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HomeMy WebLinkAboutGeotechnical Report for GRD2011-00004 - GEO General Mason County Review Checklist For a Geotechnical Report Instructions: This checklist is intended to assist Staff in the review of a Geotechnical Report. The Geotechnical Report is reviewed for completeness with respect to the Resource Ordinance. If an item is found to be not applicable, the Report should explain the basis for the conclusion. The Report is also reviewed for clarity and consistency. If the drawings, discussion, or recommendations are not understandable, they should be clarified. If they do not appear internally consistent or consistent with the application or observations on site, this needs to be corrected or explained. If resolution is not achieved with the author, staff should refer the case to the Planning Manager or Director. Applicant's Name: .,�� _ � Permit#: �&� v2d Parcel#: )L-7 DO Q'Vt d Date(s)of the Document(s) reviewed: 1. (a) A discussion of general geologic conditions in the vicinity of the proposed development, OK? t-'� Comment: (b) A discussion of specific soil types OK?��Comment: (c) A discussion of ground water conditions OK? Comment: (d) A discussion of a upslope geomorphology OK? Comment: (e) A discussion of the location of upland waterbodies and wetlands OK? 1.1�_Comment: (f) A discussion of history of landslide activity in the activity in the vicinity, as available in the referenced maps and records OK? Comment: 2. A site Alanwch identifies the important development and geologic features. OK? omment: 3. Locations and logs of exploratory holes or probes. OK? t/ Comment: 4. The area of the proposed development, the boundaries of the hazard, and associated buffers and setbacks shall be delineated (top, both sides, and toe) on a geologic map of the site. OK? L-----Comment: 5. A minimum of one cross section at a scale which adequately depicts the subsurface profile, and which incorporates the details of proposed grade changes. OK? Comment: 6. A description and results of slope stability analyses performed for both static and seismic loading conditions. Analysis should examine worst case failures. The analysis should include the Simplified Bishop's Method of Circles. The minimum static safety factor is 1.5, the minimum seismic safety factor is 1.1 and the quasi-static analysis coeffients should be a value of 0.15. OK? Comment: 7. (a) Appropriate r trictions on placement of drainage features OK? Comment: Page 1 of 2 Form Effective June 2008 j (b) Appropriate restrictions on placement of septic drain fields OK? Comment: (c) Appropriate restrictions on placement of compacted fills and footings OK? ✓ Comment: (d) Recommended buffers from the landslide hazard areas shoreline bluffs and the tops of other slopes on the property. OK? Comment: (e) Recommended setbacks from the landslide hazard areas shoreline bluffs and the tops of other slopes on the property. OK?_�Comment: 8. Recommendations for the preparation of a detailed clearing and grading plan which specifically identifies vegetation to be removed, a schedule for vegetation removal and replanting, and the method of vegetation removal./ OK? " Comment: 9. Recommendations for the preparation of a detailed temporary erosion control plan which identifies the specific mitigating measures to be implemented during construction to protect the slope from erosion, landslides and harmful co truction methods. OK? Comment: 10. An analysis of both on-site and off-site impacts of the proposed development. OK? ✓Comment: 11. Specifications of final development conditions such as, vegetative management, drainage, erosion control, and buffer wid�h's. OK? Comment: 12. Recommendations for the preparation of structural mitigation or details of other proposed mitigation. OK? Ll�Comment: 13. A site map drawn to scale showing the property boundaries, scale, north arrow, and the location and nature of existing and ploposed development on the site. j; OK? Comment: Are the Documents signed and stamped? By whom? License#: _k 75_9 I-dri type: I —✓ If not approved, what is the next action/recommendation for further action? �j �S 41 Reviewed by on Time spent in review: } SECOND REVIEW/UPDATE: Reviewed by on . Time spent in second review: THIRD REVIEW/UPDATE: Reviewed by on Time spent in third review: Disclaimer.