9 % PLASTICITY INDZX SAMPLE OF slightlyt silwith ty sandy fragmentsOM Pit 8 at 3 feet through 4 feet grave LIQUID LIMIT iC080LES HYDROMETER ANALYSIS LIME HEADINGS SII MIN. 19 MIN 4 MIN t MIN 74 int. 71411. is MIN 15 MIN 100 90 U.S. 1)1 ANDAIIU SEIUES 700 • 1rx1 •-n .441-10 SIEVE ANALYSIS in n8 •4 CLEAN SOUANE OPENINGS 1.4- i 0 10 70 80 111111111M11.1 30 a 40W t 5n z GO Ure 0. 10 10 f- 20 90 10 1 .002 005 .009 019 11 1 1 t 077 .074 .149 .297 500 1.19 2.38 1.78 42 2.0 OIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILT ISANG 1FINE MEDIUM 9.12 19.1 38.1 18.2 127131 CO/VISE' FINE 1 COAnsE GRAVEL COBBLES GRAVEL 16 SAND 11. SILT AND CLAY LIOUIO LIMIT PLASTICITY INDEX FROM SAMPLE OF 100 195 524 I HEPWORTH-PAWLAK GEOTECHNICAL, Inc. GRADATION TEST RESULTS Fig. 7 HEPWORTH-PAWLAK GEOTECHNICAL, INC. JOB NO. 195 524 TABLE 1 SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION NATURAL MOISTURE CONTENT 1%) NATURAL GRADATION PERCENT ATTERBERG LIMITS UNCONFINED COMPRESSIVE STRENGTH PSF) SOIL OR BEDROCK TYPE DRY DENSITY Poi) GRAVEL SAND 1961 LIQUID LIMIT 96) PLASTIC INDEX 1%1 BORING DEPTH feet) PASSING NO. 200 SIEVE 58 sandy clay 1 2.5 18.1 98 4 to 6 40 49 11 44 15 silty sand and gravel with basalt fragments 2 5.5 16.9 92 78 sandy clay 3 4 19.0 88 sandy silty clay 4 5 17.2 97 86 sandy clay 5 4.5 34.9 78 sandy silt 6 4 to 6 45 41 14 38 NP silty sand and gravel sandy clay 7 3 13.7 102 8 3 to 4 69 22 9 slightly silty sandy gravel with basalt fragments HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 195 524 Page 1 of 2 HOLE NO. HOLE DEPTH INCHES) LENGTH OF INTERVAL MIN) WATER DEPTH AT START OF INTERVAL INCHES) WATER DEPTH AT END OF INTERVAL INCHES) DROP IN WATER LEVEL INCHES) AVERAGE PERCOLATION RATE MIN./INCH) P-1 42 15 water added water added water added water added 8 7 Y2 YZ 9 8 1/2 1/2 9 8 Y2 A 9 8 Y2 YZ 9 8 1/2 Y2 8 Y2 8 2 c:i.„-.30 P-2 52 15 water added water added water added water added 10 9 1 10 'Y2 10 72 10 Y4 10 Y4 Y2 11 10 1/2 1/2 11 10 Y2 A 10 Y2 10 Y2 30 P-3 45 15 water added water added water added water added water added 8 6 Y2 1 Y2 8 6 74 1 Y4 8 7 1 7 4 7 Y4 8 7 y4 1r4 8 7 Y4 3'4 20 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 195 524 Page 2 of 2 HOLE NO. HOLE DEPTH INCHES) LENGTH OF INTERVAL MIN) WATER DEPTH AT START OF INTERVAL INCHES) WATER DEPTH AT END OF INTERVAL INCHES) DROP IN WATER LEVEL INCHES) AVERAGE PERCOLATION RATE MIN./INCH) P-4 46 15 10 8 Y4 1 A 3 water added 10 1/2 9 Y4 Y4 water added 11 10 1 water added 10 9 A 10 1 10 2 10 9 / P-5 36 15 water added water added water added water added 8 7 1 30 8 /2 7 /2 1 8 /2 7 3 3'4 8 'h 7 74 7 3/4 7 A 2 8 7 h NOTE: Percolation test holes were dug and soaked on November 20, 1995. Percolation testing was performed on November 21, 1995. 33 Four Wheel Drive Road Carbondale, CO 81623 970.309.5259 carla.ostberg@gmail.com March 31, 2020 Project No. C1513 Pete Waaraniemi pete@janckilaconstruction.com Subsurface Investigation and Onsite Wastewater Treatment System Design 4-Bedroom Residence Lot 4, Whitecloud Ridge Subdivision 382 Whitecloud Road Garfield County, Colorado Pete, CBO Inc. performed a subsurface investigation and completed an onsite wastewater treatment system (OWTS) design for the subject residence. The 6.049-acre property is located outside of Carbondale, in an area where OWTSs are necessary. Legal Description: Section: 28 Township: 7 Range: 87 Subdivision: WHITECLOUD RIDGE SUB-DIV Lot: 4 Parcel ID: 2391-283-18-004 SITE CONDITIONS The property is currently undeveloped. A 4-bedroom, single-family residence is proposed. The residence will be served potable water from a community water system. The water line will enter the property from the north. The water line will not come within 25-feet of any OWTS component. The proposed soil treatment area (STA) location has an approximate eight percent slope to the southwest. The landscape is LL (Linear-Linear). The proposed area covered with native grasses and sage. There should be no traffic or staging of material over the future STA site to avoid compaction of soils prior to construction of the STA. SUBSURFACE The subsurface was investigated on March 17, 2020 by digging two soil profile test pit excavations (Test Pits). A visual and tactile soil analysis was completed by Carla Ostberg at the time of excavation.1 The materials encountered in Test Pit #1 consisted of dark brown topsoil to 1.5-feet, underlain by tan calcareous clay matrix to a maximum depth explored of 8.0-feet. No bedrock or groundwater was encountered. 1 Carla Ostberg holds a Certificate of Attendance and Examination from the CPOW Visual and Tactile Evaluation of Soils Training. Page 2 The materials encountered in Test Pit #2 consisted of dark brown topsoil to 2.0-feet, underlain by tan calcareous clay matrix to a maximum depth explored of 8.0-feet. No bedrock or groundwater was encountered. A tactile analysis of the soils was taken from Test Pit #1 at 3-feet below grade. Soil structure grade was moderate. The soil formed a ball and a ribbon less than 1-inch in length before breaking. Soil structure shape was loose to blocky and consistence was firm. Soil texture was both gritty and smooth. STA sizing is based on Soil Type 2. A long term acceptance rate (LTAR) of 0.6 gallons per square foot will be used to design the OWTS. Test Pit #1 Sieved sample Page 3 Test Pit #1 Test Pit #2 backfill Page 4 View of proposed STA DESIGN SPECIFICATIONS Design Calculations: Average Design Flow = 75 GPD x 2 people/bedroom x 3 Bedrooms + 75 GPD (4th bedroom) = 525 GPD LTAR = 0.6 GPD/SF 525 GPD / 0.6 GPD/SF x 1.0 (gravity trenches) x 0.7 (chambers) = 613 SF The OWTS design is based on 4-bedrooms. An average daily wastewater flow of 525 GPD will be used. For the purposes of this OWTS design, Benchmark Elevation at finished floor 6976’ 6”’ has been established as 100’. CBO Inc. should be notified of any discrepancies or problems with grade elevations of proposed components during installation of the OWTS. OWTS Component Minimum Elevation Primary Tank Inlet Invert 93.5’ (6970’) (approx. horizontal distance 30’ / min. 2% fall = min. 30.25” drop) Distribution Box 90.5’ (6967’) (approx. horizontal distance 36’ / min 1% fall = min. 4.5” drop) Infiltrative Surface (highest trench) 89.5’ (6967’) (approx. horizontal distance 10’ / min. 1% fall = min. 1.25” drop) The sewer line exiting the residence must have a double-sweep clean out and a minimum 2% grade to the septic tank. The system installation must include a 1250-gallon, two-compartment concrete septic tank with an effluent filter on the outlet tee. Risers must bring the manhole lids to grade for access. If more than one riser is added to the septic tank, an extension handle must be installed on the effluent filter. Effluent will gravity flow to a distribution box. The distribution box must be accessible from grade and must have flow equalizers, or similar product, installed on each outlet pipe in the distribution box to assure equal flow to each bed. The STA will consist four trenches, each with of 13 ‘Quick 4’ Standard Plus Infiltrator® chambers for a total of 52 chambers and 624 square feet of infiltrative area. There must be at least 4-feet of undisturbed soil between each trench, although we recommend at least 6-feet. Inspection ports must be installed at the beginning and end of each trench. Ports may be cut to grade and placed in sprinkler boxes for access. Page 5 COMPONENT SPECIFICATIONS The component manufacturers are typical of applications used by contractors and engineers in this area. CBO Inc. must approve alternative components prior to installation of the OWTS. Requests must be submitted, in writing, to our office for approval prior to installation. Component technical data sheets are available upon request. COMPONENT MANUFACTURER MODEL NO. COMMENTS Septic Tank Valley Precast Item # 1250-2CP 1250-gallon, 2- compartment concrete septic tank Tank Risers and Lids Orenco® Double-walled PVC Risers and Lids (24” diameter) Biotube Effluent Filter Orenco® 4 inch diameter, Full Size Effluent Filter and housing Distribution Box Valley Precast D-Box 8C Concrete distribution box Flow Equalizers 3049 Equalizer 4 Flow Equalizers Chambers Infiltrator® 52 ‘Quick 4’ Plus Standard Chambers The component manufacturers are typical of applications used by contractors and engineers in this area. Alternatives may be considered or recommended by contacting our office. Construction must be according to Garfield County On-Site Wastewater Treatment System Regulations, the OWTS Permit provided by Garfield County Building Department, and this design. INSTALLATION CONTRACTOR CBO Inc. expects that the installer be experienced and qualified to perform the scope of work outlined in this design. The installer must review this design thoroughly and coordinate with our office in advance of installation. Any additional conditions in this design or county permit must be completed and documented prior to final approval of the OWTS installation. Communication between the installer and this office is expected throughout the installation. INSTALLATION OBSERVATIONS CBO Inc. must view the OWTS during construction. The OWTS observation should be performed before backfill, after placement of OWTS components. Septic tanks, distribution devices, pumps, dosing siphons, and other plumbing, as applicable, must also be observed. CBO Inc. should be notified 48 hours in advance to observe the installation. In an effort to improve the accuracy of the record drawing, we request that the installer provide a sketch of the installation, including path of the sewer lines, water line installation (if applicable), septic tank location, STA location, and measurements from building corners or another fixed objects on the property. This sketch is most easily provided on Sheet W2.0 of the OWTS Design Packet. Photographs of the installation and final cover are also requested to supplement our installation documentation. Page 6 REVEGETATION REQUIREMENTS An adequate layer of good quality topsoil capable of supporting revegetation shall be placed over the entire disturbed area of the OWTS installation. A mixture of native grass seed that has good soil stabilizing characteristics (but without taproots), provides a maximum transpiration rate, and competes well with successional species. No trees or shrubs, or any vegetation requiring regular irrigation shall be placed over the STA. Until vegetation is reestablished, erosion and sediment control measures shall be implemented and maintained on site. The owner of the OWTS shall be responsible for maintaining proper vegetation cover. OPERATION INFORMATION AND MAINTENANCE The property owner shall be responsible for the operation and maintenance of each OWTS servicing the property. The property owner is responsible for maintaining service contracts for manufactured units, alternating STAs, and any other components needing maintenance. Geo-fabrics or plastics should not be used over the STA. No heavy equipment, machinery, or materials should be placed on the backfilled STA. Machines with tracks (not wheels) should be used during construction of the STA for better weight distribution. Livestock should not graze on the STA. Plumbing fixtures should be checked to ensure that no additional water is being discharged to OWTS. For example, a running toilet or leaky faucet can discharge hundreds of gallons of water a day and harm a STA. If an effluent filter or screen has been installed in the OWTS, we recommend this filter or screen be cleaned annually, or as needed. If the OWTS consists of a pressurized pump system, we recommend the laterals be flushed annually, or as needed. The homeowner should pump the septic tank every two years, or as needed gauged by measurement of solids in the tank. Garbage disposal use should be minimized, and non-biodegradable materials should not be placed into the OWTS. Grease should not be placed in household drains. Loading from a water softener should not be discharged into the OWTS. No hazardous wastes should be directed into the