HomeMy WebLinkAboutT12N R3W SEC 15 7th Day Adventist ChurchP: �s� 1 POUCH 6-650 ANCHORAGE, ALASKA 99502 (907) 279 2511 GEORGE M SULLIVAN, MAYOR DEPARTMENT OF HEAL'iH AND ENV I RONME.NTAI_ PROTECTION (825 "L" Street) March 2, 1977 File No.: 6-20 4-2-4 DOWL Engineers 4040 "B" Street Anchorage, Alaska 99503 Attention: Jeff Drage Subject: Septic System for Seventh Day Adventist Church Project - O'Malley Road Dear Jeff: This Department has reviewed Subject as submitted and finds this will not meet conditions with which this Department is concerned. We recommend the Designing Engineer assume water demand at 5 gallons per person. We know that two Percolation Tests were performed. They yielded Percolation rates of 17 minutes per inch at the site. We also recommend the Leach Trench be 3'x5O'x8', and the baptismal tank of 700 gallons to drain into 3'x3'x6' drywell. Sincerely, John W. Lynn Environmental Engineering JWL:Imp cc: James W. Flostman cc: Joe Blai$ C. k a rc.l ` e> 1 �C, �✓Pi��f tVl � �j,�-lOF�t �� � �� rL�J - 4J K6SOVA& aVl W d-'G�� a OP 6?5; `01I PC-,(,t-vkl lc� *1 f'p� LC- II mih /i�.�1 075 �5 P� . �P4� 1-7 m.lr, r) C,1 i P�re-o�e iov� r �,2laA,llea, Wad sre-r- , &P� f/j l t` ✓-,j J t r` C' ( �l e . 05 f/ �L t Ct,G t leer J . J f�:�.,/ :� t ttiJ r aSfP5e. d WWf I E 'R 4040 6 STREET WW W WWF - WW ANCHORAGE, ALASKA 99503 PHONE (907) 278-1551 January 14, 1977 W.O. 49525 Alaska Corporation of Seventh Day Adventists �^ 718 Barrow Street Anchorage, Alaska 99503 Attention: Mr. Eugene Starr Subject: O'Malley Church Facilities Dear Mr. Starr_: Transmitted herein in accordance with our instructions are the results of the subsurface investigation performed January 5, 1977. This exploration includes 11 improvement locations. holes drilled in the project site at proposed imp The exploration was conducted using a "Mobile Drill" Model B-50 tinuous flight, hollow stem auger. drill rig equipped with a con This equipment is o:ned and operated by Denali Drilling, Inc. Drilling was supervised and the test holes logged by Hatch, Geologist and Senior Technician with Alaska Testlab. Table A contains the logs of these test holes. The standar explanatory information on Sheets 1 to 3., g ble A, will help in interpreting the logs. Hole locations are shown on the Test Hole Location Sketch at the end of the report. Samples were collected from all test holes and given a visual field classification. Asthe samples ealed, labeledeand re rreturned d te•neje�aere placed in plastic bags,in the laboratory for further classification. and testedb�orjmoVsture classs4tmpl.es were again visually content and dry strength. Samples of similar color, anuarbitrary grain size distribution were lumped together and S performed group designation. Grain size distributiontests were radation Oil specimens from the major composite groups curves are presented after the explanatory information. CONCLUSIONS: 1, The exploration indicates the project site has a thin organic (peat) mantle. The peat: depths recorded varied.from 0.5' to 1.0'. MUNICIPALITY OF ANCHORAGE DEPARTMENT OF HEALTH & ENVIRONW, NWAL PROTECTION FEB 241977 RE -CF -MU r Alaska Corporation of Seventh Day Adventists -January 14, 1977 ( 7 Page 2 2. The organic soils are underlain by a sandy silt layer which ranges in thickness from 2.5' to 21.5'. The sandy silts have very low permeability. 3. Stratas of gravelly sands and sandy gravels with significant silt content were encountered throughout the site. They ranged in depth from 2.5 feet to 20 feet. Their thickness ranges from about 2.5 feet to 7 feet. 4. The free water table was not identified during the explora- tion, but some near surface seepage was noticed in two of the test holes, indicating some potential for a perched ground water table during the wetter months of the year. 5. The site is suitable for conventional shallow spread footings as defined under the Recommendations. 6. Sandy silts found on the project site are not suitable for structural fill. 7. Sands and gravels found on the project site appear to have some potential for structural fill and as a leading field for sewage disposal systems. The horizontal and vertical extent of these materials was not fully defined by this exploration. _ - -- $. Two percolation tests were performed. They yielded perco a - tion rates of 17 minutes per inch and 8.3 minutes per inch. Our past experience with the glacial tills found in this project area indicates that the higher value of 3.7 minutes per inch is more typical of the site soils. Fine grained glacial tills do not possess good percolation values. RECOA iV{4A I�i#S I. Foundation Systems A. Conventional Shallow Spread Footings 1. t4inimum widths: a) Continuous footings should be at least 14" wide. b) Isolated square footings should be at least 18" square. c) Footings should be sized so that the soil bearing value listed in this report is not exceeded. d) Unheated footings should be at least 6" wider than their stem (or column). Reinforce the stem and footing to resist tensile, uplift, forces along the face of the stem. Alaska Co.rporatio of Seventh Day Adventist�s- danuary 14, 197 Page 3 2. Minimum depth of cover: a) Heated perimeter footings; 4' below nearest surface grade to bottom of footing. b) Heated interior footings; 2' below nearest surface grade to bottom of footing. C) Unheated footings; 5' below surface grade to the top of footing, where moderate movement may be tolerated. where seasonal movement may not be tolerated, provide heat, or provide 2 inches of Styrofoam SB (blue) insulation placed 12 inches below grade for no less than 3 feet outboard of the unheated footing. 