- Mason County does not certify the quality of the work done in this Geological Report. Page 2 of 2 Form Effective June 2008 w � ti +- Mason County Department of Community Development Submittal Checklist For a Geotechnical Resort Instructions: This checklist must be submitted with a Geotechnical Report and completed,signed,and stamped by the licensed professional(s)who prepared the Geotechnical Report for review by Mason County pursuant to the Mason County Resource Ordinance. if an item found to be not applicable,the report should explain the basis for the conclusion. j Applicant/Owner The Hama Hama Company(Dave Robbins, Manager) Parcel# 32427-00-04000 Site Address Section 27, Township 24 North, Range 3 West,W. M. (1) (a)A discussion of general geologic conditions in the vicinity of the proposed development, Located on page(s) Page 3 of 3. Section (1) (b) A discussion of specific soil types Located on page(s) Page 3 of 3. Section(3) (c) A discussion of ground water conditions Located on page(s) Page 3 of 3, Section (1) (d) A discussion of the upslope geomorphology Located on page(s) Page 3 of 3, Section(1) (e) A discussion of the location of upland waterbodies and wetlands Located on page(s) Page 3 of 3, Section (1) (f) A discussion of history of landslide activity in the activity in the vicinity, as available in the referenced maps and records Located on page(s) Page 3 of 3, Section (1) (2) A site plan which identifies the important development and geologic features. Located on Map(s) Page 1 of 3 (3) Locations and logs of exploratory holes or probes. Located on Map(s) Page 1 of 3 (4) The area of the proposed development, the boundaries of the hazard, and associated buffers and setbacks shall be delineated(top, both sides,and toe)on a geologic map of the site. Located on Map(s) Page 1 of 3, Page 3 of 3 Section (4) (5) A minimum of one cross section at a scale which adequately depicts the subsurface profile, and which incorporates the details of proposed grade changes. Located on Map(s) Page 1 of 3. Page 3 of 3 Section (5) (6) A description and results of slope stability analyses performed for both static and seismic loading conditions.Analysis should examine worst case failures. The analysis should include the Simplified Bishop's Method of Circles. The minimum static safety factor is 1.5, the minimum seismic safety factor is 1.1. and the quasi-static analysis coeffients should be a value of 0.15. Located on page(s) Page 2 of 3. Page 3 of 3 Section (6) (7) (a)Appropriate restrictions on placement of drainage features Located on page(s)......_......._P,%j@jof.3..Sectional (b) Appropriate restrictions on placement of septic drain fields Located on page(s) Page 3 of 3 Section(7) (c) Appropriate restrictions on placement of compacted fills and footings Located on page(s) Page 3 of 3 Section(7) Page 1 of 2 Form Effective June 2008 Disclaimer: Mason County does not certify the quality of the work done in this Geotechnical Report. (d) Recommended buffers from the landslide hazard areas shoreline bluffs and the tops of other slopes on the property. Located on page(s) Page 3 of 3 Section(7) (e) Recommended setbacks from the landslide hazard areas shoreline bluffs and the tops of other slopes on the property. Located on page(s) Page 3 of 3 Section (7) (8) Recommendations for the preparation of a detailed clearing and grading plan which specifically identifies vegetation to be removed, a schedule for vegetation removal and replanting, and the method of vegetation removal. Located on page(s) Page 3 of 3 Section(8) (9) Recommendations for the preparation of a detailed temporary erosion control plan which identifies the specific mitigating measures to be implemented during construction to protect the slope from erosion, landslides and harmful construction methods. Located on page(s) Page 3 of 3 Section(9) (10) An analysis of both on-site and off-site impacts of the proposed development. Located on page(s) Page 3 of 3 Section 00) (11) Specifications of final development conditions such as, vegetative management, drainage, erosion control, and buffer widths. Located on page(s) Page 3 of 3 Section (11) (12) Recommendations for the preparation of structural mitigation or details of other proposed mitigation. Located on page(s) Page 3 of 3 Section (12) (13) A site map drawn to scale showing the property boundaries, scale, north arrow, and the location and nature of existing and proposed development on the site. Located on Map(s) Page 1 of 3, Page 3 of 3 Section (13) 1, Steven P. Morta, P.E. hereby certify under penalty of perjury that I am a civil engineer licensed in the State of Washington with specialized knowledge of geotechnical/geological engineering or a geologist or engineering geologist licensed in the State of Washington with special knowledge of the local conditions. I also certify that the Geotechnical Report, dated April 27, 2011 , and entitled Addendum with Checklist to Soils Engineering Report dated May 17, 1999(Attached)for