OWTS. Mechanical room drains should not discharge into the OWTS. The OWTS is engineered for domestic waste only. ADDITIONAL CONSTRUCTION NOTES If design includes a pump, weep holes must be installed to allow pump lines to drain to minimize risk of freezing. The pump shall have an audible and visual alarm notification in the event of excessively high water conditions and shall be connected to a control breaker separate from the high water alarm breaker and from any other control system circuits. The pump system shall have a switch so the pump can be manually operated. Excavation equipment must not drive in excavation of the STA due to the potential to compact soil. Extensions should be placed on all septic tank components to allow access to them from existing grade. Backfill over the STA must be uniform and granular with no material greater than minus 3-inch. LIMITS: The design is based on information submitted. If soil conditions encountered are different from conditions described in report, CBO Inc. should be notified. All OWTS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The contractor should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Licensing of Systems Contractors may be required by county regulation. Page 7 Please call with questions. Sincerely, CBO Inc. Carla Ostberg, MPH, REHS 33 Four Wheel Drive Road Carbondale, CO 81623 970.309.5259 carla.ostberg@gmail.com March 31, 2020 Project No. C1514 Pete Waaraniemi pete@janckilaconstruction.com Subsurface Investigation and Onsite Wastewater Treatment System Design 4-Bedroom Residence Lot 8, Whitecloud Ridge Subdivision 575 Whitecloud Road Garfield County, Colorado Pete, CBO Inc. performed a subsurface investigation and completed an onsite wastewater treatment system (OWTS) design for the subject residence. The 9.058-acre property is located outside of Carbondale, in an area where OWTSs are necessary. Legal Description: Section: 28 Township: 7 Range: 87 Subdivision: WHITECLOUD RIDGE SUB-DIV Lot: 8 Parcel ID: 2391-294-18-008 SITE CONDITIONS The property is currently undeveloped. A 4-bedroom, single-family residence is proposed. The residence will be served potable water from a community water system. The water line will enter the property from the north. The water line will not come within 25-feet of any OWTS component. The proposed soil treatment area (STA) location has an approximate five percent slope to the southeast. The landscape is LL (Linear-Linear) turning Convex farther to the east, beyond the STA. The proposed area covered with native grasses and sage. There should be no traffic or staging of material over the future STA site to avoid compaction of soils prior to construction of the STA. SUBSURFACE The subsurface was investigated on March 17, 2020 by digging one soil profile test pit excavation (Test Pit). Only one test pit was excavated in an effort not to disturb the proposed STA. A visual and tactile soil analysis was completed by Carla Ostberg at the time of excavation.1 The materials encountered in Test Pit #1 consisted of dark brown topsoil to 2.0-feet, underlain by tan calcareous clay matrix to a maximum depth explored of 8.0-feet. No bedrock or groundwater was encountered. 1 Carla Ostberg holds a Certificate of Attendance and Examination from the CPOW Visual and Tactile Evaluation of Soils Training. Page 2 A tactile analysis of the soils was taken from Test Pit #1 at 3-feet below grade. Soil structure grade was moderate. The soil formed a ball and a ribbon less than 1-inch in length before breaking. Soil structure shape was loose to blocky and consistence was firm. Soil texture was both gritty and smooth. STA sizing is based on Soil Type 2. A long term acceptance rate (LTAR) of 0.6 gallons per square foot will be used to design the OWTS. Test Pit #1 Backfill view of test pit Page 3 View of proposed STA DESIGN SPECIFICATIONS Design Calculations: Average Design Flow = 75 GPD x 2 people/bedroom x 3 Bedrooms + 75 GPD (4th bedroom) = 525 GPD LTAR = 0.6 GPD/SF 525 GPD / 0.6 GPD/SF x 1.2 (gravity bed) x 0.7 (chambers) = 735 SF The OWTS design is based on 4-bedrooms. An average daily wastewater flow of 525 GPD will be used. For the purposes of this OWTS design, Benchmark Elevation at finished floor 6937’ 6” has been established as 100’. CBO Inc. should be notified of any discrepancies or problems with grade elevations of proposed components during installation of the OWTS. OWTS Component Minimum Elevation Primary Tank Inlet Invert 98.5’ (6936’) (approx. horizontal distance 10’ / min. 2% fall = min. 2.5” drop) Manifold 96.5’ (6934’) (approx. horizontal distance 46’ / min 1% fall = min. 5.75” drop) The sewer line exiting the residence must have a double-sweep clean out and a minimum 2% grade to the septic tank. The system installation must include a 1250-gallon, two-compartment concrete septic tank with an effluent filter on the outlet tee. Risers must bring the manhole lids to grade for access. If more than one riser is added to the septic tank, an extension handle must be installed on the effluent filter. Effluent will gravity flow to a level manifold connecting 4 rows of 16 ‘Quick 4’ Standard Plus Infiltrator® chambers for a total of 64 chambers and 768 square feet of infiltrative area. Inspection ports must be installed each corner of the bed. Ports may be cut to grade and placed in sprinkler boxes for access. Page 4 COMPONENT SPECIFICATIONS The component manufacturers are typical of applications used by contractors and engineers in this area. CBO Inc. must approve alternative components prior to installation of the OWTS. Requests must be submitted, in writing, to our office for approval prior to installation. Component technical data sheets are available upon request. COMPONENT MANUFACTURER MODEL NO. COMMENTS Septic Tank Valley Precast Item # 1250-2CP 1250-gallon, 2- compartment concrete septic tank Tank Risers and Lids Orenco® Double-walled PVC Risers and Lids (24” diameter) Biotube Effluent Filter Orenco® 4-inch diameter, Full Size Effluent Filter and housing