3. Insulation a) Provide a frost bond break and thermal barrier by placing at least 1 inch of Styrofoam SB (blue) or similar non -water absorbing, gas filled, polystyrene, rigid insulation below grade along the outboard face of all perimeter footing walls. The purpose of the insulation is as follows: 1) To control heat loss by directing heat flow down from the interior floor or slab along the footing wall and under the footing to keep the underlying foundation soil thawed, 2) To provide a resilient surface to absorb horizontal frost heave strains which would otherwise act directly on the footing's face, 3) To provide a slip plane to absorb vertical frost heave strains which would otherwise act directly on the footing's face. Note: A heated structure is defined for the purposes of this report as a building which is heated during the winter months for its entire life, including construction. Addi- tionally, the floor slab must be uninsulated to allow heat to flow into the soil. Alaska Corporaty—� of Seventh Day Adventist'-} January 14, 1977 Page 4 4. II. Earthwork b) In specific instances styrofoam SB (blue) insulation should be placed at or near the ground surface beneath or about specific improvements to maintain the depth of frost penetration within the insulation or within acceptable limits. Allowable Bearing Value: a) Allowable bearing value for minimum width footings is 4000 psf. A. Site Preparation 1. All organic material, frozen soil, loose fill and debris should be removed from the work site prior to placing any structural fill, slabs, or footings. 2. Do not start structural fill operations or footing construction on frozen soil. Protect soils used for founding footings or grade slabs from freezing during and subsequent to construction. 3. Protect foundation soils from surface and subsurface water intrusion during the construction sequence. 4. Construction roads and/or work pads may be necessary in the summer months to separate construction traffic from the silts. These soils may become unstable (muddy) if not adequately protected. In areas of high intensity heavy truck loading two to three feet of compacted sandy gravel or gravelly sand may be required to diffuse the dynamic stress generated by this traffic to within acceptable limits. An alternative section is 18" of NFS material with a filter fabric similar to Mirafi 14.0 placed directly on the silts. The thickness of the section will be a function of the weight of the vehicles, tire size, and number of passes. Sections should be estimated for construction, but placed as expedient to the task. (Note, this consideration, while possible, is not believed to be probable). B. Structural Fill 1. Materials: a. Imported 1) well graded, non -frost susceptible (NFS) c,�nrly rtravolc nr nravc�lly cnnAc am Alaska Corporation.,., f Seventh Day Adventists' January 14, 1977 Page 5 preferred. The last 12 inches of fill below footings or slabs should have.an upper size limit of about 2 inches, while that below, if any, may include occasional cobbles. The lower limit of grain size is not more than 5% passing the #200 screen. 2) Materials of similar nature, but with more than 5% passing the #200 screen are often used as the supply of the preferred material dwindles. Soils of this nature may be used as structural fill. However, if more than 3% passes the 0.02 mm size, the materials are considered to be frost susceptible and must be kept in the thawed state during and subsequent to construction. In order to provide a stable fill without subsequent sub- sidence, these soils must be placed at very near, or at slightly less than the optimum moisture content. Too much moisture causes the soil to become unstable during compaction, and with too little moisture the soil will not attain sufficient density at a reasonable compactive effort or lift thickness. Control of moisture content and surface water becomes increasingly important as the silt content increases. In all cases at least 35% of the fill material should be +#4 screen size, and in no case should the silt content (-#200 screen size) exceed 12%. b. On -Site Soils 1) If the on-site silty sandy gravel, if used as a structural fill, it also must remain thawed during and subsequent to construction, and must be placed at or slightly less than optimum moisture. it should not be placed within 12" of the footings unless all of the plus 2" material is screened out. We expect the on-site soils to be difficult to manage and compact due to the higher than preferred silt content. Quality control will be as much a