the Hamma Hamma Fill Site meets all the requirements of the Mason County Resource Ordinance, Landslide Hazard Section, is complete and true,that the assessment demonstrates conclusively that the risks posed by the landslide hazard can be mitigated through the included geotechnical design recommendations, and that all hazards are mitigated in such a manner as to prevent harm to property and public health and safety. (Signature and Stamp) 4 �z Page 2 of 2 Form Effective June 2008 Disclaimer: Mason County does not certify the quality of the work done in this Geotechnical Report. ADDENDUM WITH CHECKLIST TO SOILS ENGINEERING REPORT DA TED MA Y 1711999 (ATTACHED) FOR THE H",A" HAMMA FILL SITE HIP 24N RANGE 3W W.M. SECTION 27, TOWNS , ELDON, WA (Parcel # 3242 7 00-04000, Case # GRD99-00007) PREPARED FOR: THE HAMA HAMA COMPANY Dave Robbins;Manager N. 35959 Hwy 101 I P.O. Box 250 Lilliwaup,WA 98555 (360) 877-5890,(360) 877-0677 fax PREPARED BY: MORTA ENGINEERING& TESTING,PLLC 1018 E. Wishkah St. Aberdeen,WA 98520 Contact: Steven P. Marta,P.E. (360)289-0958, Smortagaol.com 4! Z 7-2,o// April 27,2011 E!o L laws L=_ZZ-6'Pj UO M. 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J \Jo°P\,e \ o ) to \ \ I o 0 0\�\0 J0 y gm rd \ a' \ ' 1 l �°�o ��7 0 d w \ G p 04 uj 'r I \ \ - O; v y ! y 1 I OZ O Z,izw \ I gt I 00 \ cQ��� � Y' \ I�at !i►� ul I w U�� ►-I v v v 1 i WW LL o c� X wo w OOOIX ZU \\\\\ c O°O • 17 �OGO o' .• (((ffffffff `. o\o o \ o°o o°o o • \\\ o n o M N CO b 1 �{ Slope Stability Calculations (Simplified Bishop's Method of Circles) Q. 50 It Rotational Failure Plane Not to scale(NTS) i� Alpha=41.99 degs l ' (90%sly) 1. Compute factor of safely(FS)Against sliding-Static Case(Ref: "Stability Charts for Uniform Slopes"by Radoslaw L.Michalowski,F.ASCE) - "Journal of Geotechnical and Geoenvironmental Engineering",April 2002. From Figure 3"Stability charts for uniform slopes"the following parameters are known for Hoodsport gravelly sandy loam(GW-SW-SM): c(cohesion)=200 psf,gamma(insitu unit density)=142 pcf, H(height of slope)=50 it phi(intemal friction angle)=39 deg, then c4gamma x H x tan(phi)]=200/(142 x 50 x tan 39)=0.0348 Then for a 41.99 deg(90%)slope from Fig.3: FSAan(phi)=FS/tan(39)=1.95 or, FS=Factor of Safety Against Sliding= 1.6191>1.S000 OKAY 2. Compute factor of safety(FS)against sliding-Quasi-Static(seismic)Case(Ref "Stability Charts for Uniform Slopes" by Radoslaw L.Michalowski,FASCE) - "Journal of Geotechnical and Geoenvironmental Engineering",April 2002. From Figure 4"Stability charts for uniform slopes"the following parameters are known for native silty glacial till(SM-GW): c(cohesion)=200 psf,gamma(insitu unit density)=142 pcf, H(height of slope)=50 ft, phi(internal friction angle)=39 deg, then d[gamna x H x tan(phi)]=200/(142 x 50 x tan 39)=0.0348 Then for a 41.99 deg slope(90%slope)from Fig.4 for a quasi-static analysis coefficient of 0.1: FAan(39)=1.80 or FS=Factor of Safety=1.4576, For a quasi-static analysis coefficient of 0.2: F/tan(39)=1.35 or FS=Factor of Safety=1.0932 As a result,for a quasi static analysis coefficient of 0.15,the Fady of S. FS=(1.4576+1.0932)/2 Slope Stability Analysis for property located Prepared by: Moo Engineering&Testing,PLLC,1018 E.Vfthkah St,Aberdeen,Vok 98520 at Section 27,T24N,R03W W.M.,Eldon,M (360)289-0958, (boot 59049%,(360)861-8493 ftc,Smorta@aol.com (Parcel 427 Prepared for:Hama Hama Company Dave Robbins,Manager,(360)877-5890 April 26,2011 Site Visit on Thu.4 ;T Sheet 2 of 3 N.35959 101,Ulliwau ,WA98555 CIO£aftd LLOZ'ZL-6 AeP.4 uo Vsy� en LLOZ'LZ IUdH 9S496 bM'deeA!II!l L06 116S69E N 0684-LLe(09£)')a6eueVy'swggod aped Auedwoo eweH eweH :jol pa)edaid woO'loe@v evowS'AP4£649-199(09£)'9960-069(009) (pppgQ�Q LZbZ£#I�Jed) OZ996 W`uaaP)agy`1S WNW-3 9 M t (ol-id`6ugsei pue 6upeoui6ug evoW)IM Aq pajedajd W'UOPS MCO0 l 'NbZl'LZ uoiPaS le Paled AUadoJd.ro{Podab BuuaaulBu3/eO)u4aalO--J am) fl c 2 cc 3: E '�$ uci E�' p C: a a� n- T C N m E `o cua) >`C C ndp a) - a)-0 O 7 Y O) ` m 0 >i (o w m O > v, E w� m= aia cuf c'� =�YY S)a _Q'cv () E e`v o Qm tL�o� E o w � 0 2 .2 a)o E` 0 :3 � CL G V m �i Q O aJ t0 (nL Q o En 0 -p 2 �. m cy6 Y O a) p er- �n - c cn a) U Y O O C U m(D.*-� y 0 Q1-� a"O c L U O y M,o a a) is e)�7 C N E v Q -0 o O o ra) 6 O' O >M C O C Q O C E m '� E L lC Q O Y N a) m E rn E 0 E M w d Z) Q N � C G 2.00 C: 'D U)) 3 L C (o c a>, N° m �o c Qc � � a) y O a) o"c a) c @ E Q O m E m o "6 Q 1-O E C m C-a.O V O A E c� w N f�' a) Q o oo a oaa) �- E 3m g) o •�L ._�W � y C C O s � C (n io L� � �� Ul �� a) maC�)YsE-� o- � a is as 'cu rL 0 +m-' qj Sm 73 -C N 0 ul L O C y O C U cc 4 E o� �t�)c (�im � EZA c c E 3 mm,c O.C)m E Y �+N aJ N'�-' "- m a4 � > y m y m O N N c?