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FPA2014-00004 GEO - FPA Permit / Conditions - 5/19/2014
RECEIVED MAY 2 8 2014 426 W Mason County Department of CommunitV Development Submittal Checklist For a Geotechnical Report Instructions: This checklist must be submitted with a Geotechnical Report and completed, signe , 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. Applicant/Owner_Tacoma Power Parcel#_422165000126 Site Address 30 North Dow Creek Dr Hoodsport, WA 98548 (1) (a)A discussion of general geologic conditions in the vicinity of the propOSE d development, Located on page(s)_page 5 para 5.2.4 (b) A discussion of specific soil types Located on page(s)_page 5 para 5.2.4 _ (c) A discussion of ground water conditions Located on page(s)_page 11 para 7.8 (d) A discussion of the upslope geomorphology Located on page(s) page 6 para 6.1 and Fie 40 (e) A discussion of the lunation of upland waterbodies and wetlands Located on page(s) na (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 6 para 6.1 (2) A site plan which identifies the important development and geologic featurE S. Located on Map(s)_Figures 1,3 &40 (3) Locations and logs of exploratory holes or probes. Located on Map(s)_Figure 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)_LLk_ (5) A minimum of one cross section at a scale which adequately depicts the subsurface profile, and which incorporates the details of proposed qrade changes. Located on Map(s)_Figure 3 _ (6) A description and results of slope stability analyses performed for both sta is and seismic loading conditions. Analysis should examine worst case failures. The analysis sho Id 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 6 para 6.1 _ (7) (a)Appropriate restrictions on placement of drainage features Located on page(s)_page 11 para 7.9 (b) Appropriate restrictions on placement of septic drain fields Located on page(s)_page 7 para 6.1 (c) Appropriate restrictions on placement of compacted fills and footings Located on page(s)_page 8 para 7.3 Page 1 of 2 Form Effe tive June 2008 Disclaimer: Mason County does not certify the quality of the work done in this Ge technical Report. u (d) Recommended buffers from the landslide hazard areas shoreline bluffs and the tops of other slopes on the property. Located on page(s) page 6 para 6.1 (e) Recommended setbacks from the iandsiide hazard areas shoreline bluffs and the tops of other slopes on the property_ Located on page(s) page 6 para 6.1 and figure 45 (8) Recommendations for the preparation of a detailed clearing and grading pla 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 7 para 6.1 (9) Recommendations for the preparation of a detailed temporary erosion contr I plan which identifies the specific mitigating measures to be implemented during constrL ction to protect the slope from erosion, landslides and harmful construction methods. Located on page(s)_page 7 para 6.1 (10) An analysis of both on-site and off-site impacts of the proposed developme t. Located on page(s)_page 6 para 6.1 and page 12 para 7.11 (11) Specifications of final development conditions such as, vegetative management, drainage, erosion control, and buffer widths Located on page(s)_page 12 para 7.11 (12) Recommendations for the preparation of structural mitigation or details of o her proposed mitigation. Located on page(s)_page 12 para 7.11 _ (13) A site map drawn to scale showing the property boundaries, scale, north ar ow, and the location and nature of existing and proposed development on the site. Located on Maps)_Figure 3 Note: shows project footprint.Property Boundries shown in Construction SWPPP App A 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 G otechnical Report, dated December 2013, and entitled Geotechnical Report North F rk Skokomish Salmon Hatchery and Saltwater Park Sockeye Hatchery meets an 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) Page 2 of 2 Form Effe tive June 2008 Disclaimer: Mason County does not certify the quality of the work done in this Ge technical Report. 422095400131� y 4 22 1I5G00 � r 42216500006E F� ® �r Gg 422165000127 4221E w� 4250v0 21 �� 422165 422 6500."16 y422168888888 �� s 22 68888888 2216500003 422155000088 " 422165000067; 422165000 � � 422165000068 422165000089 4-121651'00 "2 c22 6�n00090, 422 1 5000103 42216 000119 4221: 4221 G00101 422'65030121 422 i . 0.:O1C 4221650001 4221650G0092", 422165000127 � 422165000121 4221 22165000033 6500009'� ` ' � d22�650C ,2��, 65000031 '422,65DO0032 422165O JG9 G „000�Q3 8„ 422165000030 C c22165G OJ28 422650 0C29 422165000014 422165000095 �, �22E50 0G2% 422E5000096 4221650 �026 42216500001E 4 422i62222222 422iE5000097 422165000025 422165000018 422165000017 422165000019 U 4221E5000023 42216500 127 422'6500000i' 422162222222 -�. �.. 422165000022 42216500 024 � +22 50010•�1 4i22 IC0002�42210510 i �iil � 422105040021. `� � '' �" 4221 E5G00020 42216500012� .,�,�_ q 422165100203 422165000125 � 422169999999� U 422165100099a 42216510010)i a 422i651001G4 x 4 422165100103 422i65i00105 w 42216500012E 422165100091 42216510010E ., " �, �� 422165i0O�90' 422165000128 7 { 22165 'i07`�4221E�100108 O 42215ti�u0G89 ���� 42 16510011E �OG� ��22160100087 422168888888 N LO �� 422165100202 422155^CO'�1 ��� .2 65i0 i2 01 42 r CCC� 422165100202 422165100",13 422 n 1 '0085 ' 422�6510C114 -- 422163061000 422165100125 4221651oz 82 422165100123 422iE510012l; 422165100128 y„" -% 4221651001i6 422"65100079 422165,0012E 7 422165100124 422165100i2G `�" ,�,➢ 422i�5100G c 4« 651vC063 42�1g5�00 , 422ib�10G121 ��� 42216.,100 1 44Z165100203 '; '� I 422165100117 422165100062 4221 5100080 4221E i00061 ^�216510 r 422165100179 42216510006v 422165100181 nr �4 �1e5inG064 � 422165100177E 4221651000n.5o t 4221�5 422 651100 4221e50v o0 42216510017E " 422i55iG0073 , 422165100058 422165100202 422165100182 a^21E51000 6 r �221r O '4 422165100175 422165 00i8g L 4�Z1 a00072 422165100203 422163061000 422i65100067," 422165'00i83 422_16 1 ��7i 422i65100 87F� 422165100174 �_ _- G'6510G056 _ 42�1e51C04C 422165100173 422165100202 422165100184 42216510C18E 422165100E 8 4�215�1 u 0 „ 4221 Co CG07 " 4221651002G2 �422165iGG0�a '22'65100039 422165100165 � 42216510016E 422165100164 � - 1 x N. Lake Cushman PROJECT LOCATION HOODSPORT, Lake Kokanee • i r North Fork Skokomish Salmon Hatchery µ. A Lat: 47.397 Long: -123.197 k Legend 1 STREET Hood Canal o HIGHWAY j -- CREEK RIVER f' I TRIBAL LAND Parcels VICINITY MAP Skokorni WATER BODY Res tion 0125025 0.5 0.75 i REFERENCE: LOCATION: PROPOSED PROJECT: 30 N. DOW CREEK DR. HOODSPORT, WA 98548 NORTH FORK SKOKOMISH SALMON HATCHERY APPLICANT NAME: TACOMA POWER LAT/LONG: IN: T22N, R4W, SEC 16 3628 SOUTH 35TH STREET, TACOMA, WA 98409-3192 47.397 / -123.197 NEAR/AT: HOODSPORT, WA COUNTY: MASON STATE: WA = c t RAINFIELD 'ISTING 24'X50' CONCRETE RV PAD DRAINAGE DITCH 'a �� • ROAD TOILET EXISTING DRAINAGE CHANNEL T �� ''• n i1 I ,1 1 If• .1.1 ••- FPA Requirement Shown on I Harvest boundaries and tree retention areas. • Aerial Plan II The approximate location of any structures • Existing Site Pla • Aerial Plan • Hatchery Dwg 1 -0O2 III The location of all existing and proposed 0 Existing Site Plan streets,right-of-ways, easements, skid roads, • Aerial Plan haul roads, and landings within the proposal • Hatchery Dwg 1 -0O2 • Hatchery Dwg I-CO5 IV The location of future land development Hatchery Dwg -0O2 including stormwater management facilities . Hatchery Dwg -005 and vegetation to be retained for site landscaping, open space,wildlife habitat, screening, and/or buffers. V Site topography at contour intervals of 40 feet • Existing Site Plari • Hatchery Dwg 1 -0O2 • Hatchery Dwg 1 -005 VI Critical areas and critical area buffers regulated a NA pursuant to the Critical Areas Ordinance VII Drainage ways and culverts. • Existing Site Plan • Hatchery Dwg 1 -0O2 • Hatchery Dwg 1 -005 VI II Site area targeted for further harvest including • NA proposed timing IX North arrow and scale shall be shown on all • All figures site plans. The scale shall be no smaller than one inch to 200 feet. t N Lake 'r . Cushman r? t PROJECT i LOCATION ....,HOODSPORT r. Lake Kokanee „roa i North Fork Skokomish Salmon Hatchery 0 Lat: 47.397 Long: -123.197 Legend J �� I STREET a Hood Canal HIGHWAY y CREEK RIVER p� TRIBAL LAND Parcels MAP Skokorni VICINITY r WATER BODY Res tion 0.125025 &S 0.75 1 REFERENCE LOCATION: PROPOSED PROJECT: 30 N. DOW CREEK DR. HOODSPORT, WA 98548 NORTH FORK SKOKOMISH SALMON HATCHERY APPLICANT NAME: IACOMA POWER LAT/LONG: IN: T22N, R4W, SEC 16 3628 SOUTH 35TH STREET, TACOMA, WA 98409-3192 47.397 / -123,197 NEAR/AT: HOODSPORT, WA COUNTY: MASON STATE: WA c u� 'ISTING 24'X50' CONCRETE RV PAD \DRAINFIELD EXISTING DRAINAGE DITCH LOWER LAKE ROAD ' I�I �;�1'�� "� T ,� • ��. ter''% EXISTING VAULT TOILET EXISTING DRAINAGE Al I o Il�,�n>> ip �(< imill ,�li+ �Y *+,r +` � FIR Fill 'r��� J r V � c O C �s€ NF$ myg a Rcn � 4 � � z !