function of the inspectors opinion as it is of field density tests. Excessively cobbly material is not acceptable fill material. Alaska Corporatio---�of Seventh Day Adventist, 1 January 14, 1977 Page 6 2) Any fill material placed directly over silts should be an easily compacted material, that is, a very clean, well graded sandy gravel with less than 50 passing the )'200 screen. The fill should be compacted with an initial lift of no less than 2-1/2 nor more than 3-1/2 feet "loose" to limit the stress intensities at the fill/silt interface to acceptable limits. We expect a vibratory compactor equivalent to a "Ray -Go Rascal Model 400" to be sufficient for this need. Drainage of the fill material is absolutely imperative where placed and compacted over the silts. A layer of porous polyester fiber fabric similar to Marifi 140 may be laid between the fine grained soils and the fill to minimize the intermixing of these materials. In such an application the fabric may be laid directly on the ground surface, in which case a minimum of 18 inches of well graded sandy gravel should be placed over the fabric before initial compaction. 2. Densification: a) All fill placed to support structures, load bearing areas, or to be used as base or subbase for roads, driveways, or parking lots should be thoroughly and uniformly compacted. 1) Below footings, grade slabs, or under paved areas the minimum permissible .density for any one test should be 95a. 2) Non -load bearing backfill against footing walls should have a minimum permissible density of 88% with an average value of at least 93%. 3) Compaction tests should be taken in every lift, with lifts being no more than 18" thick where large vibratory compaction can be satisfactorily used, and lifts no more than 6" where smaller vibratory compactors, or where static compactors (sheepfoot roller or rubber - tired roller) are necessary to the soil type. Alaska Corporation Seventh Day Adventists January 14, 1977 Page 7 4) Compaction of non -cohesive granular NFS soils is most effectively compactorsaccomplished with large, vibratory sufficient quantities of water. Compaction of cohesive or moisture sensitive soils is best accomplished at slightly less than optimum moisture, and never at moisture contents above optimum, and generally is best accomplished in thin lifts with static roller, sheep - foot, or rubber -tired compactors. 5) In-place field densities may be deter- mined by comparison with the Providence Field standard (in NFS material only), the Alaska Testlab Area Standard for granular soils or AASHO T180,.Method D. b) Natural coarse grained soils should be compacted if they are within 12" of the bottom of.a footing or if they are used as base or subbase materials to correct inevit- able disturbance of the soils due to excava- tion, grading and miscellaneous construction operations. Fine grained soils are not generally easily recompacted so care should be taken to maintain their natural structure in order that they may develop the allowed bearing values. Reduction of bearing values may be required in slightly disturbed soils. over excavation and replacement with a structural fill may be required in extreme cases. C Excavation Excavations for footings in fine grained material (silts) must be done with care. Where wet and disturbed, these foundation soils will become unstable (rubbery). Corrective measures will then have to be taken to restore their stability (i.e. drying, redensification or removal and replacement). This situation can be minimized by selection of the proper construction techniques. 1) 2) Foundation and utility trench excavations in dry to damp silty sands and silts should stand well- .materials. ell. When dug in granular .materials (sands and gravels), the L Alaska Corporation f Seventh Day Adventists' January 14, 1977 Page 8 excavation should be expected to slough. Side slopes of 1 horizontal (minimum) to 1 vertical are recommended for dense granular soils; 1.5 horizontal (minimum) to 1 vertical are recommended for medium dense granular soils; and 2 horizontal (minimum) to 1 vertical are recommended for loose granular soils. Excavation in frozen material should stand well, but may slough without warning, particularly during periods of thaw. Additional controls with regard to shoring and side slopes may be required by various Federal and State regulatory organizations depending on the nature of the excavations. 3) Utility Trenches: (a) All utility trenches should be backfilled according to recom- mendations stated in Paragraph IIB2a (Earthwork/Densification). 