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HomeMy WebLinkAboutHUNDRED HILLS 1ST ADDITION Block 1 Plat# 90-11 S-8664 VEl Architectural, Engineering and Surveying Consultants Serving All of Alaska Offices: Anchorage, Eagle River, and Palmer November 22, 1991 Mr. Jerry Weaver Municipality of Anchorage Department of Community Planning P.O. Box 6650 Anchorage, AK 99502-0650 1345 Rudakof Circle, Anchorage, Alaska Fax: (907) 338-5386 Phone: (907) 337-3330 Re: Hundred Hills Subdivision, 1st Addition, S-8664, Request for Subdivision Agreement Time Extension Dear Mr. Weaver, Our client, Mr. Eldon J. Ostdiek, requests a two-year time extension on the Subdivision Agreement on the above referenced subdivision. The Subdivision Agreement covers upgrading and construction of 4,900 feet of gravel roadway, and electric and telephone utilities. The Agreement is scheduled to expire on January 21, 1992. Construction of the roadways began last summer and is approximately 50% complete. All roads are passable at this time. We plan for construction to be completed in summer 1992. Wolf Drive has been in service for approximately 15 years, serving the existing house on Lot 1 of this subdivision and one house on the homestead beyond this subdivision. It is not built to Municipal Standards, but it is an adequate two-lane road. At this time, six of the 25 lots have been sold. One of these, Lot 1, has an existing house and the remaining owners have no plans to build immediately. Lot sizes range from 1.25 to 9 acres, and all drainage has been addressed at this time. A check in the amount of $350 in enclosed to cover the application fee. If you have any questions, please do not hesitate to call. Sincerely, Principal cc Eldon Ostdiek, Owner MUNICIPALITY OF ANCHORAGE f Platting Board Sugary of Action~- Ju~e 21, 1989 BOARD. MEMBERS PRESENT: Eker, Brady, KJelstad, Hooyer, Cuellar, Hayes : BOARD M~MBERS EXCUSED: STAFF MEMBERS PRESENT: Weaver; Contreras 2. SUMMARY OF ACTION - May 3, 1989 Approved per standard review process. MINUTES - April 5, and May 3, 1989. ' Approved per standard review process. 3. SPECIAL ORDER OF BUSINESS Tim Brady was elected the new Vice-Chair person. 4. CONSENT AGENDA Isaacs, Korting, Houston TIME EXTENSION 1. S-8664 HUNDRED HILLS SUBDIVISION. Request for a 8 month time extension was approved. OLD BUSINESS - nons NEW BUSINESS A. Public Hearings 1. 'S-&7~4 THE SUMMIT SUBDIVISION LOTS 1 - 8 & TRACT A Postponed to August 2, 1989. 2. IS-8801 RIDGEMONT SUBD., TRACT 1; BK 1, LOTS 1-39; BK 2, LOTS 1-46, WITH VACATION AND VARIANCE Postponed to July 5, 1989. SUMMARY OF ACTION Platting Bourd Meeting October 7, 1987 Page 5 S-8650A GREEN ACRES SUBDIVISION The request for modification to the conditions of approval was denied. 5.~ S-8664 HUNDRED HILLS SUBDIVISION The vacatlon of the sectionline easement was approved subject to filing a suitable replat within 18 months. The variance from 21.80.24 - cul-de-sac design was approved. The plat was approved subject to: 1. Resolving utility easements. Resolving drainage and drainage easements with Public Works Engineering. Placing a note on the plat prohibiting direct vehicular access to Wolf Drive from Bk. 4, Lot 9. Placing a note. on the plat stating that no dwelling units are allowed within the high hazard avalanche area (Red Zone), as per the Anchorage Snow Avalanche Zoning Analysis on file with Community Planning Department. Placing a note on the plat stating structures built within the moderate hazard area (Blue Zone) of the Avalanche Hazard Map shall meet the performance criteria implementing any mitigation measures required as per the Anchorage Snow Avalanche Zoning Analysis on file in Community Planning Department. Entering into a subdivision agreement for the following: a. Construct Wolf Drive to rural interior standards from the'existing road at the SUNNARY OF ACTION Platting Board Meeting October ?, 1987 Page 6 Se 10. 1. I. 12. north boundary to the south boundary with a temporary turnaround. Construct Hiland Drive to rural interior standards from the existing road at the north boundary to the south boundary with a temporary turnaround; exact location of the turn-around to be resolved with Comm,mity Planning Department and Public Works Engineering. Construct Rogers Circle to rural interior standards from Wolf Drive to the end of the cul-de-sac. Providing an area drainage impact report to Public Works Engineering and to Department of Health and Human Services, with specific required information to be resolved with Staff. Provide a septic system site plan for each lot designating total reserved area whtic is less than 10~ slope, to be approved by Department of Health and Human Services. Resolving street names and designations with Department of Public Works prior to initiating a subdivision agreement. Providing additional soils tests to delineate depth of bedrock on BK 4, Lots 3, 5, 6, ?, to be approved by Department of Health and Human Services, and providing water availability information for this area, to be approved by Department of Health and Human Services. Showing 100' septic setback from any stream. Providing slope calculations for each lot to determine if they meet the zoning require- ments, to be approved by Community Planning Department. 13. Resolving the need for a variance from 21.80.300.D for 3:1 ratio for lot dimension for B~ 4, Lot 2 and Bk 5;?L~t~a~ and~,5.~' determined by Community Planning Department. P/acing a note on the plat stating there-ts an: area depicted for a grave ett~'~,lO~ated on, Bk Identifying that the 25-~ootstrea~p~otecttor~:: and maintenance easement on measured fro~-the ordinary high, w&ter the bank. .; Placing a note on the platstatlng).'th~-.th~.- trail adjacent to the streaa~protec~ton~ maintenance easement horseback riding, and cros~-countr~.,-,~!ng the,1985 Anchorage TrailePIan,.~..""-!~.,i~:~-;i~:' / 1.7, Providing a 100' long x 60t wlde~,' easement on the south boundary west' o~Wolf~:,~? .... Way. 18. Determining the actual location:oF-the, trail ~aeement adjacent to the stream' meatntenance* and protection easement, to be resolved with Community Planning Department and Chugach State Park. 19. Providing a 50-foot development setback adja- cent to the trail easement. 20. Providing a dedicated walk~ay froa Roger's ; ~: Circle to stream protect/on easement exact ~~~:?! width and location to be resolved with ,~~;i~i Community Planning. -~Provtdlng a dedicated walkway on the north '~~'~ boundary between Htland Road and Wolf Way, exact width to be resolved with Community Planning. 6, ~ S-8678 AMENDMENT TO TITLE 21 Action was postponed until November on this amend- ment. MUNICIPALITY OF ANCHORAGE DEPARTMENT OF HEALTH & ENVIRONMENTAL PROTECTION Environmental Health Division CASE REVIEW WORKSHEET CASE NUMBER: S-8664 DATE RECEIVED: July 28, 1987 COMMENTS DUE BY: August 17, 1987 SUBDIVISION OR PROJECT TITLE: Lots 2 thru 9 Block 4; Lots 1 thru 12 Block 5; Lots 1 thru 3 Block 6 and Tract A Hundred hills Subdivision #~- with Vacation and Variances ) PUBLIC WATER AVAILABLE ) COMMUNITY WATER AVAILABLE ) PUBLIC SEWER AVAILABLE 71-014 (Rev. 5/83) VACATION OF RIGHT-OF-WAY OR OFFICE USE EASEMENT APPLICATION .EC'r~ er: Municipality of Anchorage DEPARTMENT OF COMMUNITY PLANNING VERIFY OWN: P.O. BOX 6650 Anchorage, Alaska 99502-0650 Please fill in the information requested below. Print one letter or number per block. Do not write in the shaded blocks. O. Case Number (IF KNOWN)" 1. Vacation Code 2. Abbreviated Description of Vacation (EAST 200 FEET SOME STREET) ,~) -3L2'f~,~(~ ~'~-?~ /¢,'~ ~~ J.J :l:J ~1 I I I IJ I I I t 1:1 llJ/~1 11:1 ~,~ ~ ~ ~-~. 3. Existing abbreviated legal desCription (T12N R2W SEC 2 LOT 45 OR SHORT SUB BLK 3 LOT 34). I1 I I t tll I It tll :1 t:1 4. Petitioner's Name (Last- First) 5. Petitioner's Representative I~lst'rl~l,l:l* I~1,1~1o1,t I.TtlIIll I~'l~lzl Address ,~X 77///4)~' Address ,~Y ~'~ ~'~'~' City ~ State ~'~" Phone No. /~'~ Z~/, ~Z~' ~ ~ Bill Me Phone No. ~/'~'~/",~'~-~/'~/ Bill Me Petition Area Acreage 7. Proposed Number I/klz!llll ?~ ~ots L~I:I :l,I 111" '~ 10. Grid Number ~'~ 11. Zone rr-rT-~-~ ~ Iz~/l~l I I I 8.., ~ Lots,Existing Number, . . . 9.~sis. . Zone 13. Community Council Date: S8(~6z~ SEP 21987 I hereby certify that (I am) (I have been authorized to act for) the owner of the property described above and that I desire to vacate it in conformance with Chapter 21 of the Anchorage Municipal Code of Ordinances. I understand that payment of the basic vacation fee is nonrefundable and is to cover the costs associated with processing this application, that it does not assure approval of the vacation. I also understand that additional fees may be assessed if the Municipality's costs to process this application exceed the basic fee, I further understand that assigned hearing dates are tentative and may have to be postponed by Planning Staff, Platting Board, Planning Commission, or the Assembty due~3dministrative reasons. Signature~ / "' *Agents must provide written prooror authorization, 20-019 F;ont {4/8,5) MUNICIPALITY OF ANCHORAGE DEPARTMENT OF HEALTH & ENVIRONMENTAL PROTECTION Environmental Health Division CASE REVIEW WORKSHEET CASE NUMBER: DATE RECEIVED: S-8664 July 22, 1987 SUBDIVISION OR PROJECT TITLE: Lots 1 thru 9 Block 1; and Tract A Hundred Hills Lots 1 thru 14 Block Subdivision COMMENTS DUE BY: August 17, 1987 2; Lots 1 thru 3 Block 3 #1 with Variances ) PUBLIC WATER AVAILABLE ) PUBLIC SEWER AVAILABLE ) COMMUNITY WATER AVAILABLE COMMENTS: 71-014 (Rev. 5/83) MUNICIPALITY OF ANCHORAGE MEMORANDUM DATE: 25 January, 1990 TO: Joanne Contreras, Platting, DEDP FROM: ~ Laura O'gar, Water Quality Section, DHHS SUBJECT: Hundred Hills Sub., First Addition; Case S-8664 The'Water Quality Section has reviewed the Area Drainage Impact and Water Quality Report submitted by VEI Consultants for the above referenced subdivision. Water quality concerns within the subdivision have been resolved except for the location of the grave site on Lot 3, Blk. 4. Although mentioned in the plat notes, the actual site must be located and identified on the plat. Locating the grave site from historical information on file, the path of the telecom, and electric easement on this lot appears to be directly over the grave. This conflict is unacceptable from a water quality per- spective and must be resolved before we can support this plat. ~lo~memo~100hills APPENDIX Soils Logs Summation of Soils Analyses VEl £n~ineering, Architectural and Surueyin~ Consultants 8eruin§ All o! Alaska P.O. Box 774649 Eagle Riuer, Alaska 99,577 (907) 694-3574 PERFORMED FOR: Hundred Hills Sub' dt First Addition DATE PERFORMED: ............... Ref. Pt. 7/16/87 #302 1 13- 14 15 16 17 18 19 20 COMMENTS PERFORMED BY; Topsoil Sandy Gravel 8" Minu2 with Boulders 1-2 Ft. Sample #20 SM Silty Gravelly Some Cobble & Gravel WASGROUND WATER NO ENCOUNTERED? $ IF YES, AT WHAT ~ DEPTH? p E Depth to Water Monitming? Dale;. SLOPE SITE PLAN SE] N Reading Date Gross Net Depth to Net Time Time Water Drop Perc T~st 1 ~/i7/87 0'00" I 1/2" 2 ~/17/87 5'00" 5 min. 2 1/4" 3/4" Me.ire~ i ~/21/87 11:22 No Water 2 ~/24/87 11:35 No Water PERCOLATION RATE 6, ~6 immutes~mch} PERC HOLE DIAMETER TEST RUN BETWEEN ~ ' FT AND ~ FT I;~TE . VEl Engineering, Archilectural and Surueyin9 CDnsullants All o~ Alaska P.O. Box 7746~9 Eogle Ri~er, Alaska 99577 (907) 694-3574 PERFORMED FOR: Hundred Hills Sub'd, LEGAL DESCRIPTION: First Addition DATE PERFORMED: 7/16/87 ...................... Ref. Pt. #303 1 2 3 4- 5- 6- 7 8 9 10 11 12 13 14 15 16 17- 18- 19- 20- COMMENTS Topsoll Sand Refusal Boulders Sample #19 SM Silty Gravelly Sand WAS GROUND WATER No' ENCOUNTERED? IF YES, AT WHAT DEPTH? Depth to Water A~ler Monitoring? Dale: SLOPE StTE PLAN Gross Net Depth to Net Reading Date Time Time Water Drop Perc T~st 1 7/i7/8' u'oo" ~ i/2" z '//~'1/8 z:2~:: z'~' ~ x/2" !Mn~ttO~ 1 7/21/8' 12:34 No Water 2 7/24/81 12:08 No Water PERCOLATION RATE _ TEST RUN BETWEEN . ?. 8 '~ (m~nuteshnch) PERC HOLE DIAMETER __ 5 FTAND 6 FT PERFORMED BY: WL DATE. VEl E~igmuering, Architectural and Surueying Consultants Serving All o.f Alaska P.O. Box 774649 Eagle Riuer, Alaska 99577 (907) 694.3574 PERFORMED FOR: Hundred Hills Sub'd, First Addition DATEPERPORMED; 7/14/87 LEGAL DESCRIPTION: TuwH$;,;p, P. an§a, Sacfio,~: Ref. Pt. //304 DEPTH 1 -- 2 3- 4- 5- 6- 10 14 17, COMMENTS Topsoil Silty Sand & Gravel Sample #11 GM, Silty Sandy Gravel, Cobble 8" Minus Some Boulder~ 1' to 1 1/2' Vernon L Roelfs No. CE 5107 SLOPE SITE PLAN WAS GROUND WATER NO ENCOUNTERED? S L IF YES, AT WHAT O DEPTH? p E Depth to Waler AJler Monitoring? Dalec A SE] SITE !L~ ~ I- N Gross Net Depth to Net Reading Date Time Time Water Drop ?erc T -"st 1 ~/'15/~7 2:31:45 1 Z/E" '2. 11'15/87 g:Dg:13 gO sec z 1/2- 1" Monlto ~ i ?/M1/87 1:47 NO wa~er Z ,/'Z4/F~'[ lZ:42 mo Water PERCOLATION RATE .... TEST RUN BETWEEN . 0,47 (m~nuteS/,nch) PERC HOLE DIAMETER __ 4 FTAND4 1/2PT PERFORMED BY: W~ ];~NTE .. VEl Engtneering, Architectural and Surueying Consultants Seruing All o! Alaska PERFORMED FOR: '~111'l~'r'P¢l ~ '1 '1 ,~ SUb,' r'l ~ ?l 'r'Rt Add I tS oY~ DATE PERFORMED: LEGAL DESCRIPTION: To.,,sh;p, Ga,,ge. S~tk.,,: Ref. Pt. P.O. Box 774649 Eagle River, Alaska 99577 (907) 6953574 7/15/87 #305 6 7 8 9 10 12 13 14 15 19- 20- COMMENTS Topsoil Ground Tightly Cemented Sample #14 GW Sandy Gravel Cobble 4"Minus BoulSer at 8' Level Refusal (Boulder?) SLOPE WAS GROUND WATER NO ENCOUNTERED? S L IF YES, AT WHAT O DEPTH? p E Deplh lo Wale.' kJter Moni~inD? Dale: SITE PLAN SE$ SIT:~ 'L~N N~ Reading Date Gross Net Depth to Net Time Time Water Drop Pert T~st I 7117/87 0'00" 2 1/~" 2 ?