� M Y C� Z N = r -n --� * p O -� gg � 8 f~f y way "m� s � � O n Al; Hq� � =i Pr = C o � J m 0 D n x m -< g� r vA r a'S go y (n S6 a a3 cc o � m 3-- • � m aF c7 d� 7J o f x x Ln z N 5ofl 9 O rn x 6 G� i � �axaa 73s nolloe Tvn�s-oa ,1 � i 1 t1 / ii 11'1 1 115' f� li{ �,; C3 14, - -ss iN B 2 �m !I ,l-11'-7i Ili � i - i � Ip•, i �/� • $� � Epl•' � it � I'I a 4 m e N m$� 'I�jll "�� "-_ ks ,y.--,�,c p4'+� t9 �� �� ✓ I a� ; � isu»time I I I I I i I I 01 10 i i l i Oi 11 ` I �Q�n CI I I ! 10 010 i ! 01 S II I !II I I I 1 ! 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Mo 44;e �s a R ?z sm b t ; Y - 00 e - I- = I R - v I a ' r 200 CI � you _SAL'-. 1 PROPOSE NORTH FORK S �KOMISH ; j ► SALMON I-ATCH RY 4 ,,f, 4 lOWER L KE k 'C i 1 , r = r, �, "•r„ l`' a � . « A� yh , e . t I Approxima e ` r-lClearing Extents f OW cHEtK DRIVE �.{ , , r I I. 200 OFFSET FROM OH V wr` ~x , OHWM 478 CUSHMAN DATUMN — 478.55' NAVD 88 lot i DISCHARGE PIPELINE WATER SUPP Y PIPELIINIE >t w �1c y m , . x ,'A J r ' l > t Y " P le 4-01 '(•h _ a M V w •' t�h-4 g�Y r C , , i y�yy AERIAL PLAN _ REFERENCE: LOCATION: PROPOSED PROJECT: 30 N. DOW CREEK DR. HOODSPORT, WA 98548 NORTH FORK SKOKOMISH SALMON HATCHERY APPLICANT NAME: TACOMA POWER LAT/LONG: 3628 SOUTH 35TH STREET, TACOMA, WA 98409-3192 47,397 / —123.197 IN: T22N, ROW, SEC NEAR/AT: HOODSPORT, WA COUNTY: MASON STATE: WA • • • • • Report to: • Department of Public Utilities • Tacoma Power • 3628 South 35th Street • Tacoma, Washington 98409-3192 • • • • • GEOTECHNICAL REPORT • • NORTH FORK SKOKOMISH SALMON HATCHERY • AND SALTWATER PARK SOCKEYE HATCHER • M• • • • • • • • December 2013 • • • • • • • • • Submitted by: • Cornforth Consultants, Inc. • 10250 SW Greenburg Road, Suite I I I • Portland, OR 97223 • • • • • • • 2251 TABLE OF CONTENTS � Pale 1. INTRODUCTION....................................................................................... ................................I 1.1 General....................................................................................................................................1 1.2 Background.............................................................................................................................1 1.3 Literature Review """""".."""" 1 ................................................................................. . 2. SITE AND PROJECT DESCRIPTION ..................••••••."""'I • 2.1 General................................................................................................. ................................1 • 2.2 Proposed Structures .................... .................................2 3. SUBSURFACE EXPLORATIONS.......................................................... .................................3 3.1 General....................................................................................................................................3 3.2 Borings....................................................................................................................................3 3.3 Test Pits .................................3 ............................................................................................... . 3.4 Test Probes .................................4 .......................................................................................... . 4. LABORATORY TESTING """""'4 4.1 General................................................................................................. ..................................4 4.2 Classification& Water Content........................................................... ..................................4 • 5. GEOLOGY AND SUBSURFACE CONDITIONS................................ ..................................4 5.1 General......... ..................................4 5.2 Geologic Units """""""..""""5 5.3 Groundwater ..................................6 6. SLOPE STABILITY................................................................................ ...................................6 6.1 General................................................................................................ ...................................6 7. GEOTECHNICAL DESIGN PARAMETERS..................................... ...................................7 7.1 General....................................................................................................................................7 7.2 Seismic Design Parameters.....................................................................................................7 7.3 Foundations ...................................8 7.4 Static Lateral Earth Pressures ............••••..""""""""'8 ............................................................ . 7.5 Dynamic Lateral Earth Pressures....................................................... ....................................9 7.6 Lateral Resistance .................................10 .............................................................................. . 7.7 Slabs-On-Grade .................................10 ................................................................................. . i • 2251 7.8 Excavation Shoring............................................................................... ...............................I I 7.9 Drainage................................................................................................ ...............................11 7.10 Dewatering............................................................................................ ...............................11 7.l 1 Construction Considerations.................................................................................................12 • LIST OF TABLES Table 3-1 Summary Boring Log Key LIST OF FIGURES 1. North Fork Vicinity Map • 2. Saltwater Park Vicinity Map • 3. North Fork Site Plan 4. Saltwater Park Site Plan 5. PHDC Site Plan and Section 6. Summary Boring Log B-1NF 7. Summary Boring Log B-I SP 8. Summary Boring Log B-2 SP 9. Summary Boring Log B-3 SP 10. Test Pit Log TP-1NF • 11. Typical Material Encountered TP-1NF • 12. Test Pit Log TP-2NF 13. Typical Material Encountered TP-2NF 14. Test Pit Log TP-3NF 15. Typical Material Encountered TP-3NF 16. Test Pit Log TP-4NF 17. Typical Material Encountered TP-4NF 18. Test Pit Log TP-5NF • 19. Typical Material Encountered TP-5NF • 20. Test Pit Log TP-6NF • 21. Typical Material Encountered TP-6NF 22. Test Pit Log TP-7NF 23. Typical Material Encountered TP-7NF 24. Test Pit Log TP-8NF 25. Typical Material Encountered TP-8NF 26. Test Pit Log TP-1 SP 27. Typical Material Encountered TP-1 SP • 28. Test Pit Log TP-2 SP • 29. Typical Material Encountered TP-2 SP 30. Test Pit Log TP-3 SP 31. Typical Material Encountered TP-3 SP � ii • • 2251 • • 32. Test Pit Log TP-4 SP • 33. Typical Material Encountered TP-4 SP • 34. Test Pit Log TP-5 SP • 35. Typical Material Encountered TP-5 SP • 36. Test Pit Log TP-6 SP 37. Typical Material Encountered TP-6 SP • 38. Test Pit Log TP-7 SP • 39. Typical Material Encountered TP-7 SP • 40. Geologic Map North Fork Site • 41. Geologic Map Saltwater Park Site • 42. Earth Pressure Components • 43. Surcharge Pressures From Footings • 44. Typical Wall Subdrain and Backfill 45. North Fork Stability Section • • • • • • • • • • • • • • • • • • • • • • • • • • • 2251 r 1. INTRODUCTION 1.1 General This report presents the results of subsurface explorations, laboratory testing results, and geotechnical design recommendations for the proposed North Fork Skokornish Salmon Hatchery (adjacent to Lake Kokanee) and Saltwater Park Sockeye Hatchery (adjacent to Hood Canal), both S projects near Hoodsport, Washington. Recommendations contained herein are intended to support • conceptual design efforts. 