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Home My WebLink AboutLONGVIEW #1 S-4743 CASE NUMBEr'S-4743 PETITION FOR REZ~NING SPECI~AL EXCEPTION VACATION R E6UB D'~.VISION DATE RECEIVED COMMENT TO PLANNING BY M'~rch 23, 1978 COMMENTS: ENVIRONMENTAL SANITATION: DEPA..RTMENT OF HEALTH AND ENVIRONMENTAL PROTECTION PLATTING OR PLANNING AND ZONING CASE REVIEW oFTed Forsi & Associates for Longview Subdivision Addn l, Lots 3 & 4, a Subdiv. ol~ NE I/~, mW 1/4, SE i/fi, i'iW 1/4, Sec 24, T12N, R3W, S.M. Ak, containing 2.2_7 acres FOR MEETING OF April 5, 19787- ..... PUBLIC~,~/ATER ~ AVAILABLE PUBLIC SEWER ~ AVAILABLE TO SERVICE PETITION ,AREA. ENVIRONMENTAL ENGINEERING: 71-O14 (9/76) August 31, 1977 Mr. Carl Luchsinger SRA Box 94 Anchorage, AK 99507 Subject: No. Soil Investigation for sanitary Sewer System, Parcel 49, Sec. 24, T12N-R3W, S.M., Alaska Dear Mr. Luchsinger: ..~./_,,.~ At your request of August 15, 1977, we conducted a subsurface soils investigation, at the proposed locations of two sanitary sewer systems on //~ -~-C the subject parcel. 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 17, 1977, consisted of two test holes, each drilled to a depth of 25 feet below the existing ground surface. The test holes were sited according to your instructions. Their locations and soils logs are shown in attached Drawings A-01 and A-02. Drilling was accomplished with a rotary drill rig using continuons- flight solid-stem auger with an outside diameter of 6 inches. A sample was taken in Test Hole No. 1 at the depth shown on the soils log in Drawing A-02. The sample will he held in storage at our lab for approxi- mately 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 gently sloping to the west. At the time of the investigation the site had o~iginal vegetation consisting of grass and alder. The top of each test hole was located at original ground surface. The soils encountered in the test holes are shown in the test hole logs in Drawing A-02. The symbols used in Drawing A-02 are explained in Drawings B-01 and B-02. Each 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 Test Hole No. 2 at a depth of 16 feet. Bedrock was not encountered. At the.time the holes were drilled, seasonal frost was not present and permafrost was not encountered. In accordance with the requirements set forth by the Municipality of Anchorage and the visual classification of the soils encountered, neither test hole required a percolation test. 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. Senior Geologist Jim McCaslin Brown, Ph.D. Head, Earth Science Department MM: JMB/rds Attachments: Drawings A-01, A-02, B-01, B~-02 LOG OF TEST HOLE NO. 2 Scale: 1"=3' SILTY SA~D, W/ORGANICS Dark Bro%~nn, Wet GRAVELLY SAND W/TRACE SILT (SP) Bro%~n, Moist GRAVEL (GP; G~,.;) Cobblee Moist 0.07 3.5I Boulder at 5' LOG OF TEST HOLE NO. 1 Scale: 1'=3' 0.0~ ORGANICS -- 0.5' SILTY SAND W/SO~ GRAVEL (SM) Bro%~, Slightly Moist -- 2.5' GRAVEL W/SOME SA~D, TRACE SILT (GP) Brown, Slightly Moist 6.0~ GRAVELLY SAMD W/SOME -- ~Bro%~n ~ 10.0' A SANDY W/TRACE SILT (~';;GP) Bro%~n, S Moist SANDY GRAVEL W/TRACE TO SO~ SILT (GM) Brown Groundwater encountered at 16' Refusal on Boulder at 24.5' '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. Groundwater not encountered. This log depicts subsurface soils observed within the test hole at the location sho%~. See Drawings B-01 and B-02 for explanation of symbols. 24.5' T.D. CHECKED DATE 8-30-77 s¢~,el"=3'-0 No. A-02 [ ~' ' : R&M CONSULTAN?R_ II~lr~._ TEST HOLE LOGS CARL LUCHSI[~GER . 'ANCHORAGE, ALASKA 25.0' T.D. 80' TtI-1 ~75 ' Parcel 49, Sec. 24,Tl~2N-R3W, S.M. Distances sho~ are approximate and have not been measured by surveying methods. Not to Scale iORAWN 8¥ ~A~ DATE 8--30--77 CHECKED DY M~ SCALE NTS PROJECT NO. 751220 DRAWING N(X A-01 LOCATIO~ SKETCH CARL LUCHSINGER ANCHORAGE, ALASKA 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 co'hesive so{Is, the clay becomes the principal noun with the other major soil constituents used as mod{fief; 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 mater{al. 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. Cohe sionle ss Cohe sire N*~lows/ft) Relative Density Loose 0 - I0 0 to 40% Medium Dense i0 - 30 40 to 70% . Dense 30- 60 70 to 90% Very Dense - 60 90 to 100% *Standard Penetration "N": Blows per foot of a 140-pound hammer falling 30 inches on a 2-inch OD split-spoon except where noted. 