= � o � 8 (-° �aU) EcEaai art, i �'�u, �E o f 8 O (In > m �a � (onY N 2 U w C _ (n E u) m L O U _ O a) O O c'n O n >o ff._ c oaw �m E a)_0 c m m E ++ y 3 (o N 28 @ co O a7 O O w (CO >'O O r O C 'N U (B y C E O` �-,'EZ O (L.� a CO Y—Ewn �.a) —_s U)�CD O — y' Q p (6 pa a) O� E. 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Map Unit Description X i _ a S Printable Version Report— Map Unit Description r Mason County, Washington f Hf—Hoodsport gravelly sandy loam, 30 to 45 percent slopes Map Unit Setting Mean annual precipitation: 60 inches Mean annual air temperature: 50 degrees F Map Unit Composition "w T Hoodsport and similar soils: 100 percent • Description of Hoodsport Search O Setting Landform: Till plains Clear Search Q Parent material: Basal till Basic Search Properties and qualities Enter keywords Slope: 30 to 45 percent Depth to restrictive feature: 20 to 40 inches to dense material Drainage class: Moderately well drained Advanced Search Q Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Clear Search Depth to water table: About 18 to 36 inches Frequency of flooding: None Map Unit Legend Frequency of ponding: None Available water capacity: Very low (about 1.6 inches) Interpretive groups Land capability(nonirrigated): 6e Typical profile 0 to 5 inches: Gravelly sandy loam 5 to 24 inches: Very gravelly sandy loam 24 to 60 inches: Gravelly sandy loam Mason County, Washington (WA645) Map Unit Map Unit Name Acres in Percent of 'Symbol AOI AOI Cc Cloquallum slit 5.5 1.7% loam, 5 to 15 percent slopes Dg Dungeness fine 0.6 0.2% sandy loam, 0 to 2 percent slopes Dh Dungeness fine 13.2 4.1% sandy loam, shallow, 0 to 2 percent slopes Hf Hoodsport gravelly 298.0 91.9% sandy loam, 30 to 45 percent slopes Hg Hoodsport stony 6.4 2.0% sandy loam, 5 to 15 percent slopes Subtotals for Soil Survey 323.6 99.8% Area Totals for Area of Interest 324.3 100.00/0 FOIA I Accessibility Statement I Privacy Policy I Non-Discrimination Statement I Information Quality USA.gov I White House re ,r ♦ as 3 ir1� i s . G �. '^� F�.� 1. yi.` 'te f�_�,� - .'F�^*T ply�iC•;., c •� ,. r � Lei.• r F"'I� __ � \ �'� � y`. ..? �1, .fief,�� r �= .,\• � � :f>.- WA rls wie r4 j 19 AT A WA i yy' �r �. ,;�{, t � Y J '!`_ -.ate •� } i WATER WELL REPORT t.t original&I" copy-Ecology,2e cWy ,3"c om drOff CURRENT Notice of Intent Na W E06296 Construction/Decommission Cx"in circle) 7,'24 QX Construction Unique Ecology Well ID Tag No.ALH943 Decommission ORIGINAL INSTALLATION Water Right Permit No.EXEMPT WELL Notice ofintent Number Proixrty Owner.Nam DAVE ROBBINS PROPOSED VSE: p Domestic ❑ Industrial ❑mmicipd ❑Dewata ❑irrigation ❑Test well ❑other Well Street Address 35957 HWY 101 TYPE OF t JM.owners number of well Stf more than one) City LILLI WAU P County MASON El New well ❑Reconditioned Metrrod: ❑Dog ❑flowd ❑ Driven ❑ Deepened ❑Caw @R Jetted Lt�eation]gF Il4-1/4 SW IH Sec 27 Twn24N R 3W nor ❑ Check . DIMENSIoNs Diameter of weg 6 inches,drilled 0 ft ft. One or well — (s,[,r Still REQUIRED) wwasp CONSTRUCTION DETAILS Lat/Long Lat Deg Lat Min/Sec Casing O Welded 6 . Dian.ftom+1 ft,to 60 ft. Long Deg Long Min/Sec Installed: ❑Liner installed " Diam.firm ft.to ft. ❑Threaded • Diann.From ft.to fl. Tax Parcel No.(Required)324270000010 Pederatlens: ❑Yes ❑n No Type of perforNor used Formation:Des aft by color,character,use of tnewal and tares,and the kind and SIZE of pods ,... in.by in.and no.of perfs_from ft.to ft. nature of the Imam a)in each strdum peoeratod,with a kart one entry for cach change —� of infamatiotn.(USE ADDITIONAL SHEETS IF NECESSARY.) Screens: ❑x Yes nNo MK-Pac Location 57.6 Manuiectorar's Nana 1 HNS MATERIAL FROM TO Type SLOTTED Model No. BROWN BR AND GRAVEL 0 5 OWN SILTY Diann.5 Slot sae.030 flan 60 ft.to 65 R RTY CLAY 5 12 Dian Slot size from R to ft. BROWN SILT BOUND SAND AND GRAVEL 12 25 GRAY SILTY CLAY 25 45 Ciravel/Filter packed: ❑ Yes ❑x No Sae of gtaveLhard Materials planed tram A,to8. BROWN MEDIUM TO COARSE SANDY 45 GRAVEL,LOOSE WATER 67 Surface Seal. Q Yes ❑ No To what depth? 