1.2 Background Tacoma Power owns and operates the Cushman Hydroelectric Project (FER License No. 460) on • the North Fork Skokomish River, which consists of Cushman Dam No. 1 and Cushman Dam No. 2. • As part of a new licensing agreement with FERC, Tacoma Power has agreed to construct hatchery facilities to supplement and establish fish runs impacted by generation operations. Preliminary # studies have concluded that hatchery facilities should be constructed near the forebay of Cushman Dam No. 2 and near the tailrace of the powerhouse for Dam No. 2. 1.3 Literature Review The following documents were reviewed to gather data about existing structur s, proposed structures, and the geologic setting at the project site: • Geologic Map of Skokomish Valley and Union 7.5-minute Quadrangles, Mason County, r Washington, Washington Division of Geology and Earth Resources Op n File Report 2010-3, r 2010 • Geologic Map of the Hoodsport 7.5-minute Quadrangle, Mason County, Washington, Washington Division of Geology and Earth Resources Open File Report 2 11-3, 2011 • Evaluation of Hillside Stability Above Cushman #2 Powerhouse and Penstocks, Report Prepared by Golder Associates,Redmond, Washington, for Tacoma Power, December 2001. • Slope Stability Map of North-Central Mason County, Washington, R. . Carson, Washington Division of Geology and Earth Resources Open File Report 75-4, 1975 2. SITE AND PROJECT DESCRIPTION 2.1 General Cushman Dam No. 2 impounds Lake Kokanee downstream of Cushman Dam No. 1. Water from Lake Kokanee is diverted to a powerhouse on Hood Canal through a tunnel and penstocks. As part of a relicensing agreement, Tacoma Power has agreed to construct fish hatchery facilities to supplement and establish fish runs in the North Fork Skokomish River. Pr liminary plans include new hatchery facilities at two locations. One site, herein referenced as North Fork, is located * immediately west of Cushman Dam No. 2 (see Figure 1). The other site, herein referenced as Saltwater Park, is located southeast of the powerhouse (see Figure 2). A flow capture structure # would be constructed west of the powerhouse as shown on Figure 2. December 2013 1 Cornforth Consultants,Inc. 2251 • North Fork Site. The North Fork site is currently used as public parking fora nearby boat launch and • as a laydown yard for a contractor working at Cushman Dam No. 2. The site is relatively level with • a slight slope from east to west. A site plan prepared by Tacoma Power is shown in Figure 3. The site is accessed on the west from Dow Creek Road. Level portions of the ite are surfaced with gravel and cobbles and have little to no vegetation. There is a slope on the eas ern portion of the site that rises up to Lower Lake Road. The slope is densely vegetated with medium-sized deciduous and evergreen trees. The slope varies between approximately 30 and 35 degrees ab ve horizontal. Saltwater Park Site. The Saltwater Park site is currently used as public parkin for a boat launch and a picnic area. A site plan prepared by Tacoma Power is show in Figure 4. The site is relatively level at approximately elevation 22 feet. It is bounded on the north by the tailrace of the Cushman Dam No. 2 powerhouse and on the east by Hood Canal. State Highway 101 borders the west side of the site and a private residence is located immediately south of the site. There is a approximately 10-to 12-foot tall slope above the tailrace and beach that varies between 1 H:1 V a d vertical. Saltwater • Park was reportedly created in the 1920s by placing excavation spoil from tie nearby powerhouse construction. There are scattered small to medium-sized deciduous and evergreen trees on the north and east portions of Saltwater Park. • Powerhouse Hillside Drainage Collector. Hatchery structures at Saltwater P rk would utilize water captured from an artesian spring located west of the Cushman Dam No. 2 poiAerhouse. The facilities * that will capture flow from the spring are referenced as the Powerhouse Hillside Drainage Collector (PHDC). A site plan of the PHDC is shown in Figure 5. The ground slop s up to the west from approximately elevation 20 at the highway to elevation 400 feet at the penstock surge tank. In the vicinity of the proposed improvements, the ground surface slopes at 10 to 20 degrees from horizontal. A landslide occurred at the site in 1999. Following the slide, a stability evaluation was • completed by Golder Associates (Golder, 2001)that concluded that there is a ow risk of future slope • instability at the site. • 2.2 Proposed Structures • North Fork. A preliminary structure layout for North Fork is presented in Figure 3. Four buildings • are proposed to be constructed. Water for hatchery operations would be stored on site in a 40-foot diameter tank. The tank would hold approximately 25 feet of water, and would be founded near elevation 495 feet. A series of circular rearing tanks would be constructed to hold juvenile fish. We understand the tanks would measure approximately 12 feet in diameter and hold approximately 4 to 5 feet of water. Rearing tanks would be founded near elevation 485 feet. Adult holding ponds would also be constructed near the proposed water supply tank. Adult tanks would be 18 feet in diameter and hold 5 to 6 feet of water. They would be founded near elevation 488 feel. An effluent treatment • structure is proposed to be constructed at the southeast corner of the site. Th effluent tank would be • founded near elevation 483 feet. Treated effluent would be routed to Cushm n Dam No. 2. Saltwater Park. A preliminary layout for structures to be constructed at Saltwater Park is presented • in Figure 4. We understand the hatchery building would be a single-story steel and CMU building • with nominal loads. A headbox would be constructed near the northwest comer of the site to aerate r December 2013 2 Comforth Consultants,Inc. • 2251 • and prioritize water supplied for hatchery operations. The headbox would be funded near elevation • 16 feet and hold approximately 18 feet of water. Multiple circular tanks would be constructed to • provide early rearing for juvenile fish. We understand the tanks would measure approximately 12 feet in diameter and hold approximately 4 to 5 feet of water. Early rearing to ks would be founded near elevation 21 feet. Adult holding tanks would be approximately 18 feet in diameter and hold 5 to 6 feet of water. Adult tanks would be founded near elevation 21 feet. An effluent treatment structure is proposed to be constructed immediately south of the boat launch. The effluent tank would be i founded near elevation 10 feet. Treated effluent would be routed to an outfall structure on the right i bank of the tailrace. Powerhouse Hillside Drainage Collector. A preliminary layout of the PHDC flow capture structure is shown in Figure 5. An earthen embankment up to 7 feet high would be con tructed approximately 50 feet downslope of where the artesian spring originates on the hillside. A section through the proposed embankment is also shown on Figure 5. The upstream face of the embankment would be • covered with a geomembrane to impound flows. Impounded water would be diverted into an 18-inch • diameter pipe and routed to the east side of Highway 101 to supply hatchery operations. Excess flows would be diverted into a 24-inch diameter pipe that runs under the embankment and discharges into the existing roadside ditch. 