4) Percolation Tests: Two percolation test holes were drilled during this investigation. when drilling was completed a 3/4" slotted PVC pipe was inserted in the holes to aid in determining the free water level. For the percolation test, the test holes were filled with water and left over- night to saturate. On returning the next day, the holes were refilled with water and the drop in the water level was monitored over the next 60 minutes. This procedure is in accordance with the Municipality of Anchorage, Department of Public Health and Environmental Protection procedures to evaluate a site for a proposed on-site sewerage system. Using the above test, the observed percolation rates were 17 minutes per inch for test hole P-1 and 8.33 minutes per inch for test hole P-2. In our opinion the higher value (17 minutes per inch) is the more typical value as it reflects the glacial tills commonly found on the project site. Alaska Corporatio;^pf Seventh Day Adventists`, January 14, 1977 Page 9 The extent to which the site soils can absorb prolonged slightly treated effluent discharge from a septic tank system was not resolved in this study. Should subsurface sands and gravels prove to be extensive and continuous, simple on-site sewage systems should work adequately. However, if these str"ata are isolated and confined in pockets, simple on-site sewage systems may pose disposal problems in the future. Strong consideration should be given to the use of a packaged treatment plant. Septic systems discharge solid matter into the soils which tends to clog or plug absorption fields and the adjacent soil sections, further reducing the soils capacity to absorb water. The packaged treatment plants break down and retain the majority of the solids found in sewage and thereby reduce significantly the adverse effect that solid wastes have on soil sections. This could prove particularly helpful on this site. III. Grading and Drainage A. Surface The shallow soils are often nearly impermeable and, therefore, an indentation in the surface will collect and hold water. Such areas when exposed to and disturbed by traffic will become unstable. Surface water will be perched on top of the silts affecting any improvement not provided with proper drainage. That water should be collected and directed away from the developed areas. Gradients of three to five percent are expected to be sufficient for this purpose. The comprehensive site grading and drainage must protect excavations from excessive surface water which might cause side wall erosion of earth slopes, as well as localized flooding of improvements such as basements and crawl spaces --- should the rate of surface water intrusion exceed the capacity of the drainage facilities. B. Subsurface Water flow or seepage can be expected at random levels in excavations. The source of this water is expected to be from surface sources both on and off site. Alaska Corporatio,-�of Seventh Day Adventists-, January 14, 1977, Page 10 Subdrains and drain tiles perform best when surrounded by a graded filter. The fine grained soils should be isolated by a 3" to 6" layer of sand, such as that used in p.c. concrete, overlaid with 3" to 6" of uniform 3/4".gravel conforming to p.c. concrete specs. The pipe should be laid with slots or.perforations down and then covered with more 3/4" gravel. The remainder of the trench should be NFS material. An equally accept- able and preferred alternative includes the use of a polyester fiber filter fabric, such as Mirafi 140 manufactured by Celanese, to simplify the drains construction. The Mirafi is wrapped about the drain. The gravel backfill in this alternative may be more loosely graded though it should include at least 35% sand and be well graded. IV. Suggested paving sections A. Light traffic loadings: 2" A.C. paving with 4" of D-1 base leveling course and 18" (minimum) of NFS soil is recommended. See Section IV.C. below for a modified section. This section is suited to auto parking. B. Heavy traffic loadings: 2" A.C..paving with 6" of D-1 base/leveling course and 30" of NFS soil is recommended. See Section IV.C. below for a modified section. This section is suited to main traffic arteries and truck areas. C. The amount of D-1 material may be reduced to as little as 2", if 6" off r!FS subbase material of graded sandy gravel or a gravelly sand with a significant gravel content (unless defined elsewhere), is placed below the base course. The remainder of the subbase must be compacted NFS soil. The purpose of these sections is to provide a satis- factory base for traffic loadings and to control frost heave, so the pavements can carry the traffic loads during spring thaw without excessive "chuckholing" or other pavement failures. Transverse or longitudinal gradients on the order of 1.5%+ will discourage the formation of "birdbaths" during the thaw. D. Drainage of the subbase is recommended. In this regard continuity of drainage to a suitable collection point or discharge point by maintaining positive grade of the subbase to the point is required. Where positive continuity is broken a collection point is required. The collection point may be a length of perforated CMP placed transverse to the road in the subbase and sur- rounded by a graded filter or filter fabric as described in the subsurface drainage section of this report. The collector may be discharged to the area storm drain system, or other suitable outlet. Alaska Corporation( January 14, 1977 Page 11 Seventh Day Adventists n E. Where paving is to be deferred, the surfacing should include sufficient D-1 or similar materials to accept. the traffic without excessive maintenance. We suggest 6" for.the initial treatment renewed as necessary. V. Subarctic Construction Practice A. P.C. Concrete where related to foundat57on items. 