20 R. 70 Material used in sal BENTONITE CHIPS GRAY CLAY 67 Did any strata contain unusable water. ❑Yes (] No Type of water, Depth of strata Method of sealing strata off PUMP.Manufacturer's Name Type: H.P. WATER LEVELk Land-surfaceelevation above mean sea level It. Static level 27 ft.below top of well Date 9W07 Artesian pressure Ins per square inch Date Artesian water is controlled by (cap,valve.are.) WELL TEgm Drawdown is amount water level h lowered below static level Was a pump test made? ❑ Yes ❑x No Ifyes,by whore? Yield: gal./min.with ft drawdown alloy his_ Yield: gaUmin,with ft.dtawdown after b Yield gallmin.with ft diawdown after Ism Recovery data(time taken as pro when pump turned dry(water level measured from was toptowaterlevel) Time Water Level Timer Water Level Tinto Water Level F Date of test Bailer Teat gaUmin,with ft.drawelown after his. Airtest 75 gaUmin.with stem at at So ft.for ) his. Artestan flow g.p.m. Date _.... Tunp of water�_ Was a chanicei analysts made? ❑ Yes [ENO Start Date S!7/07 Completed Date 8!8/07 aawre WELL CONSTRUCTION CERTIFICATION:I constricted and/or accept responsibility for construction of this welt and its compliance with all Washington well construction standards.Materials used and the information reported above are true to my best knowledge and belief ©Driller❑Engineer❑Trainee N rau) BRANDON HICKS Drilling Company ARCADIA DRILLING INC. Driller/Engincerffrainee Signature Address PO BOX 1790 Driller or trainee License No. 2785 '— Ciry,Stale,Ztp SHELTON WA 98584 IF TRAINEE:Driller's License No: Codbucwft Drinces Signature: Registration No. ARCADD1099K I Date 818/07 ECY 050-1-20(Rev 4/07) Ecology is ao Equal opporwmty Employer - May 17, 1999 Report No. 001 Page 3 of 7 Mona Engineering & Testing the raft of proximately 10 gallons per minute. This water drained through the material as fast as it was being filled up and, therefore, the soils at the 6 fobt depth was considered free draining and the soils were uniform throughout with an engineering classification of(SW). A photograph was taken of this soil test pit as shown in photo No. 10 Solt sample No. 004 was similar to No. 3 and was somewhat coarser with an engineering classification of a well-graded gravel(OW)ate, also, was a free draining material with the water ' flowing through the gravelly soils just as fast as the water was being poured into the soil test pit. Soil sample No. 005 consists of slide material that was hauled into die natural basin as is depicted in photo's No. 11 and 12. This slide material appeared to be unique in that it was a saturated gay sandy silt with some clay(CL-ML)and was placed at the bottom of the fill into so that it could be contained by the more stable free draining material above it It is recommended that soft, saturated material like this, even though it contains very little clay,needs to be mixed in with dryer more grmulw slide material to provide a more stable condition for the fill and there will be less tendency for long term settlement, slippage,liquefaction, and/or lateral displscemmts ' in can of a seismic event Soil sample No. 006 was taken on the south side of the bowl which required a manual ' traverse up the slope since there was any roads on this side of the basin. This geofeehnical engineer climbed up to an elevation of about ISO feet to sample the soils and used a shovel to dig down at leaat a foot into the native material to gat a representative sample. The soils classification ' for this soil is a well-graded gravel with sand(OR)as indicate on the gradation curve in Figure 4. Since wafer was not accessible at this location for a percolation test an infmm with other like material such as soil sample No. 4 which also has beery identified as a wel IpAed gravel with sand(OW)indictees that too is a free draining material. Soil wan No.007 was also led on the south side of the basin as shown in on the site Pk �P layout map in Figure 2 which was located approximately ISO feet east of soil sample No. 6 and at the same elevation. This elevation is the approximate height of the fill and surface water runoff from this fill will be directed toward that perimeter where the native free draining material will absorb this runoff and not allow this water to flow uncontrolled into the surrounding errs. Sell sample No. 008 was also a free draining material consisting of a well-graded sand with gravel(SW)and,therefore,was considered stable. The gradation curve in Figure 4 shows that this soil sample had similar gradation results as soil samples 006 and 007. Solt sample No. 009 with its location identified on the site plan in Figure 2 consisted of a sandy silt (UL) which had a percolation rate of 5 minutes per inch which is a relatively high percolation rate and,therefore,considered stable. Surface water runoff from the fill site could still percolate through this material. I P.O.Doi 250,Ocean Shores,Washington 9056M250 (360)289- M Bus,(360)289-%82 Fa=,(NO)590-095E Toll Free (360)SWI379 Mobge Phone,(360)SWI736 MXT.Laboratory,Abwdeza„WA R 014* arm ARN �..• Apr � =�­1 Mir RAI 47 rs��s�a np. �r � ,➢/r' ......sue'' - �f s 1 \" ,. '�►��,,,•�•'-''''`� ',ems/` ON w r s t -- -fir.-•'..r'��1�'-1�� -24 ��! `rya-,;ry,_f♦ � KAM, r. '�► �r ;AMAC E 1*000 / / +33 137.-4_+51 %2.0 ri R SAMPLE .: IRI a i�p/O f2i 29t 136.a 145 141.3'ter t� •, :i4.1 �b4 1?