3. SUBSURFACE EXPLORATIONS 3.1 General Subsurface explorations for the hatchery sites included 4 borings, 15 test pits, and 3 test probes. Locations of new explorations are shown on Figures 3 through 5. Boring5 were drilled between September 10 and 12, 2012 by Western States Drilling of Hubbard, Oregon using a truck-mounted • CME 75 drill rig. Test pits were excavated by Tacoma Power on August 5 and 7, 2012 using a rubber-tired backhoe. Test probes were completed on May 10, 2012 by Jensen Drilling of Eugene, Oregon using hand-operated equipment. • 3.2 Borings Borings were advanced using mud-rotary drilling techniques. Disturbed soil amples were collected in conjunction with Standard Penetration Tests (SPTs). Details of materials encountered during drilling are presented in the Summary Boring Logs in Figures 6 through 9. Table 3-1 presents a key to soil and rock descriptions used in Summary Boring Logs. Standpipe piezometers were installed in borings B-1NF, B-1 SP, and B-3S at the completion of drilling. Details of the piezometer construction are shown on the Summary Boring Logs. 3.3 Test Pits • Test pits were excavated by Tacoma Power using a John Deer 31OSG rubber-tired backhoe. Details of materials encountered during exploration are presented in the Summary Test Pit Logs in Figures 10 through 39. Disturbed samples of soil were collected where indicated on the logs. In general, materials contained a high percentage of coarse gravel, cobbles, and bo lders. Representative December 2013 3 Cornforth Consultants,Inc. • 2251 • photographs of material excavated from test pits are presented in Figures foll wing each Summary • Test Pit Log. 3.4 Test Probes Three test probes were advanced in the vicinity of the gabion structure near the proposed PHDC in an effort to locate a confining layer for an artesian aquifer described by Golder A sociates in their slope stability evaluation (Golder, 2001). Test probes were advanced by driving a 2-inch diameter split spoon sampler into the bottom of each probe hole. At each probe location, continuous samples were collected from the ground surface until caving conditions prevented further sampling. The results of test probes are summarized in the table below. Test Probe Data Probe Collar Top of Confining Bottom Confining Bottom of Elevation Layer Elevation Layer Elevation Probe P-1 50.2 Feet 44.7 Feet 42.2 Feet 40.2 Feet • P-2 47.4 Feet 42.9 Feet Not Reached 39.4 Feet P-3 47.6 Feet 45.6 Feet 41.1 Feet 41.1 Feet(t) • (1)Approximately 6 feet of artesian head above stream at bottom of probe. 4. LABORATORY TESTING 4.1 General Laboratory testing was completed on selected soil and rock samples retrieved luring drilling to aid in . determining engineering and index properties. All testing was performed in Cornforth Consultants' • laboratory. 4.2 Classification & Water Content Samples retrieved from borings and test pits were re-examined in the laboratory to confirm field descriptions. The natural water content of selected samples was determined in general accordance with ASTM D2216. Results of classification and water content testing have been incorporated into • the Summary Boring Logs and Test Pit Logs. 5. GEOLOGY AND SUBSURFACE CONDITIONS • 5.1 General • The sites of the proposed structures are near the Great Bend of Hood Cana in the Puget Lowland. • Subsurface materials consist of deep sediments deposited and shaped by repeated Pleistocene continental ice sheets and smaller, alpine glaciers of the Olympic Mountain . Sediment thicknesses up to 1,000 feet over Tertiary volcanic bedrock have been estimated by somc investigators. Bedrock typically dips between 40 and 70 degrees down to the southeast. The area is in the forearc of the Cascadia Subduction Zone. Recent investigations have disclosed evidence of active, shallow crustal December 2013 4 Cornforth Consultants,Inc. • 2251 faults associated with subduction plate movements. Geologic maps of the North Fork and Saltwater Park sites are presented in Figures 40 and 41. 5.2 Geologic Units Subsurface explorations encountered dense, glacial outwash gravel at the No h Fork site. Fill and alluvium were encountered overlying dense, glacial till at Saltwater Park. Brief descriptions of the different units encountered by explorations are included in the following sections. 5.2.1 Fill. Test pits and borings completed at Saltwater Park encountered fill at the ground surface. The fill was reportedly placed in the late 1920s during construction of Cushman Dam No. 2 powerhouse. The bottom of the fill varied between elevation 12.5 and 15 fee near Highway 101 to elevation 7 feet near the eastern edge of the site. The fill is generally loose to medium dense and consists of sandy gravel with 5 to 20 percent cobbles and boulders. Gravel and larger-sized rock fragments are typically rounded to subrounded. The fill contains scattered, small pieces of woody debris. Explorations encountered occasional large, woody debris. Although not encountered during subsurface explorations, concrete rubble is visible in the fill above the existing beach. The fill also reportedly contains foundations and portions of the superstructure from an abandoned dock used during construction of the powerhouse. Test pits TP-7NF and TP-8NF encountered what appeared to be fill at the N rth Fork site. The fill varied from 2.5 to 3 feet thick and was similar in composition to the glacial outwash encountered at depth. The fill was medium dense, contained charred organic matter, and hada reworked structure. 5.2.2 Alluvium. The fill at Saltwater Park is underlain by alluvium that is i iterpreted to be pre-fill beach deposits. The alluvium is highly variable. A test pit completed near th highway encountered • silty, fibrous peat under the fill. Borings generally encountered sandy silt unc er the fill. The bottom of the alluvium varied between elevation 8 and 12 near the highway a d was encountered at elevation -2 feet in Boring B-1. 5.2.3 Glacial Till. The Alluvium at Saltwater Park is underlain by Glacial Till. The Till is typically dense to very dense, silty, gravelly sand. It typically grades from brown near the top of the unit to gray at depth. In general, the Till contains few cobbles. All borings completed at Saltwater Park terminated in the Ti11. • 5.2.4 Glacial Outwash Test pits and borings completed at North Fork encountered sandy gravel and gravelly sand with 20 to 40% cobbles and boulders that is interpreted to tie glacial outwash. The Outwash was encountered near the surface and extended to the maximum depth of explorations of 51.5 feet. The Outwash is typically dense to very dense, and contains occasional roots near the ground surface. December 2013 5 Cornforth Consultants, Inc. r • 2251 5.3 Groundwater Groundwater levels were measured in the standpipe piezometers where shown on the Summary Boring Logs. A static water table was encountered when excavating TP-1 at Saltwater Park where shown on the Summary Test Pit Log. It appears that groundwater levels at Saltwater Park are perched on the Glacial Till and are influenced by drainage from the hillside west of the highway. • Measured groundwater levels were 4.to 6 feet above the water level in Hood Canal at the time • readings were taken. 6. SLOPE STABILITY . 