/17/87 3'15" ~'15" 3 1/'~" 1" Monitor 1 '/21/87 1:~1 No Wate~ 2 ?/24/87 12:36 No Water PERCOLATION RATE .... TEST RUN BETWEEN .. 3 · ~ (mmutes,'mch) PERC HOLE DIAMETER 6 ETAND 7 Fl PERFORMED BY: WL I~kTE ,' VEl Engineering, Architectural and Surueying Consultants Seruing All oJ Alaska PERFORMED FOR: Hundred Hills LEGAL DESCRIPTION: Sub' d, First Addition DATE PERFORMED: ............... ,~. Ref. Pt. P.O. Box 774649 Eagle Riper, Alaska 99577 (907) 694-3574 7/15/87 13 14 15- 16- 17- COMMENTS Topsoil SLOPE SITE PLAN Sample #13 Same as Sample #21 GM, Silty Sandy Gravel, 4" Minus Sandy Silty Gravel with Cobble & Boulders ' WAg GROUND WATER ENCOUNTERED? S L IF YES, AT WHAT DEPTH? pO E Oeplht~WalerkJter Monitoring? Oal~ Refusal Visual, Reading Date Gross Net Depth to Net Time Time Water Drop Monito 1 7/21/8 1528 ~o Water 2 7/24/8 12:33 ~o Water PERCOLATION RATE __ TEST RUN BETWEEN no oerc test (m~nute~mch) PERC ROLE DIAMETER __ FT AND F'~ i , PERF aRMED BY: Engineering, Architectural and Surueying Consultants Seruing All of Alaska PEHFORMEDFOR: Hundred Hills Sub'd, First Addition DATE PERFORMED: LEGAL DESCRIPTION: Tv~,.~i.~p. ~ ......... Hef Pt. P.O. Box 774649 Eagle River, Alaska 99577 (907) 694-3574 7/15/87 //308 1 2 3 4 5 6 7 8 10- 11 13- 14- 15- 16- 17 18 19- 20 COMMENTS Topsoil, Some Cobbles & Boulders (Sand Vein on South Side of Hole) Sample ~12 GP Gravel Cobbles 6" Minus Silty Gravel With Cobbles Refusal (Boulder?) WAS GROUND WATER NO ENCOUNTERED? IF YES, AT WHAT O DEPTH? p E Deplh tD Waler After Moniloring? Dale: SLOPE SITE PLAN SE: ~ IT LA:~' I N Reading Date Gross Net Depth to Net Time Time Water Drop Monlto- 1 7/'21/'H~ 1:21 INo Water 2 7/24/8~ 12:30 iNo Water PERCOLATION RATE __ (m,nutes/,nch) PERC HOLE DIAMETER __ TEST RUN BETWEEN V~,~ual, no perc test FT AND __ FT PERFORMED BY: WL INNTE. VEl Engineering, .Architectural and Surveying Consultants Serving All DJ Alasko P.O. Box 774649 Eagle Riuer, Alaska 99`577 (907) 694-3.574 PERFORMED FOR: ~T]]mOred H~ ]_~S Sub'(], LEGAL DESCRIPTION: F~rst Addition DATE PERFORMED: ?/0/8? ....................... Ref. Pt. ~09 1 2 3- 4- 5- 6- 7 8 9 10 11 12 13 15 16 17 18 19 20- COMMENTS Sandy Topsoil Sample #1 SM, Bottom Sandy Gravel WAS GROUND WATER NO ENCOUNTERED? Perc Test IF YES, AT WHAT DEPTH? Depth to Water Her Monitoring? Oal~ SLOPE SITE PLAN SE~ ?IT ~LA~ I N Reading Date Gross Net Depth to Net Time Time Water Drop 1 ~/10/~7 12:4213( 3 3/L~'' 2 " 12:45:3( 4 1/8" 3 " 1:OO:3¢ 4 3/4" 1" Monlto: 1 ~/21/R7 1:53 No Wa. tel 2 ?/24/87 12:47 No Wate~ PERCOLATION RATE ]~ ~n~mu/t ~e~nch) PERC HOLE DIAMETER 6" TEST RUN BETWEEN 6 FT AND 7 FI PERFORMED BY: ~TE VEl Engineering, Archilectural and Surveying Consultants Sewing All o! Alaska PERFORMED FOR: Hundred Hills Sub'd. First Addition DATE PERFORMED: LEGAL DESCRIPTION: P.O. Box 774649 Eagle River, Alaska 99577 (907) 694-3574 7/~ #3~0 I 2 3- 4- 5- 6 7 8 9 10 11 12- 13- 14- 15- 16- 17 18 19 20 COMMENTS Topsoil with Boulders Sandy Gravel with Many Boulders Up To 4' Minus Sample #18 GW, Sandy Gravel 8" Minus WASGROUND WATER NO ENCOUNTERED? IF YES, AT WHAT DEPTH? Depth to Water After MenitorinD? . Date: SLOPE SITE PLAN Bottom ~E] SIT] PLA{ ~ Gross Net Depth to Net Reading Date Time Time Water Drop Monito- 1 7/21/8' 2:02 No Water 2 7/24/81 12:53 No Water PERCOLATION RATE __ (m~nutes~mch) PERC HOLE DIAMETER __ TEST RUN BETWEEN __ V1.~ua]. no perc test FT AND FT PERFORMED BY: WL ~ Engineering. Architectural and Surveying Consultants Serving All of Alaska P.O, Box 774649 Eagle Riuer, Alaska 99,577 (907) 694-3574 PERFORMED FOR: Hundred Hills Sub'd, First Addition DATE PERFORMED: 7/16/R7 .............. ~%~.~. Ref. Pt. #311 LEGAL DESCRIPTION: , v ........ ~. · .............. 1 2 3 4 5 6 7 8 g 10 11 12 13 14 15 17 Topsoil Sample #17 GW, Sandy Gravel Cobble, 6" Minus Boulder, 1' Minus WAS GROUND WATER No ENCOUNTERED? SLOPE SfTE PLAN SEI SIT~ PLA! N S L IF YES. AT WHAT 0 DEPTH? P E Oeplh to Water Alter Monitoring? Dale: Gross Net Depth to Net Reading Dare Time Time Water Drop Moni~ 1 7/21/87 2:32 No Wate: 2 7/24/87 1:12 iNo Watel COMMENTS PER[ORMED BY; WL Bottom L ..,.: ~. Fbb ~ TEST RUN BETWEEN -- FT AND Vi~%~n~ perc test ' VEl Eng,]eering. Archilectural and Surveying Consultants Seruing All DJ Alaska P.O. Bo~c 774649 Eagle Rioer, Alaska 99.577 (907) 694.3.574 PERFORMEOFOR: Hundred Hills Sub'd, First Addition DATE PERFORMED: 7/16/R7 , . .......... ; ...... c-' Ref. Pt. #312 LEGAL DESCRIPTION: ~TG ........F, , .............. 1 2 3 4 5 6 7 8- 9- 10- 11 13- 14- 15- 16. 17- 18- 19- 20- Topsoil Sample #16 GM, Silty Gravel 4" Minus A Few Boulders 12' Down Vernon t. Roelfs No, CE 5107 WAS GROUND WATER ENCOUNTERED? SE]; S ITl ~ LAi~ N S L IF YES, AT WHAT O DEPTH? P; Depth to Water Alter J Mon[Iorino? _ Date: ; Gross Net Depth to Net Reading Date Time Time Water Drop iMonlto: 1 7/21/~' 2:38 L~O Waser 2 7/24/8' 1:15 ~o Waoer PERCOLAIION RATE __ {m,nules/mch) PERC HOLE DIAMETER -- lEST RUN BEIWEEN -- F1 AND FT Vi~ no perc test COMMENIS PERFORMED BY; ~'E VEl Engineering, Architectural and Surveying Consultants Serving All o! Alaska P.O. Box 774649 Eagle River, Alaska 99577 (907) 694.3574 PERFDRMED FOR: Hundred LEGAL DESCRIPTION: Hills Sub'd, First Addition DATE PERFORMED: 7/.10/87 . ..................... Ref, Pt. #313 SLOPE SITE PLAN DEPTH Fm { FE ET~) 1 3 4 5 6- 8- 10- 12 14 17- ~Bott 20- COMMENTS Topsoil Silty Gravel Sample ~8 GW, Sandy Gravel 3" Minus I SEi ~ IT tLA ~ IN Same as Sample #7 OW, Sandy Gravel, AnKular 8" Minus WAS GROUND WATER ENCOUNTERED? IF YES, AT WHAT DEPTH? Deplh i~ Weler After M0nil~ring? Dale: No O P Gross Net Depth to Net Reading Date Time Time Water Drop Monlto: I 7/21/8~ 2:42 lo Water 2 7/24/85 1:17 lo Water No. CE 5107 PERCOLATION RATE -- (mrnutes/,nch) PERC HOLE DIAMETER lEST RUN BETWEEN -- FT AND E1 Visual, no oerc test WL PERFORMEO , I EngiReering. Architectural and Surveying Consultanls Serving All oJ Alaska PER~ORMEO ~OR: Hundred Hills Sub'd, LEGAL DESCRIPTION: P.O. Box 774649 Eagle River, Alaska 99577 (907) 694-3574 First Addition DA~E PEF~£ORMED: ?/1 o/R7 ................. R f Pt //314 1 2, 5- 6- 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Topsoil Silty Gravel Same as Sample #7 GW, Sandy Gravel, Angular 8" Minus Vernon L Roelfs No. CE5107 WASGROUND WATER No ENCOUNTERED? S IF YES, AT WHAT ~) DEPTH7 P E SLOPE SITE PLAN Deplh Io Water ~er Moniloring? Dale:. A I' 3El S ET] Z:CA:~' N Gross Net Depth to Net Reading Date Time Time Water Drop Monito~ 1 7/21/8~? 2:46 No Wate~ 2 7/24/8? 1:19 No Wate~ PERCOLAIION RAIE __ (m,nuteaq,~ch) PERC HOLE DIAMEIER __ COMMENTS '[EST RUN BETWEEN Visualp no pert test WL PERFORMED BY: D~r'~ VEl [ J £nginuering, Archilectural and Surueying Consultants 5eruing All of Alaska P.O. Box 774649 Eagle Riuer, Alaska 99577 (907) 694.3574 PERFOHMEDFOR: Hundred H~]ls Sub'd. First Addttton DATE PERFORMED: ?./9,/R? !; ~ ' LEGAL DESCRIPTION: Gravelly Topsoil Silty Gravel 1 2 3 4 5 6- 7- 8- 9- 10- 11 13- 14 15 16- 17 18 19 2O COMMENTS Sample #7 GW, Sandy Gravel 8" Minus An2ular Vernon L. Roelfs No. CE 5107 WAS GROUND WATER NO ENCOUNTERED? IF YES, AT WHAT DEPTH;) fteplh to Waler After Monitming? Dire:. SLOPE SITE PLAN SE] S Gross Net Depth to Net Reading Date Time Time Water Drop Monit( r 1 7/21/87 2:51 No Wate~ 2 7/24/8? 1:21 No Wate~ PERCOLATION RAIE -- 'lEST RUN BETWEEN Visual~ no oerc test FT AND FI WL PERFORMED BY: ~ E~gineerir~g, Archileclural and Surveying Consultants Seruin9 All o! Alaska PEREORMEDFOR: Hundred Hills Sub'd, LEGAL DESCRIPTION: P.O. Box 774649 Eagle Riuer, Alaska 99577 t907) 694 3574 First Addition DATE PERFORMED: 7/9./R7 ', · Ref. Pt. #316 1 2 3- 4, 5- 6- 7 8 9 10 11 12 13 14 15 16 17 18 19 20 COMMENTS Sandy Soil Sample #4 SM Gravelly Sand Sample #5 GW, Sandy Gravel Cobbles & Boulders (1 Ft.) Bottom WAS GROUND WATER NO ENCOUNTERED? IF YES, AT WHAT DEPTH? Deplh ID Water Alter MonitorinD? SLOPE SITE PLAN SE: S[T] }LA "1 N Gross Net Depth to Net Reading Date Time Time Water Drop Perc T~=st I 7/9/87 4:50:34 4 1/2" 2 7/9/87 4:51:34 5 1/8" 3 7/9/87 4:52:34 2 min 5 1/2" ~onitor I 7/21/8 2:58 No Water 2 7/24/8 1:23 No Water PERCOLAIlON RAIE -- {m,nuleS~mch) PERC HOLE DIAMEIER -- IEST RUN BE'~WEEN FT AND fl PERFORMED BY; WL ~ VEl Engm~,ering. Architectural and Surveying Consultanls P.O, Box 774649 Serving All of Alaska Eogle Riuer, Aluska 99577 (907) 694.3574 PERFORMED FOR: Hundred Hills Sub'd. F1rat Addlt~on DATE PERFORMED: 7/9/87 LEGAL DESCRIPTION: TuwHSJJ~, '~ ............ Ref. Pt. #317 1 2 3 4 5 6 7 8 9 I0- 11- 12- 13- 14- 15- 16 17- 18- 19- 20- COMMENTS Soil, Sand & Clay Sample #6 GW, Sandy Gravel Cobble & Boulders, 10" to 2' Vernon L. Roelfs No. CE 5107 ~ sm' SLOPE SITE PLAN ITl }LA ~ ~ WAS GROUND WATER NO ENCOUNTERED? S L IF YES, AT WHAT O DEPTH? P Depth ta Water Aller Monitoring? Date: Gross Net Depth to Net Reading Date Time Time Water Drop ?arc T( st i 7/9/87 4:2o:17 5 1/8" 2 7/9/87 4:21:30 1:13 7 1/8" 2" Monito: ~ 7/21/8~ 3'04 No Ware: 2 7/24/8~ 1:25 NO Ware: PERCOLAIION RATE O* 61 (m,nutesh.ch) PERC HOLE DIAMEIER TEST RUN BETWEEN ~ FT AND PERFORMED BY: WL ~ VEl Engineering, Archileclural and Surveying Consultants Seruing All of Alaska P.O. Box 774649 Eagle River. Alaska 99577 (907) 694-3574 PERFORMED FOR: Hundred Hills Sub'd, LEGAL DESCRIPTION: First Addition DATE PERFORMED: 7/1 ................ .... :- Ref. Pt //318 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2O Topsoil Silty Gravel, 6" Minus Sample //10 GW, Sandy Gravel 6" Minus with Some Boulders 1' Minus WAS GROUND WATER ENCOUNTERED? IF YES, AT WHAT DEPTH? P~ E Deplh lo Waler ~er Monilo,'inD? _ Date: SLOPE SITE PLAN SEE ~ITE ~[JN .I, Gross Net Depth to Net Reading Date Time Time Water Drop Monlto - I 7/21/8' 3:11 No Wate' 2 7/24/8' 1:28 No Wate ~ tom Vernon L. Roel No. CE 5107 PERCOLATION RAIE -- (mlnulesJmch) PERC HOLE DIAMETER -- TEST RUN BETWEEN COMMENTS V~--' [O perc test WL PERFORMED BY: D~r'F AND FT VEl En~ineerinfl, Archilectural and Surueyin9 Consultants ,Seruin~ All o] Alaska P.O. Box 774649 Ea~le Riuer, Alaska 99577 (907) 694-3574 PERFORMED FOR: Hundred LEGAL DESCRIPTION: Hills Sub'd, First Addition DATE PERFORMED: 7/21/R7 ....................... Ref. Pt. #319 1 2 3 4 5 6 7 8 9- 10- 11 13- 14- 15 16 17 18 19 20 Ft. Topsoil Same as Sample #15 GW, Sandy Gravel Vernon L. RoeJfs No. CE 5107 SLOPE WAS GROUND WATER ENCOUNTERED? IF YES, AT WHAT DEPTH? P E Depth to Waler After Monitoring? Date: SITE PLAN ~Ei ~iIT] tLA~ IN-I Gross Net Depth to Net Reading Date Time Time Water Drop ~onitoz i 7/21/871 11:55 No Ware3 2 7/24/87 11:5~ ,.No Wate~ PERCOLATION RATE -- (mmute~mch) PERC HOLE DIAMEIER .-- COMMENTS Visual, no perc TESZRUNBETWEEN FTAND FT test PERFORMED BY; WL VEl ~[ Engineering. Architectural and Surueying Consultants ,Seruing All DJ Alaska P.O. Box 774649 Ea~le River, Alaska 9~577 (907) 694.3574 PERFORMEDPOR: Hundred Hills Sub'd, First Addition DATE PERFORMED; 7/16/87 ' -~ .............. - //320 ['LEGAL DESCRIPTION: ,v........ w, .,~,,.~, cac.,;c=: Ret. Pt, 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 COMMENT~ Topsoil Sample #15 GW, Sandy Gravel Cobble & An~ular 6" Minus WASGROUND WATER No ENCOUNTERED? SLOPE SITE PLAN Vernon L Roelfs No. CE 5107 .ak SE] SIT TLAi I N IF YES, AT WHAT O DEPTH}' P E Depth to Waler After MoniIDring? Dale: Gross Net Depth to Net Reading Date Time Time Water Drop Mo~ ~ t Q: 1 7/21/87 12:05 No Wate:' 2 7/24/8? 11_.:56 No Wate' PERCOLATION RATE __ (m,nutes~mch) PERC HOLE DIAMEFER -- TEST RUN BETWEEN FT AND FT WL PERFORMED BY: VEl LI Engineering, Architectural and Surueying Consultanls Seruing All o! Alaska P.O. Box 774(~9 Eagle Rioer, Alaska 99:577 (907) 694.$$?4 PERFORMED FOR: Hundred Hills Sub'd, First Addition OATEPERFORMED: 7/9/87 Ref Pt //321 LEGAL DESCRIPTION: ' , , '~FI-: * * 2 I 4 [, 6- 9- 13- 14- 16 17- 18- 19- 20- Sandy Topsoil Sample #2 GW, ;om Sandy Gravel WAS GROUND WATER NO ENCOUNTERED? IF YES, AT WHAT DEPTH? Oeplh Io Waler ~er Moniloring? Dale: SLOPE SITE PLAN SEC EIT LA~ ~ N Gross Net Depth to Net Reading Date Time Time Water Drop Monito: I 7/21/8: 12:~2 No W~te, 2 ?/24/8', 12:4~ No I PERCOLA11ON RAIE Im,nute~'mch) PERC HOLE DIAMETER -- COMMENTS Virtual. ]EST RUN BE]WEEN no perc test FT AND FT w1, PERFORMED BY: OAr~' "VEl P.O, Box 774649 Engineering, Architectural and Surveying Consultants Serving All of Alaska Eagle Riuer, Alaska 99577 (907) 694.3574 PEREORMED EOR: Hundred Hlll~ Sub' d, LEGAL DESCRIPTION: First Addition DATE PERFORMED: 7/9/87 ....... ,~ ........ //322 'T~, ......~ ..... ~. ,- ....... Ref. Pt. ~ 2 3 4 5 6 7 8 9 I0 11 12 13 14 15 16 17- 18- 19- 20- Sandy Topsoil Sample //3 GW, Sandy. Gravel GW, Sandy Gravel Same as Sample #2 Bottom Vernon L. Roelfs fi! ,~ SLOPE SITE PLAN SE EIT~ >L~.N / N WAS GROUND WATER ENCOUNTERED? S L IF YES, AT WHAT O DEPTH? P E Oeplh to Water After Monitoring;' Date; Gross Net Depth to Net Reading Date Time Time Weter Drop Perc T,~st i 7/10/8~ 3:00,0C 5" 2 7/10/~ 3:oo:3c 30 sec ?" Monito: 1 7/21/87 12:58 No Water 2 7/2~/87 12:17 NO Water PERCOLATION RAIE ~ - ~)~ (n.nutes~.,ch: PERC HOLE DIAMETER .. TEST RUN BETWEEN 4 FT AND ~ I:1 / PERFORMED BY: WL ~ J i £ngineerin9, Architectural and Surueying Consultants 5eruin9 All of Alaska PERFORMED FOR: Hundred Hills Sub'd, First Addit~on DATE PERFORMED: LEGAL DESCRIPTION: ................. Ref Pt P.O. Box 774649 Eagle Riuer, Alaska 99577 (907) 694.3574 7/14/87 #323 1 2 3- 4 5 6 ' 7 8 9 I0 11 12 13 14 15 16- 17 18 19 20 COMMENTS Topsoil, 8" Small Angular Gravel Same as Sample #1 SM, Sandy Gravel SLOPE SITE PLAN WAS GROUND WATER NO ENCOUNTERED7 IF YES, AT WHAT DEPTH? I SE SIT~ ~' { N Small Angular Deplh to Water kJler MonitodnD? Dale: Reading Date Time Time Water Drop ~P ~. -c r. rrb ~t I ?