Chambers Infiltrator® 64 ‘Quick 4’ Plus Standard Chambers The component manufacturers are typical of applications used by contractors and engineers in this area. Alternatives may be considered or recommended by contacting our office. Construction must be according to Garfield County On-Site Wastewater Treatment System Regulations, the OWTS Permit provided by Garfield County Building Department, and this design. INSTALLATION CONTRACTOR CBO Inc. expects that the installer be experienced and qualified to perform the scope of work outlined in this design. The installer must review this design thoroughly and coordinate with our office in advance of installation. Any additional conditions in this design or county permit must be completed and documented prior to final approval of the OWTS installation. Communication between the installer and this office is expected throughout the installation. INSTALLATION OBSERVATIONS CBO Inc. must view the OWTS during construction. The OWTS observation should be performed before backfill, after placement of OWTS components. Septic tanks, distribution devices, pumps, dosing siphons, and other plumbing, as applicable, must also be observed. CBO Inc. should be notified 48 hours in advance to observe the installation. In an effort to improve the accuracy of the record drawing, we request that the installer provide a sketch of the installation, including path of the sewer lines, water line installation (if applicable), septic tank location, STA location, and measurements from building corners or another fixed objects on the property. This sketch is most easily provided on Sheet W2.0 of the OWTS Design Packet. Photographs of the installation and final cover are also requested to supplement our installation documentation. Page 5 REVEGETATION REQUIREMENTS An adequate layer of good quality topsoil capable of supporting revegetation shall be placed over the entire disturbed area of the OWTS installation. A mixture of native grass seed that has good soil stabilizing characteristics (but without taproots), provides a maximum transpiration rate, and competes well with successional species. No trees or shrubs, or any vegetation requiring regular irrigation shall be placed over the STA. Until vegetation is reestablished, erosion and sediment control measures shall be implemented and maintained on site. The owner of the OWTS shall be responsible for maintaining proper vegetation cover. OPERATION INFORMATION AND MAINTENANCE The property owner shall be responsible for the operation and maintenance of each OWTS servicing the property. The property owner is responsible for maintaining service contracts for manufactured units, alternating STAs, and any other components needing maintenance. Geo-fabrics or plastics should not be used over the STA. No heavy equipment, machinery, or materials should be placed on the backfilled STA. Machines with tracks (not wheels) should be used during construction of the STA for better weight distribution. Livestock should not graze on the STA. Plumbing fixtures should be checked to ensure that no additional water is being discharged to OWTS. For example, a running toilet or leaky faucet can discharge hundreds of gallons of water a day and harm a STA. If an effluent filter or screen has been installed in the OWTS, we recommend this filter or screen be cleaned annually, or as needed. If the OWTS consists of a pressurized pump system, we recommend the laterals be flushed annually, or as needed. The homeowner should pump the septic tank every two years, or as needed gauged by measurement of solids in the tank. Garbage disposal use should be minimized, and non-biodegradable materials should not be placed into the OWTS. Grease should not be placed in household drains. Loading from a water softener should not be discharged into the OWTS. No hazardous wastes should be directed into the OWTS. Mechanical room drains should not discharge into the OWTS. The OWTS is engineered for domestic waste only. ADDITIONAL CONSTRUCTION NOTES If design includes a pump, weep holes must be installed to allow pump lines to drain to minimize risk of freezing. The pump shall have an audible and visual alarm notification in the event of excessively high water conditions and shall be connected to a control breaker separate from the high water alarm breaker and from any other control system circuits. The pump system shall have a switch so the pump can be manually operated. Excavation equipment must not drive in excavation of the STA due to the potential to compact soil. Extensions should be placed on all septic tank components to allow access to them from existing grade. Backfill over the STA must be uniform and granular with no material greater than minus 3-inch. LIMITS: The design is based on information submitted. If soil conditions encountered are different from conditions described in report, CBO Inc. should be notified. All OWTS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The contractor should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Licensing of Systems Contractors may be required by county regulation. Page 6 Please call with questions. Sincerely, CBO Inc. Carla Ostberg, MPH, REHS 108 Attachments to Traffic Analysis Fussner Minor Subdivision Project Trip Generation Estimated Project-Generated Traffic1 ITE Code Eq. Coef Avg. WeekdayAM Peak HourPM Peak HourTrips (VPD) % Trips Trips % Trips Trips % Trips Trips % Trips Trips Type Rate Rate Rate 4 DU a=9.43 0.75 0.99 38 26%1 74%3 64%3 36%2 b= 0%0 0 0 0 0 38 1 3 3 2 Notes: 1 Values obtained from Trip Generation, 11th Edition, Institute of Transportation Engineers, September 2021. 