1. Exposure R.C. concrete, particularly thin sections, such as curb gutter, walks, and drives, exposed to eave drippings, de-icing salts and other actions which cause frequent wetting and drying and/or freezing and thawing, suffers the most severe environmental conditions for that material. The degree of protection from exposure is coupled to the curing period as well as the air entrainment and cement factor of the mix. Thus, we routinely suggest that P.C. concrete placed between mid-September and May include at least 5.5 sacks of Portland cement/cubic yard, and admixture the "pozzolith, 300N or at least 6 sacks of portland cement/cubic yard; that air entrainment be near the upper accepted limits, 6± 1.5% for 3/4 maximum size aggregate concrete; and the slump be the least commensurate with placing and finishing operations (4" slump is generally adequate to this purpose); and that the concrete be surface dry or drier prior to being exposed to freezing temperatures (i.e., after initial cure, 3 days or preferably more, allow to dry before turning heat off in temperature protected work). Where de-icing agents are used, the owner should be warned that he will eventually damage the concrete. That damage is often slowed substantially by periodic treatment with linseed oil cut 3:1 with gasoline or other thinner. The common application periods are at one year and then at three-year intervals. 2. Cracking of p - c. concrete slabs can be reduced by allowing them to be free floating. Slabs exterior to the structure must not be connected to the footings, as they will receive some differential. vertical movement due to frost action. Control joints should be placed at each change in section or direction and at not more than the width of the slab as appropriate to the work. Alaska Corporati�;of Seventh Day Adventist;'', January 14, 1977' Page 12 B. Frost Heave 1. Structures Care should be taken to cause surface water to drain away from the work in areas of cyclic freeze and thaw, near entrances and about the perimeter of heated structures. (It is assumed that structures will have sufficient heat loss to maintain the bearing soils in the thawed state.) Unheated foundations remote from heated buildings may heave unless founded well below the frost line, which is deepest in areas of snow removal or compaction. For typical areas, the footing section for unheated structures described previously in this report is reasonable, and should not develop excessive heave even though it is embedded within the ultimate frost zone. The use of permeable backfill, impermeable surface seals and resilient frost breaks should prevent frost heave stresses from becoming excessive on the footings and grade beams. We trust the foregoing is sufficient and complete to your present needs, though not necessarily exhaustive of the possibilities. If there are questions or if we may be of further service please do not hesitate to call our office. Very truly yours, DICKINSON-OSWALD-WALCH-LEE, ENGINEERS_ Charles J. Brown, P.E. APPROVED: Test Hole #A Table A Depth in Feet Dat(',ogged: 1/5/77 WO #9525 From To None Observed Soil Description 0.0 0.5 F-4, brown peat, damp, soft, Pt. 0.5 2.5 F-4, brown sandy silt, damp, stiff, NP, ML. 2.5 7.0 F-1, brown siltyrq avel (cobbles/boulders SP 3 4.0'-6.0'), 36/93 poorly graded, damp, hard, SP 4 rounded particles, 12" maximum size, GM. 7.0 20.75 F-4, brown sandy silt (traces of gravel and silty sand lenses), damp, stiff, NP, ML. Bottom of Test Hole: 20.75' Frost Line: 0.5' Free Water Level: None Observed Type of Sample Depth Blows/6" M% Sample 1 5.0-5.4 105 14.5 SP 2 10.0-11.5 11/21/30 20.2 SP 3 15.0-15.9 36/93 25.1 SP 4 20.0-20.75 50/55 11.6 SP Dry Strength Group Temp. OF N F - L B 40° L -M B 40° L -M E 42° Remarks: 1. Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. 2. Dry Strength, N=None, L=Low, M=Medium, H=High. 3. Group refers to similar material, this study only. 4. General Information, see Sheet 1. 5. Frost and Textural classification, see Sheet 2. 6. Unified classification, see Sheet 3. Test Hole #B Depth in Feet From To Observed Strength 0.0 0.5 0.5 2.5 2.5 8.0 11�)ate Logged: 1/5/77 Table A WO #9525 Soil Description F-4, brown peat, damp, soft, Pt. F-4, brown sandy silt, damp, stiff, NP, ML. F-4, brown sandy silt (occassional gravel), damp, stiff, NP, subrounded particles, 3" maximum size, ML. 8.0 17.0 F-4, brown sandy silt (w/silty sand lenses), damp, stiff, NP, ML. 17.0 19.0 F-2, brown silty sand,'poorly graded, medium to fine, damp, medium density, SM. 19.0 20.5 F-4, brown gravelly sandy silt, damp, hard, NP, subrounded particles, 3" maximum size, ML. Bottom of Test Hole: 20.5' Frost Line: 0.5' Free Water Level: None Observed Strength Group Temp.°F L Type of Sample Depth Blows/6" M% Sample 1 5.0-6.5 15/15/16 18.9 SP 2 10.0-11.5 16/20/28 10.6 SP 3 15.0-16.0 38/67 15.9 SP 4 20.0-20.5 135 7.4 SP Dry Strength Group Temp.