/I?/R~ 0' 00" 3 1/2" 2 ?./t?./R~ 13'00" 13 rolm 't 3lb." 1/4" Monlto! I 7/21/8~ 1:01 r~o Water ~ 7/24/R~ 12:20 ~o Water Gravel ~ottom ~o. CE 5107 PERCOLAIlON RATE 52 Im,nules/mchl PERC HOLE DIAMETER TEST RUN BETWEEN 7 FT AND R~ FI PERFORMED BY; [%TT, PArE VEl Et~gineering, Archilectural and Surueying Consultants Serving All o! Alaska P.O. Box 774649 Eagle River, Alaska 99577 (907) 694.3574 PERFORMEDPOR: Hundred Hills Sub'd, First Addition DATE PERFORMED: 7/17./R? LEGAL DESCRIPTION: TC'.';,~.~,~.!~, .[q.~R~-.~Ot~O$:K l~ef , Pt * #32~' Topsoil & Boulders Same as Sample #15 GW, Sandy Gravel SLOPE SITE PLAN ITl A SE C }LA ~ IN 10 11 12 13 14 15- 16 17- 18- lg~ 20- WAS GROUND WATER NO ENCOUNTERED? S L IF YES, AT WHAT O DEPTH? p E Depth ID Welef After MonitodflD? _ Dele: Gross Net Depth to Net Reading Date Time Time Water Drop Monito] I 7/21/8~ 3:38 No Water 2 7/24/8~ 1:~1 ~o Water PERCOLATION RATE -- (m~nutes/mch) PERC HOLE DIAMEZER -- COMMENTS TEST RUN BETWEEN Visual, no perc test FT AND F1 PERFORMED BY: WL ~ VEl Engh]eeriag, Archileclural and Surveying Consullants Serving All o! Alaska P.O. Box 774649 Eogle River, Alaska 99577 (907) 694.3574 ~ PERFORMED FOR: Hundred Hills Sub'd, First Addition DATE PERFORMED: 7/17/87 LEGAL DESCRIPTION: ~.o:,:n:h!~, 92nge. See'~on' Ref. Pt. #325 Topsoil Sample #25 SW, Gravelly Sand SLOPE SITE PLAN SE2 ,tiT ~LAi~ N / 10 11 12 13 14 15 16, 17- 18- 19- 20- .Bottom WAS GROUND WATER No ENCOUNTERED? S L IF YES, AT WHAT O DEPTH? P E Depth lo Water Alter Monitoring? Date: Gross Net Depth to Net Reading Dale Time Time Water D~op Montto3 I 7/21/87 ~:29 No Wate~ 2 7/24/87 1:36 No Wate~ PERCOLATION RAIE -- (m,nutes/mch) PERC HOLE DIAMETER COMMENTS VI TEST RUN BETWEEN test FT AND FT PERFORMED BY: WL ~ VFI P.O. Box 774649 Engmeeri~9, Architectural and Surveying Consultants All of Alaska Eogle Riuer, Alaska 99577 (907) 694.3574 PERFORMED FOR: Hundred Hills Sub' d, First Addition DATE PERFORMED: 7/1 0/87 To ........ ~ ......~.~"~"' Ref. Pt. #326 LEGAL DESCmPT'ON: Hlland Drive ......... D .... v ........ SLOPE SITE PLAN 6 7 8 9 10 12 15- 16 18 19 20 Topsoil Silt~ Cobble & Gravel Sandy Gravel & Cobble 8" Minus WASGROUND WATER ENCOUNTERED? IF YES, AT WHAT Sample #9 DEPTH? SW Gravelly Sand Deplh Io Waler Alle[ !" Minus Monitoring? . _ Dale: S Gross Net Depth to Net Reading Date Time Time Water Drop PERCOLA"~ ION RAI E TES1r RUN BE'~WEEN -- Visual, no perc test COMMENI'S PERFORMED BY; W~, (m~nute~nch} PERC HOLE DIAMETER -- AND .-- F1 VEI Engineering, Architectural and ,Surveying Consultants Sewing All of Alaska P.O. Box 774649 Eagle River, Alaska 99577 (907) 694.3574 PERFORMEOFOR: Hundred Hills Sub'd, First Addition OATEPERFORMED: 9/24/86 LEGAL DESCRIPTION: Topsoil 1 2 GM 3 4 § GP 6 7 8 9 GM 10 11 GP 12 13 14 15 Bott of Pit 16 ..- 17 18 19 cE 5107 20- WAS GROUND WATER No ENCOUNTERED? , IF YES, AT WHAT DEPTH? P E Ileplh to Water Aller . Monitoring? Dale: I .............. Sc~o~ Ref. Pt. #327 SLOPE SITE PLAN SE; ~ITE )L~T -I N Gross Net Oepth to Net Reading Date Time Time Water Drop Perc T~st I 9/24/8 2:01:4J 4 5/8" 2 9/24/8 2:04:1; 5 ~ 9/24/8 2:05:2~ 5 1/4" 9/24/8 2:07:2~ 5'38" 5 1/2" 7/8" Monitor i 7/21/8 12:21 No Water 2 7/24/8 11:49 No Water (WL)* *Observe~ Will. am Leatham COMMENTS monitored for 8 days and no groundwater was observed. Perf. Pipe placed PERCOLATION RATE ~ . ~ (m,nuteshnch) IIAMETER __ '[EST RUN BETWEEN 6 .FTAND 6,5 ~T in hole, 1~' total depth. Tube was PERFORMED BY: VLR 13~TE £ngineering, Archilectural and Surveying Consullants .Serving All of Alaska P.O. Box 774649 Eagle River, Alaska 99577 (907) 694.3574 PERFORMED FOR: Hundred Hills Sub'd First Addition DATE PERFORMED: 7/17/R7 LEGAL DESCRIPTION: T~C,,*,,n3,'~,:.p.,'",,,,u~. ............. ~..~... Ref. Pt. #328 1 2 3- 4- 5- 6- 7 8 g 10 11 12 13 14 15 16 17 18 19 20 Topsoil with Boulders Organics Mixed with Silty Gravel GM, Silty Sandy Gravel with Cobbles, 4" Minus Same as Sample #21 Silty Sand WAS GROUND WATER NO ENCOUNTERED? Silty Gravel ~ with Cobble & IFYES, ATWHAT DEPTH? pO Boulders to E 2 Et. negro In Wa~nr A~,r Monitoring? Date:. Gross Net Depth to Net Reading Date Time Time Water Drop Monito 1 7/21/87 1:34 4o Water 2 7/24/87 12:36 ~o Water PERCOLATION RATE __ Im,nules~mch) PERC HOLE DIAME3ER __ 1EST RUN BETWEEN -- Visual, no perc test F1 AND F1 PERFORMED BY: WL OAr~. ,I £ngineering, Architectural and Surveying Consultants P.O. Box 7746~9 Serving All of Alaska Eagle River, Alaska 99577 (907) 694.3574 PERFORMED FOR: Hundred Hills Sub'd, First Addition DATEPERrORMED: 7/17/R7 ' ~ LEGAL DESCRIPTION: ' . , ' : Ref. Pt. #329 1 2 3 4 5 6 7- 8- 9- 10- 11 13- 14- 15- 16 17 18 19- 20- Topsoil Ve No, CE 5107 Same as Sample $15 GW, Sandy Gravel, Angular & Cobble SLOPE SITE PLAN WAS GROUND WATER ENCOUNTERED? IF YES, AT WHAT DEPTH? Oeplh lo Waler Alter Monitoring? . Dale: ,,Ak SE] SIT PLA~ ~ Gross Net Depth to Net Reading Date Time Time Water Drop Monlto3 1 7/21/87 3:24 No Wate~ 2 7/24/87 1:34 No Ware] PERCOLATION RAIE __ (m,nutes,,mch) ioERC HOLE DIAME1ER TEST RUN BETWEEN __ F1 AND __ FT COMMENIS V~ perc test /~_~ ~-~ PERFORMED BY: WL ~ ~ , Enghmering, Architectural and Surveying Consultants Serving All of Alaska P.O. Box 77q649 EaNle Riuer, Alaska 99577 (907) 694-3574 PERFORMED FOB: Hundred Hills Sub'd, First Add~tlo~ DATE PERFORMED: 7,/!0/~7 LEGAL DESCRIPTION:ROad Center, Hlland 4 5 6 7 8 9- 10- Mix Angular & Cobble, Mainly Rock Wlth Sand & Gravel Sample #23 Same as Sample #15 GW, Sandy Gravel m 1t 13- 14- 15- 17 20 WAS GROUND WATER ENCOUNTERED? IF YES, AT WHAT DEPTH? Depth Io Waler Altec MortiSing? _ Dam: SLOPE Ref. Pt. #330 SITE PLAN I EEl ?ITl ~LA~ N Gross Net Depth to Net Reading Date Time Time Water Drop PEBCOLA1 ION RA1E -- TEST RUN BETWEEN -- FT AND I:1 COMMENTS P~RfORMED BY: DAr~ ~- Engineering, Architectural and Surueying Consultants Eagle River, Alaska 99577 Seruin9 All o! Alaska P.O. Box 774649 (~07) 6943574 PERFORMED FOR: Hundred Hills Sub'd, First Addition DATE PERFORMED: 7/10/R7 Dr To .... LEGAL DESCRIPTIO~Dad Center. Hiland . ~,,o~.:-,~, ,q..,~, ~.,v, ° ....... ,. Ref. Pt. #331 SE~ ?ITl }LA~ N Road Fill, Some Silt Angular Sandy Gravel, Cobble 4" Minus Sample #24 Same as Sample #15 GW Sandy Gravel SLOPE 10 11 12 13- 14- 1§- 16- 17- 18- 19- 20- WAS GROUND WATER ENCOUNTERED? IF YES, AT WHAT DEPTH? pO E Depth to Water ADer Monitoring? . Dele: Gross Net Depth to Net Reading Date Time Time Water Drop ~ PERCOLAIlON RAIE -- COMMENI'S TEST RUN BETWEEN FT AND Fl' PERFORMED BY: WL [~r~ VEl Engineering, Architectural and Surveying Consultants Serving All of Alaska P.O. Box 774649 Eagle River, Alaska 99577 (907) 694-3574 PERFORMED FOR: Hundred Hills Sub'd, First Addition DATE PERFORMED: 7./!5,/R? LEGAL DESCRmTION:CenterliTle Wolf Dr~ve .......... - ...... ~ ........... Ref, Pt. SLOPE SITE PLAN SE] .~IT L~I~ 'IN Sandy Gravel, Some Silt Same as Sample 18 GW, Sandy Gravel 10 ~ WAS GROUND WATER ENCOUNTERED? No 11 IF YES, AT WHAT DEPTH? 13- 14- 15- 16- 17- 18- 19- 20- Depth lo Water After Monitoring? _ Date: Gross Net Depth to Net Reading Date Time Time Water Drop PERCOLATION RATE -- (m~nutes/inch) PERC HOLE DIAMETER TEST RUN BETWEEN __ FT AND -- FT COMMENTS PERFORMED BY: WT~ DAr~' VF.I p.o. Box 7746q9 Engineering, Architectural and Surveying Consultants Serving All of Alaska Eagle Riuer, Alaska 99577 (907) 694-3574 PERFORMED FOR: Hundred Hill,~ Sub'd, First Add~tlon DATE PERFORMED:_ 7/t7,/~7 Centerline Wolf Drive ,-, , ' : Ref. Pt. #334 LEGAL DESCRIPTION: Jwe~r I~.. 14 SLOPE SITE PLAN 8 9 10 11 St;E 3I~E PL,~N N Sandy Gravel, Some Silt 2 3 4 5 6 Same as Sample #1 SM, Sandy Gravel 7 Bottom 13- 14- 15- 16- 17- 18- 19 20 WAS GROUND WATER ENCOUNTERED? S L IF YES, AT WHAT O DEPTH? P E Depth lo Waler Alter Monitoring? Date: _ Gross Net Depth to Net Reading Date Time Time Water Drop PERCOLATION RATE -- (m~nutes/inch) PERC HOLE DIAMETER -- TEST RUN BETWEEN -- FT AND , FT COMMENTS PERFORMED BY: WL VEl Engineering, Archilechn'al aad Surveying Consullanls Seruiag All DJ Alaska P.O. Box 774649 Eagle River, Alaska 99577 (907) 694.3574 PERFORMED FOR: Hundred Hills Sub'd, First Addition DAIEPERFOI]MED: 7/17./R7 ................... Hef. Pt #335 LEGAL DESCRIPTION: Centerline Wolf Drive .......... p ....... u .......... . 1 2 3 4 5 6 7- 8 9- 10- 11 12 13 14 15 16- 17- 18- 19- 20- COMMENIS Sandy Gravel, Some Silt Sample #22 Same es Sample #16 GM, Silty Sandy Gravel WAS GROUND WATER ENCOUNTERED? NO S IF YES, AT WHAT ~) DEPTH? p Deplh lo Waler Allot Monitoring7 Date: SLOPE SITE PLAN N Gross Net Depth to Net Reading Date Time Time Water Drop PERCOLAltON RATE __ (n.nutes,mch) PERC HOLE DIAMEIER __ TEST RUN BETWEEN __ F1 AND __ FT PERFORMED BY: WL VEl I ' ' Engineering, Architectural and Surveying Consultants P.O. Box 774649 Serving All of Alaska Eagle River, Alaska 99577 r=' (907) 694-3574 ~ PERFORMED FOR: Hundred Hills Sub'd. First Addition DATE PERFORMED: 7/15./R7 LEGAL DESCRIPTION:Centerllne Ro~ers 2 3 4 5' 6- 7 8 9 10 11 12 Cr. rv ....... ~ ......~.oa ...... Fief. Pt. #336 SLOPE SITE PLAN Topsoil Sample #26 GW, Sandy'Gravel Bottom WAS GROUND WATER No ENCOUNTERED? IF YES, AT WHAT DEPTH? I SE ~IT] }LA~ N s L 13 14 15- 16- 17- 18- 19- 20 Deplh lo Water After Monil0ring? Date: Gross Net Depth to Net Reading Date Time Time Water Drop PERCOLATION RATE __ {m~nutesJmch) PERC HOLE DIAMETER -- TEST RUN BETWEEN FT AND __ FT COMMENTS PERFORMED BY: WL DAr~' VEl Engineering, Architectural and Surue.uing Consultants Sewing All o] Alaska P.O. Box 774649 Eagle River, Alaska 99577 (907) 694-3574 PERFORMED FOR: Hundred Hills Sub'd, First Addition DATE PERFORMED: 7/17./R7 ' ' Cul-de-sac Ro~ers Cr.~ " '~ ............ Ref. Pt #33? 1 2 3- 4- 5- 6 7 8 9 10 11 12 13- 14- 15- 16- 17- 18- 19- 20- COMMENTS Top Soil wlth Cobble GM, Sandy Gravel with Cobble Sample #21 SLOPE SITE PLAN SEE SI'?E PIAN- N WAS GROUND WATER ENCOUNTERED? IF YES, AT WHAT DEPTH? 0apth Io Waler After MonilodnD? Date: Gross Net Depth to Net Reading Date Time Time Water Drop PERCOLATION RATE (minutes/tach) PERC HOLE DIAMETER -- TEST RUN BETWEEN FT AND FT PERFORMED BY: WL RUNDRED HILLS SUBDIVISION SUMMATION OF LAB ANALYSIS SOILS REPORT Lab No. 7025 7026 7027 7028 Field Sample No. 3 10 9 5 Depth 3' 8' 12-13' 8' Computer Pt # 322 '318 326 316 Location Description L8B5 Highland Dr. L6B5 Sieve Size % Passing 3" 100 90 2" 100 95 100 85 1" 92 81 97 66 3/4" 84 77 92 57 1/2" 73 67 89 49 3/8" 64 62 85 43 4 44 · 47 70 33 8 30 34 51 26 '10 27 32 46 25 16 16 24 30 20 40 6 15 17 15 80 2 9 10 11 100 1 8 9 10 200 0.9 5.8 6.7 8.0 Unified Class GW GW SW GW Textural Class Sandy Sandy Gravelly Sandy Gravel Gravel Sand Gravel Lab No. 7029 7030 7031 7032 Field Sample No. 8 4 i 7 Depth 6-7' 2.5' 6' 6' Computer Pt # 313 316 309 315 Location Description L4B5 L6B5 LgB4 No # Sieve Size % Passing 3" 100 2" 93 100 100 100 1" 76 93 98 73 3/4" 69 88 96 64 1/2" 62 83 93 55 3/8" 55 79 89 48 4 41 72 81 35 8 30 65 77 27 10 28 63 75 25 16 20 57 69 19 40 12 47 60 14 80 7 34 38 10 100 7 32 32 9 200 5.5 22.3 17.1 7.1 Unified Class GW SM SM GW Textural Class Sandy Silty Sandy Sandy Gravel Gravelly Gravel Gravel Sand ======================================================================= HUNDRED HILLS SUBDIVISION SUMMATION OF LAB ANALYSIS SOILS REPORT Lab No. 7033 7034 7035 7036 Field Sample No. 2 6 14 18 Depth 6' 7' 6-7' 9' Computer Pt # 321 317 305 310 Location Description L11B5 L7B5 L5B4 L1B5 Sieve Size % Passin~ 3" 84 77 100 2" 78 69 100 94 1" 64 57 74 79 3/4" 57 55 70 72 1/2" 49 51 63 62 3/8" 43 47 59 55 4 32 39 50 43 8 23 31 43 33 10 21 29 41 31 16 14 22 34 24 40 8 14 26 18 80 5 9 17 13 lO0 4 8 15 12 200 3.1 5.7 9.2 8.9 Unified Class GW GW GW GW Textural Class Sandy Sandy Sandy Sandy Gravel Gravel Gravel Gravel Lab No. 7037 7038 7039 7040 Field Sample No. 25 12 19 20 Depth 8-9' 4.5-5' 5-6' 6-7' Computer Pt # 325 308 303 302 Location Description L2B6 L7B4 L3B4 Tract A Sieve Size % Passin9 3" 100 100 2" 100 90 92 100 1" 94 57 84 98 3/4" 89 43 79 95 1/2" 80 30 73 92 3/8" 74 23 68 89 # 4 58 16 59 80 # 8 43 13 49 70 # 10 40 13 47 67 # 16 26 11 37 58 # 40 13 9 26 48 # 80 8 8 20 41 # 100 6 8 18 39 # 200 3.9 6.5 13.4 32.1 Unified Class SW GP SM SM Textural Class Gravelly Gravel Silty Silty Sand Gravelly Gravelly Sand Sand HUNDRED HILLS SUBDIVISION SOILS REPORT SUMMATION OF LAB ANALYSIS Lab No. 7041 7042 7043 7044 Field Sample No. 17 16 11 21 Depth 8' 7' 7' 6-7' Computer Pt # 311 312 304 337 Location Description L2B5 L3B5 L4B4 Roger Circle Cul-de-Sac Sieve Size % Passing 3" 100 100 100 2" 89 97 100 93 1" 72 87 94 84 3/4" 65 82 83 79 1/2" 59 73 75 72 3/8" 55 67 70 66 4 45 53 59 54 8 35 40 51 42 10 33 38 49 40 16 23 30 42 32 40 14 21 34 23 80 9 15 26 17 100 8 14 25 16 200 6.7 10.9 20.5 13.0 Unified Class GW GM GM GM Textural Class Sandy Silty -Silty Silty Gravel Sandy 'Sandy Sandy Gravel