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: VV]I ile 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 so{Is, accurate determinations of ground water elevations cannot be obtained within a l{rnited period of observation and other evidence on ground water elevations and conditions' are required. WN: L. DmS. G.L.B. E: N/A ~&~V~ r-ONSULTANT~;, GENERAL NOTES N*~]ows/ft) Relative Density .Loose 0 - I0 0 to 40% Medium Dense 10- 30 40 to 70% . Dense 30 - 60 70 to 90% Very Dense - 60 90 to 100% *Standard Penetration "N": Blows per foot of a 140-pound hammer falling 30 inches on a 2-{nth OD split-spoop except where noted. SOILS CLASSIFICATION~ CONSISTENCY AND SYMBOLS CLASSIFICATION: Identification and classification of the soil is accomplished in accordance with the Unified Soll Classification System. Normally, the grain size distribution determines classification of the soil. The soil is defined according to major and re{nor 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 bblow and deter~nined 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 correlatidn 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 Cohesive T- (tsf) Very Soft 0 - 0.25 Soft 0.25 - 0. $ Stiff 0.$ - 1.0 Firm 1.0 - 2.0 Very Firm 2.0 - 4.0 Hard - 4.0 DRILLING SYMBOLS WO: Wash Out WD: WL: Water Level BCR: WCh 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 N___ote: ' 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 llmited period of observation and other evidence on ground water elevations and conditions' are required. L.D.S. J GRID N/A G.L.B. %: 3-1-72 GENERAL NOTES ORGANIC MATERIAL CLAY S,LT SAND GRAVEL STANDARD SYMBOLS COBBLES & BOULDERS CONGLOMERATE SANDSTONE MUDSTONE LIMESTONE 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/TR. SAND St ..... 1.4" SPLIT SPOON Ss ..... 1.4" SPLIT SPOON SI ..... 2.5" SPLIT SPOON Sh ..... 2.5" SPLIT SPOON Sx ..... 2.0" SPLIT SPOON Sz ..... 1.4" SPLIT SPOON Sp ..... 2.5" SPLIT SPOON, Hs ..... 1.4" SPLIT SPOON SAMPLER TYPE SYMBOLS WITH 47-# HAMMER WITH 140~ HAMMER WITH 140# HAMMER WITH 340# HAMMER WITH 140~ HAMMER WITH 340# HAMMER PUSHED DRIVEN WITH AIR HAMMER 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. TYPICAL BORING LOG BORING NUMBER-~.,..T' H. $0- 15 DATE DRILLED-~.iO_ 21_ 70 Bev. 274.6 ~ ELEVATION IN FEET All Somples Ss'*~SAMPLER TYPE O' ORGANIC MATERIAL I' Consid. Visible Ice ICE+ML ICE -SILT SAMPLER TYPE.~ Estimate 65% Visible Ice Ss (~) 90, 56.20/0 ~TRATA CHANGE WATER TABLE ----.. -- 7' GRADATIONAL FROZEN SANDY SILT ~d./ APPROXIMATE STRATA CHANGE ~2' Little to NoVisible Ice 13L50' · Vx ..,,*.--ICE, DESCRIPTION E~ CLASS/F/CAT/ON ~ 72,571% ,85 9pcf, 28°, GP (CORPS OF ENGINEERS METHOD/ Ss "~ ~, "~, ' '~k '~k ~"UNIF/ED OR FAA CLASS/F/CATION ~ X ~ ~ --FEMPERATURE~ °F ~ ~ ~ -- DRY DENSITY ~ ~--WATEP CONTENT ~ --BLOWS/TOOT . S~MPLE NU~ER SANDY GRAVEL 26' Cd 95 SCHIST ~ GENERAL/ZED SOIL OR RO¢K DESCRIPTION LO~AT/ON 50'~DR/LL DEPTH ~~D.-~H/LE DRiLLINg, A.B-~F~ER ~OR/NG L.D.S~ G.LB. : ~972 CONSULTANTS, INC. EXPLANATION OF SELECTED SYMBOLS FB. N/A ~TD N/A NO GENERA /OWG NO B-02 0 30 300 14 S89O55'41"W N89°55'45"E 3;50.04 H.V.L. 112 th Avenue N89° 55'45"E ;500.03 N89°55'45"E 299.99 S89°55'45"W 299.94 H.V.,_. NSD°57'49"E 299.74U-$ K N89°56'15'£ 299.49 , b.(" 2:; o o · N89°56'40"E 299.28 RW ~A 30 0 Czrtifi~d ~i CIVIL ENGINEERING AND LAND SURVEYING 3107 2e"rH AVENUE · ANCHORAGE, ALASKA 99503 21, 1973 RESIDENCE:: 277.7162 Greater Anchorage A~eaBo~ough Department of Enviox~nental Quality 3330 "C" Street Anohgrage, Alaska Attn: Mr. Rolf Strickland Dear Sir: This repOrt is the result of field soil investigation on the proposed _Longvi_ew Subdivision ~ - OnMay 15, 1973, a test hole was dig on each of the two proposed lots to a de. pth of 12 feet. The holes were logged and g~ab samples were taken for ~ee.ox~. ~oth holes h~i about 1 foot of topsoil follewed by well g~aded sandy g~avel, clean and in a moist condition. The hole on the south lot h~i silty, sandy g~avel f~om ~ to 8 feet followed by more sandy gravel~both were moist. The north hole had clear, sandy gravel to ~0 feet followe& by silty, sandy g~avel to ~2 feet. No water table or impermeable strata were found in either hole. A cross section log and test hole loc~tion map are enclosed ~for reference. SePtic tank-seepage pit sanitary systems could be constructed in the ~ypioal situations incounte~ed utilizing averaged facto~sfor the penetrated by the seepage pit, of 8~ squar~ feet per bedroom for the sandy g~avel and 1~0 sq:mre feet per bedroom for the silty sandy gravel. Ail septic tank-seepage pit insts&ations must conform to GAAB Department ' of Enviornmental Quality regualtions. Co.tally,. ~ l~ed Walatka, P. E. 'i~ ~-nelaorave Area Borouq~h x .~IAtNNING' DEPARTMENT. · · JUN 4 1973