2 DU = Dwelling Units, kSF = 1,000 Square Feet Proposed New Trips 3 Fitted curve equations from ITE Land Uses - Equation Type A is T = a * X + b, Equation Type B is Ln(T) = a * Ln(X) + b, Rate is T = a * X Multi-Modal Reduction ITE Trip Generation Equation3 Average Weekday Morning Peak Hour Evening Peak Hour Inbound Outbound Inbound Outbound Units 2 Proposed Land Use #210 - Single-Family Detached Housing (Rates4) 4 Rates were selected over using equations for low unit counts to avoid overestimation of traffic generated Location:HARMONY LN N/O WIND RIVER RD Date Range:11/4/2020 - 11/10/2020 Site Code:01 Time NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total 12:00 AM 0 0 0 ------------------0 0 0 1:00 AM 0 0 0 ------------------0 0 0 2:00 AM 0 0 0 ------------------0 0 0 3:00 AM 0 0 0 ------------------0 0 0 4:00 AM 0 0 0 ------------------0 0 0 5:00 AM 1 0 1 ------------------1 0 1 6:00 AM 0 0 0 ------------------0 0 0 7:00 AM 0 4 4 ------------------0 4 4 8:00 AM 1 1 2 ------------------1 1 2 9:00 AM 1 2 3 ------------------1 2 3 10:00 AM 1 4 5 ------------------1 4 5 11:00 AM 3 0 3 ------------------3 0 3 12:00 PM 5 7 12 ------------------5 7 12 1:00 PM 5 3 8 ------------------5 3 8 2:00 PM 6 7 13 ------------------6 7 13 3:00 PM 4 5 9 ------------------4 5 9 4:00 PM 4 0 4 ------------------4 0 4 5:00 PM 2 0 2 ------------------2 0 2 6:00 PM 4 1 5 ------------------4 1 5 7:00 PM 0 1 1 ------------------0 1 1 8:00 PM 0 4 4 ------------------0 4 4 9:00 PM 0 0 0 ------------------0 0 0 10:00 PM 0 0 0 ------------------0 0 0 11:00 PM 0 0 0 ------------------0 0 0 Total 37 39 76 ------------------37 39 76 Percent 49%51%-------------------49%51%- 1. Mid-week average includes data between Tuesday and Thursday. Wednesday Thursday Friday 11/5/202011/4/2020 Mid-Week Average11/6/2020 Saturday Sunday Monday Tuesday 11/10/202011/9/202011/8/202011/7/2020 Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 1 Location:HARMONY LN N/O WIND RIVER RD Count Direction:Northbound / Southbound Date Range:11/4/2020 to 11/4/2020 Site Code:01 Total 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume Northbound 1 7 10 11 8 0 0 0 0 0 0 0 0 0 0 0 0 37 Percent 2.7%18.9%27.0%29.7%21.6%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100% Southbound 2 3 10 14 6 3 1 0 0 0 0 0 0 0 0 0 0 39 Percent 5.1%7.7%25.6%35.9%15.4%7.7%2.6%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100% Total 3 10 20 25 14 3 1 0 0 0 0 0 0 0 0 0 0 76 Percent 3.9%13.2%26.3%32.9%18.4%3.9%1.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100% Northbound Northbound 50th Percentile (Median)20.0 mph Mean (Average) Speed 19.5 mph 26.4 mph 10 mph Pace 11.1 - 21.1 mph 29.7 mph Percent in Pace 59.5 % Southbound Southbound 50th Percentile (Median)21.7 mph Mean (Average) Speed 21.8 mph 28.7 mph 10 mph Pace 15.9 - 25.9 mph 32.7 mph Percent in Pace 69.2 % 85th Percentile 95th Percentile 85th Percentile 95th Percentile Vehicle Speed Report Summary Study Total Speed Range (mph) Total Study Percentile Speed Summary Total Study Speed Statistics Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 1 Location:HARMONY LN N/O WIND RIVER RD Date Range:11/4/2020 to 11/4/2020 Site Code:01 Northbound Total Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 9:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 10:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 11:00 AM 0 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 3 12:00 PM 0 1 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 5 1:00 PM 0 2 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 5 2:00 PM 0 1 3 2 0 0 0 0 0 0 0 0 0 0 0 0 0 6 3:00 PM 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 4 4:00 PM 1 0 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 4 5:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 6:00 PM 0 0 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 4 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 7 10 11 8 0 0 0 0 0 0 0 0 0 0 0 0 37 Percent 2.7%18.9%27.0%29.7%21.6%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% 50th Percentile (Median)20.0 mph Mean (Average) Speed 19.5 mph 85th Percentile 26.4 mph 10 mph Pace mph 95th Percentile 29.7 mph Percent in Pace 59.5 % Speed StatisticsDaily Percentile Speed Summary Wednesday, November 4, 2020 Speed Range (mph) 11.1 - 21.1 Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 2 Location:HARMONY LN N/O WIND RIVER RD Date Range:11/4/2020 to 11/4/2020 Site Code:01 Southbound Total Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 0 0 2 1 0 1 0 0 0 0 0 0 0 0 0 0 4 8:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 9:00 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 10:00 AM 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 4 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 1 2 2 1 1 0 0 0 0 0 0 0 0 0 0 0 7 1:00 PM 0 0 0 2 0 1 0 0 0 0 0 0 0 0 0 0 0 3 2:00 PM 1 1 2 1 2 0 0 0 0 0 0 0 0 0 0 0 0 7 3:00 PM 0 0 1 3 1 0 0 0 0 0 0 0 0 0 0 0 0 5 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 7:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 8:00 PM 0 0 3 0 1 0 0 0 0 0 0 0 0 0 0 0 0 4 9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 2 3 10 14 6 3 1 0 0 0 0 0 0 0 0 0 0 39 Percent 5.1%7.7%25.6%35.9%15.4%7.7%2.6%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% 50th Percentile (Median)21.7 mph Mean (Average) Speed 21.8 mph 85th Percentile 28.7 mph 10 mph Pace mph 95th Percentile 32.7 mph Percent in Pace 69.23 % 15.9 - 25.9 Wednesday, November 4, 2020 Speed Range (mph) Daily Percentile Speed Summary Speed Statistics Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 3 Location:HARMONY LN N/O WIND RIVER RD Date Range:11/4/2020 to 11/4/2020 Site Code:01 Northbound Total Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 9:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 10:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 11:00 AM 0 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 3 12:00 PM 0 1 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 5 1:00 PM 0 2 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 5 2:00 PM 0 1 3 2 0 0 0 0 0 0 0 0 0 0 0 0 0 6 3:00 PM 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 4 4:00 PM 1 0 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 4 5:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 6:00 PM 0 0 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 4 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 