Gravel Gravel Lab No. 7045 7046 Field Sample No. 15 26 Depth 7' 3' Computer Pt # 320 336 Location Description LIOB5 Centerline Rogers Circle Sieve Size % Passing 3" 100 100 2" 95 95 1" 83 89 3/4" 76 84 1/2" 64 75 3/8" 57 68 4 41 50 8 30 39 10 28 37 16 20 23 40 13 12 80 9 8 100 8 6 200 6.0 3.5 Unified Class GW GW Textural Class Sandy Sandy Gravel Gravel GRAVEL SILT~ SAND SOIL TEXTURAL CLASSIFICATION CLAY CLAYE OR SILT' CHART GRAVELLY SAND GRAVEL i,' 0 10 20 30 40 50 60 70 80 90 GRAVEL (+ ~ 4 SCREEN) ~'/o BY WEIGHT 100 FROST CLASSIFICATION SYSTEM NONFROST SUSCEPTIBLE SOILS ARE INORGANIC SOILS CONTAINING L~S5 THAN 3% FINER THAN 0.02 mm. GROUPS OF FROST-SUSCEPTIBLE SOILS: F! GRAVELLY 5OILS CONTAINING BF_'I WEEN 3 AND 20% FINER THAN 0.02 mm. F2 SANDY SOILS CONTAINING BETINEEN 3 AND ]5% FINER THAN 0.02 mm. F3 a. GRAVELLy SOILS CONTAINING MORE THAN 20% FINER THAN 0.02 mm. AND SANDY SOILS (EXCEPT FINE SILTY, SANDS) CONTAINING MORE THAN 15% FINER THAN 0.02 mm, I~ CLAYS WITH PLASTICITY INDEXES OF MORE THAN ]2. EXCEPT VARVED CLAYS. F4 a. ALL SILTS INCLUDING SANDY SILTS. b. FINE 51LTY SANDS CONTAINING MORE THAN 35% FINER THAN 0.02 mm. ~- LEAN CLAY5 WITH PLASTICITY INDEXE~ OF LESS THAN ]2. d. VARVED CLAYS. HUNDRED HILLS SUBDIVISION, FIRST ADDITION Platting Case No. S 8664 WATER AVAILABILITY INFORMATION AND SEPTIC SYSTEM LOCATION ON LOTS December 20, 1989 Owner: Eldon J. Osdiek Performed By: VEI Consultants 1345 Rudakof Circle, Suite 201 Anchorage, AK 99508 (907) 337-3330 HUNDRED HILLS SUBDIVISION, FIRST ADDITION Platting Case No. S 8664 WATER AVAILABILITY INFORMATION AND SEPTIC SYSTEM LOCATIONS ON LOTS December 20, 1989 Introduction This report was developed to satisfy Item Nos. 8 and 10 of the Summary of Action from the October 7, 1987 Platting Board meeting. Both of these Items are requirements of the Municipality of Anchorage, Department of Health and Human Services (DHHS). The requirement for additional test holes in Item 10 has been waived by DHHS. However, water availability information is included in this report. Hundred Hills Subdivision, First Addition, is a lO0-acre alpine subdivision located at the end of Hiland Road in the South Fork area of Eagle River. It is a subdivision of Block 4 of the original Hundred Hills Subdivision developed in 1973. The First Addition subdivision consists of 25 lots and one tract. Lot sizes range from 1¼ acres up to 9 acres. The area is zoned A-lO. Septic System Locations Exhibit i, folded into the envelope at the back of this report, shows possible locations for residences and septic systems on each of the proposed lots. A determination of possible locations (as shown) was performed to identify total reserved area for septic systems at a ground slope of less than 10%. This was possible for most lots. However, in some of the steeper areas the §-foot contour interval on available topographic mapping did not have sufficient detail to show areas of lesser slopes. Lot 1, Block 6 is an example of this situation. Lot I is quite steep (slopes of 40% can be found), however, it is also quite large (9.23 acres). It is very likely that an area of reduced slope can be found for a septic system on the site and, if not, an area could be excavated to produce a suitably flat area. None of the test holes in the Block 6 area showed any sign of bedrock. Total reserved area for each lot was determined based upon prevailing conditions over the site. As a standard condition, a soils rating of 165 square feet per bedroom and three bedrooms per house were assumed. This yielded a total reserved area of 4,500 square feet. I Water Availabilit~ To determine water availability, well logs were gathered for surrounding areas. (These logs are included in the Appendix.) Most of these well logs are from wells located in the original 1973 Hundred Hills development. Also included is the log of a well drilled in March 1987 on Lot 1, Block 4, located within the proposed plat. Information contained in the logs is summarized on Exhibit 2, which is folded into the envelope at the back of this report. Water Availabilits Summar~ In our investigation, water availability was found to be quite adequate, and seemed to be better than average, considering the alpine terrain. Bedrock was encountered in some but not all of the well logs sampled. Well information for Hundred Hills Subdivision falls into the following ranges: Parameter Depth of well Static Water Depth Production Range 44 - 180 feet 0 - 63 feet 120 - 1200 gallons per hour (gph) APPENDIX Well Logs OWNER OF LAND £Z~O.O ,J ADDRESS LEGAL DF..SCRIFTI~ DATE- Started ,., '~/f~ ~ PERMIT NUMBI:R Ended ',KIND OF FORMATION: *l. lo Ft. Ir, om.& F,.~o ..? F,.'. From __ F~om../~ · _ Ft. to !~' Ft. From Ft. to Ft. From I From From ~ ._Ft. ~m ~:; F*.,o, From , _ .Ft. to FI From _4Ft, to Ft Frnm ..... Ft. to Ft GALS. Pi~k HR: From-- -- Ft. to Ft, From .... FI, to Ft. From From . FI MISCL. INFORMATION: I .. iLS N ELL DRILLING. ' 'l~ation (.hddress <of: Township, Range, Section, .....i i ' ~ " ' . , ~ ~' '' ' ~et~l ' · I , '.~ , ~ · :. ~~ : , ':' Sbttewater level o7 . ct. (above) ~land surfaco. Fa~shofwe]l (checkone) '~en ( ~' );~'Perforated( ). '': . ' Well pumping t Io~ per (hour) ~min~ for of d~wdow~c level. Date of ~mple~i~n ~ ' ,~ Depth in feet from ., : ~round surface ~ TO 3 t ,, ~o TO -~: ~ ,,, ~o ~ v~ ,. , __.TO .TO __.TO WELL ~.OG ~ ! ' ' ~ Give details of formations penetrated, siz~ of material, color and hardness DRILLING ~poss DR.TL~Zm SEP 3 19/6 DATE cO~DLK~KD,~~_.~,~i~-~2 TO BE SET AT.___~m~~- -._to DATE. Sl~led ~, / r / Ended KIND OF FORMATION: DEPTH OF WELL ~ STATIC LEVEL OF WATER FT. -? ~' "~'""'rDRAW DOWN FT. _ / o ' GALS. PER HR KINDOFCASING . .. ~"..~_~ FL FI. From Ft. to, FI, _~ From_ , FI. (o. FI ...... From Ft. to Ft. ,"~ From _ Fl. fo ~ FI~ From ...... FI. fo FI. , From .... FI. fo_ = FI .... From ~__ Ft. fo_ ,Ft. From_ FI. fo FI. From FI. fo -. Ff. From., Ft. to Ft. __ F~o~m FI. to ,, FI. , From . Ff. to Ff ' From... FL lO FL Frnm ,. FI. fo Fl. From. FI. lo... FL. From_., FI lo ,, 1981 RECEIVED A & L DflILLING COMP. ANY JAN 4 ""'"~"'"'"'~"~" ' '""~'"~ RECEIVED ' -~ _ GA~.PER HR Fmm:____Fl. lo__ FI.~ From .... FI. fo :._FI._ Fram_ FI. lo Johnston .GRINDF~ AND SON DRILLIN~ 6~! E. ]Otho Ave Anch. Ak. Ph. ~-770~ 99.504 Date started_ April 25 1975 SULLIVAN WATER WELLS P. O. BOX 272, C~4UGIAK, ALASKA 1~GS~7 · TELEPHONE ~OWNER OF LAND DEPTH OF WELL STATIC LEVEL OF WATER -~.EGALDESCIUI'TION ~ ,]' ,~'Lo, ./ ~/..,,o~',;.,O t'q'~C,TDRAWDOWNFT' )ATE. Slm~~.~ Ende(l~.~ GALS. PER HR -~iT NUMBER KIND OF CASING . FL to JT_~ FL ~'~ ,:~,~'0.= 4= FL to FL ,.~'e, Ft.t~t ~ Ft. .~",~,, -%-(- $.,L, /! FL to... ' FI,.. Ft. to FL FLto Ft. F~. t~, Ft. FLM FL... Ft.M FL FL to.. "Ft." FLto FL I:.am__FL t~FL ~ INFOgMATION: -. FI. to FL FI. to From , Ft. to Ft., From , Ft. fo Fl, From.. FI. to , Fl From , FI. lo. FI. From. FI. to Fl..~. From Ff. to Ft. From FI. lo Fl. From Ft. fo FI. From, Ft. to FI, AIUNICIPAUTY OF AI',IC~DICI¢~C -- From FI. lo Ft. DEPT. OF HEALTH & From _, FL to Ft. JAH 2 8 '~b From Ft. to Fl. _ F,o~. F,.,o FL RFfFIVFD From Ft. to.. Ft. From__Ft. to__Fl__ DRILLER~NAME ~(.~o,~' . t , ~ O!r FORMATION: DEPTH OF WELL~ STATIC I,~.?FL OF WATER Tr. GALS. PER HR KIND OF CASING FL to FL /'~ .7 FL to ,·,~ Ft. MlSCL INFORMATION: Fl. (o Ft. to _Ft. to FI. Ff. to FI. lo Ft. fo FI. to.__ Ft. _Ft, to Ft. lo Ft. to_ Ft. fo Ft. to Ft. to Ft. to Ft. to Ft, Ft. Ft. FI, FI, Ft. Ft. ¸Ft. Ft. Ft. Ft F(. FL ' Ft. DEPT. OF HEALTH & jun :3:5 1981 RECEIVED :%,:: ~;~',, f ~d,~l ,'t.:. ;:'. I II ~YIll · ~I I ~ I-II I Iii I I ;.IB. II II . ?. ,,,.,;~.,..);~ .... : .t~.~., .? ,1 , . ':. ~., ,.,~ ~...I.'.:~ ,:...: .,..¢ ..... ,...,,;,~,,.,. "' ' WATER WELLS" !~;~¢";' ,......,.,. ~,,, ..: ~ ....:~:~ .... ;~ ,..: ~ .r ~ ,:, ,:.- . - ' ~, . ~ .~ i' ,. . . '~, ~ _ . , , ~'~..~,--~-~/ , . . ,4 ~..~,~.W~LL '~' - --' ' .... OW.E~O~..~,~Dc i~lL~ r % , ·';'/:Y ,,..'",-',~ : · ",:, " DATE;S~Aed ': ~//a/~ ' Ended' ~//¢/~ GA~. ,' , . · . . ,. KIND OF CASING. ' ~ ,~, - - . ....... .., ...... :' · . -:. ~ '* '~'k ~*-. *.'; F~o~''~;_ FL to ~ FL O 0~.__ ~ ~ From FI to t From" '~ i ,Ft. to 'l~ ,.. FL O~" ~ ~ ~ d~ . From Ft.'to Ft. FL tO (-~' ~t ~( i ~ 6"4¢~ ~ ~' From Fmm~& Ft. toT~ Ft.~O~ ~d~[ From Fmm ' Ft. to Ft. ' ~ ~ From From qg Ft. to06 Ft. ~d~ 64~,~& ~ , From__ From , Ft. to Ft. ' ~ ~ ~ From From .... Ft. to / F[ . From Ft. to FL : From__ .... fi,..,:.,~-D e . ., ' · ~ y.~.,: .:..~ . . ..' From ' Ft. to Ft, ' , From '.- .=$ ,?~ . ·: .=.. ..,'-..,. · ,..,, ,,.-.,.,...,. :'. '". . · . From ~ '" ' Ft.~ ' From From , Ft. to Ft.. ~o~-~¢''¢~ rt. to Ft. · d ,&~ ~k~ / "' ' ' '~ :v.'~ -'-'.: ~ .... ~' '" F~om · , ~ o%,~r ~v,~ ~" ~ .' h .' ... q~.. · . ..:.. ,,.,h;,'~:~ . I 7- L' ,' . Ft. to '? Ft. .... t-.. Ft .'.Ft. to -' Ft. to · . Ft_ . ,Ft. to - Fir. Ft. to , Ft. ,,.Ft, to ' Ft., .Ft; to ' Ft. Ft. to ·, ...Ft. ' ,Ft. to , .Ft. .: Ft. to Ft. to Ft. .Ft, to ' .Ft. ' .. !t., i'V : ~ .FI lo ' ' ' .Ft.' ,;f',. .,: ; .. ~ Ft. to . .Ft. __Ft. to ' ,, Ft, ~' ~R OF LAND ~ ~ESS~ SULLIVAN WATER WELLS · ; . ,i'. ~ . · · ' ' DEPTH OF WELL ' ; ' &~ d,k ~ T~3 .~--L~' ' ~i/~ ~' .. ". STATIC LEVEL OF W~TER ~ ~-'-~ DRAW DOWN . -Stained ~ '~' Endedt' ' : 6 .;~ '~ i:GA~.PERHR' iT NUMBER " '' ' " "' ' ?' ' ' ' t~, ' KIND OF. CASING .... :. ,; .. ~.~.:: ~ . ~ ,.: .,. ..... Ft ..... t).J~ .¢ tl'.~.q6~: .~J" , From ' From ?. , . ~ · ~{, -.. .; , . :~ ~]. _ Ft.,.: ~.~o ~ ~ ~*~,~OFrom' ,,. - - From From ., , From From ' From From From From., From , From ..... Ft. to ' Ft.' Ft. to' "~, . Ft. to~ I Ft. ' Ft. to" Ft.' ~t. t; ! .... ' · : Ft. io ; ;: 'Ft, Ft. i;: · Ft. '. :. Ft. to .... Ft. to. ' ' :Ft. Ft. to Ft.., Ft. to Ft., Ft. to Ft... Ft. to Ft., From Ft. to ' Ft. From ' Ft. to,,' . Ft ..... , From: Ft. DRILLER'S NAME -~.- WELL RECORD ....... WATER. STATE OF ALASKA DEPARTMENT OF NATURAL; RESOURE$ DivisiOn of Geologleol 8~ GeophyslccI Surveys A~oh 8~i~°' ~ ~ _0,-.,-o,- ,a wo-.,-' .." ~' ~.3DISTAHCE AN0 DIRECTION F[~OM ROA~ INY[RS~CTIO~a }. OWNER 0F W~LLI ~* ~1 Addre,,: E~gle'River, Ak. ~Gravel, e~y clay 4 '~2~ ~..~., ~;,,,. ~,,,~. O*,~,r,'~: ~G~av=l, =/l~, wmb~i' 52 ~ 7. us~oo~.,,, Opub"*'s,,~'y 0'" ~ dia,.6 In. Io~0. fl. Olp~h.: Weight I0, STATIC WATER cEvgc~rteele~ ti. i2,OROUTIflO Well Oroulsd: ~ YII ~ ~o ' O ..b.. 0 "' Q C..,r.,., . O _-- ,4..~.~.~., Artesi~2 fiows at'5, GpM *"" '"' Ma~uson ~illing AA 5585 ' ~..:P.O. Box 770504 ~agle RiVer~ Ak. 99577 OF · TELEPHONE68~2759 " i , DEPTH OF WELL ~ STATIC LEVE~ OF WATER ~T. GALS. PER HR KIND OF CASING Ft. FtL ~ ~:~/~' ~ 0 ~ r'~ ~__~ ~.',~ From ~ V t~ ~ ~ From__ ~00~ ~ From~ ~r~-~ . From From __ __ FI, __,Ft.. From From to Ft to ' Ft._ From.- From From __ From._ From Ft. to Ft. to Ft, to Ft. to Ft. to -- Ft. to Ft. to Ft. lo Ft. to Ft. to .Ft. to Ft. to Ft. to Ft. to ' Ft. to' .Ft. to.~ Ft. to · Ft.. Ft._ · Ft. Ft, Ft · Ft. .Ft; i' i' ~:~ . ,UI[,LIVAN W/kT] ~ [[ WELLS · ~'" [[ ..... 7 · TELEPHONE68f12759 ~=~, ~i. ~ - ~ . , ~ P.O. BOX 272, CHUGIAK, ALASKA 9955 ' . - ..... SULLIYAN WATER WELLS ADDRESS , '~0 .Z?oX Y 3 ~ ~ STATIC LEVEL OF WATER ~. ~ ~ Z o F 3/~ ~L :d ~ o o7~,v~ . DRAW OOWN ~. '.~ L~GAL DESCRI~ION · · , [ D~E-SI ~ ~ Ended ~/~, GA~. PER HR ~ PE~IT NUMBER KIND OF CASING ~ KIN~ OF FORMATIOn: v. ?.~-~. -'; . :. ' Frgm cf,( Fl, to /oO FL From , Fl, to Fl, From - Ft. Io Ft. From" ...... Ft. to .Ft. From. Ft. to ..... Fl From ' Fi. to ' .Ft. From "· Ft, to. Fl, From Ft. lo: Fl, From Ft. to .Fl, Fr6m .Ft. t- , Ft. From ' Ft. tg FI From Ft. t~ .Fl From Ft. t~__ FI. From , ,Ft. to, ,Ft. From. From ,, Frolll -- From. From __ FI, to FI. From__ ,Ft. ~o_ Ft. From Ft, to From.~Ft, to.~Ft. From . ..Ft. to _Ft. From FL to .... Ft._ From Ft. t~ _Ft, Frmn Ft. to From Ft. to Ft. Frmn Ft. to ,.Ft. From ...Ft. to ,F~ Ft. to FI. · .Fi. to Ft, , FI. lo Fl .... ~" ~ ,'~.