The URL can be used to link to this page

Home My WebLink AboutDENALI INDUSTRIAL PARK BLK 1022 Heal .MUNICIPALITY OF ANCHORAGE and Environmental Protect Fourth Floor West 825 L Street Anchorage, Alaska 99501 264-4720 ................. ]~,I-~-~CTION REPORT ON-SITE SEWAGE DISPOSAL SYSTEM N ¼: PHONE MA 'rE R I AL NUMBER OF COMPARTMENTS Ir~bl'.3E LEI'~GTH_ INSIDE WIDTt-I LIQUID DEPTH LIQUID CAPACITY.__ GALLONS. TILE DRAIN FIELD: ~_ TOTAL LENGTH Di%1/~.NC[ I' ROt'.4 ~,','[LL ........... FOU,"J[}ATION ____N~ OF LINE ___ L)EPIlt: lO[-' OF TILL_ tO I Ir,$1S~t Gi,tAr)E MAI'EF~IAL BENEATH TILE IN. ABOVE TILE IN. SEEPAGE PIT: DI,,~METER ~OR WIDTH .... Log Crib Rings Crib Size: BLJi,._[]Ir,hL~ FC, tJ:,I[3A]ION .... NEAREST LOT LINE LENGTH ,,, DEPTH DEPFt~I__ DISTANCE FROM: WELL TOTAL EFFECTIVE A[-'SORPTtON AREA (WALL AREA) SQ. FT. ~11 lass: Depth: ell Distance To: Lot Line ldg: Sewer Line: ipe M~terials: of Bedrooms: nstaller: emarks:. SEWAGE DISPOSAL SYSTEM -- APPLICATION AND PERMIT INSTALLATION Of: SEPTIC TANK SEEPAGE PIT DRAIN FIELD :/OTHER EI~CED THROUGH TO ~E I~STAL~ED BY SOil TEST RESULTS ~ ~ ~ NO~: THIS PERMIT IS NOT VALID WITHOUT ~IL Tilt COMPLETION DATE ANTICIPATED FINAL INSPECTION: 24 HOUR NOTICE REQUIRED. BACKFILLING OF ANY SYSTEM WITHOUT FINAL INSPECTION BY THE DEPARTMENT Of ENVIRONMENTAL QUALITY AUTHORITY WILL BE SUBJECT TO PROSECUTION. SEPTIC TANK SIZE:~d' '~;~11 TYPE ~ ~' ~:~ / sEEPAGE AREA SIZE /~ '~l~ ~ TYPE ~"'2~'~ ~--~ ..' MINIMUM DISTANCES, REQUIREMENTS FOUNDATION TO SEPTIC TANK FOUNDATION TO SEEPAGE PIT SEPTIC TANK TO SEEPAGE Pit WALL SEPTIC tank .,seePAGE Pit TO NEAREST LOT LINE. WELL TO SEPTIC TANK DRAIN FIELD WATER MAIN TO SEPTIC TANK DRAIN FIELD SEPTIC TANK, , SEEPAGE PIT TO RIVER, LAKE, STREAM. DRAIN FIELD , DRAIN FIELD SEEPAGE PIT ALSO CONSIDER AREA WELLS. SEEPAGE PIT , DRAIN FIELD CAST IRON INTO AND OUT Of SEPTIC TANK AND INTO CRIB CROSSING GAP OF EXCAVATION 5 FEET INTO UNDISTURBED SOIL. 4 INCH Diameter CAST IRON SIPHON PIPES ON SEPTIC TANK AND SEEPAGE PIT Fitted WITH AIRTIGHT REMOVABLE CAPS. DIAGRAM OF SYSTEM GRAVEL BACKFILL CONFORM TO BOROUGH REGULATIONS REGARDING INSTALLATION. LICENSED DESIGNER I CERTIFY THAT I AM FAMILIAR WITH THE REQUIREMENTS OF GREATER ANCHORAGE AREA BOROUGH ORDINANCE NO. 28-65 AND THAT THE ABOVE DESCRIBED SYSTEM IS IN ACCORDANCE WITH SAID CODE. FORM NO. E~-OI 6 CONSULTANTS, INC. 50z4 CORDOVA · BOX 6087 · ANCHORAGE, ALASKA 995G2 · PH. 907-279-0483 · TLX. 090-25360 R~-.M ENGINEERS September 20, 1977 R & M No. 753501 Municipality of Anchorage Department of Environmental Quality Anchorage, Alaska Re: Stack Steel Fabrication Shop On-site Sewage Disposal System Gentlemen: Transmitted with this letter is our design for an on-site sewage disposal system for the above referenced project. Also included is a copy of our soils report prepared for Pacific Investment Co., and dated August 16, 1977. Please review the design for conformance to Municipality Standards. Upon determining compliance please approve the system so that a permit may be obtained. The design is based on an occupancy of sixty (60) employees and a per capita daily flow of twenty five (25) gallons. The seepage bed was sized using a soil absorption rate of 1.3 gpd/sq.ft.. This was determined using the results of the percolation test included in the soils report. The entire system was designed according to guidelines set forth in the Manual of Septic Tank Practice. Timely review of the enclosed transmittal will be appreciated. Should there be any questions or comments concerning the design, please do not hesitate to contact us. Very truly yours, R & M CONSULTANTS Warren L. Enyeart Staff Engineer WLE/rds cc: Stack Steel ANCHORAGE FAIRBANKS JUNEAU VALDEZ WASILLA August 16, 1977 R&M No. 751208 Pacific Investment Company 500 S. Lander Street Seattle, Washington 98134 Attention: Mr. Harold Stack Subject: Soil Investigation for Sanitary Sewer System, Block 1, Denali Industrial Park, Anchorage, Alaska Dear Mr. Stack: At your request of August 1, 1977, we conducted a subsurface soils investigation at the proposed location of the sanitary sewer system on the subject lot. The investigation complied with those procedures required by the Municipality of Anchorage Department of Health and Environmental Protection. That investigation is described in detail in our letter to you dated August 4, 1977. Our original investigation showed conditions that were unfavorable for the installation of a septic system. On August 11, 1977, we returned to the site to conduct a second investigation which consisted of four test holes drilled to the depths indicated in Drawings A-02 and A-03. The test holes were sited according to Rob Stack's instructions and their locations are shown in attached Drawing A-01. Drilling was accomplished with a rotary drill rig using continuous flight solid-stem auger with an outside diameter of 6 inches. Samples were taken at the depths shown on the soils logs in Drawings A-02 and A-03. The samples will be held in storage at our lab for approximately six months.