°F L B 39° N B 400 L B 40° N E 41° Remarks: 1. Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. 2. Dry Strength, N=None, L=Low, M=Medium, H=High. 3. Group refers to similar material, this study only. 4. General Information, see Sheet 1. 5. Frost and Textural Classification, see Sheet 2. 6. Unified Classification, see Sheet 3. Dat/ -,Logged: 1/5/77 Test Hole #C None Table A WO #9525 Depth in Feet Type of Sample From To M% Sample Soil Description 0.0 1.0 F-4, brown peat, damp, soft, Pt. 1.0 2.5 F-4, brown sandy silt, damp, stiff, NP, ML. 2.5 5.0 F-4, brown gravelly sandy silt, damp, stiff, 4 20.0-20.45 NP, subrounded particles, 2" maximum size, ML. 5.0 13.0 F-4, brown sandy silt (w/traces of gravel and silty sand lenses), damp, stiff, NP, ML. 13.0 18.5 F-2, brown silty sand, poorly graded, medium to fine, damp, medium density, ML. 18.5 20.45 F-4, gravelly sandy silt, damp, hard, NP, subrounded particles, 3" maximum size, ML/SM. -Bottom of Test Hole: 20.45' Frost Line: 0.5' Free Water Level: None Observed Type of Sample Depth Blows/6" M% Sample 1 5.0-6.5 12/14/13 11.5 SP 2 10.0-11.5 23/36/42 18.6 SP 3 15.0-16.5 23/40/52 6.2 SP 4 20.0-20.45 120 10.9 SP Remarks: 1. 2. 3. 4. 5. 6. Dry Strength Group Temp.°F L A 40° L B 39° N C 400 L D 42° Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. Dry Strength, N=None, L=Low, M=Medium, H=High. Group refers to similar material, this study only. General Information, see Sheet 1. Frost and Textural Classification, see Sheet 2. Unified Classification, see Sheet 3. Dat( Logged: 1/4/77 Test Hole #D None Table A WO 49525 Depth in Feet L Type of Sample From To Mo Sample Soil Description 5.0-6.5 9/13/16 14.3 0.0 1.0 F-4, brown peat,,damp, soft, Pt. 1.0 2.0 F-4, brown sandy silt, damp, stiff, NP, ML. 2.0 4.0 F-4, brown gravelly sandy silt, damp, stiff SP to hard, subrounded particles, 2" maximum size, ML. 4.0 12.0 F-4, brown sandy silt (traces of gravel and sand lenses), damp, stiff, NP, ML. 12.0 19.0 F-2, brown silty sand, poorly graded, medium to fine, damp, medium density, SM. 19.0 20.5 F-4, brown gravelly sandy silt (silty sand), damp, hard, NP to PL-, subrounded particles, 3" maximum size, ML/SM- Bottom of Test Hole: 20.5' Frost Line: 0.5' Free Water Level: None Observed Strength Group Temp -OF L Type of Sample Depth Blows/6" Mo Sample 1 5.0-6.5 9/13/16 14.3 SP 2 10.0-11.5 16/36/42 18.3 SP 3 15.0-16.5 19/37/65 14.3 SP 4 20.0-21.5 73 9.0 SP Dry Strength Group Temp -OF L A 420 L B 42° N C 43° L D 440 Remarks: 1. Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. 2. Dry Strength, N=None, L=Low, M=Medium, H=High. 3. Group refers to similar material, this study only. 4. General Information, see Sheet 1. 5. Frost and Textural Classification, see Sheet 2. 6. Unified Classification, see Sheet 3. Test Hole #E Depth in Feet From To Type of 0.0 1.0 1.0 2.0 2.0 7.0 7.0 10.0 Bottom of Test Hole: Frost Line: Free Water Level: Date ^a,ogged : 1/5/77 Table A WO #9525 Soil Description F-4, brown peat, damp,.soft, Pt. F-4, brown sandy silt, damp, stiff, NP, ML. F-4, brown gravelly sandy silt, damp, stiff, NP, ML. F-2, brown silty sand (with silt lenses), poorly graded, medium to fine, damp, medium density, SM.. 10.0' 0.5' None Observed Remarks: 1. Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. 2. Dry Strength, N=None, L=Low, M=Medium, H=High. 3. Group refers to similar material, this study only. 4. General Information, see Sheet 1. 5. Frost and Textural Classification., see Sheet 2. 6. Unified Classification, see Sheet 3. Type of Dry Sample Depth Blows/6" M% Sample Strength Group Temp.OF 1 2.5 - 16.2 G M E - 2 5.0 - 16.8 G L B 3 10.0 - 10.1 G N -L C - Remarks: 1. Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. 2. Dry Strength, N=None, L=Low, M=Medium, H=High. 3. Group refers to similar material, this study only. 4. General Information, see Sheet 1. 5. Frost and Textural Classification., see Sheet 2. 6. Unified Classification, see Sheet 3. Test Hole #F Depth in Feet None observed From To Type of 0.0 1.0 1.0 5.0 5.0 10.0 Datc jogged: 1/5/77 Table A WO #9525 Soil Description F-4,. brown peat, damp, soft, Pty -- F-4, brown sandy silt, damp, soft to stiff, NP, ML. F-4, brown gravelly sand silt (very gravelly 6.0' to 8.0'), damp, stiff, subrounded particles, 3" maximum size, ML. Bottom of Test Hole: 10.0' Frost Line: 0.5' Free Water Level: None observed Type of Dry Sample Depth Blows/6" M% Sample Strength Group Temp -OF 1 2.5' - 35.0 G M B - 2 5.0' - 19.6 G L B - 3 10.0' - 13.2 G L B - Remarks: 1. 2. 3. 4. 5. 6. Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. Dry Strength, N=None, L=Low, M=Medium, H=High. Group refers to similar material, this study only. General Information, see Sheet 1. Frost and Textural classification, see Sheet 2. Unified. Classification, see Sheet 3. Dat"',%ogged: 1/5/77 Test Hole #G Table A WO #9525 Depth in Feet From To Type Of Dry Blows/6" M% Sample Strength Soil Description 0.0 1.0 F-4, brown peat, damp, soft, Pt. 2 1.0 3.5 F-4, brown sandy silt, damp, soft to stiff, - 14.3 G M A - NP, ML. 1. Type of Sample, G=Grab, SP = Standard Penetration, 3.5 7.5 F-4, brown gravelly sandy silt, wet, stiff, 3. Group refers to similar material, this subrounded particles, 2" maximum size, ML. 7.5 10.0 F-4, brown gravelly sandy silt, wet, stiff, rounded particles, l" maximum size, ML. Bottom of Test Hole: Frost Line: Free Water Level: None Observed Sample Depth Type Of Dry Blows/6" M% Sample Strength Group Te mp.