~w,~-~',~.:,', '~-~rr~"~::~4 ~' to " ! Ft. · .... ~ ~I: HUNDRED HILLS SUBDIVISION, FIRST ADDITION Platting Case No. S 8664 AREA DRAINAGE IMPACT AND WATER QUALITY REPORT December 20, 1989 Owner: Eldon J. Osdiek Performed By: VEI Consultants 1345 Rudakof Circle, Suite 201 Anchorage, AK 99508 (907) 337-3330 HUNDRED HILLS SUBDIVISION, FIRST ADDITION Platting Case No. S 8664 AREA pRAINAGE IMPACT AND WATER QUALITY REPORT December 20, 1989 Introduction Hundred Hills Subdivision, First Addition, is a lO0-acre alpine subdivision located at the end of Hiland Road in the South Fork area of Eagle River. It is a subdivision of Block 4 of the original Hundred Hills Subdivision developed in 1973. The First Addition subdivision consists of 25 lots and one tract. Lot sizes range from 1~ acres up to 9 acres. The area is zoned A-lO. Purpose The purpose of this report is to address drainage and water quality impacts associated with the development of the land encompassed by Hundred Hills Subdivision, First Addition. Also addressed is the handling of drainage within the proposed subdivision and associated water quality considerations. This report was requested by both the Municipality of Anchorage, Department of Public Works, and Department of Health and Human Services, and the requirement is listed as Item 7 in the Summary of Action from the October 7, 1987 Platting Board meeting. Our understanding is that the Department of Public Works is more concerned with the handling of drainage on-site and on adjacent lands. The Department of Health and Human Services is primarily concerned with overall water quality, especially as it to pertains to the South Fork of Eagle River. Data Sources VEI has been working on this subdivi~sion project since 1986. During this_ time storm events and spring/late sumner drainaqes have been observed, and several area residents have been intqFviewed. In 1987 a complete materials investigation was performed by VEI with laboratory analyses of soil samples. Test holes were dug on every proposed lot within the subdivision. )n 1987 VEI performed a complete survey of the site, documenting locations of known drainageways and springs over the entire subdivision site. Background On May 11, 1987 a Department of Health height of break-up. characteristics. site visit was conducted with three members of the and Human Services. This visit was scheduled at the The purpose was to observe area runoff and snow melt Site Information The proposed subdivision site is located at the end of Hiland Road on the South Fork of Eagle River. A copy of a 1":200' topographic map of the plat is attached as Exhibit 1. A copy of the proposed plat, Sheet 2 of 2, is included as Exhibit 2. The site generally lies on the southwest facing slope and has good sun exposure. The site ranges in elevation from 2,000 to 2,500 feet MSL. Slopes range from 5% to 40% in the upper reaches. The site can be characterized as alpine, and vegetation consists of alder brush, spruce~ and stands of cottonwood (generally located in the northeast quarter of the site.) There is an avalanche chute above the site with red and blue avalanche zones on the pKQperty~ Avalanche zones are depicted on the final plat. Th'e South Fork of Eagle River runs through and along the west edge of the plat. Soils on the site generally consist of one to two feet of loamy topsoil, overlying gravel with varying percentages of silt. Gravel classifications range from GW to GP and GM {Unified Soil Classifications). Generally, the soils are quite permeable. In only a few test holes were slow percolating soils (30-minute per inch) encountered. In the northwest corner of th~ site near the South Fork of Eaqle River, b6drock was discovered at varying depths. However, each lot contains enough deep soils such that septiu ~ystems should not be a problem. We do not anticipate that the bedrock will have a significant influence on drainage. Existing Drainage The entire site with the exception of Tract A drains towards the west and southwest to the South Fork of Eagle River. Tract A is located West of the River and drains towards the east. From conversations with local residents and from investigation during the site survey portion of our work, two drainageways were identified on the site. These drainageways are. active seasonally, although the upper drainageway is not active every year~ Existing drainageways are described as follows: An upper drainaqewa~jj located in the southerly portion of Lot 3, Block 6, as depicted by the 20-foot drainage easement on the plat. This draina§eway consists of a three-foot deep channel which extends at a steep gradienL downslope from the upper reaches above the site. This channel was active one year during the three years the site was observed, and that occurred during the month of June 1987. At that time a flow of approximately 1 cubic foot per second (cfs) was observed 'and the entire flow percolated into the ground, disappearing approximatel~ 50 feet east of the proposed ~iqht-of-way for Hiland Road.~ A ~econ~ draina~ewa? ~.S ob~erved~ l~cated approximately in th~ middle of the subdivision on Block 5. Flow originates from natural springs near the northeast corner of Lot 4 and follows an approximately 2-foot deep draina~¥ across Lot 3 and Lot 2, then percolates into the ground at the southeast corner of Lot 13. This drainaqe has been observed to flow every year during the month of June and once during a wet period in Auqust 1989. At that time the highest flow to date was observed, approximately ½ cfs. The August 1989 runoff did not completely percolate into the ground on Lot, 13, but ran to the road right-of-way following the right-of-way in a northerly direction; It then crossed the road and flowed onto Lot 8. Bloc_k 4 where it percolated into the qround near the east boundar~....of the subdivision. Drainage Calculations An ILLUDAS computer model was developed and run using data and recommendations contained in the "1986 Eagle River Drainage Study" and in the "1988 Municipality of Anchorage Design Criteria Manual". The resulting model showed that no runoff was generated from natural grassed areas. This is consistent with field observations. Base flows were added as the maximum observed at the drainageways, and essentially these were the only flows which occurred across the site. As mentioned earlier, these flows percolated into the ground and disappeared at the southeast corner of Lot 13, Block 5 and at the east edge of Lot 8, Block 4. A copy of the ILLUDAS output for Basin D is included in the Appendix. Basin D includes the mountainside above the subdivision as well as a large percentage of the proposed subdivision, and both of the observed drainageways. Drainageway reaches listed in the computer output are shown on Exhibit 2. Water Quality Approach A surface water runoff has not been observed from the site as it exists, and because of the low density nature of the proposed development, we do not anticipate surface water runoff to South Fork of Eagle River in the future. Observed runoff was from springs and groundwater sources in the ~pper areas of the site, and these flows percolated back into the ground before reaching the South Fork. Drainage easements shown on Blocks 5 and 6 are generally along defined drainageways where surface drainage has been observed. However, drainage easements shown in Block 4 are simply alony low areas and no surface drainage has been observed. To preserve water quality in the South Fork area we Opportunities for drainage downslope, where possible. following: propose to limit We recommend the 1) Construct roadway ditches with course, granular materials. This will decrease flow velocities and at the same time promote infiltration. VEI will 2) Avoid disturbing natural vegetation during construction. 3) Avoid development of new drainageways which would accelerate ,transport of drainage to the creek. is responsible for roadway improvements on this subdivision, and we incorporate these recommendations into our design. Drainage Easements Drainage easements are shown on the proposed plat along observed natural drainageways~ along low areas which could conceivably carry drainaqe, and also as needed to provide drainage continuity. A description of the proposed drainageway is as follows: An upper drainage easement is located in the southern portion of Lot 3, Block 6, along an observed periodic seasonal drainage. A second easement extends from Hiland Road down Wolf Drive. This easement' follows an observed seasonal drainage and crosses Lots 2, 3, and 13 of Block 5. A culvert will be placed across Wolf Drive at the low point at the north boundary of Lot 8, and a 30-foot drainage easement is identified across that lot. As mentioned previously, observed flow percolated into the ground before flowing across Lot 8, and no evidence of flowing water was found. However the drainage easement has been reserved across the lot, primarily to keep buildings and absorption systems from being located in the potential drainageway. A final drainaqe easement was located startinq at the cul-de-sac at Rogers Circle down to the creek, so that a formal drainagewa.v could be established if it were needed. However. based on our observations and drainage calculations, we do not anticipate a surface water flow in this easement. The only observed flows, even during storm events, have been from surfacing groundwater as described above, and that water percolates back into soil on-site. Conclusion The overall site has been observed for three years and a surface drainage flow from the subdivision area has not been observed. Calculations indicate that area soils are permeable to a degree where surface runoff will not occur. The proposed development is very low density with an average lot size of approximately 4 acres. Because of these factors, we do not anticipate any runoff to the South Fork of Eagle River and we foresee no negative effect on water quality. As a precaution, however, drainage easements have been established along observed drainageways in the upper areas, and in lower areas easements have been reserved to keep houses and septic systems from being located in potential runoff areas. 4 APPENDIX ILLUDAS Drainage Model Output T L_I fl')RAT N IJRBAH D~AINAG~ AREA HYDROLOSIC SIMULATOR TIME-SHT~T ROLITINS METHOD ACTIVATED HUNDREP HILLS SUBDIVISION BASIN D VEl B&E04 NOV 25 1~88 RAIN?ALL PATTERN 0.000 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 '0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 O.OO& O.OO& O.OO& O.OO& O. OO& O. OO& O.OO& O.OO& O.OO& O.OO& O.OO& O. OO& O.OO& 0.00~ O.OO& O.OO& O. OO& O. OO& O.OO& O.OO& O.OO& O.OO& O.OO& O.OO& O.OO& O.OO& O. OO& O.OO& O. OO& O.OO& O.OO& O. OO& .O. OOa O. OO& 0.00~ O.OO& O. OO& O.OO& O. OO& O.OO& 0.006 0.006 0.006 O.OOA O. OO& O.OO& O. OO& O.OOA O.OOA O.OO& O. OO& O. OO& O.OO& O.OO& ~.OO& 0.008 0.008 0.008 0.008 O.OOS 0.015 0.01~ 0.015 0.01~ 0.015 0.055 0.05~ 0.055 0.055 0.055 0.025 0.025 0.025 0.025 0.025 0.012 0.012 0.012 0.012 0.012 0.006 O.OO& O.OO& O.OO& O. OO& O. OO& O.OO& O.OO& 0.00~ O.OO& O.OO& O. OO& O. OO& O.OO& O. OO& O.OO& 0.006 O.OO& O. OO& O.OO& O.OO& O.OO& O.OO& O.OO& 0.00~ O. OO& O. OO& O. OO& O.OO& O. OO& O.OO& O.OO& O.OO& O.OO& O. OO& O. OO& O. OO& O. OO& O.OO& O.OO& O.OO& O.OOA O.OO& O.OO& O.OO& O.OO& O.OO& O. OO& O.OO& 0.00~ O. OO& O.OO& 0.00~ O.OO& O.OO& O. OO& O. OO& O.OO& 0.00~ O.OO& 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 USER-DEFINED HistoGram Distributed Rain{ali Time since start: 0 108 21& 524 452 540 Mn Accumulated rain: 0 0.194 0.400 0.g15 1.121 1.515 In Percen[ ~{ storm: 0 14.72 50.41 &g.42 85.2& 100.0 % RUN NLIM[{ER BASTN AREA TIME iNCREMENT SOIL TYPE ACRES H ! NUTE~ 1254=ABCD I 7i1.00 5.0 2 TOTAl_ RATN FREDUFN~Y DURATION AMC TMP ABS ! FI~H~ YEARS H ! H[ITES PCT ! NCH~ PER l.~g 10 540 100. 0.08 0.15 ..... FffT~1'I~I P.,~;'ANt~H 1 - BFA.P.H 0 .... PAVED AREA HYDROGRAPH O.000 O.000 O.000 0.0OO 0.OO0 O.O00 0.000 O.O00 0.000 0. OO0 0.000 0.000 0.000 0.000 0.000 O.OO& 0.010 0.010 0.010 0.010 0.010 O.Oll 0.011 0.011 0.011 0.011 0.011 0.011 O.Oll O.Oll 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 O. Oli 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 -0.011 0.011 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.017 0.017 0.017 0.017 0.017 O.02& O.02& 0.025 0.025 O.02& 0.055 0.055 0.055 0.056 0.056 0.045 O.04& 0.045 0.045 0.046 0.024 0.025 0.025 0.025 0.025 0.015 0.015 0.015 0.015 0.015 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 '0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.011 0.011 O. Oll 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 A.010 0.010 0.010 0.011 0.010 0.010 0.010 0.010 0.010 0.010 0.010 LOCAL SURFACE HYDROGRAPH O.OO0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00~ 0.010' 0.010 0.010 0.010 0.010 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011' 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011. 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.012 0.012 0,012 0.012 0.012 0.012 0.012 0.012 0.012 0.01~ 0.012 0.017 0.017 0.017 0.~17 0.017 0.025 0.025 O.02& 0.025 0.025 0.055 0.055 0.055 O.05& O.O&5 0.045 O.04& 0.045 0.045 0.045 0.024 0.025 0.025 0.025 0.025 0.015 0.015 0.015 0.015 0.015 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.Q12 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.0110.011 0.011 0.011 0.011 0.011 0.0il 0.011 0.011 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.011 0.010 0.010 0.010 0.010 0.010 0.010 0.010 DESI6N HYDRO BEFORE ROUTING 1.700 1.700 1.700 1.700 1.700 1.700 1.70~ 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.705 1.710 1.710 1.710 1.710 1.710 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 ,1.711 1.711 1.711 1.711 i.711 1.711 1.711 1,711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1,712 1.712 1,712 1.712 1.712 1.712 1.712 1.712 '1;712 1.712 1.712 1.712 1.712 1.712 1.712 1.717 1.717 1.717 1.717 1.717 1.72& 1.725 1.725 1.725 1.725 1.755 1.755 1.755 1.765 1.755 1.74& 1.74fi 1.745 1.745 1.746 1.724 1.725 1.725 1.725 1.725 1.715 1.715 1.715 1.715 1.715 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.711 1.711 1.711 1_?t1 ROUTING CONTINUITY CH~CK --~- INFL'OW VOLUME ROUTIN~ CONTINUITY CHE~K ----- OUTFLOW VOLUME 5~158 CU FT 5&750 CU FT 55504 CU FT OF RUNOFF DUE TO BASEFLOW .... ill2 CU FT OF RUNOFF ADDED BY BASEFLOW IN REACH .... - B-R -- 1 - 0 LOCAL AREA : CPA = 0.10 SPA = 0.20 UPSTREAM AREA : CPA = 0.10 SPA = 0.20 RAINPALL ~ACTOR = 1.000 DASE FLOW = 1.70 CFS CGA = ~49.70 COA = 549.70 SOIL TYPE REACH : LENGTH = 600 FT PAVED FLO~ : LEN = 500 FT GRASS FLOW : LEN = JO00 FT CIRC SECT : DIAM = 18 INCH~S SLOPE = 2.50 SLP = 10.000 SLP = 50.000 ROUGH = 0.0550 ENTRY = 5.04 MIN ENTRY = 54.$8 MIN PEAKS(CFS1 : INLET = O.O~& DESIGN = VOL~ : ROUTED = 5&750 GROSS = 1.7~& OUTLET = 1.7fi& 44& %PAVED =100.00 DESIGN PIPE : DIAMETER = 1S INCHES DESIGN : CAP = 5.