� l3b.'' 141 !3i.2 AME t13 �C49.6 E ODq +1 .. 141.. S • .09 !29 + Ho 12M 11! 124.3 OK SPu/+- ii2 !B.' �F V 1T,.0 AVA D 113 i21. ii6 !21.4 i1S 126.3 !16 172.1) l30.S 0103 124.. 117 1,23.1 111 124.7 119 124.. :_b 126.7 .7 115.7 LJT e..q ,7 �f J 121 110.4 !26 125.5 1:7 132.6 Its ._. . (24•s•.7 v.v .cwa 71i9 M2.9 !E S O 7,Q wuAC . oewrm I Soils Investigation { 4 , Tide:Photo No. 1 rtle:Photo No.2 Title:Photo No.3 Date:May 3. 1999 Date:May 3, 1999 Mate:May 3. 1999 Description: Perc testing at Benchmark Description:Marley Young-Hydrologist Description:Impervious material at #101 Benchmark#101 i :�:, 7 Title:Photo No,4 Title:Photo No.5 Title:Photo No 6 Date:May 3. 1999 Date:May 11999 Date:May 3, 1999 Description: Pero test hole at Benchmark Description.Water drains through soils at Description..Gravelly sands at Hamma #102 Benchmark#102 Hamma off of Hwy 101 170 17 fiNe Photo No 7 Title:Photo No.8 Title Photo No.9 Date.May 3, 1999 Date:May 3, 1999 Date:May 3, 1999 Description: Impervious soils at Benchmark Description.Wet clay sifts with gravels Description: Surveyors at 9erichmark te102 #101 Morta Engineering and Testing PaoP I Soils Investigation 0 F Title:Photo tVo_ 1© Title:Photo No.11 Tide:Photo No. 12 !)ate-May 3, 1999 Date:May 3, 1999 Date:May 3. 1999 Description:Permeable material at Description Slide material at fill site Description:Some clay silts from slide Benchimark#103 5 - a_. Title:Photo No. 13 Title:Photo No. 14 'Photo No. 15 Date:May 3, 1999 Date:May 3. 1999 pate:May 3. 1999 Description;Beginning of major slide at Description Gray silty sand with some clays Description:Horizontal boring rig M.P.322.2 dewatering slide P 0A Title:Photo No.tt3 Title.Photo No. 17 Title:Photo No 18 Date:May 3. 1999 Date,May 3, 1999 Date:May 3, 1999 Descnption Closer view of horizontal boring Description:Horizontal slotted tubes Description.Escarpment at top of hill rig Installed in side of hillside Onowmi Morta Engineering and Vesting Soils Investigation 4 4: N Title:Photo No. 19 :Pttoto No.20 Tide:Photo No,21 Dale:May 3. 1999 gate:May 3. 1999 pate:May 3, 1999 Description Closer view of escarpment at Description Slide material made up of Description:Horizontal slotted tubes to top of trill sands and gravels dewater hillside �-,—,-A7 i9e:Photo No.22 ide,Photo No.23 Title:Photo No.24 Date.May 3. 1999 Date May 3, 1999 Date:May 3,1999 Description: Trees will need to be removed Description Slide crossed on over Hwy!01 Description:Evidence of gray day sift in before hauling of soils towards Hoods Canal middle of slide -.1 i tde:Photo No.25 Tile:Photo No.26 Tide:Photo No.27 Date:May 3. 1999 Date: May 3,1999 Date:May 3, 1999 Description Closer view of escarpment Description Gravelly sands with some sifts Descnphon:Log rammed into the pavement in slide material on Hwy 101 Morta Engineering and Testing Soils Investigation. - F s Title.Photo No.28 Title:Photo No.29 True;Photo No.30 pate May 3, 1999 Date:May 3, 1999 Date May 3,1999 Description;View of Hood Canal from slide Description:Trees will need to be removed Description-Crews have cleared part of prior to hauling to fill site Hwy 101 41 S Title:Photo No.31 Tine:Photo No.32 pate:May 3,1999 Date:May 3, 1999 Description:Horizontal bonng rig installing Description:Closer view of drilling rig with slotted drain pipe personnel Marta Engineering and Testing . May 13, 1999 Morta Engineering & Testing To: Quigg Brothers,Inc. P.O.Box 1707 Abadean,WA 98520-0281 (360)533-1730, (360)532-3449 Fax ' Attn: Terry Ward Subject. Sieve Analysis for Han ma Hamma Slide Fiat Site Location Number-Percent Pawing Sieve Size QU 002 003 004 W 0066 007 M 029 010 qU W ' 3" 100 100 100 100 100 100 100 100 100 100 100 100 1" 100 100 94 93 . 100 91 87 99 100 100 97 100 94 100 92 82 100 84 64 95 96 94 95 98 83 100 80 69 97 71 46 76 95 83 90 92 114" 69 100 66 49 95 53 28 60 94 68 76 82 No.4 62 100 59 43 95 47 23 53 93 63 67 78 NO. 10 43 100 42 28 93 31 14 36 92 48 41 66 No. 40 19 99 24 9 88 10 6 7 85 13 5 43 NO. 100 9 97 5 3 80 3 1 2 47 4 1 10 INo.200 3.5 92.1 1.3 1.0 73.1 1.1 0.3 1.0 17.8 1.2 0.5 2.3 ' % Moisture 9.0 23.7 10.3 6.2 27.6 8.3 13.5 7.9 16.7 4.3 3.9 10.1 I I P.O.Box 250,Oeesa Moms,Washington 9L%9-0250 (360)299-09S$Bus,(360)299-%82 Fax,(300)SM-09M Toll Free (360)SW1379 Mobile!hone,(360)538-1736 M.E.T.Lboratory,Aberdeen"WA t�i!•�ir iirl�iiiil•t•t•!•ii• MOMMINOMME Emmons - Dui_tti�tiu�■ni��ti��i■�i�t��tt�tiic�-r wrIL a��tt�i�.��v����.�.�■ra�i. - -�—■��.�ai�t�i_t:�i�i.