6.1 General • Structures at the North Fork site are located near the toe of a slope. Mason County identifies the slope as a Landslide Hazard Area due to the presence of slopes greater than 40%. Proposed structures are located within 300 feet of the slope, which is Mason County s buffer for landslide hazard areas. Mason County Resource Ordinance 17.01.100 outlines the requirements for geotechnical reports and geological assessments for Landslide Hazard Areas. ` The regional geologic setting is discussed in Section 5. In short, the site is 1 cated at the base of a terrace composed of very dense sand and gravel. R.J. Carson (1975)mapped the slope above the site as an area with"slide potential"and the terrace above the slope as"safe". A geologic reconnaissance was performed at the site by an experienced engineering geologist in an att mpt to locate signs of slope instability. No signs of large-scale slope instability were noted on the slope or the broad • terrace at the top of the slope. During the reconnaissance, exposures of dense sand and gravel were • noted that are consistent with the units mapped on a recent geologic map of the area (see Figure 40). A cross section through the tallest portion of the slope is shown in Figure 45. Boring B-INF was advanced near the proposed water tank as shown on the cross section. Exposures of dense sand and gravel were mapped during the geologic reconnaissance as shown on Figure 45. Groundwater measured in a standpipe piezometer is also shown. Limit-equilibrium slope stability analyses were performed as outlined in Mason County Ordinance 17.01.100. Conservative material properties were estimated for the sand and gravel as shown on Figure 45. Groundwater was assumed to be below the potential shear surface, which is consistent with the measured groundwater level in the piezometer. For the potential shear surface shown on Figure 45,the results of static and seismic stability analyses are summarized i i the table below: Results of Slope Stability Analyses Static Case Seismic Case FS=1.50 FS=1.13 (1)Kn=0.15 • The proposed grading and structure locations would not adversely impact slo e stability. To prevent ® raising groundwater levels, which could impact stability, discharge from downspouts should be December 2013 6 Comforth Consultants,Inc. • 2251 • located on the west side of the site. We understand the septic drainfield for the facilities would be located near the toe of the slope. The discharge from the drainfield is expect d to be less than 450 gallons per day. We understand that a contractor working at this site used the area at the base of the slope as a detention/infiltration pond recently. Tacoma Power observed that t e pond handled flows of several thousand gallons per day without building up more than a foot or two. Based on these observations, it does not appear likely that the septic field would produce a measurable rise in groundwater that could negatively affect slope stability. In our opinion, vege ation on the slope has • very little influence on slope stability, however, to minimize erosion potential, tree removal should i be limited to the minimum required to construct the proposed structures. We did not note any • potential hazard trees during our geologic reconnaissance, but we recommend that Tacoma Power consult with an arborist once clearing limits have been established. • Structures for the PHDC are also located in a Landslide Hazard Area, as defined by Mason County, due to the history of past slope instability. The global stability of the hillside as evaluated in depth by Golder Associates in 2001 (Golder, 2001). Golder concluded that there is a low risk of future large-scale slope instability at the site. The PHDC involves placing fill in the runout area of the landslide that occurred in 1999. In our opinion, the PHDC has no impact or. the global stability of the site. The PHDC includes an embankment up to 7 feet high with 2H:1 V side slopes as shown in Figure 5. The upstream side of the embankment is lined with a geomembrane and the e is a 6-inch diameter drain pipe under the embankment. Limit equilibrium slope stability analyses were performed to i calculate the local stability of the embankment. Water level in the embankment was assumed to be at • the elevation of the underdrain. Assuming a friction angle of 38 degrees, a cohesion of zero, and a • unit weight of 130 pcf for the embankment material, the factor of safety under static conditions is • above 2.0. The factor of safety for the seismic case with a pseudo-static coefficient of 0.15 is greater than 1.5. 7. GEOTECHNICAL DESIGN PARAMETERS • 7.1 General Geotechnical design recommendations contained herein are based on structire layouts in the 95% Review Submittal dated March 2013. 7.2 Seismic Design Parameters • We understand Tacoma Power is designing the fish hatchery structures to he requirements of the i 2012 International Building Code. In our opinion, the stratigraphy of the North Fork site is best characterized as a Site Class C. The Design Spectral Response Accelerations, SDs and SDI, corresponding to a Site Class C at North Fork are 0.968g and 0.52g, spectively. The soils underlying the site are not susceptible to liquefaction. December 2013 7 Comforth Consultants, Inc. 2251 • The stratigraphy of Saltwater Park is best characterized as Site Class D. The Design Spectral Response Accelerations, SDs and SDI, corresponding to a Site Class D a e 0.963g and 0.60g, respectively. The soils underlying the site are not susceptible to liquefaction. 7.3 Foundations • Subsurface explorations indicate that the proposed structures at North Fork and Saltwater Park could • be suitably supported on shallow foundations. At North Fork, we recommend that footings bear on • undisturbed, dense, glacial outwash encountered in subsurface explorations or properly compacted structural fill placed over this soil. In our opinion, an allowable bearing press e of 4 kips per square foot(ksf)could be used to design footings. This value includes a factor-of-safety equal to 3. At Saltwater Park, footings could bear on the existing fill material encountered during explorations, provided it is densified. We recommend that the existing fill material within 3 inches below footing subgrade be excavated and recompacted. Any alluvium, organics, woody deb is, construction debris, or old beach deposits encountered during excavation should be removed and leplaced with imported structural fill. Due to its high moisture content and relatively high fins content, we do not recommend reusing alluvium or beach deposits as structural fill. In our opinion, an allowable bearing pressure of 1.5 kips per square foot (ksf) could be used to design footings. This value • includes a factor-of-safety equal to 3. Structural fill should consist of well-graded, sand and gravel and shoul be compacted using vibratory compaction equipment to at least 95% of the maximum dry density determined by ASTM D698 (Standard Proctor). Material meeting the requirements of 9-03.9(3) of the 2012 WSHDOT • Standard Specifications would be suitable to use as structural fill. Structural fill should extend laterally from the edge of footing a distance equal to the depth of the stnictural fill beneath the footing. We recommend that continuous and individual footings have minimum widths of 18 and 24 inches, respectively. Footings should bear at least 24 inches below the lowest adja ent grade. If adjacent individual footings bear at different elevations, we recommend that the horizontal distance between them be at least 1.5 times the elevation difference. We estimate that total settlement of properly constructed footings would be less than 1 inch with differential settlement between adjacent footings or over a 20-foot span of continuous footing equal to approximately 3/4-inch. Settlement is expected to occur simultaneously as load is applied. • 7.4 Static Lateral Earth Pressures • Lateral earth pressures would act on retaining walls and structures foun ed below grade. The magnitude of lateral earth pressures would depend on the ability of the wall to deflect, groundwater level, backfill slope, and methods used to backfill. Four components of static lateral earth pressure are shown in Figure 42 and include: • Lateral earth pressure for level backfill • Lateral surcharge from sloping backfill December 2013 8 Cornforth Consultants, Inc. 2251 • • Lateral surcharge from traffic/construction activities • • Lateral surcharge from footings behind the wall • Walls that are free to yield at the top an amount equal to 0.001 times the wall height could be designed for active earth pressures. Walls that are restrained at the top or too stiff to yield • sufficiently to mobilize active earth pressures should be designed for at-rest earth pressures. For • level backfill conditions, we recommend using the following equivalent fluid pressures (EFPs) for design: Static Lateral Earth Pressures Equivalent Fluid Above Groundwater Below Groundwater Pressure (EFP) Active EFP 35 pcf 80 pcf At-Rest EFP 50 pcf 90 pcf • 1)Values assume drainage is provided behind wall. • 2)EFP below groundwater includes hydrostatic water pressure. 