~ In addition, all material brought to the surface by the augers was cont±nuously monitored by an experienced engineering geologist. The topography at the drilling site is generally horizontal. At the time of the investigation the site had been stripped and filled. The soils encountered in the bore holes are shown in the test hole logs in Drawings A-02 and A-03. The symbols Used in Drawings A-02 and A-03 are explained in Drawings B-01 and B-02. These logs display specific conditions encountered at the test locations. However, subsurface conditions may vary in other parts of the lot without any apparent surficial evidence of the change. Groundwater was encountered in the test holes at the depths indicated. Bedrock was not encountered. At the time the holes were drilled seasonal frost was not present, and permafrost was not encountered. A sixth test hole was drilled adjacent to test hole ~3 to a depth of 10 feet. A percolation test was performed within the bore hole at the depth shown in the attached Table 1. All depths were measured from the top of the hole. The data in Table 1 show average infiltration from the depths indicated to the bottom of the hole. The measured percolation rate was 13.3 minutes per inch. We appreciate this opportunity to be of service to you. Please contact us if you have any questions concerning this letter or if we can be of additional service. Very truly yours, R & M CONSULTANTS, INC. Steph~nie Hoag, Staff Geologist Jim McCaslin Brown, PhD Head, Earth Science Dept. SH:~4B/rs Attachments: Drawings A-01, A-02, A-03, B-01, B-02, Table 1 T.H. 1 (8-2-77) 45~ ~Corner I IConcrete Pier T'H'2I 20' = ;~ T.H. 3 70' Future Office Area BUILDING U~IDER CONS TRUCTI ON 4T.H. 4 7' ~Pier 36t 100' Pier 16A RAILROAD TRACKS Distances shown are approximate and have not been measured by survey methods. R&M CONSULTANTS, INC. IF'B' LOCATION DIAGR~2~ GRID: PAC ZFZC IN~mSTMEN~ CO~m~M¥ ! / PRO J. NO. 751208 JL°wG.~°. ~-o~ '~ 3.0'W.D. V T.H. 2 8-11-77 S~D WITH SO~ G_~AVEL (S~) (Fill) Bro~, Slightly Moist SA!~D WITH SO~gE SILT AND CLAY (S~I) Brown, ~{oist 0.0m 5.0m 7.5' T.D. T. H. 3 8-11-77 0.0' GRAVELLY SA}~D (SW) (Fill) Brown, ~oist, ~edium Dense 5.0I SILTY SA~D, TRACE CLAY (S~I) Grey, ~ioist, Medium Dense Uet: 7-9 ' SILT WITH SO~,~ S~D AND CLAY (ML) Grey, Very ~ist, Soft -- 12.0' 20.0' T.D. .~ R AWN 8Y :,HECKE0 8¥ iDATE 8-15-77 SCALE 1-=3, S~H PROJECT NO DRA',NI NG NO. 751208 A-02 i;:I&Ni CONSULTANTS, mNC. TEST HOLE LOGS PACIFIC I}]VEST}~NT CO. A 10.5'W.D T.H. 4 8-11-77 0.0' GRAVELLY SAMD (SW) (Fill) Brown, .Moist, Medium Dense SILTY SAND W/TRACE GRAVEL (SM) Grey, Moist 3.0' SAHD W/SO~. SILT (SM) Grey, Wet --7.0' T.H. 5 8-11-77 GRAVELLY SAND (SW) (Fill) B SILT W/TRACE SAND kND GRAVEL (~IL) Brown, Slightly Moist 0.0~ ~ 5 SILTY S~LND (SM) Brown, Moist, Medium Dense 8.0' SA~D W/SO~{E SILT (SM) Coarse, Brown, Wet '15.0' T.D. 15.0' T.D. I OaTE: 8'~.1_ 5--77 CONSULTANT_c:;. I.RoaEc'r NO 751208 DRAWING NO. A-03 TEST HOLE LOGS PACIFIC I~IVEST~NT CO. TABLE I PERCOLATION TEST Pacific Investment Co. (Stack Steel) R & M NO. 751208 TI~ 2:05 2:06 2:07 2:08 2:09 2:10 2:11 2:12 2:13 2:14 2:15 2:20 2:25 2:30 2:35 2:45 2:55 3:05 ELAPSED TIME 0 1 2 3 4 5 6 7 8 9 10 15 2O 25 30 40 50 60 FEET .775 .8 .8 .8 .85 .85 .85 .85 .85 .875 .875 .9 .95 ,975 1.0 1.05 1.1 1.15 Total Drop: DROP IN FEET .000 .025 .000 .000 .050 .000 .000 .000 .000 .025 .000 .025 .050 .025 .025 .050 .050 .05O .375 Feet or 4.5 inche~ 13.3 minutes/inch SOILS CLASSIFICATION~ CONSISTENCY AND SYMBOLS CLASSIFICATION: Identification and classification of the soil is accomplished in accordance with the Unified Soil Classification System. Normally, the grain size distribution determines classification of the soil. The soil is defined according to major and minor constituents with the minor elements serving as modifiers of the major elements. For cohesive soils, the clay becomes the principal noun with the other major soil constituents used as modifier; i.e. silty clay, when the clay particles are such that the clay dominates soil properties. Minor soil constituents may be added to the classification breakdown in accordance with the particle size proportion listed below; i.e. sandy silt w/some gravel, trace clay. no call - 0 - 3% trace - 3 - 12% some - 13 - 30% SOIL CONSISTENCY - CRITERIA: Soil consistency as defined below and determined by normal field and laboratory methods applies only to non-frozen material'. For these materials, the influence of such factors as soil structure, i.e. fissure systems, shrinkage cracks, slickensides, etc., must be taken into consideration in making any correlation with the consistency values listed below. In permafrost zones, the consistency and strength of frozen soils may vary significantly and unexplainably with ice content, thermal regime and soil type. C ohe s{onle s s N*~olows/ft) Relative Density Loose 0- I0 Medium Dense 10 - 30 Dense 30 - 60 Very Dense - 60 *Standard Penetration "N": 0 to 40% 40 to 70% 70 to 90% 90 to 100% Blows per foot of a I40-pound hammer falling 30 inches on a 2-inch OD split-spoon except where noted. Cohesive T- (tsf) Very Soft Soft Stiff Firm Very Firm Hard 0 - 0.25 0.25- 0.5 0.5 -1.0 1.0 - 2.0 2.0 -4.0 -4.0 DRILLING SYMBOLS WO: Wash Out WD: WL: Water Level BCR: WCI: Wet Cave In ACR: DCI: Dry Cave In AB: WS: While Sampling TD: While Drilling Before Casing Removal After Casing Removal After Boring Total Depth Note: Water levels indicated on the boring logs are the levels measured in the boring at the times indicated. In pervious unfrozen soils, the indicated elevations are considered to represent actual ground water conditions. In impervious and frozen soils, accurate determinations of ground water elevations cannot be obtained within a limited period of observation and other evidence on ground water elevations and conditions are required. Engineering ~ Geological Consultants Inc. ANCHORAGE FAIRBANKS ALASKA UU.EAU GENERAL NOTES Immo,J. NO. GENERAl_ IOWO NO. BoOI STANDARD SYMBOLS ~----~----~ ORGANIC MATERIAL ~ COBBLES ~ BOULDERS ~ R CLAY ~ CONGLOMERATE ~ IGNEOUS ROCK METAMORPHIC ROCK ICE, MASSIVE ICE - SILT ORGANIC SILT SANDY SILT SILT GRADING TO SANDY SILT SANDY GRAVEL, SCATTERED COBBLES (ROCK FRAGMENTS) INTERLAYERED SAND ~ SANDY GRAVEL SILTY CLAY w/'i'R SAND SAMPLER TYPE SYMBOLS St ..... 