�F 1 2.5' - 38.5 G L B 2 5.0' - 21.1 G N -L A ry 3 10.0' - 14.3 G M A - Remarks: 1. Type of Sample, G=Grab, SP = Standard Penetration, 2. U = Undisturbed. Dry Strength, N=None, L=Low, M=Medium, H=High. 3. Group refers to similar material, this study only. 4. General Information, see Sheet 1. Sheet 2. 5. Frost and Textural Classification, see 6. Unified Classification, see Sheet 3. I Dat!ogged: 1/5/77 Test Hole #H Table A WO #9525 Depth in _Feet From To Soil Description 0.0 1.0 F-4, brown peat, damp, soft, Pt. 1.0 15.0 F-4, brown sandy silt (w/traces of gravel), damp, stiff, NP, ML. Bottom of Test Hole: 15.0' Frost Line: 0.5' Free Water Level: None Observed Type of Sample Depth Blows/6" Mo Sample 1 2.5 - 20.4 G 2 5.0 - 20.4 G 3 10.0 - 17.9 G 4 15.0 - 17.6 G Remarks: 1. 2. 3. 4. 5. 6. Dry Strength Group Temp.°F L B - L B L -M B - L -M B - Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. Dry Strength, N=None, L=Low, M=Medium, H=High. Group refers to similar material, this study only. General Information, see Sheet 1. Frost and Textural Classification, see Sheet 2. Unified Classification, see Sheet 3. Test Hole #I Table A WO #9525 Depth in Feet From To Soil Description 0.0 0.5 F-4, brown Peat, damp softy, Pt. 0.5 2.0 F-4, brown sand silt damp, P, stiff, NP, ML. 2.0 7.0. F-1, brown silty sand ravel dam to high density, —_ o �_, p, medium y, subrounded particles, 311 maximum size, GM. 7.0 16.0 F-4, brown, gravelly sandy silt, dam p, stiff to hard, NP, subrounded particles, 2" maximum size, ML. Bottom of Test Hole: Frost Line: Free Water Level: 16.0' 0.5' None Observed ry Sample Depth Blows/6" M% Type Sample£ Strength Group Temp.°F 1 2.5 - 15.8 G L -M F 2 5.0 - 7.2 G L -M F - 3 10.0 - 10.1 G L E - 4 15.0 - 9.6 G L E _ Remarks: 1. Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. 2. Dry Strength, N=None, L=Low, M=Medium, H=High. 3. Group refers to similar material, this study only. 4. General Information, see Sheet 1. 5. Frost and Textural Classification, see Sheet 2. 6. Unified Classification, see Sheet 3. Depth in Feet From To Type of 0.0 1.0 1.0 2.0 2.0 16.0 Bottom of Test Hole: Frost Line: Free Water Level: Soil Description F-4; brown peat, damp, soft, Pt. F-4, brown sandy silt, damp, stiff, NP, ML. F-4, brown gravelly sandy silt, damp, stiff, NP, subrounded particles, 3" maximum size, ML. 16.0' 0.5' None Observed Remarks: 1. Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. 2. Dry Strength, N=None, L=Low, M=Medium, H=High. 3. Group refers to similar material, this study only. 4. General Information, see Sheet 1. 5. Frost and Textural Classification, see Sheet 2. 6. Unified Classification, see Sheet 3. Type of Dry Sample Depth Blows/6" M% Sample Strength Group Temp.°F 1 5.0 - 11.5 G L A - 2 10.0 - 16.5 G L -M E - 3 15.0 - 13.9 G M E - Remarks: 1. Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. 2. Dry Strength, N=None, L=Low, M=Medium, H=High. 3. Group refers to similar material, this study only. 4. General Information, see Sheet 1. 5. Frost and Textural Classification, see Sheet 2. 6. Unified Classification, see Sheet 3. Test Hole #P-2 Depth in Feet From To Type of 0.0 0.5 0.5 2.0 2.0 7.0 7.0 16.0 Bottom of Test Hole: Frost Line: Free Water Level Dat -,Logged: 1/6/77 Table A WO ,#9525 Soil Description F-4, brown peat, damp, soft, Pt. F-4, brown sandy silt, damp, stiff, ML. F-1, brown silty gravelly 'sand, well graded, damp, medium density, rounded and subrounded particles, 3" maximum size, SM. F-4, brown gravelly sandy silt, damp, stiff, NP, subrounded particles, 2" maximum size, ML. 16.0' 0.5' None Observed Remarks: 1 2. 3. 4. 5. 6. Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. Dry Strength, N=None, L=Low, M=Medium, H=High. Group refers to similar material, this study only. General Information, see Sheet 1. Frost and Textural Classification, see Sheet 2. Unified Classification, see Sheet 3. Type of Dry Sample Depth Blows/6" M% Sample Strength Group Temp.°F 1 5.0 - 4.7 G L D - 2 10.0 - 13.8 G M E - 3 15.0 - 12.5 G M E - Remarks: 1 2. 3. 4. 5. 6. Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. Dry Strength, N=None, L=Low, M=Medium, H=High. Group refers to similar material, this study only. General Information, see Sheet 1. Frost and Textural Classification, see Sheet 2. Unified Classification, see Sheet 3. Test Hole Log -- Description Guide The soil descriptions shown on the logs are the best estimate of the soil's characteristics at the time of field examination and as such do nut achieve the precision of a laboratory testing procedure. If the log includes soils samples, those samples receive an independent textural classification in the laboratory to verify the field examination. The logs often include the following items: Depth Interval - usually shown to 0.1 foot, within that zone no signific.utt change in soil type was observed through drill action, direct observation or sampling. FrostClassification -- NFS, F1, F2, F3. F4, see "Soil Classification Chart _ Texture of Soil - An engineering classification of the soils by particle size and proportion, see "Soil Classification Chari', note the proportions arc approximate and modifications to the soil group due to stratification, inclusions and changes in properties are included. Moisture Content - this is a qualitative measure: dam, no or little apparent surface moisture, _ damp, moisture forms portion of -color, less than plastic limit, wet, no fru, water, often soft, if cohesive soil, saturated, free water may be squeezed out, if a free draining soil: dilater[ at natural moisture content, if a non -plastic silt or fine sand. (71 he moisture content is further defined by reference to PI, LW, NP, hl' , or dilacency.) Density -- refers to more -or -less non -cohesive soils, such as sand gravel mixtures with or without a fine fraction, derived from drilling action and!or Simple data; usually described as: %cry loose, loose, medium dense, very dense. General intent is to portray earthwork characteristics. Stiffness - refers to more or -less cohesive soils and fine grained silts of t rl ed --silt groups. Derived from drill action and/or sample data. Very soft, soft, stiff, very stiff and hard are commonly used terns. Particle size - The largest particle recovered by the split spoon is 1-3ift". Shelby tube 3", auger flights (minute -man) 2', Auger [lights (B-30 hollow stem) 6"-8". Larger particles ale described indirectly by action of the drilling and are referred to as cobbles, 3" to 3", or boulders g•'+. Therefore when reviewing the gradation sheets, if any, the description on the hole log must be considered for an indication of larger particles. Unified Soil Classification - This is a two letter rod,. See Uniiied C� ts>iticatiun shch[ luriurther d,fioition. In some cases AASHO and!or FAA soil-classifc tious may be .shown as well as the unified. Atterberg Limits,- useful for fine grained and other plastic soils. PI; natural moisture consent believed to be less than plastic limit Pit; natural moisture content believed to be between plastic and liquid limits Lw+; natural moisture content believed to be greater than liquid limit NP; ion -plastic, useful as a modifying description of some silty maoBria ls. Dil.nenuv - is the ability of water to migrate to the surface of a saturated or m;arly saturated soil sample,lien vibrated orjolrnd - used s an aid to don•nnin, if a Gnc grained so it is a slightly or nom plastic silt or a volcanic ash. 1/3 Rock flour - finely ground soil that is not plastic but otherwise appears sunr to a clayey silt. Organic Content - usually described as Peat, PT, sometimes includes txrete particles such as wood, coal, etc. as a modifier to an inorganic soil. Quantity described as; trace, or an estimate of volume, or. :n case of all organic, - as Peat. This may include tundra, muskeg and bog material. Muck - a modifier used to describe very soft, semi -organic deposits usually occuring below a peat deposit. Amorphus peat - organic particles nearly or fully disintegrated. Fibrous Peat - organic particles more -or -less intact. Bottom of Testhole - includes last sample interval Frost Line - seasonal frost depth as described by drilling action andior samples at the tine of drilling. Frozen Ground --. other than frost line, described by Simples, usually includes description of ice content, often .v ill include modified Unified Class; fica tion- for frozen soils - this is a special case related to permafrost studies. Free Water Level - The free .eater level noted during drillim i. This is not necessarily the static water able itthetime of drilling or at other seasons. Static water table determination in other than very permeable soils requires observation wells or piezometer installations, used only in special cases. Blow/6" - The number of blows of a lio weight free falling 30" to advance a ?" split spoon 6"; the number of blows for a 12" advance is, by definition, the standard penetration. natural moisture content of the soil sample, usually not performed on clean sands or gravels below the water table. Type of Satn Ple - SP, rclers to 2" split spoon driven into the soil by 140 pound weight, a disturbed sample, S, thin wall tube, "Shelby" used to obtain undisturbed samples of fine grained soil, - Q, "grab" disturbed sample from auger flights or wall of trench. L, cut sample, undisturbed sample from wall of trench. Dry Soren - a useful indicator of a soil's clayey fraction, N=None, L=Low,M =Nedium, H=High Group - The samples are placed into apparently similar groups based Oil color and texture and are arbitrarily assigned a group letter. Further disturbed tests inducting Atterberg Limits, grain size, moisture density relationship, etc. ouy he pert nnned on the group and are assumed to reflect the general diurubed characteristics of the soils assigned to the group. 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