3)Active EFP for walls able to deflect 0.001 times wall height. 4)Level backfill conditions. For sloping backfill, the slope above the wall should be treated as a surcharge. Accordingly, a uniform lateral surcharge in psf equal to 35 or 50 times the elevation difference in feet between toe of back slope and top of back slope should be applied to yielding and non-yielding walls,respectively. We recommend a design vertical surcharge pressure of 250 psf be included to account for vehicular/construction traffic. A uniform lateral surcharge equal to 65 or 105 psf would result for yielding and non-yielding walls, respectively. We recommend that project specifications require contractors to verify their operations will not add surcharges in excess of 250 psf to prevent the wall • from being overstressed. Where footings bear above the base of retaining walls, lateral earth pressures would be exerted on the wall due to footing loads. Figure 43 presents a method to calculate surcharge pressures from footings . for yielding and non-yielding walls. 7.5 Dynamic Lateral Earth Pressures Lateral earth pressures would develop in response to earthquake motions. The design response spectrum for the sites indicates the peak ground acceleration (PGA) would be approximately 0.4g. The magnitude of dynamic loading would depend on the ability of the wall to deflect and the angle of the slope behind the wall. The Mononobe-Okabe equation can be used to calculate dynamic pressures on yielding walls. For non-yielding walls, a semi-empirical procedure developed by the a Federal Highway Administration can be used to calculate the dynamic increment of earth pressure. This procedure is outlined in FHWA Publication No. HI-99-012. In summary, the procedure involves the following steps: • December 2013 9 Comforth Consultants, Inc. 2251 • Determine total lateral earth force for static conditions. • • Determine total lateral earth force for dynamic conditions. Use kh=PGA r non-yielding walls, • use kh= '/2 PGA for yielding walls. • Determine dynamic increment as difference between static and dynamic total lateral earth force. • For very critical structures with non-yielding walls, increase dynamic increment by 50%. • Based on this procedure, we recommend load from dynamic earth pressure be computed from the • following table for the appropriate back slope angle: Dynamic Lateral Earth Pressures Back Slope Angle Seismic Increment AP,,for Yielding Seismic Increment AP,for Non- (degrees) Walls(pounds/lineal foot) Yielding Walls (pounds/lineal foot) 0 8H2 20H2 11.3 (5H:I V) 12H2 63H2 1)H=Wall height in feet 2)Apply APae at a point H/3 from top of wall Resultant seismic increment load should be applied at the location shown in Figure 42. The method used to calculate dynamic earth pressures is not appropriate for steep backslopes. For walls with back slopes steeper than 5H:IV, we recommend calculating the seismic loading'for an equivalent wall height determined by extending a 5H:1 V slope from the top of slope toward the wall. The equivalent wall height is the elevation difference between the bottom of wall and the point where a 5H:1 V slope intersects a vertical projection of the wall. Dynamic load calculated as described above would not include load from static earth pressures, roadway/construction traffic, buried footings behind the wall, or hydrostatic water pressure. These should be added to the dynamic loading for design. • 7.6 Lateral Resistance Lateral resistance would be developed by passive earth pressures on buried pc rtions of structures and by friction along the base. The magnitude of passive earth pressure would depend on the level of groundwater. Passive pressures on buried structures could be modeled with an equivalent fluid pressure of 350 pcf above groundwater and 200 pcf below groundwater. Base friction of cast-in- place footings on granular backfill could be modeled with a friction coefficient of 0.45 (includes FS=1.5). We recommend neglecting passive earth pressures where future excavation could be performed adjacent to footings. 7.7 Slabs-On-Grade Slabs subjected to loads of limited lateral extent could be designed using slab on-grade methodology. For slabs on 6 inches of select granular backfill over properly prepared existing fill material or glacial outwash gravel, we recommend using a subgrade modulus of 150 pounds per cubic inch (pci). December 2013 10 Cornforth Consultants, Inc. 2251 7.8 Excavation Shoring At Saltwater Park, structures will be founded up to 12 feet below existing grade. Excavations will extend at least 2.5 feet below foundation level to found structures on the required 30 inches of recompacted fill material. Deeper excavations would be necessary if loose alluvium or old beach deposits are encountered during foundation preparation. Due to the lack of existing infrastructure, it appears that conventional open-cut techniques could be implemented for tructure excavations. Groundwater has been measured between elevations 11 and 14 feet on the west side of the site and at • elevation 6 feet on the east side of the site. It appears that excavations for t e head box and early • rearing floor trench will extend below groundwater. The contractor should anticipate implementing temporary dewatering systems in order to complete subgrade preparatio , fill placement, and foundation construction in the dry. Construction specifications should requi e the contractor to be responsible for designing temporary cut slopes since they are responsible r site safety. In our experience, we have observed cut slopes of 1.5H:1 V perform well in material similar to the existing fill encountered at Saltwater Park. The effluent outfall pipe at Saltwater Park will require a trench to be excavated slightly below elevation 11.0 feet along the west side of the site. Explorations indicate this trench will extend below the fill and into alluvium or glacial till. The bottom of the trench will be below groundwater levels measured in piezometers. We anticipate that a trench box could be utilized in combination with a • temporary dewatering system to create the excavation and place the outfall pipe. At North Fork, structures will be founded up to 6 feet below existing grade. Due to the lack of existing infrastructure, it appears that conventional open-cut techniques could be implemented for structure excavations. Groundwater has been measured at elevation 476.5 feet on the north side of • the site. This is 6.5 feet below the lowest planned subgrade elevation. In our experience, we have observed cut slopes of 1H:1 V perform well in material similar to the glacial outwash encountered at North Fork. 7.9 Drainage • Design lateral earth pressures assume that hydrostatic pressures would not develop behind walls. We recommend drainage be provided for buried structures and floor slabs as shown in Figure 44. Water collected in drains should be tightlined to a storm sewer system or other permitted discharge point. 