1.4" SPLIT SPOON WITH '47# HAMMER Ss ..... 1.4" SPLIT SPOON WITH 140# HAMMER SI ..... ;).5" SPLIT SPOON WITH 140# HAMMER Sh ..... 2.5" SPLIT SPOON WITH 340# HAMMER Sx ..... 2.0" SPLIT SPOON WITH 140-/r~ HAMMER Sz ..... [4" SPLIT SPOON WITH 340# HAMMER Sp ..... 2.5" SPLIT SPOON, PUSHED Hs ..... 1.4" SPLIT SPOON DRIVEN WITH AIR HAMMER HI ..... 2.5" SPLIT SPOON DRIVEN WITH AIR HAMMER NOTE: SAMPLER TYPES ARE EITHER NOTED ABOVE THE BORING LOG SAMPLE DEPTH. Ts.... SHELBY TUBE Tm .... MODIFIED SHELBY TUBE Pb .... PITCHER BARREL Cs .... CORE BARREL WITH SINGLE TUBE Cd .... CORE BARREL WITH DOUBLE TUBE Bs .... BULK SAMPLE A ..... AUGER SAMPLE G ..... GRAB SAMPLE OR ADJACENT TO IT AT THE RESPECTIVE TYPICAL BORING LOG BOR/AIG NUMBER..~T' H..~0- 15 DATE DRILLED.-~iO- 21- 70 SAMPLER TYPE.~ Ss AFTER BORING 9'A WA TEl? WHILE FROZEN Elev. 274.6 =,---ELEVATION IN FEET All Somples Ss'~SAMPLER TYPE O' ORGANIC- MATERIAL I' Consid. Visible Ice 0'-7' ICE-PML ICE -SILT Estimote 65% Visible Ice Q 90, 56.2°/o,80.5pcf~, ML-t- 7' SANDY SILT ~STRATA CHANGE ~APPBOXIMAT~ ~T~ATA C~NG~ 12' LiHle toNoVisible Ice I~L30' Vx ~ICE, DEECRIPTION ~ C~IFICARON Ss ~ 72, 5ZI °}o, 85.9 pcf, 28~ GP~ (CORPS OF ENGINEEPS METHOD) ~ ~ ~ ~ ~ ~U~FI~D OP FAA CLASEIFICAT/ON ~ ~ ~ ~ --TEMPE~ATUP~ °F __ ~ ~ ~ -- D~Y DENSITY " ~ - ~--WATE~ CONTENT ~ BLOWE/FOOT SAMPL~ NUMBER SANDY GRAVEL 26' Cd 95 SCHIST ~ GENERALIZED SOIL 0~ ~K DESC~IPTIO~ ~ LOCATION 50'~DPIZ~ DEPTH ~' '' ~ ~ WEIGHT~ AVEPAG~ · ADDITIONAL DATA AVAILABLE ON EUPPLEMENTAL LAB ~HEETE R ~ M= CONSULTANTS, INC. EXPLANATION OF SELECTED SYMBOLS LDS lC~KO BY GLB ~NO. Rr-.M CONSULTANTS, I~,JC. 5024 CORIDOVA · BOX 6087 · ANCHORAGE, ALASKA 99562 · PH. 907-279-0493 · TLX. 090-25360 August 31, 1977 R&M No. 753501 Municipality of Anchorage Department of Health and Environmental Protection 825 "L" Street Anchorage, Alaska 99501 Re: Stack Steel Fabrication Plant Gentlemen: Mr. Rob Stack has requested that I supply your office with additional published data that would aid your office in establishing sewage flows at the subject site. Amos Alter in the CRREL Monograph "Sewerage and Sewage Disposal in Cold Regions" in Appendix A states that the suggested sewage volume for design purposes in an industrial building is 15 gpcd. In Wastewater Treatment Systems for Rural Communities by Goldstein and Moberg tables 8 and 9 suggest a design value of 25 gpcd for factories without showers. Hopefully this information will be of use to you. Very truly yours, R & M CONSULTANTS, INC. William A. Robertson, P.E. Senior Engineer WAR/rds enclosure ANCHORAGE FAIRBANKS JUNEAU VALDEZ WASILLA APPENDIX A 91 Suggested sewage volume and B.O.D. for various services. Gallons Per Day Pounds 5-Day B.O.D. Per Day Airports Each employee 15 Each passenger 5 Bars ~h employee 15 Each customer 2 Camps and Resorts Construction camp 50 Summer camp 50 Tourist camp 50 Trailer camp 50 Country Club Each employee 15 Each member present 50 Hospitals Each bed 200 Hotels Each employee 15 Each guest 50 Industrial Building (Excluding induslxy and restaurant) Each employee 15 Institutions other than Hospitals Each patient 100 Laundry (Self-service) Each machine 500 Motels Each roum 125 Offices Each employee 15 Parks (Sanitary wastes only) 5 Residen tim Avercge home, each person 75 Better home, each person 90 Luxury home, each person 100 Semi-modern home, each person 50 Commercial apartments 75 Re stauran ts Each employee 15 Each meal 4 Schools Boarding, each student 75 Day school, elementary 20 Day school, high 30 Service Stations Each employee 15 Each automobile 10 Swimming Pools Each employee 10 Each customer 10 Theaters (Drive-in) Each car stall 5 0.05 0~02 0.05 0.01 0.15 0.15 0.15 0.15 0.05 0.05 0.30 0.05 '0.15 0.05 0.20 0.50 0.15 0.05 0.01 0.17 0.20 0.15 0.17 0.06 0.04 0.15 0.06 0. O9 0.05 0.04 0.03 0.03 0.02 000~ mmmO 0 n o rn _o o IE E E E E 0 0 ~o 0 0 0 0 C E IE E :E is E E E E _c E ~0 0 ~ 0 0 ~ 0 Cx~ 0 0 0 o 00 o ~'~ 0 LO ~ s-- LO 0 0 ~D ~ ~ 0 FOR THE NORTHWESt October 10, 1977 Fr. Joe Blair Dept~ of Health and Environmental Protection 825 L Street Anchorage, Alaska 99501 Dear Fr. Blair: This letter is to notify you of a change in conditions which may affect the operation of our sewage disposal system. Our new fabricating facility is located at 1200 W. Dowling Rd. A septic tank and drainfield design was approved by your office and work begun several days ago. Upon trenching, we encountered ground water approximately 4 feet below the surface. This condition was unexpected since previous test holes indicated a water table approximately 11 feet below the surface. In discussions with our engineers, R & ~Consultants, they feel this condition may be due to construction, seasonal fluxuations or surface water build up due to lack of drainage ditches. As of last week, ditches have relieved ponding