7 10 11 8 0 0 0 0 0 0 0 0 0 0 0 0 37 Percent 2.7%18.9%27.0%29.7%21.6%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Note: Average only condsidered on days with 24-hours of data. 50th Percentile (Median)20.0 mph Mean (Average) Speed 19.5 mph 85th Percentile 26.4 mph 10 mph Pace 11.1 - 21.1 mph 95th Percentile 29.7 mph Percent in Pace 59.5 % Speed Range (mph) Total Study Average Total Study Percentile Speed Summary Total Study Speed Statistics Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 4 Location:HARMONY LN N/O WIND RIVER RD Date Range:11/4/2020 to 11/4/2020 Site Code:01 Southbound Total Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 0 0 2 1 0 1 0 0 0 0 0 0 0 0 0 0 4 8:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 9:00 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 10:00 AM 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 4 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 1 2 2 1 1 0 0 0 0 0 0 0 0 0 0 0 7 1:00 PM 0 0 0 2 0 1 0 0 0 0 0 0 0 0 0 0 0 3 2:00 PM 1 1 2 1 2 0 0 0 0 0 0 0 0 0 0 0 0 7 3:00 PM 0 0 1 3 1 0 0 0 0 0 0 0 0 0 0 0 0 5 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 7:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 8:00 PM 0 0 3 0 1 0 0 0 0 0 0 0 0 0 0 0 0 4 9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 2 3 10 14 6 3 1 0 0 0 0 0 0 0 0 0 0 39 Percent 5.1%7.7%25.6%35.9%15.4%7.7%2.6%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Note: Average only condsidered on days with 24-hours of data. 50th Percentile (Median)21.7 mph Mean (Average) Speed 21.8 mph 85th Percentile 28.7 mph 10 mph Pace 15.9 - 25.9 mph 95th Percentile 32.7 mph Percent in Pace 69.2 % Speed Range (mph) Total Study Average Total Study Percentile Speed Summary Total Study Speed Statistics Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 5 Location: Count Direction: Date Range: Site Code: Total 1 2 3 4 5 6 7 8 9 10 11 12 13 Volume Northbound 0 14 10 0 13 0 0 0 0 0 0 0 0 37 Percent 0.0%37.8%27.0%0.0%35.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100% Southbound 0 20 11 0 8 0 0 0 0 0 0 0 0 39 Percent 0.0%51.3%28.2%0.0%20.5%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100% Total 0 34 21 0 21 0 0 0 0 0 0 0 0 76 Percent 0.0%44.7%27.6%0.0%27.6%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100% FHWA Vehicle Classification Class 1 - Motorcycles Class 8 - Four or Fewer Axle Single-Trailer Trucks Class 2 - Passenger Cars Class 9 - Five-Axle Single-Trailer Trucks Class 3 - Other Two-Axle, Four-Tire Single Unit Vehicles Class 10 - Six or More Axle Single-Trailer Trucks Class 4 - Buses Class 11 - Five or fewer Axle Multi-Trailer Trucks Class 5 - Two-Axle, Six-Tire, Single-Unit Trucks Class 12 - Six-Axle Multi-Trailer Trucks Class 6 - Three-Axle Single-Unit Trucks Class 13 - Seven or More Axle Multi-Trailer Trucks Class 7 - Four or More Axle Single-Unit Trucks Vehicle Classification Report Summary FHWA Vehicle Classification Study Total HARMONY LN N/O WIND RIVER RD Northbound / Southbound 11/4/2020 to 11/4/2020 01 Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 1 Location:HARMONY LN N/O WIND RIVER RD Date Range:11/4/2020 to 11/4/2020 Site Code:01 Northbound Total Time 1 2 3 4 5 6 7 8 9 10 11 12 13 Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 9:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 10:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 11:00 AM 0 2 0 0 1 0 0 0 0 0 0 0 0 3 12:00 PM 0 1 3 0 1 0 0 0 0 0 0 0 0 5 1:00 PM 0 1 0 0 4 0 0 0 0 0 0 0 0 5 2:00 PM 0 1 5 0 0 0 0 0 0 0 0 0 0 6 3:00 PM 0 2 0 0 2 0 0 0 0 0 0 0 0 4 4:00 PM 0 2 1 0 1 0 0 0 0 0 0 0 0 4 5:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 2 6:00 PM 0 3 1 0 0 0 0 0 0 0 0 0 0 4 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 14 10 0 13 0 0 0 0 0 0 0 0 37 Percent 0.0%37.8%27.0%0.0%35.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Wednesday, November 4, 2020 FHWA Vehicle Classification Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 2 Location:HARMONY LN N/O WIND RIVER RD Date Range:11/4/2020 to 11/4/2020 Site Code:01 Southbound Total Time 1 2 3 4 5 6 7 8 9 10 11 12 13 Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 2 1 0 1 0 0 0 0 0 0 0 0 4 8:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 9:00 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 2 10:00 AM 0 1 2 0 1 0 0 0 0 0 0 0 0 4 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 4 1 0 2 0 0 0 0 0 0 0 0 7 1:00 PM 0 3 0 0 0 0 0 0 0 0 0 0 0 3 2:00 PM 0 1 5 0 1 0 0 0 0 0 0 0 0 7 3:00 PM 0 2 1 0 2 0 0 0 0 0 0 0 0 5 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 7:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 8:00 PM 0 4 0 0 0 0 0 0 0 0 0 0 0 4 9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 20 11 0 8 0 0 0 0 0 0 0 0 39 Percent 0.0%51.3%28.2%0.0%20.5%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Wednesday, November 4, 2020 FHWA Vehicle Classification Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 3 Location:HARMONY LN N/O WIND RIVER RD Date Range:11/4/2020 to 11/4/2020 Site Code:01 Total Study Average Northbound Total Time 1 2 3 4 5 6 7 8 9 10 11 12 13 Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 9:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 10:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 11:00 AM 0 2 0 0 1 0 0 0 0 0 0 0 0 3 12:00 PM 0 1 3 0 1 0 0 0 0 0 0 0 0 5 1:00 PM 0 1 0 0 4 0 0 0 0 0 0 0 0 5 2:00 PM 0 1 5 0 0 0 0 0 0 0 0 0 0 6 3:00 PM 0 2 0 0 2 0 0 0 0 0 0 0 0 4 4:00 PM 0 2 1 0 1 0 0 0 0 0 0 0 0 4 5:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 2 6:00 PM 0 3 1 0 0 0 0 0 0 0 0 0 0 4 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 14 10 0 13 0 0 0 0 0 0 0 0 37 Percent 0.0%37.8%27.0%0.0%35.