7.10 Dewatering Structures at Saltwater Park are founded below measured groundwater levels. The trench for the outfall pipe will also extend below measured groundwater. Groundwater appears to be perched on • dense, glacial till. We anticipate that well points or pumped wells located on the west side of • excavations would be an effective means of temporarily dewatering excavations. We recommend that the detailed design of temporary dewatering systems be left to the contractor performing the work. Construction specifications should require that groundwater be maintained at a depth of at least 2 feet below the base of the excavation in order to facilitate construction December 2013 11 Cornforth Consultants, Inc. 2251 7.11 Construction Considerations We understand the effluent outfall at Saltwater Park would have an invert elevation near 11.0 feet. r Explorations indicate that near the effluent tank, the base of the excavation would encounter fill material and be located above groundwater. Once the effluent pipe reaches the west side of the site, the base of the excavation would likely encounter alluvium or glacial till and be up to 3 feet below measured groundwater levels. Use of trench shoring and dewatering should e anticipated. If the • effluent pipe does not require a firm subgrade, use of dewatering sumps ins de the trench may be w effective. If a firm subgrade is required, a more positive dewatering system, such as well points or pumped wells, should be implemented. • The proposed head box at Saltwater Park will be founded near the elevation f fibrous peat and old w beach deposits encountered in test pit TP-1SP. To avoid excessive settlemen s of the head box, we recommend that pot holing be performed in the bottom of the structure exClavation to locate and remove the unsuitable material. Any material removed should be replaced with compacted structural fill. w The glacial till at Saltwater Park is competent, but contains sufficient fines to be moisture sensitive. Free water or foot traffic could soften the till and render it unacceptable to support structures or buried pipelines. The base of excavations that penetrate the till should be cleaned with a smooth- lipped excavator bucket to remove disturbed material. The resulting subgrade should be immediately 40 covered with at least 9 inches of fill. Compactive effort should be limited i i the first lift of fill to avoid disturbing the native soil. The glacial outwash at North Fork and the existing fill material at Saltwater Park contain abundant oversized rock fragments and occasional wood debris. If the existing material is to be reused as structural fill, we recommend that rock fragments larger than 6-inches in diameter be removed. This * could be performed using a grizzly. Any wood or other deleterious materials encountered (concrete, # metal, etc.) should also be removed from soil to be reused as structural fill. The amount of oversized rock fragments is not conducive to testing compaction using conventional means. We recommend that fill placement be observed by a geotechnical engineer or technician experienced in earthwork. Deflection of the fill during placement and compaction operations should be monitored visually until the fill is in a dense and unyielding condition. We recommend that a leveling course of crushed rock be used over native in terial or structural fills containing oversized rock fragments. The thickness of leveling course should be greater than 3 inches, but need not exceed 6 inches. The leveling course would facilitate placement of rebar and forms for footings and would stand up to foot traffic much better than the rounded, native materials at the project sites. December 2013 12 Cornforth Consultants, Inc. 0 • 2251 We trust the information contained in this report is sufficient for your current d sign requirements. If you have questions or need additional information, please call the undersigned it 503-452-1100. CORNFORTH CONSULTANTS, INC. M. H • ,�'�'� wAS)%, s'Cf. Gerry M. Heslin, P.E. Associate Engineer Isz XONAL� • r Michael R. Meyer, P.E. RENE S: 10l04l2015 Senior Associate Engineer r December 2013 13 Comforth Consultants, Inc. • • • 2251 • Cornforth Consultants, Inc. • Landslide Technology i • Limitations in the Use and Interpretation • of this Geotechnical Report • • Our professional services were performed, our findings obtained, and our recom mendat ions prepared • in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties, either expressed or implied. • The geotechnical report was prepared for the use of the Owner in the design of the subject facility • and should be made available to potential contractors and/or the Contractor for information on • factual data only. This report should not be used for contractual purposes as a warranty of • interpreted subsurface conditions such as those indicated by the interpretive boring and test pit logs, cross-sections, or discussion of subsurface conditions contained herein. • The analyses, conclusions and recommendations contained in the report are based on site conditions • as they presently exist and assume that the exploratory borings, test pits, and/or probes are • representative of the subsurface conditions of the site. If, during construction, subsurface • conditions are found which are significantly different from those observed in the exploratory borings and test pits, or assumed to exist in the excavations, we should be advised at once so that we can • review these conditions and reconsider our recommendations where necessary. If there is a • substantial lapse of time between the submission of this report and the start of work at the site, or if conditions have changed due to natural causes or construction operations at or adjacent to the • site, this report should be reviewed to determine the applicability of the conclusions and • recommendations considering the changed conditions and time lapse. • The Summary Boring Logs are our opinion of the subsurface conditions revealed by periodic • sampling of the ground as the borings progressed. The soil descriptions and interfaces between strata are interpretive and actual changes may be gradual. • The boring logs and related information depict subsurface conditions only at these specific locations • and at the particular time designated on the logs. Soil conditions at other locations may differ from • conditions occurring at these boring locations. Also, the passage of time may result in a change in • the soil conditions at these boring locations. • Groundwater levels often vary seasonally. Groundwater levels reported on t e boring logs or in the • body of the report are factual data only for the dates shown. • Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully • anticipated by merely taking soil samples, borings or test pits. Such unexpected conditions frequently require that additional expenditures be made to attain a properly constructed project. It is • recommended that the Owner consider providing a contingency fund to accommodate such • potential extra costs. • This firm cannot be responsible for any deviation from the intent of this report including, but not • restricted to, any changes to the scheduled time of construction, the natu a of the project or the specific construction methods or means indicated in this report; nor can our firm be responsible for • any construction activity on sites other than the specific site referred to in th s report. • • • • December 2013 Cornforth Consultants, Inc. • • TABLE 3-1 SUMMARY BORING LOG KEY(1 of 4) 2251 • SOIL DESCRIPTION Cornforth Consultants, Inc. (CCI) uses a system to describe soils that is modified from the i d Soil Classification System (USCS).The CCI system augments the description to indicate how the soil is thought to behave ir the field and its engineering • properties. • General soil description: DENSITY/CONSISTENCY, color, minor constituents, MAJOR SOIL TYPE; other/trace constituents, soil structure, other observations,(INTERPRETIVE ORIGIN). • The soil is classified as either a non-cohesive or cohesive soil. Cobbles, gravel, sand, and sandy silts (granular soils) are classified as non-cohesive using relative density terms(very dense,dense,etc.). Clays and clayey silts(fine-grained soils)are classified in terms of stiffness or consistency(very soft,soft,etc.),which indicates that the soil is c hesive. • Soil Behavior • The main descriptor of a soil is how the soil will behave. Listing the constituents in increasing percentages does not always convey the soil behavior to the reader. Therefore, constituents should be listed in a soil description in an order, which best • reflects the soil behavior. • Constituent Descriptor Order • 0 Major constituents comprise 50%or more of a soil(by weight)and are capitalized; • Minor constituents comprise 10%to 50%of a soil(by weight); • Minor constituents proceeded by"very"comprise 30%to 50%of a soil(by weight); • Minor constituents not proceeded by a descriptor comprise 10%to 30%of a soil(by weight); • Minor constituents proceeded by"slightly"comprise 2%to 10%of a soil(by weight);and • 0 Trace constituents proceeded by"trace"comprise 0%to 2%of a soil(by weight) • Non Cohesive Soil For non-cohesive soil, the relative density