that occurred during recent rainy weather, and it is hoped that by next year the water table will have stablized at a lower level. We hereby request that a holding tank be put in for this year and part of next year, until soil conditions allow for installation of a septic tank- leachfield system. We have contacted three tank pumping companies who have assured us their services are available. The economics of pumping are not appealing so we hope that a drainfield or sewer hook-up may be possible in the near future. We appreciate your review of our situati6n. Very Truly Yours Robert H. Stack Stack Steel Co. of Alaska rhs/daj gust 16 ~ R&M NO. 751208 Pacific Investment Company 500 S. Lander Street Seattle, Washington 98134 Attention: Mr. Harold Stack Subject: Soil Investigation for Sanitary Sewer System, Block 1, Denali Industrial Park, Anchorage, Alaska Dear Mr. Stack: At your request of August 1, 1977, we conducted a subsurface soils investigation at the proposed location of the sanitary sewer system on the subject lot. The investigation complied with those procedures required by the Municipality of Anchorage Department of Health and Environmental Protection. That investigation is described in detail in our letter to you dated August 4, 1977. Our~ri~al investigation showed conditions that were unfavorable for the installation of a septic system. On August 11, 1977, we returned to the s~--eto ~onduct a second investigation which c_oon~d of foDr test -~illed to the depths indicated in Drawings A-02 and A-03. The test holes were sited according to Rob Stack's instructions and their locations are shown in attached Drawing A-01. Drilling was accomplished with a rotary drill rig using continuous flight solid-stem auger with an outside diameter of~ 6 inches. Samples were taken at the depths shown on the soils logs in Drawings A-02 and A-03. The samples will be held in storage at our lab for approximately six months. 'In addition, all material brought to the surface by the augers was continuously monitored by an experienced engineering geologist. The topography at the drilling site is generally horizontal. At the time of the investigation the site had been stripped and filled. The soils encountered in the bore holes are shown in the test hole logs in Drawings A-02 and A-03. The symbols Used in Drawings A-02 and A-03 are explained in Drawings B-01 and B-02. Thes~ logs display specific conditions encountered at the test locations. However, subsurface conditions may vary in other parts of the lot without any apparent surficial evidence of the change. Groundwater was encountered in3~ . t___est__holes at t ' ' . Bedrock was not encountered. At the time the holes were drilled seasonal frost was not present, and permafrost was not encountered. A sixth test hole was drilled adjacent to test hole ~3 to a depth of I0 feet. A percolation test was performed within the bore hole at the depth shown in the attached Table 1. All depths were measured from the top of the hole. The data in Table 1 show average infiltration from the depths indicated to the bottom of the hole. The measured percolation rate was 13.3 minutes per inch. /~O ~ We appreciate this opportunity to be of service to you. Please contact us if you have any questions concerning this letter or if we can be of additional service. Very truly yours, R & M CONSULTANTS, INC. Stephanie Hoag, Staff Geologist Jim McCaslin Brown, PhD Head, Earth Science Dept. SH:JMB/rs Attachments: Drawings A-01, A-02, A-03, B-01, B-02, Table 1 T.H. 1 (8-2-77) _ ~ -10~ 10' T.H.2 RAILROAD TRACKS ~ T.H'. 3 70' Future Office Area !.H. 4 7' Pier 36t Pier 16A Corner Concrete Pier BUILDING ~IDER CONSTRUCTION Distances shown are approximate and have not been measured by survey methods. R&M CONSULTANTS, INC. LOCATION DIAGRAM PACIFIC I~;EST~.NT CO~ANY LOWg.~. 751208 A-O1 T.H. 2 8-11-77 -:.'t~ SAND WI~Tt SO,rE GRAVEL i!~. (S~.~) .'0:-:. Brown, Slightly Moist 3.0'W.D. · SAND WITH SOtek. SILT AND CLAY (SM) Brown, Moist 0.0' 5.0' 7.5'T.D. T.H. 8-11-77 0.0' GRAVELLY SAND (SW) (Fill) Brown, Moist, Medium Dense -- __ 5.0' SILTY SAND, TRACE CLAY (SM) Grey, Moist, Medium Dense ~et: 7-9 ' ll.0'W.D. ..... 12.0' SILT WITH SO~E SAND A~ID CLAY (ML) Grey, Very Moist, Soft 20.0' T.D. o~a*~ e, {~r~ 8-15-77 '=I"~CKED BY j SCALE ~o 751208 NO. 1 "= 3 ' A-02 R&M CONSULTANTS, INC, TEST HOLE LOGS PACIFIC INVESTI~ENT CO. SOILS CLASSIFICATION~ CONSISTENCY AND SYr~I-BOLS CLASSIFICATION: Identification and classification of the soil is accomplished in accordance with the Unified Soil Classification System. Normally, the grain size distribution determines classification of the soil. The soil is defined according to major and minor constituents with the minor elements serving as modifiers of the major elements. For cohesive soils, the clay becomes the principal noun with the other major soil constituents used as modifier; i.e. silty clay, when the clay particles are such that the clay dominates soil properties. Minor soil constituents may be added to the classification breakdown in accordance with the particle size proportion listed below; {. e. sandy silt w/some gravel, trace clay. no call - 0 - 3% trace - 3 - 12% some - 13 - 30% SOIL CONSISTENCY - CRITERIA: Soil consistency as defined below and determined by normal field and laboratory methods applies only to non-frozen material'. For these materials, the influence of