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Note: Average only condsidered on days with 24-hours of data. FHWA Vehicle Classification Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 4 Location:HARMONY LN N/O WIND RIVER RD Date Range:11/4/2020 to 11/4/2020 Site Code:01 Total Study Average Southbound Total Time 1 2 3 4 5 6 7 8 9 10 11 12 13 Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 2 1 0 1 0 0 0 0 0 0 0 0 4 8:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 9:00 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 2 10:00 AM 0 1 2 0 1 0 0 0 0 0 0 0 0 4 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 4 1 0 2 0 0 0 0 0 0 0 0 7 1:00 PM 0 3 0 0 0 0 0 0 0 0 0 0 0 3 2:00 PM 0 1 5 0 1 0 0 0 0 0 0 0 0 7 3:00 PM 0 2 1 0 2 0 0 0 0 0 0 0 0 5 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 7:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 8:00 PM 0 4 0 0 0 0 0 0 0 0 0 0 0 4 9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 20 11 0 8 0 0 0 0 0 0 0 0 39 Percent 0.0%51.3%28.2%0.0%20.5%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Note: Average only condsidered on days with 24-hours of data. FHWA Vehicle Classification Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 5 Location:HARMONY LN N/O WIND RIVER RD Date Range:11/4/2020 to 11/4/2020 Site Code:01 3-Day (Tuesday - Thursday) Average Northbound Total Time 1 2 3 4 5 6 7 8 9 10 11 12 13 Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 9:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 10:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 11:00 AM 0 2 0 0 1 0 0 0 0 0 0 0 0 3 12:00 PM 0 1 3 0 1 0 0 0 0 0 0 0 0 5 1:00 PM 0 1 0 0 4 0 0 0 0 0 0 0 0 5 2:00 PM 0 1 5 0 0 0 0 0 0 0 0 0 0 6 3:00 PM 0 2 0 0 2 0 0 0 0 0 0 0 0 4 4:00 PM 0 2 1 0 1 0 0 0 0 0 0 0 0 4 5:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 2 6:00 PM 0 3 1 0 0 0 0 0 0 0 0 0 0 4 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 14 10 0 13 0 0 0 0 0 0 0 0 37 Percent 0.0%37.8%27.0%0.0%35.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% FHWA Vehicle Classification Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 6 Location:HARMONY LN N/O WIND RIVER RD Date Range:11/4/2020 to 11/4/2020 Site Code:01 3-Day (Tuesday - Thursday) Average Southbound Total Time 1 2 3 4 5 6 7 8 9 10 11 12 13 Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 2 1 0 1 0 0 0 0 0 0 0 0 4 8:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 9:00 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 2 10:00 AM 0 1 2 0 1 0 0 0 0 0 0 0 0 4 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 4 1 0 2 0 0 0 0 0 0 0 0 7 1:00 PM 0 3 0 0 0 0 0 0 0 0 0 0 0 3 2:00 PM 0 1 5 0 1 0 0 0 0 0 0 0 0 7 3:00 PM 0 2 1 0 2 0 0 0 0 0 0 0 0 5 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 7:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 8:00 PM 0 4 0 0 0 0 0 0 0 0 0 0 0 4 9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 20 11 0 8 0 0 0 0 0 0 0 0 39 Percent 0.0%51.3%28.2%0.0%20.5%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% FHWA Vehicle Classification Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 7 Location:HARMONY LN N/O WIND RIVER RD Date Range:5/21/2021 - 5/27/2021 Site Code:01 Time NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total 12:00 AM 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 0 0 2 1 3 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 1 1 1 2 3 0 1 2 6:00 AM 0 0 0 0 0 0 0 0 0 1 0 1 2 0 2 1 0 1 1 0 1 1 0 1 7:00 AM 2 1 3 1 3 4 0 0 0 2 2 4 3 4 7 2 4 6 2 3 5 2 4 6 8:00 AM 4 3 7 5 0 5 2 0 2 6 4 10 1 1 2 1 4 5 6 3 9 3 3 5 9:00 AM 6 0 6 0 2 2 2 3 5 9 3 12 3 2 5 6 3 9 7 3 10 5 3 8 10:00 AM 6 4 10 7 4 11 4 2 6 2 1 3 0 0 0 6 0 6 2 2 4 3 1 3 11:00 AM 6 3 9 4 5 9 7 2 9 4 3 7 1 2 3 0 2 2 8 3 11 3 2 5 12:00 PM 3 5 8 5 8 13 2 4 6 3 1 4 4 4 8 1 3 4 3 4 7 3 4 6 1:00 PM 6 2 8 6 2 8 2 4 6 2 2 4 3 2 5 5 2 7 1 3 4 3 2 5 2:00 PM 4 1 5 5 2 7 0 1 1 10 3 13 2 4 6 4 4 8 1 2 3 2 3 6 3:00 PM 2 4 6 4 5 9 3 4 7 3 5 8 5 3 8 3 4 7 5 8 13 4 5 9 4:00 PM 2 5 7 1 3 4 2 5 7 8 11 19 5 2 7 5 8 13 2 4 6 4 5 9 5:00 PM 2 4 6 3 4 7 5 2 7 5 3 8 1 3 4 4 6 10 3 7 10 3 5 8 6:00 PM 2 1 3 0 3 3 0 1 1 2 1 3 0 3 3 2 0 2 2 3 5 1 2 3 7:00 PM 1 1 2 4 5 9 0 2 2 0 0 0 1 1 2 2 2 4 1 3 4 1 2 3 8:00 PM 0 3 3 3 0 3 0 1 1 2 3 5 4 3 7 1 2 3 2 0 2 2 2 4 9:00 PM 1 0 1 2 4 6 2 1 3 0 2 2 2 3 5 0 0 0 0 1 1 1 1 2 10:00 PM 0 0 0 0 2 2 1 1 2 0 0 0 0 2 2 1 0 1 1 1 2 1 1 2 11:00 PM 1 0 1 0 1 1 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 Total 48 37 85 52 54 106 34 33 67 60 45 105 37 41 78 45 45 90 48 52 100 43 46 89 Percent 56%44%-49%51%-51%49%-57%43%-47%53%-50%50%-48%52%-49%51%- 1. Mid-week average includes data between Tuesday and Thursday. Friday Saturday Sunday 5/22/20215/21/2021 Mid-Week Average5/23/2021 Monday Tuesday Wednesday Thursday 5/27/20215/26/20215/25/20215/24/2021 Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 1 Location:HARMONY LN N/O WIND RIVER RD Count Direction:Northbound / Southbound Date Range:5/21/2021 to 5/27/2021 Site Code:01 Total 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume Northbound 55 150 89 24 5 1 0 0 0 0 0 0 0 0 0 0 0 324 Percent 17.0%46.3%27.5%7.4%1.5%0.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100% Southbound 38 130 110 22 6 1 0 0 0 0 0 0 0 0 0 0 0 307 Percent 12.4%42.3%35.8%7.2%2.0%0.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100% Total 93 280 199 46 11 2 0 0 0 0 0 0 0 0 0 0 0 631 Percent 14.7%44.4%31.5%7.3%1.7%0.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100% Northbound Northbound 50th Percentile (Median)13.6 mph Mean (Average) Speed 14.0 mph 17.9 mph 10 mph Pace 8.2 - 18.2 mph 21.6 mph Percent in Pace 81.8 % Southbound Southbound 50th Percentile (Median)14.4 mph Mean (Average) Speed 14.7 mph 18.8 mph 10 mph Pace 9.3 - 19.3 mph 21.2 mph Percent in Pace 79.5 % 85th Percentile 95th Percentile 85th Percentile 95th Percentile Vehicle Speed Report Summary Study Total Speed Range (mph) Total Study Percentile Speed Summary Total Study Speed Statistics Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 1 Location:HARMONY LN N/O WIND RIVER RD Date Range:5/21/2021 to 5/27/2021 Site Code:01 Northbound Total Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 8:00 AM 1 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 9:00 AM 2 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 10:00 AM 0 3 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 11:00 AM 0 5 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 6 12:00 PM 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 1:00 PM 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 2:00 PM 1 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4 3:00 PM 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 4:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 6:00 PM 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 7:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 PM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 7 28 10 2 1 0 0 0 0 0 0 0 0 0 0 0 0 48 Percent 14.6%58.3%20.8%4.2%2.