~15 CFS CHARACTERISTICS VEL = 3.34~ FPS ROUGHNESS = 0.0550 TRV = 5.425 MIN ROUTED DESIGN HYDROGRAPH 1.700 1.700 1.700 1.700 1.700 1.760 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.705 1.710 1.710 1.710 1.710 1.710 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 '1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711. 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.716 1.717 1.717 1.717 1.717 1.725 1.72& 1.7~& 1.72fi 1.726 1.760 1.7&~ 1.7&& 1.7&& 1.7&& 1.74g 1.74~ 1.74& 1.74& 1.74& 1.7~7 1.72J 1.7~5 1.725 1.723 1.714 1.713 1.715 1.715 1.713 1.712 1.712 1.712 1.712 1.712 ' 1.712 1.712 ' 1;712 1;712 "1.712 1;712 -'I;712 ~ 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.712 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 ,1.711 1.711 1.711 1,711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1.711 1,711 1.711 1.711 1.711 1.711 1.711 1;711 1';711 "I;710 1;710 1,710 1.710 1.710 '1.710 1.710 1.710 1.710 1.710 1.710 1.711 1.710 1.710 1.710 1.710 1.710 1.710 1.710 1.702 PAVED O. 000 O. 000 0. 000 O. 000 0.010 0.011 0.011 0.011 0.01 I. 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.017 O.02& O. O&6 O. 046 0.0~5 0.01'5 0.012 0.012 0.012 0.012 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.010 0.010 0.010 0.010 ARFA HYDRO~RAPH 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.006 0.010 0.010 0.010 0.010 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.012 Q. 012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012- 0.012 0.012 0.017 0.017 0.017 0.017 0.026 0.026 0.026 0.026 0.065 0.066 0.'066 0.066 0.046 0.046 0.046 0.046 0.024 0.02'5 0.02'5 0.02'5 0.015 0.01'5 0.01'5 0.01'5 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.011 0.010 0.010 0.010 0.010 0.010 0.010 UPSTREAM ROUTED PLUS 1.700 1.700 1.700 1.700 1.700 1.700 1.721 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.72'5 1.724 1.724 1.724 1.724 1.7'54 1.74'5 1.751 1.8'52 1.812 1.794 1.746 1.75& 1.727 1.724 1.724 1.724 1.724 1.724 1.724 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.721 1.721 1.721 1.721 1.721 1.711 1.702 SURFACE HYDROGRAPH 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.700 1.706 1.715 1.720 I-.721 1.721 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.724 1.724 1.724 1.724 1.724 1.724 1.724 1.724 1.724 1.724 1.729 1.755 1.754 1.754 1.75,5 1.755 1.75,5 1.792 1.826 1.852 1.852 1.791 1.791 1.791 1.769 1.750 1.746 1.74& 1.726 1.726 1.726 1.725 1.724 1.724 1.724 1.724 1.724 1.724 1.724 1.724 1.724 1.724 1.724 1.724 1.724 1.725 1.725 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.722 1.721 1.721 1.721 1.721 1.721 1.721 1.721 1.721 1.721 1.721 1.721- 1.721. 1.721 -1.721 DESIGN HYDRO BEFORE 4.100 4.100 4.100 4.100 4.100 4.100 4.121 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.125 4.~24 4.124 4.124 4.124 4.1'54 4.14'5 4.151 4.252 4.212 4.194 4.146 4.156 4.127 4.124 4.124 4.124 ROUTING 4.100 4.100 4.100. 4.100. 4.10~. 4.100 4.100 4.100 4.100 4.10& 4.115 4.120 4.121 4.121 4.122 4.122 4.122 4.122 4.122 4.122 .4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.1122 .4.122 4.122 4.122 4.122 4.122 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.129 4.1'55 4.1'54 4.134 4.155 4.155 4.15'5 4.192 4.226 4.252 4.2'52 4.191 4.191 4.191 4.169 4.150 4.146 4.146 4.126 4.126 4.126 4.125 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.114 4.124 4.14~ 4.15~ 4. 1127 4.17& 4.1~ 4.176 4.125 4.104 4.104 4.174 4.124 4.:174 4.174 4.174 4.124 4.124 4.124 4.174 4.174 4.t~4 4.!i24 4.1~4 4.104 4.124 4.12~ 4.12~ 4. t22 4.177 4.12~ 4.1~2 4.122 4.122 4.1~? 4.1~? 4.122 4.122 4. t~2 4.1~2 4.:[~ 4.]~2 4. t~? 4.122 4.122 4.1~2 4.122 4.14& 4.17~ 4.174 4.122 4.1~2 4.1~1 4.121 ROUTING CONTINUITY CHECK --- INFLOt~ VOLUME ROUTING CONTINUITY CHECK --= OUTFLOW! VOLUME 15&&85 CU FT 157425 CU FT 15&550 CU FT OF RUNOFF DUE TO BASEFLOW .... 738 CU FT OF RUNOFF ADDED BY BASEFEOW IN R~ACH .... '- B-R - I -- I LOCAL AREA : CPA = 0.10 SPA = 0.20 OPSTREAM AREA : CPA = 0.20 SPA = 0.40 RAIN~ALL FACTOR ~= 1.000 BASE FLOW = 4.10 CFS C~A = 549.70 CGA = 6~9.40 SOIL TYPE = 2 REACH : LENGTH = 700 ET PAVED ~LOW : LEN = 500 FT SRASS ELOW : LEN = 5000 FT CIRC SECT : DIAM = 18 INCHES SLOPE =15.00 SLP = I0.000 SLP = 50.000 ROUGH = 0.0550 ENTRY = 5.04 MIN ENTRY = 54.68 MIN PEAKS(CFS) : INLET = O.06& DESIGN = VOLS : ROUTED = 157425 GROSS = 4.252 OUTLET = 4.252 8;5 %PAVED =100.00 DESIGN PIPE : DIAMETER = 18 INCHES DESIGN : CAP = 15.101CFS CHARACTERISTICS VEL = 8.546 FPS ROUGHNESS = 0.0550 TRV = 1.5~1MIN ROUTED DESIGN HYDROGRAPH 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.105 4.110 4.118 4.120 4.121 4.121 4.121 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.'122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.125 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.1~4 4.124 4.124 4.124 4.124 4.124 4.12& 4.151 4.155 4.154 4.154 4.158 4.147 4.15~ 4.155 4.155 4.171 4.208 '4.22~ 4.232 4.252 4.~25 4.204 4.195 4.1~I 4.1~1 4.181 4.160 4.148 4.14& 4.14& 4.142 4.15~ 4.126 4.126 4.126 4.125 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.1~4 4.124 4.124 4.124 4.124 4.124 4.124 4.124 4.1~4 4.125 4.122 4.1~2 4.122 4.122 * 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122' 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.122 4.121 4.121 4.121 4.121 4.121 4.121 4.121 4.121 4.1~1 4.121 4.121 4.121 4.121 4~121 4.121 4.121. 4.121 4.121 4.121 4.11& 4.10& 4.101 .... DEHTN ~qRANFt. t I 0.000 0.000 0.000 0.000 0.005 O.OO& 0.006 0.006 0.006 0.006 0.00~ 0.006 0.006 0.006 0.006 O.OO& 0.008 0.015 0.055 0.025 0.012 O.OO& O.OO& 0.006 0.006 0.006 0.006 0.006 0.006 O.OO& O.OO& 0.006 O.OO& 0.005 0.005 0.005 0.005 AREA HYDRDRRAPH 0.000 0.00~ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005 0.005 0.005 0.005 0.005 0.006 O_OO& 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.008 0.008 0.008 0.008 0.015 0.015 0.015 0.015 0.055 0.055 0.055 0.055 0.025 0.025 0.025 0.025 0.012 0.012 0.012 0.012 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 O.OO& 0.006 0.006 0.006 O. OO& O. OO& O.OO& O.OO& 0.006 O. OO& 0.006 0.006 0.006 0.006 0.006 O.OO& O.OO& 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 O.OO& 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0;006 0.006 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 UPSTREAM ROUTED PLUS SURFACE HYDROGRAPH 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.100 4.106 4.116 4.125 4.126 4.126 4.126 4.127 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.129 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.155 4.159 4.142 4.142 4.142 4.151 4.160 4.165 4.166 4.166 4.204 4.241 4.262 4.265 4.265 4.245 4.226 4.216 4.214 4.214 4.192 4.172 4.160 4.158 4.158 4.148 4.158 4.155 4.152 4.152 4.151 4.150 4.150 4.150 4.150 4.150 4.130 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.150 4.129 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.120 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.128 4.127 4.126 4.126 4.126 4.126 4.126 4.12& 4.126 4.126 4.126 4.126 4.126 4.126 4.126 4.126 4.126 4.126 4.126 4.126 4.126 4.116 4.106 4.101 LIMITQ CONTINUITY CHECK --- INFLOW VOLUME = 296516 LIMITO CONTINUITY CHECK ---- OUTFLOW VOLUME = 180000 27498& CU FT OF R.O. LOST IN SUB LIMITQ .... .... 158670 CU FT OF RUNOFF ADDED'DY BASEFLOW .... DESIGN HYDRO BEFORE ROUTING CU FT CU FT TRAVEL TIME SO SMALL THAT ROUTED APPROXIMATELY = DESIGN HYDROGRAPH ROUTING CONTINUITY CHECK --- INFLOW VOLUME = 180000 CU FT ROUTIN~ CONTINUITY CHECK --- OUTFLOW VOLUME = 180000 CU FT TRAVEL TTME SO SMALL THAT ROUTED APPROXIMATELY = DESIGN HYPROGRAF'H ROI]TIN~ CONTINUITY CHECF, --- INFLOW VOLUME = 180000 ti! FT ROIITING CONTINUITY CHECK --- OUTFLOW VOLUME = 180000 CU FT - B-R - 1 -- 2 LOCAL AREA : CPA = 0.05 SPA = 0.15 UPSTREAM AREA : CPA = 0.25 SPA = 0.55 RAINFALL FACTOR = 1.0~0 BASE FLOW = 4.10 CFS CGA = 0.80 CGA = 700.20 SOIL TYPE = 2 REACH : LENSTH = 40 FT PAVED FLOW : LEN = 200 FT SRASS FLOW : LEN = 200 FT CIRC SECT : DIAM = 18 INCHES SLOPE =10,00 SLP = 10.000 SLP = 50.000 ROUGH = 0.0550 ENTRY = 2.42 MIN ENTRY = 15.11 MIN PEAKB¢CFS) : INLET = 0.055 DESISN = 4.265 OUTLET = 2.500 VOLS : ROUTED = 180000 GROSS = 111& %PAVED =100.00 SURCHARGE DUE TO LIMITING DISCHARGE MAXIMUM DISCHARGE = 2.500 CFS MAXIMUM STORASE = 11651& CU FT DESIGN PIPE : DIAMETER = 18 INCHES DESIGN : CAP = 12.550 CFS CHARACTERISTICS VEL = 6.977 FPS ROUGHNESS = 0.0550 TRV = 0.122 MIN ROUTED DESIGN HYDROGRAPH .... BESIN BRANCH I -- REACH 5 .... PAVED AREA HYDROGRAPH 0.000 0.000 0.~000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.019 0.054 0.054 0.054 0.054 0.054 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.0X6 O.05& 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.0X6 0.056 0.056 0.056 0.056 0.056 0.056 0.059 0.05~ 0.059 0.0~9 0.059 0.05~ 0.059 0.059 0.059 0.05~ 0.059 0.059 0.059 0.05~ 0.059 0.054 0.055 0.055 0.055 0.055 0.085 0.086 0.086 0.086 O.08& 0.215 0.214 0.214 0.214 0.214 0.149 0.148 0.148 0.148 0.148 0.076 0.075 0.075 0.075 0.075 .0.042 0.042 0.042 0.042 0.042 0.059 O.05q 0.059 0.059 0.059 0.059 0.05~ 0.05~ 0.05~ 0.059 0.05~ 0.059 0.059 0.059 0~059 0%05~ ~0~05~ 0~05~ OJ05~ 0.059 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 O.05& 0.0X6 0.056 0.056 0.056 ,0.0X6 0.056 0.0X6 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.0X6 0.0~6 0.056 0.0~6 0.056 0.056 0.056 0.056 0.056 0.0~6 0.0X6 0.0~6 0.054 0.054 0.054 0.054 0.0~4 0.054 0.054 0.054 0.0~4 0.054 0.054 0.054 0.055 0.0~4 0.054 0.054 0.054 0.0~4 0.054 0.054 UPSTREAM ROUTED PLUS SURFACE HYDROSRAPH I UPSTREAM ROLITFD PLII~ ~IJRFACE HYD[~OGRAPH 2.500 2.500 2.500 2.500 2.500 2.500 2.500 2.500 2.500 2.500 ~.500 2.500 2.500 2.500 2.500 2.519 2.554 2.554 2.554 2.554 2.554 2.55& 2.556 2.556 2.556 2.556 2.556 2.55& 2.55& 2.55& 2.556 2.556 2.556 2.556 2.556- 2.556 2.556 2.556 2.556 2.556 2.556 2.556 2.556 2.556 2.556 2.556 2.556 2.5'56 2.556 2.556 2.556 2.55& 2.556 2.556 2.556 2.556 2.536 2.556 2.556 2.556 2.559 2.559 2.559 2.55~ 2.559 2.559 2.554 2.555 2.555 2.555 2.555 2.585 2.586 2.586 2.58~ 2.586 2.715 2.715 2.715 2.715 2.715 2.&49 2.648 2.648 2.648 2.648 2.576 2.575 2.575 2.575 2.575 2.542 2.542 2.542 2.542 2.542 2.559 2.5'-59 2.559 2.559 2.55~ 2.559 2.55~ 2.559 2.559 2.559 2.556 2.556 2.55~ 2.556 2.556 2.55& 2.556 2.556 2.556 2.556 2.556 2.55& 2.556 2.556 2.556 2.55& 2.556 2.556 2.556 2.556 2.556 2.556 2.556 2.55& 2.556 2.556 2.556 2.55& 2.556 2.556 2.556 2.556 2.556 2.556 2.556 2.554 2.554 2.554 2.554 2.5-54 2.554 2.554 2.554 2.554 2.554 2.554 2.554 2.555 2.554 2.554 2.554 2.554 2.554 2.554 2.554 LIMITO CONTINUITY CHECK --- INFLOW VOLUME = 181451 CU FT LIMITQ CONTINUITY CHECK --- OUTFLOW VOLUME = 8651 CU FT 172800 CU FT OF R.O. LOST IN SUB LIMITQ .... .... 0 CU FT OF RUNOFF ADDED BY BASEFLOW --~ ROUTING CONTINUITY CHECK ---- INFLOW VOLUME = 8651 CU FT ROUTING CONTINUITY CHECK --- OUTFLOW VOLUME = 8651 CU FT - B-R - I - 5 LOCAL AREA : CPA = UPSTREAM AREA : CPA = RAINFALL FACTOR = 1.000 0.52 SPA = 0.98 CSA = 5.20 0.57 SPA = 1.55 CGA = 705.40 BASE FLOW = 4.10 CFS SOIL TYPE = 2 REACH : LENGTH = 900 FT PAVED FLOW : LEN = 500 FT GRASS FL0W : LEN = 800 FT CIRC SECT : DIAM = 18 INCHES SLOPE =10.00 SLP = 10.000 SLP = 50.000 ROUGH = 0.0550 ENTRY = 5.04 MIN ENTRY = 25.15 MIN PEAKS(CFS) : INLET = 'VOLS : ROUTED = WITHDRAWL FROM REACH = 0.214 DESIGN = 2.715 8651 GROSS = 2567 172800 F5 AT MAX RATE OF OUTLET = 0.514 ZPAVED =100.00 2.400 CFS DESIGN PIPE : DIAMETER = 18 INCHES DESISN : CAP = 12.550 CFS CHARACTERISTICS VEL = 6.977 FPS ROUGHNESS = 0.0550 TRV = 5.045 MIN ROUTED DESIGN HYDROGRAPH 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 '0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.106 0.124 0.154 0.154 0.154 0.154 0.155 O. 136 0.156 O. 15& O. 15& 0.156 0.156 0.156 0.156 0. I~6 0.136 0.156 0.136 0.156 0.13& 0.156 0.156 0.156 0.15& O.15& O. 15& 0.136 O.15& 0. I~6 O. 15& O.l~& O. 15& O. 15& 0.1~6 O.l~& 0.156 0.156 0.13& 0.156 0.156 0.13& 0.13& O. 15& 0.156 O.13& 0.157 0.159 0.159 0.15~ 0.139 0.139 0.139 0.139 0.159 0.159 0.159 0.159 0.159 0.159 0.159 0.144 0.154 0.155 0.155 0.155 0.164 O.186 O. IG& O. lB6 O. 1S& 0.22& 0.515 0.514 0.514 0.514 0.294 0.249 0.248 0.248 O.?4R 0.225 0.176 0.175 0.514 0.514 A.794 0.~49 0.748 0.175 0.175 0.165 o.147 0.139 0.139 0.159 0.139 0.139 0.156 0.13& 0.15& 0.156 0.13& 0.136 0.136 0.136 0.1="-~, 0.13& 0.15& 0.13& 0.136 0.15& O. 15& 0.15& 0.156 0.154 0.1~4 0.154 0.154 0.134 0.134 0.154 0.154' 0.154 0.125 .... BEGIN BRANCH 1 -- REACH 4 .... 0.74~ 0.74~ 0.775 0.176 0.175 0.142 0.1~? 