such factors as soil structure, i.e. fissure systems, shrinkage c~acks, slickensides, etc., must be taken into consideration in making any correlation with the consistency values listed below. In permafrost zones, the consistency and strength of frozen soils may vary significantly and unexplainably with ice content, thermal regime and soil type. Cohesionless N*Colows/ft) Relative Density Loose 0- 10 Medium Dense I0- 30 Dense 30 - 60 Very Dense - 60 *Standard Penetration "N": 0 to 40% 40 to 70% Y0 to 90% 90 to 100% Blows per foot of a I40-pound hammer falling 30 inches on a 2-inch OD split-spoon except where noted. Cohe sive T- (tsf) Very Soft Soft Stiff Firm Very Firm Hard 0 - 0.25 0.25 - 0.5 0.5 -I.0 1.0 - 2.0 2.0 -4.0 -4.0 DRILLING SYMBOLS WO: Wash Out WD: WL: Water Level BCR: WCI: Wet Cave In ACR: DCI: Dry Cave In AB: WS: While Sampling TD: While Drilling Before Casing Removal After Casing Removal After Boring Total Depth Note: Water levels indicated on the boring logs are the levels measured in the boring at the times indicated. In pervious unfrozen soils, the indicated elevations are considered to represent actual ground water conditions. In impervious and frozen soils, accurate determinations of ground water elevations cannot be obtained within a limited period of observation and other evidence on ground water elevations and conditions are required. . : Engineering ~ Geological Consultants Inc. · ~c.o.~e[ F4,,,*,KS ALASKA Ju,e~u GENERAL NOTES DATE 5-1-72 tSC~LE: N/A IOWN BY LOS C. KO mY GLB P~lOU. NO. GENERAL NO. 8-OI STANDARD SYMBOLS ORGANIC MATERIAL ~ CLAY ~ SI LT ~ SAND --~ GRAVEL J~ COB~..ES 8~ BOULDERS CONGLOMERATE SANDSTONE MUDSTONE LIMESTONE IGNEOUS ROCK ~ SANDY SILT METAMORPHIC ROCK ~ SANDySILT GRADINGsJLT TO SANDY GRAVEL, ICE, MASSIVE SCATTERED COBBLES (ROCK FRAGMENTS} INTERLAYERED SAND ICE - SILT 8~ SANDY GRAVEL ORGANIC SILT ~ SILTY CLAY w/TR SAND SAMPLER TYPE SYMBOLS SI ..... 1.4" SPLIT SPOON WiTH 47# HAMMER Ss ..... 1.4" SPLIT SPOON WITH 140# HAMMER SI ..... 2.5" SPLIT SPOON WITH 140# HAMMER Sh ..... 2.5" SPLIT SPOON WITH 340-~ HAMMER Sx ...... 2.0" SPLIT SPOON WITH 140# HAMMER Sz ..... 1.4" SPLIT SPOON WITH 340~ HAMMER Sp ..... ;>.5" SPLIT SPOON, PUSHED HS ..... 1.4" SPLIT SPOON DRIVEN WITH AIR HAMMER HI ..... 2.5" SPLIT SPOON DRIVEN WITH AIR HAMMER NOTE: SAMPLER TYPES ARE EITHER NOTED ABOVE THE BORING LOG SAMPLE DEPTH. Ts .... SHELBY TUBE Tm .... MODIFIED SHELBY TUBE Pb .... PITCHER BARREL Cs .... CORE BARREL WITH SINGLE TUBE Cd .... CORE BARREL WITH DOUBLE TUBE Bs .... BULK SAMPLE A ..... AUGER SAMPLE G ..... GRAB SAMPLE OR ADJACENT TO IT AT THE RESPECTIVE M D~TE 2-16- 72 SAMPLER TYPE~,Ss AFTER BORING WATE'R TA8~ 11.5'1 WHILE DRII LIIVG'~ FROZEN TYPICAL BORING LOG BORING NUMBER....~,.T' H. 30-15 Efev. 2746 ,,~- ELEVATIO/V IN FEET DATE D/?ILLED..~,IO_21.70 All Somples Ss~SAMPLER TYPE O' ORGAN I~ MATERIAL Cons~d. Visible Ice 0'-7' ICE+ML ICE -SILT Est~mQte 65% V~s~blelce ~ 90, 56.2°/o,80. Spcf~, ML· SANDY SILT ~ET~ATA CHANGE ~APPROXIMATE ET~AT~ ~NGE Little toNoVisible Ice 15L~O' Vx ~IC~ DESCRIPTION 8 C~IFICATION Ss ~ 72, 57.1°/o,85.9~cf, 28~ GP~ (CORPS OF~NGIN~S M~THOD) ~ ~ ~ -- DRY DENSI~ ,' SAMPLE NUMBER SANDY GRAVEL Cd 95 26' SCHIST ~ GENERALIZED ~01~ SAMP~ &OCATION ~ ~IGHT~ AVERAGE · ADDITIO~ DATA AV~&ABLE ~U~EME~AL CONSULTANTS, INC. EXPLANATION OF SELECTED SYMBOLS SCALE NONE OWN BY LDS CHKD BY GLB ~'~oa. NO. GENERAl NO. B-02' TABLE I PERCOLATION TEST Pacific Investment Co. (Stack S~eel) R & M NO. 751208 TI~ 2:05 2:06 2:07 2:08 2:09 2:10 2:11 2:12 2:13 2:14 2:15 2:20 2:25 2:30 2:35 2:45 2:55 3:05 ELAPSED TIME 0 1 2 3 4 5 6 7 8 9 10 15 2O 25 3O 40 50 60 FEET .775 .8 .8 .8 .85 .85 .85 .85 .85 .875 .875 .9 .95 .975 1.0 1.05 1.1 1.15 Total Drop: DROP IN FEET .000 .O25 .000 .000 .050 .000 .000 .000 .000 .025 .000 .025 ~050 .025 .025 .050 .050 .05O .375 Feet or 4.5 inches 13.3 minutes/inch t Company 500 S. Lander Street Seattle, Washington 98134 Attention: Mr. Harold Stack Subject: R&M No. 751208 ! Soil Investigation for Sanitary Sewer System, Block 1, Denali I~dustrial Park, Anchorage, Alaska Dear Mr. Stack: At your request of August 1, 1977, we conducted a subsurface soils investigation at the proposed location of the sanitary sewer system on the subject lot. The investigation complied with those procedures required by the Municipality of Anchorage Department of Health and Environmental Protection. This investigation, which was accomplished on August 2, 1977, consisted of a test hole drilled to a depth of 20 feet below the existing ground surface. The test hole was sited according to your instructions and its location is shown in attached Drawing A-01. Drilling was accomplished with a rotary drill rig using continuous-flight solid-stem auger with an outside diameter of 6 inches. A sample was taken at the depths shown on the soils log in Drawing A-01. The sample will be held in storage at our lab for approximately six months. In addition, all material brought to the surface by the augers was continuously monitored by an experienced engineering geologist. The topography at the drilling site is generally horizontal. At the time of the investigation the site had been stripped and filled. The soils encountered in the bore hole are shown in the test hole log in Drawing A-01. The symbols used in Drawing A-01 are explained in Drawings B-01 and B-02. This log displays specific conditions