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% 50th Percentile (Median)12.9 mph Mean (Average) Speed 13.5 mph 85th Percentile 18.0 mph 10 mph Pace mph 95th Percentile 21.3 mph Percent in Pace 85.4 % Speed StatisticsDaily Percentile Speed Summary Friday, May 21, 2021 Speed Range (mph) 8.6 - 18.6 Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 2 Location:HARMONY LN N/O WIND RIVER RD Date Range:5/21/2021 to 5/27/2021 Site Code:01 Southbound Total Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 AM 0 1 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 4 11:00 AM 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 12:00 PM 0 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 1:00 PM 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3:00 PM 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 4:00 PM 0 3 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 5 5:00 PM 0 2 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 4 6:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 7:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 PM 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 4 11 19 3 0 0 0 0 0 0 0 0 0 0 0 0 0 37 Percent 10.8%29.7%51.4%8.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% 50th Percentile (Median)15.5 mph Mean (Average) Speed 14.9 mph 85th Percentile 18.9 mph 10 mph Pace mph 95th Percentile 23.0 mph Percent in Pace 83.78 % 9.6 - 19.6 Friday, May 21, 2021 Speed Range (mph) Daily Percentile Speed Summary Speed Statistics Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 3 Location:HARMONY LN N/O WIND RIVER RD Date Range:5/21/2021 to 5/27/2021 Site Code:01 Northbound Total Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 2 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 5 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 AM 2 4 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 11:00 AM 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 12:00 PM 1 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 1:00 PM 1 4 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 6 2:00 PM 1 2 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 5 3:00 PM 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 4:00 PM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 PM 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 8:00 PM 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 9:00 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 13 27 9 2 1 0 0 0 0 0 0 0 0 0 0 0 0 52 Percent 25.0%51.9%17.3%3.8%1.9%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% 50th Percentile (Median)13.1 mph Mean (Average) Speed 13.1 mph 85th Percentile 16.1 mph 10 mph Pace mph 95th Percentile 22.1 mph Percent in Pace 86.5 % Saturday, May 22, 2021 Speed Range (mph) Daily Percentile Speed Summary Speed Statistics 6.4 - 16.4 Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 4 Location:HARMONY LN N/O WIND RIVER RD Date Range:5/21/2021 to 5/27/2021 Site Code:01 Southbound Total Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 10:00 AM 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 11:00 AM 1 2 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 5 12:00 PM 5 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 1:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 3:00 PM 2 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 4:00 PM 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 5:00 PM 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 6:00 PM 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 7:00 PM 0 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 8:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 PM 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 10:00 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 11:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 9 28 14 2 1 0 0 0 0 0 0 0 0 0 0 0 0 54 Percent 16.7%51.9%25.9%3.7%1.9%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% 50th Percentile (Median)13.1 mph Mean (Average) Speed 13.1 mph 85th Percentile 16.4 mph 10 mph Pace mph 95th Percentile 20.4 mph Percent in Pace 85.19 % Speed Statistics 8.5 - 18.5 Saturday, May 22, 2021 Speed Range (mph) Daily Percentile Speed Summary Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 5 Location:HARMONY LN N/O WIND RIVER RD Date Range:5/21/2021 to 5/27/2021 Site Code:01 Northbound Total Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume 12:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 9:00 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 10:00 AM 1 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 11:00 AM 1 4 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 12:00 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1:00 PM 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 0 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 3 4:00 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 10:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 3 19 11 1 0 0 0 0 0 0 0 0 0 0 0 0 0 34 Percent 8.8%55.9%32.4%2.9%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% 50th Percentile (Median)13.9 mph Mean (Average) Speed 13.9 mph 85th Percentile 16.7 mph 10 mph Pace mph 95th Percentile 19.9 mph Percent in Pace 94.1 % Sunday, May 23, 2021 Speed Range (mph) Daily Percentile Speed Summary Speed Statistics 8.6 - 18.6 Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 6