0.141 0.1~9 0.1~9 0.1~9 0. I~9 0.15~ 0.159 0.159 0.139 0.158 O. 15& O.13& 0.156 O.15fi 0.136 0.156 0.13~ O. 15& 0.15& O. 15& O.15& O.l~& 0.136 O. 13& O.l~& 0.15& 0.114 0.154 0.154 0.1~4 0.1~4 0.1~5 0.1~4 0.154 0.154 PAVED AREA HYDROGRAPH 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.015 0.025 0.025 0.025 0.025 0.025 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.029 0.027 0.029 0.029 0.02~ O.02g 0.029 0.029 0.029 0.029 0.02~ 0.02~ 0.029 0.029 0.029 0.041 0.041 0.041 0.041 0.041 O.O&5 0.065 O.O&5 O.O&5 O.O&5 0.162 0.162 0.162 0.162 0.162 0.112 0.112 0.112 0.112 0.112 0.057 0.057 0.057 0.057 0.057 0.051 0.051 0.051 0.031 0.051 0.029 0.029 0.029 0.029 0.02~ 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 '0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.025 0.025 0.025 0.025 0.025 0.025 0.025 0.025 0.025 0.025 0.025 0.025 0.02~ 0.025 0.025 0.025 0.025 0.025 0.025 0.025 UPSTREAM ROUTED PLUS SURFACE HYDROSRAPH 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.115 0.132 0.14~ 0.15~ 0.15~ 0.159 O.l&l 0.162 O.l&4 0.164 O.l&4 O.l&4 O.l&4 0.164 0.164 0.164 0.164 0.1&4 0.1&4 0.1&4 0.1&4 0.1&4 0.1&4 0.1&4 0.1&4 O.l&4 0.164 0.164 O.l&4 0.164 0.164 O.l&4 0.164 0.164 0.164 O.l&4 0.164 0.164 0.164 0.164 0.164 0.164 0.164 O.l&4 O.l&4 O.l&4 0.1&& 0.167 O.l&8 0.168 0.168 0.168 O.l&8 0.168 0.168 0.168 0.168 0.168 O.l&8 0.168 0.168 0.180 0.185 O.19& 0.1~& O. 19& 0.219 0.229 0.250 0.250 0.250 0.547 0.388 0.475 0.47& 0.47& 0.42& 0.405 0.361 0. S&O 0.560 0.505 0.282 0.235 0.252 0.252 0.207 O.l~& 0.175 0.175 0.175 0. I~1 0.170 0.168 0.168 0.168 O.l&8 O.l&8 0.168 O.l&8 0.168 0.168 0.168 0.168 0.168 0.168 O.l&8 0.168 O.l&8 O.l&8 0.168 0.1&& O. lff 0.164 '0.164 0.164 O.l&4 0. I&4 0.164 0.164 0. I~4 0.164 0.164 O.l&4 0.1~4 O.l&4 O.l&4 0. I&4 0.164 O.l&4 O.l&4 0.164 0.164 O.l&4 O.l&4 0.164 0.164 0. I&4 O.l&4 O.l&4 0.164 O.l&4 0.164 O.l&4 0.164 0.164 0.162 O.l&l 0.15~. 0.159 0.159 0.159 0.159 0.159 0.159 0.159 0.159 0.159 0.1&O 0.1&O O.l&O 0.159 0.159 0.159 0.159 0.159 0.154 0.125 ROUTING CONTINUITY CHECK --- INF[.OIO VOLLIME = 9745 CU FT I F~PlI'rTI[G F. Ot.!TTNII~TY £HFCt: --- INFI ~11'.I VI]LIIHF ROIITlrH~ OI"INTINUITY I~HE~tf --- (]UTF'Lt'3W VOLIJHE = c7745 ~[] FT c7745 CU FT - B-R - ! - 4 LOCAL AREA : CPA = 0.25 SPA = 0.74 UPSTREAM AREA : CPA = 0.82 SPA = 2.2& RAINFALL FACTOR = 1.000 BASE FLOW = 4,10 CFS CGA = 5.92 CGA = 709.52 SOIL TYPE = 2 REACH : LENGTH = 50 FT SLOPE = 1.00 % PAVED FLOW : LEN = 500 FT SLP = 10.000 % GRASS FLOW : LEN = 400 FT SLP = 20.000 % CIRC SECT : DIAM = 18 INCHES ROUGH = 0.0550 ENTRY = 2.&5 MIN ENTRY = 21.80 MIN PEAKS(CFS) : INLET = 0.162 DESIGN VOLS : ROUTED = 9745 GROSS = 0.47& OUTLET = 0.476 5661 %PAVED =100.00 PIPE : DESIGN : DESISN DIAMETER = 18 INCHES CAP = 5.899 CES CHARACTERISTICS VEL = 2.20& FPS ROUSHNESS = 0.0550 TRV = 0.557 MIN ROUTED DESIGN HYDROGRAPH 0,100 0.100 0.100 0.100 0.100 0.100 0.100 0. I00 0.100 0.100 0. I00 0.100 0.100 0,100 O. IO0 0.112 0.128 0.146 0.157 0.159 0.159 0.161 0.162 0.165 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 O.l&4 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.165 0.166 0.168 0.168 0.168 0.168 0.168 0.168 0,168 0.168 0.168 0,168 0.168 0.168 0.168 0.178 0.184 0.194 0,196 0.196 0.215 0.227 0.246 0.250 0.250 0.529 0.580 0,459 0.476 0.476 0.456 0.409 0,569 0.560 0.560 0.515 0.28& 0.242 0.252 0.252 0.211 0.198 0.178 0.175 0.175 0,171 0.170 0.169 0.168 0.168 0.168 0.168 0.168 0.168 0.168 0.168 0.168 0.168 0.168 0.168 0.168 0.168 0.168 0.168 0.168 0.167 0,166 0.164 0.164 0.164 0.164 0.164 0.164 0.164 O.l&4 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.164 O.l&4 0.164 0.164 0.164 0.164 0.164 0.164 0.164 0.162 0.161 O.l&O 0.159 0.159 0.159 0.159 0.159 0.159 0.159 0,159 0.159 0.160 0.160 0.160 0.159 0.159 0.159 0.159 0.159 0,159 0.125 0.105 .... BEGIN BRANCH 1 -- REACH 4 .... PAVED 0.000 0.000 0.025 0.027 0.027 0.027 0.027 0.029 0.041 0.162 0.057 AREA HYDROSRAPH -O. 0000.00'O O;000 0;000 0.000 O. O00 O.000 0.000 0.000 0.000 0,000 0,000 0.000 0.014 0.025 0.025 0.025, 0.025 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0,027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0,027 0.027 0.027 0.027 0.027 0.027 0.027 0,027 0.029 0.029 0.029 0.029 0.029 0.029 0,029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.041 0.041 0.041 0.041 0.064 O.O&5 0,065 0.065 0.065 0.160 0.162 0.162 0.162 0.112 0.112 0,112 0.112 0.112 0.058 0.057 0;057 0.057 0.052 0.051 0.051 0.051 0,051 0.029 0.029 0.02~ 0,029 I 0.057 0.0]~ 0.0~1 0.051 0.05! 0.~1 0.0~9 0.0~9 0.029 0.0~9 0.0~9 0.0~9 0.029 0.029 0.029 0.079 0.079 0.077 0.027 0.077 0.027 0.027 0.027 0.027 0.027 0.027 0.027 0.077 0.027 0.027 0.027 0.0~7 0.027 0.027 0.027 0.027 0.0~7 0.027 0.027 0.027 0.0~7 0.027 0.027 0.027 0.077 0.027 0.027 0.077 0.0~7 0.027 0.027 0.0~7 0.02~ 0.02~ 0.0~ 0.02~ 0.025 0.025 0.0~5 0.0~5 0.0~ 0.0~5 0.025 0.025 0.02~ 0.025 0.025 0.0~5 0.025 0.0~5 0.02~ O. 02~ UPSTREAM ROUTED PLUS SURFACE HYDROGRAPH 0.100 0.100 0.100 0.100 0. I00 0. I00 0.100 0.100 0.100 0. I00 O. lO0 0.100 0.100 0.100 0.100 0.126 0.154 0.171 0.185 0.185 0.185 O. IRS 0.189 ~.191 0.191 0.191 O.l~l 0.191 0.191 0.191 0.191 0.191 0.191 0.1~1 0.191 0.191 0.1~1 0. I~1 0.191 0. I~1 0.191 0.191 0.191 0.1~1 0.191 0.191 0.191 0.191 0.1~1 0. I~1 0.191 0.1~1 O. lql 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0. I95 0.196 0.197 0.198 0.198 0.198 0.198 0.198 0.198 0.1~8 0.1~8 0.198 0.198 0.1~8 0.198 0.219 0.225 0.255 0.257 0.257 0.279 0.2~2 0.511 0.515 0.515 0.490 0.542 0.621 0.638 0.&38 0.548 0.521 0.481 0.472 0.472 0.375 0.343 0.299 0.2G9 0.289 0.245 0.22~ 0.209 0.204 0.204 0.201 0.200 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.1~8 0.198 0.198 0.1~4 0.195 0.192 0.191 0.191 0.191 0.191 0.1~1 0.191 0.191 0.191 0.191 0.191 O.1PI 0.191 0.191 0.191 O. lgl 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.188 0.187 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.187 0.185 O.1S& 0.185 0.185 0.185 0.185 0.185 0.159 0.125 0.105 ROUTING CONTINUITY CHECK --- INFLOW VOLUME = ROUTINS CONTINUITY CHECK --- OUTFLOW VOLUME = 10859 CU FT I085~ CU FT - B-R - I - 4 LOCAL AREA : CPA = 0.25 SPA = 0.74 UPSTREAM AREA : CPA = 1.07 SPA = 5.00 RAINFALL FACTOR = 1.000 BASE FLO~ = 4.10 CFS CSA = 5.92 CGA = 715.24 SOIL TYPE = 2 REACH : LENGTH = 50 FT SLOPE = 1.00 PAVED FLOW : LEN = 500 FT SLP = 10.000 GRASS FLOW : LEN = 400 FT 8LP = 70.000 CIRC GECT : DIAM = 18 INCHES ROUGH = 0.0550 ENTRY = 5.04 MIN ENTRY = 22.22 MIN PEAKS(CFS) : INLET = O.l&2 DESIGN = VOLS : ROUTED = 10859 GROSS = 0.~58 OUTLET = 0.&58 4755 %PAVED =100.00 PIPE : DESIGN :' DESIGN DIAMETER = 18 INCHES CAP = 5.8~ CF8 CHARACTERISTICS VEL = 2.206 FPS ROUGHNESS ='0.0550 TRV = 0.512 MIN ROUTED DESISN HYDROGRAPH 0. I00 O. lO0 0.100 0.100 0.100 0.100 0.100 0.100 '0.100 0.100 0.100 0.100 0. I00 0. I00 0.100 0.122 0.149 0.168 0.181 0.184 0.185 0.188 0.189 0.191 0.191 0.191 0.191 0.191 0.191 O.l~l 0.191 0.191 0.191 0.191 0.1~1 0.191 0.191 0.191 0.191 0.191 ROIITED DESIGN HYDROGRAPH 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 A. IO0 0.100 0.100 0. I00 0.100 0.122 0.149 0.168 0.181 0.184 0.1S5 0.188 0. IB9 0.191 0.191 0.191 0.191 0.191 0.1~I 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.194 O. 19& 0.197 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.215 0.224 0.255 0.257 0.237 0.272 0.290 0.508 0.514 0.515 O.4&O 0.555 O.&07 0.&55 0.&58 0.5&5 0.52& 0.487 0.475 0.472 0.590 0.548 0.50& 0.291 0.28~ 0.251 0.252 0.212 0.205 0.204 0.201 0.200 0.1~8 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.1~8 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.195 0.195 0.192 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191- 0.191 0.191 0.1~1 0.191 0.188 0.187 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.18& 0.185 0.18& 0.185 0.185 0.185 0.185 0.185 0.147 0.127 0.108 0.101 OUTFALL HYDROGRAPH IN CF9 .RUNOFF VOLUME IN CU FT = 10859 0.100 0.100 0. I00 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.122 0.149 0.1&8 0.181 0.184 0.185 0.188 0.189 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.1~1 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.194 O.19& 0.197 0.1~8 0.198 0.198 0.198 0.198 0.198 0.1~8 0.198 0.198 0.198 0.198 0.198 0.215 0.224 0.255 0.257 0.257 0.272 0.290 0.508 0.514 0.515 O.4&O 0.555 O.&07 0.&55 0.&58 0.5&5 0.526 0.487 0.475 0.472 0.590 0.548 0.50& 0.291 0.289 0.251 0.252 0.212 0.205 0.204 0.201 0.200 0.198 0.198 0.198 0.1~8 0.1~8 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.198 0.195 0.195 0.192 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.191 0.1~1 0.191 0.191 0.191 0.191 0.188 0.187 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 O.18& 0.185 O. 18& 0.185 0.185 0.185 0.185 0.185 0.147 0.127 0.108 0.101 THE JOB IS FINISHED MUNICIPALITY OF ANCHORAGE DEPARTMENT OF HEALTH & ENVIRONMENTAL PROTECTION Environmental Health Division CASE REVIEW WORKSHEET CASENUMBER: S-8511 SUBDIVISION OR PROJECT TITLE: Lots 1 thru 9 Block 1; Lots 1 thru 14 Block 2; Lots 1 thru 3 Block 3 and Tract A Hundred Hills Subdivision, First Addition. ) PUBLIC WATER AVAILABLE ( ) PUBLIC SEWER AVAILABLE ) COMMUNITY WATER AVAILABLE COMMENTS: 71-014 (Rev. 5/83) PRELIMINARY PLAT APPLICATION OFFICE USE Municipality of Anchorage REC*D BY: DEPARTMENT OF COMMUNITY PLANNING P.O. BOX 6650 VERIFY OWN; Anchorage, Alaska 99502-0650 A. Please fill in the information requested below· Print one letter or number per block, Do not write in the shaded blocks, 1. Vacation Code 0. Case Number (IF KNOWN) 2. New abbreviated legal description (T12N R2W SEC 2 LOT 45 OR SHORT SUB BLK 3 LOTS 34). I I I t I 1111 H/llll II J I t 1.' 1 3. Existing abbreviated legaJ description (TI~N FJ2W BEG ~ LOT 45 O~ ~HO~T ~UB BLK 3 LOT 34) Jull legal on b~Gk p~ge. ; I tl I 1111111 I-II I1 ,I 4. Petitioner's Name (Last- First) ~l~h'~ ~ I~lq~loPI I~1 I I I I I H t II I I IH I1111 I I 11.1-! 5. Petitioner's Representative Address BOX 771408 Address Bo× 774649 City ~le River State :~'" 99p77 City Esgle River State PhoneNo. 694-2388 BillMe X;( PhoneNo. 694-3574 BillMe 6. Petition Area 7. Proposed 8. Existing 9. Traffic 10. b~id~l, jJb/~e~r 1161;1.ZOne Number Number Analysis Zone 1260 & 1261 Acreage Lots Lots 00~ South Pork 635. O0 13. Community Council 12. Fee $ I hereby certih/that (I am) (I have been authorized to act for) the owner of the property described above and that I desire to subdivide it in conformance with Chapter 21 of the Anchorage Municipal Code of Ordinances. I understand that payment of the basic subdivision fee is nonrefundable and is to cover the costs associated with processing this application, that it does not assure approval of the subdivision. I also understand that additional fees may be assessed if the Municipality's costs to process this application exceed the basic fee. I further understand that assigned hearing dates are tentative and may be have to postponed by Pl~lnning Staff Patting Board, Piann ng Comm ssJm~or.the Assembly d ~Ue~ ~t~ reasons, ;LT~' ~ ~ 7 · · : : }~,i .'., . 'A~ents must provide ~iJ)n ~l~r(;~f,br aJ~b~riz~tido, Please check or fill in the following: 1. Comprehensive Plan -- Land Use Classification ~.,~2;. Residential _ Commercial _ Parks/Open Space Transportation Related 2. Comprehensive Plan -- Land Use intensity Special Study 3. Environmental Factors (if any): a. Wetland 1. Developable . · 2. Conservation 3. Preservation Marginal Land Commercial/Industrial Public Lands/Institutions Dwelling Units per Acre Alpine/Slope Affected Alpine/Slope Affected Industrial Special Study b, Avalanche. b. Floodplain d. Seismic Zone (Harding/Lawson) D. Please indicate below if any of these events have occurred in the last three years on the property, Case Number Case Number Case Number Case Number Block 4, Located Within Sections 10. >. ° ,/, Rezoning Subdivision Conditional Use Zoning Variance Enforcement Action For Building/Land Use Permit For Army Corp of Engineers Permit Legal description for advertising. Hundre¢ Hills Subdivision, Township 13 N, Range 1 W, Seward Meridian F. Checklist xx XX N/A 30 Copies of Plat Reduced Copy of Plat (8'/~ x 11) Certificate to Plat Fee Topo Map 3 Copies Soils Report 4 Copies Aerial Photo Housing Stock Map Zoning Map . Water: Sewer: Waiver E¢.oo-h (~,5.~ Be Submitted After Ground Thaws Private Wells Community Well Public Utility Private Septic Community Sys, Public Utility VI:.I Engineering, Architectural and Surveying Consultants Seruing All of Alaska P.O. Box 774649 Eagle Riuer, Alaska 99577 (907) 694-3574 Municipality of Anchorage Department of Planning and Zonin9 Pouch 6-650 Anchorage, AK 99502 Re: Preliminary Plat, Hundred Hills Subdivision, First Addition Gentlemen, Submitted herewith for your review is the information required for preliminary platting, with the following exceptions: 1'. Soils analyses will be completed and submitted after the frost leaves the ground. 2. Anchorage housing stock maps are not available for this area. ~ls analyses performed on Blocks 1 through 3 of Hundred Hil~ Subdivision (located adjacent to the north) indicate F-1 and NFS gravel under a shallow layer of overburden. Only one hole in six showed groundwater. The depth of groundwater in that ~est hole was 14.5 feet. Test hole depths ranged from 11 to 15 feet. Soils for this site should "-~imilar. The site has south and west exposure and road cuts on this site and on this side of the valley in general, do not show any evidence of icing or glaciation. To witness this, we asked Mr. Jim Lampson of Public Works Engineering to accompany us to the site during this spring, prior to break-up. No evidence of glaciation was found during the visit. A human grave exists at the point shown on Lot 3 of Block 1 of the preliminary plat. The covenants will require that the grave remain in place through perpetuity. Access to the site for friends and family members will be granted by the covenants. The subdivider agrees that he will retain ownership of this lot for three years after recording the subdivision. An existing overhead utility line crosses the site as shown on the maps. The subdivider proposes to grant a utility easement 15 feet on either side of this line. The exact location and description of this easement will be provided on the final plat. Two locations have been identified at this time where roadway slopes will probably extend outside of the right-of-way. One area is on the west side of Lot 1, Block 2, and the second location is on the east side 88 511 JUL 6 lgaG of Lot 3, Block 1. These slope easements should be covered blanket slope easement granted by the underlying plat. If you have any questions, please do not hesitate to call. Sincerely, VEI CONSULTANTS ~ Vice President by the Attachment: Preliminary Plat Submittal cc Mr. Pete Ostdiek S8 51 ~ JUL ~ 6 1986 2 MUNICIPALITY OF ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION :ILE NO, PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED COMMENTS ~ ~,:,__/,?? REPORTED TO PLOTTED CHECKED BY MATERIALS SUPERVISOR SIEVE ANALYSIS SIZE OF OPENING l" INCHES I NUMBER OF MESH PER INCH U.S. ,STANDARD COBBLES ~o ooo ~ o o~0 m~ ~ ~ -- GRAIN SIZE IN MILLIMETERS I COARSE 'GRAVEL FINE ICOARSE, MEOIUM INSPECTOR'S COMMENTS FINE SAND MUNICIPALITY OF ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED COMMENTS REPORTED TO PLOTTED CHECKED BY MATERIALS SUPERVISOR SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH U.S. ,STANDARD ~_,~ _~ ~- ~_o_~' ~o R ~ ~,¢°c COBBLES o o M (.c,~ ~' m ~ _ ~, ,,~, m. ~. --.