encountered at the test location. However, subsurface conditions may vary in other parts of the lot without any apparent surficial evidence of the change. Groundwater was encountered in the test hole G a depth of 9.5 feet. Bedrock was not encountered. At the time the hole was drilled seasonal frost was not present. A percolation test was not performed within the test hole. Because of the poorly-draining soils encountered near the surface, it is recommended that a second soils investigation be conducted after additional fill is placed on the site. August 4, 1977 Mr. Stack: Page -2- We appreciate this opportunity to be of service to you. Please contact us if you have any questions concerning this letter or if we can be of additional service. Very truly yours, R & M CONSULTANTS, INC. / Stephanie Hoag Staff Geologist SH:JMB/sl Attachments: Drawings A-0I, B-01, B-02 Jim McCaslin Brown, Ph.D~ Head, Earth Science Department ...... LOCATION SKETC~t TEST HOLE LOG I Scale: 1"-3' 0' ~ SAND w/ TRACE SILT AND ~ TRACE GRAVEL (SP) Fill N ...:.-I Very Moist, Brown ----' PEAT (Pt) RAILROAD TRACKS 7 CLAYEY SILT (ML) , _--// Blue-Grey ~ Moist to 9.5 ...... -' ! i Very Wet 9.5 - 20' -----2 10' 10' W.D__~ · ~--OTH_1 '___~' 45' : ~- BUILDING L---i (UNDER / 7-----_- CONSTRUCTION) Pier, Corner of Building of test hole 5.2' below top Top of concrete pi~er."_~/ Not to Scale ~/ 20'T.D. Distances shown are approximate and have Groundwater was not encountered at 9.5' not been measured by surveying methods, while drilling. This log depicts subsurface soils observed within the test hole at the location shown. See Drawings B-01 and B-02 for explanation of symbols. ' \ "~ ~F.B. DW N:~ 'l' ~ : -- LOCATION SKETCH AND CKD: S~ I:I~,~M CON~C~UL.'FANTS. INC. TEST HOLE ~ ........................ PROd. NO 751208 DA15:8-2-77 PACIFIC INVESTMENT CORP. DWG. NO. A-01 SCALE:see above ~ ~ ~ i , ~ STANDARD SYMBOLS COBBLES ~ BOULDERS CONGLOMERATE SANDSTONE MUDSTONE LIMESTONE ORGANIC MATERIAL CLAY SILT SAND G RAV EL IGNEOUS ROCK METAMORPHIC ROCK ICE, MASSIVE ICE - SILT ORGANIC SILT SAMPLER TYPE SYMBOLS St ..... 1.4" SPLIT SPOON WITH 4?# HAMMER Ss ..... 1.4" SPLIT SPOON WITH 140# HAMMER SI ..... 2.5" SPLIT SPOON WITH 140# HAMMER Sh ..... 2.5" SPLIT SPOON WIT,H :540# HAMMER Sx ..... 2.0" SPLIT SPOON WITH 140# HAMMER Sz ..... 1.4" SPLIT SPOON WITH $40# HAMMER Sp ..... 2.5" SPLIT SPOON, PUSHED HS ..... 1.4" SPLIT SPOON DRIVEN WITH AIR HAMMER SANDY SILT SILT GRADING TO SANDY SILT SANDY GRAVEL, SCATTERED COBBLES (ROCK FRAGMENTS) INTERLAYERED SAND 8~ SANDY GRAVEL SILTY CLAY w/~l'R SAND Ts .... SHELBY TUBE Tm .... MODIFIED SHELBY TUBE Pb .... PITCHER BARREL Cs .... CORE BARREL WITH SINGLE TUBE Cd .... CORE BARREL WITH DOUBLE TUBE Bs .... BULK SAMPLE A ..... AUGER SAMPLE G ..... GRAB SAMPLE HI ..... 2.5" SPLIT SPOON DRIVEN WITH AIR HAMMER NOTE: SAMPLER TYPES ARE EITHER NOTED ABOVE THE BORING LOG OR ADJACENT TO IT AT THE RESPECTIVE SAMPLE DEPTH. ReM ~'rE 2- 16-72 ~0542~2 TYPICAL BORING LOG 80RING NUMBER-.~.T H..~0- 15 DATE DRILLED...,a,,iO- 21- 70 SAMPLER TYPE.ss AFTER BORING WATER 11.5" WHILE DfEtLING~ FROZEN Elev. 274.6 .~-- ELEI/AT/ON IN FEET Ss,,~.~ SAMPL~R TYPE All Samples O' ORGANIC- MATERIAL I' Consid. Visible Ice 0'-7' ICE-t-ML ICE -SILT Estimate 65% Visible Ice Q 90~ 56.2°/o~80.Spcf-X-, ML't' ?' ~' STt?ATA CHANGE SANDY SI LT ~.APPROXIMATE STRATA CHANGE -=- ~' 12' Little toNoVisible Ice 13L30' Vx ~IC~, DESCRIPTION El CLASSIFICATION Ss ('~ ?2, 57.1 °/o,85 9pcf, 28°, GP (CORPS OF ENGINEERS METHOD) ~ ~ '~ ' ~. %, ~UNIFTED OR FAA CLASSIFICATION \ \ --tEMPERATURE, OF \ \ \ --DRYDENS/TY ~ \ 'WATER CONTENT --BLOWS/FOOT \SAMPLE NUI~BER SANDY GRAVEL 26' Cd 9§ SCHIST .~--GENERAL/ZED SOIL OR ROCK DESCRIPTION LOCATION ~0 ' ~ DRILL DEPTH -~ WEIGHTED AVERAGE .t. ADDITIONAL DATA AVAILABLE ON SUPPLEMENTAL LA8 SHEETS CONSULTANT~ lNG. EXPLANATION OF SELECTED SYMBOLS January 19, 1973 R & MNo. 25135 Mr. Harold Stacl% President Stack Steel and Supply Company 500 South Lander Street Seattle, Washington 98134 Re: Preliminary Soil and Foundation Investigation; Proposed Industrial Site Development, Anchorage, Alaska Dear Mr. Stack: We are submitting herewith the results o~ the _field exploration and our comrLxents regarding soil conditions and potential development within the proposed industrial site area. The study was performed ~n accordance with the methods outlined in our proposal letter of December 7, 1972, and your letter response authorizing this work. The procedures used in this investigation were directed to identifying subsurface soil conditions at the boring locations and the field data obtained has been used to define the general suitability of the sobs for ~oundations and other development considerations For this particular s{te. A total of Fif~ceen borings were performed at the site and the results oF these borings, along with a location diagram, are included with this letter. The test holes have been drilled at t}te approxJznate locations designated on the attached drawing and it is emphasized that the locations are approxi- mate on/y and have not been tied-in either horizont~lly or vertically by survey methods. Drilling and sampling operations were performed with a track-mounted "Mobile B-50" rotary-type drilling urdt equipped with a hydraulic head The boreholes were advanced using ~zine inch O.D. continuous flight ho~.low stem augers and representative