�si■tom. • �rvW VVAMM�00PW.A �a 4"4 A H Omni 11 Hill ■EWMAN■ vwmmmwr/m s�i r�i ii i�ica�i!i o ii i■i����i nr �•�a�e;�r_�ii���ir��a�iitirri�i _ i�aa��aa■n�a© _ .,r f, •� �N t . .................... NOSES■ ■HNEVENEWI .E..... r M.E.T. DESIGNED DAM�,��, . _ MORTA ENGINEERING & TESTING CHECKED DATE P.O. Box 250 Ocean Shores, WA W569 Business: (360) 289-0958 Toll Free: 1-800-590-0958 sHEEr of Fax (360) 289-9682 Testing Laboratory, Aberdeen, Washington (360) 538-1736 PR .rYiDF Fitt -n' iGROUP SYMBOL. 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MURTA ENGINEERING & TESTING CHECKED DATE P.O. Box 250 Ocean Shores, WA 98569 Business: (360) 289-0958 Toll Free: 1-800-590-0958 SHEET of Z Fax (360) 289-9682 Testing Laboratory, Aberdeen,Washington (360) 538-1736 � ./lMMA MAMA SrAM�LE �: t�'N/S/it/e'L�.et"& CLQ�®/GATTONl (AS'TM 0- IO CAP 6FF/f/ANT L DIV X 01;o a.i:K 3.s 00.3 Cup V-,60 s o CI 2o O 0. 7 o � c Ate- •r•-�-- - Z S. U p/o O.Sf 42 / O,ox O�v o.Yx !D dp w CK s : 9,s s 7. 3 2 Z Cc /OKQ`O /r3X 7s 007 3 s1 ' Q��xt��v l.3s /j► oocP Cu Qua- a ' 009 Cu = 060 - 0.2 _ %. v 1 1 Qivx �`v ■ DESIGNED DAM JOB M.E.T. MORTA ENGINEERING & TESTING CHECKED DATE IP.O. Box 250 Ocean Shores, WA 98569 Business: (360) 289-0958 Toll Free: 1-800-590-0958 SHEET 2 of Z Fax (360) 289-9682 ITesting Laboratory, Aberdeen, Washington (360) 538-1736 SECT fjlQ/1r MA NAM MA S.4iOe, F/LL S/T, C �nrf��nlEERinr6 ��O.rr'iFiLQT/Oti —f�STJ�t D —��d°7 �Co^�r' D I Div CICA io I Din x+d.-v .,?2 X � C z s CC. = IA 42 1 10i0Zb60 4. GK3S' do d Div z � iD,0 DFcp i May 12,1999 Report No.001.pre Page N 1 of 1 MORTA ENGINEERING AND TESTING SOILSAAD CONCRETE TESTING L4BORATbRy QuiU Brothers,Inc. P.O.Box 1707 Aberdeen,WA 98520-0281 (360)533-1530,(360)532-3449 ' Attn: Tery Ward Ten: Mmimum Soil Density(Proctor) Location: Bamma Hamm Slide-Sample#M1 ' As requested Moria Falgincayng and Testing has performed a proctor on the sample referen cW below. The testimg was performed in accordance with current AASHTO or ASTM standards. The results obtained in our laboratory were as follows: Sauce: Native Soil-Gam Sur4eyed Beq mark No. 101 Dale 0blebai: 3 1999 knob W N0.001MIC ASTM D 247 5MOORZF wet!ywai aaod wish !e �!�Pleyani: Moiat: X Mom: Medumial: X Teat 8tatolat d: AASMO T 99: AASH70 T 180: Mediad ASTM D 696: ASTM D iSS7: X D Aamewd POW reread Dry MasLum Opdman% read Sp.Gr. Nmber Maitore Da wky Dry Dawty Sbe 2.89 1 5.5 133.2 138.3 Daltu"3 M% 6.00 19 2 6.7 137.0 AgM D4718 2.0• 3 9.5 138.0 Correedao for ow"dw P=Vdn 1.5' 4 11.6 134.9 141.2 NwMA3 1.0' Mr 3/4' 91 m0wh"DaatsSy Curve 5W 110A 1/2• 3/8' 13" 1/4' 04 Ina N8 Dry Daanity N 10 /era o N16 NZO IUA 4 N30 N40 1ltA NSD sA 74 a0 He 1ae 1aA "0 PlIt%m Moisture ow im. 100 N you have arty questions conoenring the test results,the procedures used,or if we can be of any further assistance please can on us at(360)289-0958 or(800)590.09M Respectfl*Submitted, Stever P.Morta,P.E. Professional Civil Eq&eer and Owner P.O.Box 250,Ocean Owes,WA.98%9 (360)289.0958 Bus,(800)590.09A Tog Free,(360)580 M9 Mobile Phone (360)289-9682 Fax, (360)538-1736 Aberdeen Lsbovoory ' May 12.1999 Report No.003.prr. Pate 0 1 of 1 MORTA ENGINEERING AND TESTING SOMANn CONCRETE TTSTMLABORlTODRY Quigg Brothers,Inc. P.O.Box 1707 Aberdeen,WA 98520-0281 (360)533-1530,(360)532-3449 Attn: Terry Word Test: Maximum Soil Density(Proctor) Location: Bamma Hamma Slide-Sample OM As requested Morta FASmeermg and Testing has performed a proctor on the sample nef'aenced below. The testing was performed m accordance with current AASHTO or ASTM standards. The results obtained in our laboratory were as follows: S*WM thain Solt-from 3WVW fed Baacbntaric No. 102 Data Obtains: Mw 3.1999 No.003sw AS1M D 2417 AnaMaNire WoU4nded sand with wavel 8ngla Pn vw4& Moist: X MWML. Maabm*d: X Taat Snudot; AASM T 99: AASHTO T 180: his&" ASTM D 698: ASTM D 1557: X D AsNowd Pain 1'enaam Dry bbzb o Opau % aim reye" SWBpb Sp.Gr. r4 tuber 3v1 * ,-e Dun* Dry Deo ft 11ltiataa Sia 2.43 1 6.9 117.8 1209 Mdlt^3 93% 6.0" 2 8.6 119.4 asTM D-018 2.0" 3 10.1 122.1 Car wAm br Onntrs Pwddu 1.5" 4 11.2 118.3 125 A bdd^3 LT 314" 14 Mobhata Density Cwvr s/8" 12M 1R" 3,4' 12U a 1/4" 04 t2tA 09 Densityy N 10 Dry A NY t1tA M16 #20 111A #30 w AlrVe do #50 itaA•.a iD 7A f+0 !.0 10A 11A 12A I" "a AW PWGW t Mokbwe Na0 #100 >r200 If you have any questions concerning the test results,the procedures used,or if we can be of any further assistance please call on us at(360)2894MS or(800)510-09SL Respectfully Submitted, Steven P.Marta,P.E. Professional CrA Engineer and Owner P.O.Box 250,Ocean Shores,WA.98569 (360)2894M Bus,(900)S90-OM Toll Free,(360)580-1379 Mobile Phone (360)289-96922 Fax, (360)338-1736 Aberdeen Laboratory I Msy 12,1999 Report No.OB9'pfEa pap N 1 of l MORTA ENGINEERING AND TESTING ISOILSAm CONCRETE TEST71 NG L4BOR4 wRY Quin Brothers,Ina f P.O.Boat 1707 Aberdeen,WA 99520-0291 (360)533-1530,(360)532-3449 