~ ~ /(~RA~N SIZE IN MILLIMETERS q ICOARSE I FINE COARSE I MEDIUM I FINE GRAVEL SAND INSPECTOR'S COMMENTS MUNICIPALITY OF ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FiLE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED BY REPORTED TO (h~/~' ~f~ EI~t~~f ..... PLOTTED CHECKED BY MATERIALS SUPERVISOR SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH U.S. ,STANDARD ~ ~_~_.,~_ _,~_'-~.~ _~ ~ ~ ~o R ~ ,~,~°c COBBLES -- GRAIN SIZE IN MILLIMETE J COARSE ,GRAVEL FINE JOOARSE ] MEDIUM INSPECTOR'S COMMENTS FINE SAND . I ! MUNICIPALITY OF ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED COMMENTS REPORTED TO PLOTTED CHECKED BY MATERIALS SUPERVISOR r ~ SIEVE ANALYSIS I SIZE OF OPENING IN INCHES J NUMBER OF MESH PER INCH U.S. ,STANDARO e4 -- GRAIN SIZE IN MILLIMETERS COBBLES JcOARsE] FINE ICOARSE' MEDIUM GRAVEL SAND INSPECTOR'S COMMENTS 1~>~ :B~ ~,~ FINE MUNICIPALITY OF ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED COMMENTS REPORTED TO -©'/¢~ / PLOTTED. CHECKED BY MATERIALS SUPERVISOR SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH U.S. ,STANDARD COBBLES oO~O ooo ~ o r~ -~. ~.~q~. _ ~ LO ~ O~ GRAIN SIZE IN MILLIMETERS I COARSE, FINE ICOARSE' MED'UM ' GRAVEL SAND INSPECTOR'S COMMENTS FINE MUNICIPALITY OF 'ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION :ILE NO. PROJECT CONTRACTOR LOCATION SAMPLED TEST NO. DATE COMMENTS /~ .. ("~ .:, ~.~--~ /2~ REPORTED TO PLOTTED _ CHECKED BY / MATERIALS SUPERVISOR ~' /x, /,5 ,. · ': SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH U.S. ,STANDARD o COBBLES oo ooo ~ o ~ - ~. ~.~. ~. _o ~ ~o ~ ~- e~ GRAIN SIZE IN MILLtMETERS I COARSE 'GRAVEL FINE ICOARSEI MEDIUM 'SAND FINE INSPECTOR'S C~)MMENTS I MUNICIPALITY OF 'ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO. DATE. LOCATION SAMPLED COMMENTS REPORTED TO PLOTTED CHECKED BY _ MATERIALS SUPERVISOR (- o lib SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH U.S..STANDARD o 8© ooo R COBBLES ICOARSE I FINE GRAVEL INSPECTOR'S COMMENTS MEDIUM FINE SAND MUNICIPALITY OF ·ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED COMMENTS REPORTED TO PLOTTED CHECKED BY MATERIALS SUPERVISOR SIEVE ANALYSIS SIZE Of OPENING IN INCHES I NUMBER OF MESH PER INCH U.S. ,STANDARD ,~ ,.-~-"~_ ,.,¢ _-~. ~ _4 ,r _~' ~o R ~ ~°c oo ooo o o ~ - ~. ~,~. c~ - GRAIN SIZE IN MILLIMETERS COBBLES I COARSE ' FINE ICOARSE' MEDIUM ' GRAVEL SAND / FINE MUNICIPALITY OF 'ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED COMMENTS REPORTED TO PLOTTED. CHECKED BY MATERIALS SUPERVISOR SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH U.S. ,STANDARD COBBLES oO~O ooo ~ o ~ -~. '.~,q.~ -- ~ ~ ~- ~ GRAIN S~ZE IN MILLIMETERS I COARSE I FINE COARSE IMED,UM I GRAVEL SAND INSPECTOR'S COMMENTS FINE MUNICIPALITY OF ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED COMMENTS ,_~ ~,,,~ .: REPORTED TO PLOTTED CHECKED BY MATERIALS SUPERVISOR SIEVE ANALYSIS SiZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH U.S. ,STANDARD COBBLES OO OO O _oco COARSE ] FINE COARSE I MEDIUM I FINE GRAVEL SAND INSPECTOR'S COMMENTS MUNICIPALITY OF ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED BY COMMENTS /.~)~ ~/ ,¢,') :: 2.2 ~ r ////7)~/ ~'~ REPORTED TO -~, ~.-~ ~'-~f/l - PLOTTED CHECKED BY _ MATERIALS SUPERVISOR SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH U.S. ,STANDARD -"~ -"~ .'~-'~. ~_"-~ ~ ~' ~ R ~ ~ COBBLES o ,,OL~'~ rO~,.~,_~ --CO ',O~'~ m. C~ '--:~ (U GRAIN SIZE IN MILLIMETERS ' '~' ' ' COARSE 'GRAVEL FINE JCOARSE' MEDIUM ISAND FINE INSPECTOR'S COMMENTS MUNICIPALITY OF 'ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FiLE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED ? 1;!7 '// ~ ( BY COMMENTS REPORTED TO PLOTTED CHECKED BY MATERIAJ-S SUPERVISOR ' I SIEVE ANALYSIS s,zE OF OPEN,N~ ,N ,NCHES I ~UUDE~ OF MES, PE~ ,NCH U.S..STANDARD COBBLES oO~O ooo ~o o o~ m~' m ~},S -~o ~. ~o,~Z~ ~ ~ ~ ~ GR~N'%IZE IN MILLIMETERS " ' · ICOARSEGRAVEL[ FINE ICOARSE ~ MEDIUM SAND[ FINE INSPECTOR'S COMMENTS MUNICIPALITY OF ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED ,~/~ ~- BY REPORTED TO -~'~, ~ '/' °/~fl :'// "~'~ PLOTTED CHECKED BY MATERIALS SUPERVISOR ' I SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH U.S. ,STANDARD ~- ~-~-"~_ _,i~---~ _~ ~ _"' ~o R ~ ®~°c COBBLES 8~o ooo ~~ o o~ ~,~ ~ -- ~ ~ ~ ~ ~ GRiN SiZE IN '~LLIMETERS I COARSE , FINE ICOARSE' MED'UM ' GRAVEL SAND INSPECTOR'S COMMENTS FINE MUNICIPALITY OF ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED COMMENTS REPORTED TO PLOTTED I I :, :.,..,.: ~:,.-....:.:.- .....~, .' :. CHECKE/D BY MATERIALS SUPERVISOR SI EV.E ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH U.S. ,STANDARD COBBLES -- ~ '~' 'GRAIN SIZE IN MILLIMETERS I COARSE, FINE ICOARSE] MEDIUM ' 6RAVEL SAND INSPECTOR'S COMMENTS FINE MUNICIPALITY OF 'ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED BY COMMENTS .'©~- ./~ ,~'~= 'q,~ g/~ -'- /O / of PLOTTED CHEOKE~BY MATERIALS SUPE~VlSO~ SIEVE ANALYSIS SIZE OF OPENING IN INCHES ] NUMBER OF MESH PER INCH U.S. ,STANDARD COBBLES INSPECTOR'S COMMENTS _°°~° ooo ~ ~o ~ om_ ~.~ N -~. ~" ' m ~'~/? ~eo ~ ~' GRAIN SIZE N MILLIMETERS · I COARSE I FINE COARSE I MEDIUM I FlEE GRAVEL SAND MUNICIPALITY OF ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO. DATE BY COMMENTS ./6) ~,2~ .~E)~ /,/ ,/~/"~) % ~ PLOTTED. CHECKED BY / MATERIALS SUPERVISOR SIEVE ANALYSIS SIZE OF OPENING IN INCHES ~ NUMBER OF MESH PER INCH U.S. ,STANDARD o COBBLES J COARSEGRAVELI FINE INSPECTOR'S COMMENTS ,-~ , :~ go ooo R o ~ -~. ~.~. ~,/~. -~ -- oD ~ LO ~- ~ GRAIN SIZE iN MILLIMETERS COA.SEI ~E~IUM I FINE SAND MUNICIPALITY OF ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT TEST NO, DATE CONTRACTOR / LOCATION SAMPLED COMMENTS REPORTED TO PLOTTED CHECKED BY MATERIALS SUPERVISOR SIEVE ANALYSIS SIZE OF OPENING IN INCHES ~ NUMBER OF MESH PER INCH U.S. ,STANDARD ~ -- GRAIN SIZE IN MILLIMETERS · COBBLES I COARSE ' FINE ICOARSE' MEDIUM 'GRAVEL SAND FINE INSPECTOR'S COMMENTS ; r/./.?~ y,'~"" ' ,~" .'Z ' ' .,~ ~) ."V ' - .,~1..; MUNICIPALITY OF ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO, DATE LOCATION SAMPLED ~'~ BY COMMENTS REPORTED TO PLOTTED CHECKED BY MATERIALS SUPERVISOR SIEVE ANALYSIS SIZE OF OPENING IN ;HES NUMBER OF MESH PER ~NCH U.S. ,STANDARD _-,~ ~ -- GRA'TN SIZE IN ILLIMETERS [' ~ o. COBBLES I COARSE ' FINE ICOARSE' MEDIUM 'GRAVEL SAND FINE MUNICIPALITY OF 'ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION :ILE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED 77/ COMMENTS REPORTED TO PLOTTED I' CHECKED BY ,': +,/2,:/'"' ~'~ MATERIALS SUPERVISOR :~..? ,~.- I l./,6,,</ ./ ~ /I SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH U.S. ,STANDARD COBBLES oOO ooo ~ o DC0 ~,,~- ~o ~ _ ~. ~.,q.~. _ co ~3 ~ ~ GRAIN SIZE iN MILLIMETERS  COARSE J FINE COARSE I MEDIUM I GRAVEL SAND INSPECTOR'S COMMENTS FINE MUNICIPALITY OF 'ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FiLE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED ,-~/(~ ////~ -- :¢ / BY PLOTTED CHECKED BY ? ~ ./ -,~ A:, ,;.. ~ /t c/ , 1,..:/,Pm MATERIALS SUPERVISOR SIEVE ANALYSIS SIZE OF OPENING IN INCHES ~ NUMBER OF MESH PER INCH U.S..STANDARD o §o ooo R o - . ~, -.~ ~ ~ .... I[ o ~ - GRAIN SIZE IN MILLIMETERS ' · COBBLES J COARSE J FINE COARSE J MEDIUM J FINE · I GRAVEL SAND INSPECTOR'S COMMENTS ./' ,,, ~ - ,'" >,~" .... .:>;),,. / / : .?I,, ~ ..'/? MUNICIPALITY OF 'ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. TEST NO. DATE PROJECT CONTRACTOR LOCATION SAMPLED BY PLOTTED / CHECKED ~3Y MATERIALS SuPERViSOR SIEVE ANALYSIS SIZE OF OPENING IN INCHES ~ NUMBER OF MESH PER INCH U.S. ,STANDARO O oOg ooo g I COARSE FINE MEDIUM FINE COBBLES GRAVEL SAND INSPECTOR'S COMMENTS MUNICIPALITY OF 'ANCHORAGE DEPARTMENT OF PUBLIC WORKS CONSTRUCTION DIVISION FILE NO. PROJECT CONTRACTOR TEST NO. DATE LOCATION SAMPLED BY COMMENTS ,//~/ REPORTED TO PLOTTED CHECKED BY MATERIALS SUPERVISOR I I s,Ev[ ANALYSIS SIZE OF OPENING IN INCHES ~ NUMBER OF MESH PER INCH U.S. ,STANDARD COBBLES oO~O OD O~LO,~. ~ ~O O CO ,.e~.,~,~L ~ -- ?f GRA'~N SIZE IN IMETERS I~/ I COARSE' FINE ICOARSE' MEDIUM ' GRAVEL SAND INSPECTOR'S COMMENTS FINE MATERIALS INVESTIGATION AND LABORATORY ANALYSIS Hundred Hills Subdivison First Addition JULY 27, 1987 Revised 3/18/88 VEI Consultants P.O. Box 774649 Eagle River, AK 99577 (907) 694-3574 II. INTRODUCTION To facilitate platting and development of Hundred Hills Subdivision, First Additon, VEI Consultants was retained to complete this soils investigation. The investigation was completed in accordance with Municipality of Anchorage Title 21, as it pertains to developments with on-site water and sewer. FIELD INVESTIGATION Test holes were dug during the period between July 9 and July 17, 1987, except for Lot 2, Block 4, which was dug on September 24, 1986. All holes were dug with a backhoe. Monitoring tubes were placed in the test holes on each lot and monitoring for groundwater was accomplished between July 17 and July 24, 1987. The locations of the test holes are shown on the attached map. Test hole logs and results of groundwater monitoring are in the appendix. III. SAMPLING AND TESTING All of the samples were of the "disturbed" type obtained from the wall or the bottom of the test pits that were dug with a backhoe. Results of all tests are contained in the appendix to the report. IV. GENERAL GEOLOGY Ve Hundred Hills Subdivision is located the South Fork Valley, which is a hanging valley that extends several miles south and southeast from Eagle River Valley. The South Fork of Eagle River flows toward the north along the floor of the South Fork Valley. The site is at a 2200-foot elevation and can be characterized as alpine. Slopes range from 5% or 10% in bench areas, up to 35% in the upper reaches which essentially are the slopes of the surrounding mountains. The site generally has a southwest exposure to the sun. No evidence of permafrost was found in our investigation. DISCUSSION Soils generally consisted of sand and gravel overlaid by one (1) foot of organic silt topsoil. We found some isolated pockets of silt and in some areas, the silt content of the gravel was higher. However, percolation tests showed all lots to be suitable for on- site septic systems. We encountered bedrock in two (2) locations. One was the steep hill area at the northern portion of Lot 1, Block 5. Bedrock was hit at a depth of four (4) feet, and the test hole was relocated to Reference Point No. 310 (sho~ on attached map). The other encounter with bedrock was at Reference Point No. 306. Rock was VI. found at a depth of 4 feet. A second test hole was dug at Reference Point Ho. 307 to serve Lot 6, Block 4, and no rock was encountered at this location. No groundwater was found in any of the test holes either during original logging or during the secondary monitoring, except as noted below. We believe that the groundwater was at its high point for the year. This was evidenced by the seasonal groundwater spring between Lots 2 and 3 in Block 5, which runs approximately one (1) month per year and was running during our investigation and monitoring period. Additionally, significant rains occurred during the monitoring period. A test hole dug on Lot 2, Block 5 in the vicinity of the spring did encounter groundwater at approximately 6 feet. The test hole was relocated to Reference Point No. 311 on Lot 2 and no groundwater was encountered. SEPTIC SYSTEMS With the exception of Test Hole Nos. 302, 309, 323, and 327, soils encountered in the subdivision percolated at rates less than five (5) minutes per inch. This means that sand filters will have to be used on most of the lots, and an equivalent of 125 square feet per bedroom will be required. Some of the test holes were given a visual rating and subsequent sieve analyses showed these soils to actually be in the GM or SM range. However, similar soils were perc tested in the field and found to percolate at quite rapid rates, in the visual classification. Locations of test holes on specific lots are described on the enclosed table titled, "Test Hole Locations, Hundred Hills" and are shown on the site map included in this report. 0 3,~g,go N ~~'OC'~ o 0~ /~¥ ~ O£'Ogg # ~.;Z,gO.O0 N \ \ cj \ :/