samples were obtained by means o~ spli'h-spoon sampling procedures in accordance with ASTM SpeciFications D-1586-64T. In this procedure, a split-barrel sampler (1.4 I. D. ) is driven into undisturbed SJ7 9 1 AUG 1 9 1975 January 19, 1973 Mr. Harold Stack Page 2 soil with a 140 pound drop hammer having a 30 inch freefall. The pene- tration resistence (blow count) for this sampler gives an indication of the relative density of the in situ material. All samples recovered in the field were visually identified at the site before being returned to the laboratory for ~urther examination and testing. Natural ground surface at the proposed site is relatively uniform and has an almost imperceptable slope to the south. Also, the site is situ- ated within an area of recent swamp deposits, which is indicated in undisturbed areas by an overlay of highly organic material (peat). The underlying sur~cial deposits within the general area to 'the north and west of the proposed site have been reported to possibly be underlain at depth by Bootlegger Cove Clay. The soil profile was found to be relatively uniform in terms of type of deposition, however, some variation in material gradation and strata thicknesses were noted. The surface stratum of organic material (peat) was found to extend to depths ranging from 3 to 7 feet in all borings with the exception of Test Holes 8 and 9 where 'the peat was found to extend to below a depth o~: 1S feet. It is noted, however, that these two test holes were situated relatively close to a small pond located near the western end of the property. Below the peat, strata of medium dense slit, sandy silt, and fine sand with varying percentages of silt and firm clayey silt were encounte~ed. The distribution and thickness of these strata were found to be quite var~.able tkroughout most of the site. Water level observations, taken during drilling operations, are noted on the boring logs. Based on these observations, it {s felt that a water table condition exists within the site area. Because of the relatively short period of exploration it was not possible to assess either the long- term water table condition or to verify perched water table fluctuations. If this information is necessary then the water level reacl{ngs should be obtained over an extended period. In considering the above, we feel that the actual level of the water table should be anticipated to ~iuctuate throughout the year depending upon variations in precipitation, surface runoff and area drainage conditions. Based on the results of 'the preliminary exploration program we feel that a major portion of the s.{te could be developed providing a certain amount of site preparation work is accomplished. Site soil cop. ditions appear to be slightly better within the east forty acre segment, although the peat thickness was found to extend to a depth o~ 7.0 feet below ground surface January 19, 197o iMr. Harold Stack Page 3 in two borings. In the west forty acre segment, soil conditions were found to be nearly the same in three borings placed along the east side (T.Ho#6, i0 and ii) of this segment. Continuing further to the west, ho~vever, it appears that the thickness of peat increases to depths of well over 1S feet. This greater depth of peat overburden, in all probabil- ity, exists over most of the middle and west portions of this same seg- ment. Since the site is proposed to be an industrial development area, it is assumed {t will be primarily occupied by parking areas, roadways and building facilities; thus, Ave feel that removal of the peat and other soft over-burden materials and then backfilling to grade with compacted granu - lar material represents the most feasible method for obtaining suitable foundation and pavement performance. Placement of a footing type founda tion for light to moderate loadings on such a compacted fill would then be the most practical method for support of any proposed structures. Exca- vation of the organics should extend on through any organic silt or other soft compressible material down to the medium dense to dense material. Typically, it appears that excavation of the peat could be accomplished by utilizing a front-end loader with a small dozer and truck hauling units, ho~ever, the combination of perched water ~able conditions and ex{stance of so~ n~aterial or disturbance of same r~ight restrict this type of opera- tion in some areas. For an over-excavation and backfill procedure, v~.e caution that care would need to be taken to minimize disturbance of the underlying bearing soils ~%,hen excavating the peat. As noted above, failure bo excavate the 'total depth of peat wo%~Id, in all probability, result in further compression of the remaining peat upon placemen~ of additional loading. Further, potential frost heave would be equally significant during periods of deep frost pent- -brat ion. Due to economic considerations, it is felt that over-excavation and backfill procedures might not need to be applied over the entire area to be developed but could be limited to major load bearinf areas suc:a as footings, interior and exterior bearing slabs and road and drive,ray areas. ]for ~he areas quiring excavation a granular backfill should be non-frost susceptible, free of organic material and debris, placed in lifts not to exceed nine inches in loose thickness and compacted to a ntinlmum of 959{, of