IAttn: Terry Ward Tat: Maximum Soii Dee tl(Proctor) Location: Hamma Hamma Slide-Sample 0012 I As requested Mona Engineering and Testing has pafmmed a proctor on the swq*refmwoed below. The testing was performed m accordance with current AASHTO or ASTM standards. The results obtained m cur laboratory were as follows: awe+ee: Naive Sa7.5 om&vvw yyd Buxhwuk M.102 Dab Obabd: 3 1999 1D: No.012,Pc ASPM D 3107 Ckwftstlea: Wall and with Smyd Somph Pwgmsd: Moist: X Mem:d: Mschw d: X Tent SpmiaW: AASM T 99: AASHM T 190: Meied A31M D 698: ASTM D 15S7: X D Anuand Part renaeat Dry Mazim qpi % skve east e Sp.Gr, Nrmber hish6m Dmm*y Dry Dmufty hfshdaee Sire I 2.64 1 7.4 1161 121.7 bd t^3 11r6`r. 6.0' 2 9.5 118.0 AarM D-r71s 2.0' 3 10.7 121.8 Cenwdm for O wdw Psrlides 1.5" 4 12.8 121.1 123.E t wM-3 Hr 7/8' me 94 Moisture D=ft Curve W 12M 3/9" 12tA 114" LroAlr N4 ' 1l1A NS Dry Daeaily N 10 11ft N16 NZO t17A N30 N40 11tA NSO to 7A to 11A 1" 1tA 17A /eA 960 Paco Mob&" NOD N100 0200 If you have any questions concerning the test resrdts,the procedures used,or if we can be of any further assistance please call on us at(360)289-0958 or(8W)590.0M Respectfully Submitted, Stevan P.Morta,P.E. Proft"onel Civil Engineer and Owner P.O.Box 25%Ocean Shores,WA.9W9 (360)289- R Bins,(80M)59041M Toll Free,(360)SWI379 Mobile Phone (360)2W%82 Fax, (360)538-1736 Aberdeen Laborstary M.E.T. D DESIGNE _DATE % MORTA ENGINEERING & TESTING cFIECKED DATE P.O. Box 250 Ocean Shores, WA 98569 Business: (360) 289-0958 Toll Free: 1-800-59o-0958 SF_L_OF Fax (360) 289-9682 Testing Laboratory, Aberdeen, Washington (360) 538-1736 PROJECT DET r1Nlr/y4p 'P0&0or/Ty M. &_V6 Vofo 40'ame le) PHArE A/46/lA M 8 Y t�y Voc gem F— PO R m l/ yv va A/IQ 7-Y s h r Vr V„ v W&r�,sz pw VT �/e1O -RA r/o T vr YJ soLIDS Wt jea. FAMAtE i F©R PRotroi2 J"grnP[E '%t�/ (.FdsEr ie r /vj' oor. ioRc) VOL. oX -Toe. iG : wF— vv*00eE 1�VS r wr eF .S od-i,p 6 4w G s SPsciFic 60e,4V17-V 2. e9x G7,v 44p'�*7-a Qw = of woo-r& V d G. O 7C wATEr4 r o Q ( SEE /s;P r' IV - OCR J,P�t Fog /o W47"*2 Lc! A BS v. 0 2 s ocTo PorZos��►-y, h � . v. i92t .02S PR x .o r.MPC E VO to RA T/v, _ _ _y- C. /9'2 d. OZS / V, O. 7e'3 DESIGNED DATE 5".//7LL1J0B M.E.T. ' - MORTA ENGINEERING & TESTING CHECKED DATE P.O. Box 250 Ocean Shores, WA 98569 Business: (360) 289-0958 Toll Free: 1-800-590-W58 SHEET Z OF Fax(360) 289-9682 Testing Laboratory, Aberdeen, Washington (360) 538-1736 SECT-AdAl) l q AAM )HA .rf-10F PILL w6i 'FTLcgm I^e PORO. 17'%e enj A•vp V0 iG ,Pi4T/0 (f ) - CoivT`D fOR PRoCTvR S'aAnplF P. C A*6F. RPT /V1 003, ^cc VOL, OF Soc /Q j VS r Q s Z 30 62 yovc,r w Ww 9 3 x /?S.o (Ifr <O Hr G 2. AK e car F'T? Yoc.. of A,,rL- Ve, _ /_ o. vP24,l- 0. le6 a Fri O Oe v s' T-y, n x vim' o,/Op6 A-r3 1 R0 C TO 2 V-r / o f 7-.r -r4 M,oC E ,tt Z S/O/ ,o R Q 7'/O j @ = = o./•�� Fri O. 2 2 C. s o.�a Y Fr-2 Fo 12 /0 0-O C 7-o/C S/J M,0C E 3 R E F, /e 10 T /vim p/2. ^fQ VO G . O F SOG /D Vs ae ws. a /23,G L ex l 4z w a?. d v x G,?. 4'cdtr/,c7.3 V o L , o c- W-4W-ls Vim, : fur s Z/G e6 x /z G L8f s D.23 o Fry IT w w 0. .4&rrF'r? iQ ♦�Z j/a �- 1/,f - Yw r /- D,7•Sb- O, 23 O = O, o Z v I h y—r o. z3o + Aooeox,, o.ozo t o,Zso P,eocTt9� VT /, o 3 Ve o.o ,Q a 7''io� 4e Vim- _ o.z 20 f u, o Z o Vs I I DESIGNED DATE �y 9 JOB IN.ERING M't�RTA ENGINE & TESTING CHECKED DATE_._ po. Box 2so Ocean Shores,WA 98569 Business: (360) 289-09N Toll Free: 1-800-590-0958 SHEET OF Fax (360) 289-9682 Testing Laboratory. Aberdeen. Washington (360) 538-1736 IIJECT,,// 1 i4 M/vl,Q .f`/n,= ritc--�rf_ Fib. ��[. S�7-E L7RQ�n/4G� P�aN Oa4Pv46E- a SYS Te' A S I 1240 EL EG. J C L EAn/ 644,11 MQ�►��,�A� A/�PROv�O Al 46b A/ 00%. 40 / ' G dp v l 3 Fr 45 • �' \ 6 e` � •i fI \ All ,f 9 04/28/1999 15.08 360-532-3449 GKJIGG BROS INC PAGE SO I I soCto c� I so I SLo I o od I \00 I so 0 p► tc ASO O o tia � a P � 15 ° I 2000 ' 25a 5 SF,CT I ON A-A — -::„�� ' 1 ;_.,.. .., ..«. i t ••_ t': _..' a y.... ,-. . 1. . - w •«0 S L � ..L... ` • � /. .j i ... S t '-Y'1 1 1-•_i.T-y ._� ..{..q.R. C Sao io0 9N 1?.� ' 1500 .SECTION g HAMA ElAMA CO A,NY FILL .AND GRADwG FERmff CONCEPTIONAL FILL PLAN APPLICANT: QUIGG BRO� INC. Q DATE: APRIL 13, 1 �y SCALE: I"-300, NOT FOR CONSTRUCTION 1 i 6. ?AA j DESlGNEO DATE',�� M.E.T. MORTA ENGINEERING & TESTING CHECKED DATE P.O. Box 250 Ocean Shores, WA 98569 Business: (360) 289-0958 Toll Free: 14800-590-0958 SHEET OF Fax (360) 289-9682 fisting Laboratory,Aberdeen, Washington (360) 538-1736 CTA4M/e f AM .4 /Qec M wMEti[0 L411 FILL P2aCey6e/t tr /QS4/E66T-0r,c W/7-4 !✓R9uivD co V 6'e TKEE j- 1YA7Zl444 hoGu 4 IC D w 0.4 J v TAjqT .S'G!R FACE'' R uni o.&oe Ft 0 G J-r G: ,ORA/nl! Mow. pit-(. /!c<i�iA� Fvc e-o w-o N L w C.a r!o A, L©C A 77 p!v