mmximum density as determined by ASTM Specifications D-1557-67T. It is likely that the initial lift or two will no~ ac~hieve desired compaction if water accumulates in the excavat.ion. For this reason, we would suggest that the backfill be placed January 19, 1973 Mr. Harold Stack Page 4 immediately following excavation. If the water table is relatively low, it should be possible-to remove accumulated water by normal sump-pit and pumping pz~ocedures. With regard ~o other si~:e considerations, we recomnxend that all driveways and road sections be treated in the same manner noted above;however, if significant settlement and frost heaving can be tolerated over a long pezqod, then it might be feasible for drive- way sections or in other areas having vez7 light or no loads to provide an overlay of granular material having a minimum thickness of approximately three feet. This report has been prepared for the purpose of identifying general soil conditions as they relate to the feasibility o~ developing -the proposed industrial site. Once development plans are formulated and actual site design is initiated, then at that time we recommend that such plans be reviewed to de%ermine i~ addition~l soils information may be required; th{s would be most important for areas where heavy founda-~{on load{ngs or significant machinez~y vibrations were anticipated. Should you dec{de N p 1:320' _~,_ I.'320' / ~) T.H.-7 ~ T.H.-6] C~-~ T.H.- 5 ~ TH.-4 ! PROPOSED SITE ~)TH -9 ~T.H-I ~T H.-12 l~ TH.-3 iij~ T.H.- 2 ~TH.-13 ~ TH.-t4 ~T.H.-15 Note' Test hole Ioc(]tions are approximate only. Horizontal and Vertical pos~t~ons have not been established by survey method s. GROCERS WHOLESALE~ J LIQUID AIR Engineering EN Geological Consuitant~ ANCHOraGE FA~"eAN~<9 ALASKA JUNEAU Stock Steel and Supply Company Proposed Industrial Site Development LOCATION DIAGRAM Anchorage Alaska TC,~D BY W.E D L~F~OJ. No. 25135-I j~wc~ NO. A-'Of T.H -I ORGANIC MATERIAL (PEAT) Brown to Black 20.6 % FiNE SAND, SOME SILT Grey, Med. Dense (~) 55, 23.4% SILTY FINE SAND Gray, Dense 00' 15.0' T.D. T.H -2 I -2 -'73 6.0A.B - -. Ss 7.0' .. Ss ORGANIC MATERIAL (PEAT) Brown to Blmck FINE SAND, SOME SILT Gray, Med. Dense 15.6% FINE TO MEDIUM SAND Gray , Dense 0.0' 6.5' 15.0' T.D. T.H.-3 I-2 -75 ORGANIC MATERIAL (PEAT) Brown to Bldck Ss SS 18.4% SANDY SIL:F Gray , Med. Dense 1:.0 ,- '. I i '"! Gray, Dense' SAND 0.0' 15.0' TD. T.H.-4 I-2-73 ORGANIC MATERIAL (PEAT) L3rown to Black SILTY FINE SAND Dense i'o Dense No Water Table 0.0' 7.0' 150' T.D Pt~,] Engln~ertnq, ~ Geological Con.suitant~ ANOHOffAOE FAla BANIK 8 ~L~ JUNEAU DA'rE I-17-73 [SCALE I": 5' jOWN BY G.A.W. Stack Steel and Supply Company Proposed Industrial Site Development LOGS OF TEST BORINGS Anchorage Alaska fcH~<o BY JWR !PROd. I'~O. 25135-1 Iowe NO. T.H.-5 I-2-73 ORGANIC MATERIAL (PEAT) Brown to Black 21.5% CLAYEY SILT TRACE SAND, Gray, Firm to Very Firm 14, 26.5 % 25.4% No Water Table. 0.01 4.0' t5.0' T.D. T.H.-6 -2 -73 Sst ~-~ ¢) sL'51j® ORGANIC MATERIAL (PEAT) Brown to Block ORGANIC SILT 24.2 CLAYEY SILT, TRACE SAND, Brown, Firm to Very Firm 16,26.8 °/o 28,25.1 No Water 'Fable 0.0' 4.0' 15.5' T.D. T. Ft.-7 I-3-73 r~.D,~. '- ':1 ORGANIC MATERIAL (PEAT) Brown to Bi.~ck 44t.6% 28, 17. i % FINE TO MEDIUM SAND Gray , Mad Dense 2~ MEDIUM TO COARSE SAND Gray · Med. Dense 00' 7.01 15.0' T.D. ORGANIC MATERIAL (PEAT) Drown to Black 965.9% ® 6t?.1% No Water Table 0 O' 15.0' TD Engineering ~ Geological Consuitont~ OA'F~ I 17 73 J ,.SCALE I" 5' ' J, , - - : DWN ~Y G.A.W. Stack Steel and Supply Company Proposed Industrial Site Development LOGS OF TEST BORINGS Anchorage Alaska c~r~ B~' J.W.R T~,'~oJi NO. 25135-1 JDwo .o. [3-04 ORGANIC MATERIAL (PEAT) No Water Treble 0.01 15.0' T.D. T.H,-I! l-3 -73 ORGANIC MATERIAL (PEAT) 20.2%, CL-ML CLAYEY SiLT TRACE SAND, Gray, Firm 14, 21.7 °/o No Water Table 0.0j 4.0' t5.0' 'ED. i~_ ~ngineering a Geological Consultants DATE J-17-75 [SCALE I" : 5' ]DW,~, F~Y G.A.W. ~) 15, 18.5 % FiNE SO M E ORGANIC MATERIAL (PEAT) TO MEDIUM SAND SI LT Gray, Med. Dense T.H -12 I-3-73 ORGANIC G Q 2Fr. O % 7.0' ORGANIC SILT WD '~J J Brown, Loose i SILTY SAND to Dense Ss ® 31 MATERIAL (PEAT) Stacko,~-*¢~, and Supply Company Proposed Industrial Site Development LOGS OF TEST BORINGS Anchorag~ Alaska ~,...~2 J.W R __[2'?OJ. NO. 25'35-' ]owe ,No. B-a5 0_OI 6.5' 150' TD 0.01 ZO' 15.0' T.D. ORGANIC MATERIAL (PEAT) (]) 24, 15.2°/o FINE TO' MEDIUM SAND TRACE SILT Gray , Med. Dense 0.01 5.01 15.0' T.D T H.-14 I-3-73 !-~t ORGANIC MATERIAL (PEAT) G ~.,iO 56?.7% Ss ® 2~,2o.~ % SILT, TRACE . TO SOME SAND , Gray, Med, Dense FINE SAND~ SOME SILT Grey , Med. Dense No Water Table T.H.- 15 1-4-7.3 ORGANIC MATERIAL (PEAT) into hole at 30' (~) 28~ 12.1 FINE SAND, TRACE TO SOME SILT Gray , Med. Dense (~) 41 FINE TO MEDIUM SAND TRACE SILT Gray . Dense 0.0~ 35' I0.0' 15.0' T.D Stack Steel and Supply Company Engineering ~ Geo}ogical Con~ultant~ Proposed Industrial Site Development ^,c,o,~,o~ r'A,.~*.K. ALASKA Cu~.~u LOGS OF TEST BORINGS Anchormge Almsk~ 0.01 4.5' 10.0' 15.0' T.D. 0 0 0 0 0 0 C) 0 0 0 0 0 0 0 0 0 0 0-- ,~ tm ~ ~t ~0 e~ -- 0 DEPARTMENT OF ENVIRONMENTAL QUALITY PLATTING OR PLANNING & ZONING CASE REVIEW CASE NO. TITLE: Date Case Received Suspense Date Comments to Planning Department For' Planning & Zoning Commission Meeting Date ROUTING J Environmental Engineering Air Pollution Noise Environmental Sanitation