reported on the logs is based on the following table. Where gravel-sized particles influence N-values,engineering judgment is used to determine relative density. Relative Density SPT N-value(blows/foot) Very loose 0-4 Loose 4—10 • Medium dense 10—30 . Dense 30—50 • Very Dense >50 Cohesive Soil • For cohesive soil(fine-grained),the consistency reported on the boring logs is based on the following table.The consistency is determined in order of decreasing importance: i) in-situ shear test, ii) laboratory shear test, iii) field shear test, iv) field index test, and v)SPT blow count. Shear Strength • Consistency (psf*) Approximation by Feel Very Soft <250 Squeezes between fingers;easily penetrated several inches by fist • Soft 250-500 Easily molded by fingers;easily penetrated several inches by thumb • Medium Stiff 500-1,000 Molded by strong pressure of fingers;can be penetrated several inches by thumb with moderate effort • Stiff 1,000-2,000 Dented by strong finger pressure; readily indented by thumb, • Very Stiff 2,000-4,000 Readily indented by thumb nail • Hard >4,000 Indent with difficulty by thumb nail Cornforth Consultants, Inc. • • TABLE 3-1 SUMMARY BORING LOG KEY(2 of 4) 2251 • • • SOIL DESCRIPTION (cont.) • For cohesive(fine-grained)soil,the description is based on a series of field index tests that are checked with laboratory testing. The following table details the ranges associated with silt and clay descriptions. • Soil Description Manual Field Index Tests/Visual Examination of Soil • SILT . After rubbing between the fingers and thumb,washes off instantly wit out leaving stains. • • Has feel of fine velvet. • • Drier soil cannot be rolled into a thread without breaking up(toughness test). SILT,trace clay • After rubbing soil between the fingers and thumb,washes off easily but leaves stain on fingers that • has to be rubbed off. • • A pat of moist soil on the first two fingers exhibits minimal but discernible cohesion when the fingers are separated. • slightly clayey SILT • Free water rises quickly to the surface of a wet pat of soil when adjacent fingers are moved in a • scissor action or the hand is shaken(dilatancy test).Surface of pat becomes dull when the free water is removed by the thumb. • . Cohesive ball of moist soil crumbles when manipulated by the thumb and fingers. • . Wet soil feels slightly greasy. • clayey SILT Free water rises to the surface of a wet pat of soil after fairly vigorous shaking or scissor-like (shearing)finger action(dilatancy test). • Under warm conditions,soil dries out fairly quickly around the edge oi a wet pat of soil, normally beginning within 1 minute of handling. • very silty CLAY A pat of wet soil does not produce free water at the surface,even with vigorous shaking(dilatancy • test). After shaking test,and putting dry thumb on surface,soil has a wet appearance with low sheen. • In warm conditions,some drying of the soil occurs around the edges of the wet soil during a more • prolonged examination. • silty CLAY Cohesive ball of moist soil will not crumble on handling. • Soil has a glossy sheen. • Stiff soil requires moderate pressure and manipulation to soften with ater. • CLAY Stiffer Soil: • Considerable finger pressure needed to soften up soil with water. • Soil cut with difficulty by a knife and leaves a polished surface. • Dries to a hard brick-like condition(dry strength test). Softer Soil: • Very greasy(soapy)feel and sticky when wetted up. • • Washes off the hands with considerable difficulty. • Can be molded and rolled between the palms into 1/8 inch(3 diameter)threads several inches • long without breaking(toughness test). • • • • • • • • • • • • Cornforth Consultants, Inc. • • TABLE 3-1 SUMMARY BORING LOG KEY(3 of 4) 2251 • ROCK DESCRIPTION • CCl/LT uses a system to describe rock that generally follows Oregon Department of Transportation rock classification guidelines. • General rock description: HARDNESS, color, degree of weathering, ROCK TYPE, degree of jointing,joint inclination and condition (roughness, staining, • infilling material and thickness),and mineralization. • Hardness Classification: Unconfined • Hardness Field Compressive • Term Designation Identification Strength(psi) Extremely Soft RO Can be indented with difficulty by thumbnail.May be moldable <100 orfriable with finger pressure. Very Soft R1 Crumbles under firm blows with point of geology pick.Can 100-1000 be peeled by a pocketknife.Scratched with fingernail. Can be peeled by a pocketknife with difficulty.Cannot be Soft R2 scratched with fingernail.Shallow indentation made by fi m 1,000-4,000 • blow of geology pick. • Medium Hard R3 Can be scratched by knife or pick.Specimen can be 4,000-8,000 fractured with a single firm blow of hammer/geology pick. • Hard R4 Can be scratched with knife or pick only with difficulty. 8,000-16,000 Several hard hammer blows required to fracture specirr en. • Cannot be scratched by knife or sharp pick.Specimen Very Hard R5 requires many blows of hammer to fracture or chip. Hammer >16,000 • rebounds after impact. • Weathering Designation: • Term Field Identification Crystals are bright. Discontinuities may show some minors rface staining. No Fresh discoloration in rock fabric. Rock mass is generally fresh. Discontinuities are stained arid may contain clay.Some • Slightly Weathered discoloration in rock fabric.Decomposition extends up to 1 inch into rock. • Rock mass is decomposed 50%or less.Significant portions of rock show discoloration • Moderately Weathered and weathering effects.Crystals are dull and show visible chemical alteration. Discontinuities are stained and may contain secondary mineral deposits. • Rock mass is more than 50%decomposed. Rock can be excavated with geologist's • Highly Weathered pick.All discontinuities exhibit secondary liberalization.Complete discoloration of rock fabric. Surface of core is friable and usually pitted due to washing out of highly altered • minerals by drilling water. • Decomposed Rock mass is completely decomposed. Original rock"fabric"may be evident. May be reduced to soil with hand pressure. • Cornforth Consultants, Inc. TABLE 3-1 SUMMARY BORING LOG KEY (4 of 4) 2251 • ROCK DESCRIPTION (cont.) Jointing/Bedding Characterization: • Beddin /Foliation Spacing Degree of Jointing Joint Spacing Terms Spacing Terms • Less than 2 in. Very High Very close Very thin (laminated) • 2 in.—1 ft. High Close Thin • 1 ft.—3 ft. Moderate Moderately close Medium • 3 ft.—10 ft. Slight Wide Thick More than 10 ft. Massive Very wide Very thick(massive) • Cornforth Consultants, Inc. „ , If \ Docks ' ' Boot Ramp ' j1 „1 x ,• � Laker 1 Stan 51!)) \ �e I 5ubSTo-tior? 5” 755T 31179-lie I x 75Z ushman " "l~ j 74i° DamPA 1 + t} S 1 yit I. • _ST� PARK` _ _ - 1'dJ� 6 T _- } RIB a I HUQDSPl9RT TRA j (U bW A, ", w a, STA1TE ARK r vw L T _,fM. �- Co arse trr � P t r ..e o `--,__---- __. Q ; L o 598T � Lower , Cushi +n • „ \ + , n {)ar�- f Q 173 44. -- • ' , • NORTH FORK PROJECT LOCATION ,- vv r . 6_ NORTH q / 4, —' 0 2,000 4,000 J — —} S.94T Pit SCALE IN FEET p � � %" CORNFORTH NORTH FORK DEC 2013 • C O N S U L T A N T S VICINITY MAP PROJ.2251 10250 S.W.Greenburg Road,Suite 111 0 Portland,Oregon 97223 N. FORK SKOKOMISH HATCHERIES 2251101.ai NAU Main 503-452-110o Fax 503-452-1528 HOODSPORT, WA HINGTON FIG. 0 10 TrailerPark VET �F 8 M19.9 t-/6 r POWERHOUSE HILLSIDE 1 1 if 1V 7 � DRAINAGE COLLECTOR o O w� • -- �r''LOCATION eve , ,, SALTWATER PARK ii u `` ,- i �— to �. PROJECT LOCATION rr { 111 �"• 1 • /� Trailer Park ,9 - -- — & 1 1 , I • -� ! �� -, � , �i A N N A S BAY t1 ZVI n tsf ! ( \ T tiq� ti • '_ T N •�• O M -% f _ Ile 1 1 510.Tt M36..6d 1-165 r -J -, -_�-'ue` � ... O _ '_.R s �i NORTHyw 0 2,000 4,000 _"•t '`, _ ,� 10 SCALE IN FEET • � � _ C 0 R N F 0 R T H SALTWATER PARK DEczo,s C O N S U L T A N T S VICINITY NIAP PROJ.2251 10250 S.W Greenburg Road,Suite t11 N. FORK SKOKOMISH HATCHERIES Portland,Oregon 97223 2251r02.ai NAU Main 503-452-1100 Fax 503-452-1528 HOODSPORT, WAS INGTON FIG. 2 r • 0 SAMPLE GROUND PENET TIONTEST LEGEND F-w F w MATERIAL DESCRIPTION WATER/ (BLOWS PER FOOT) • >L w LL INSTRUMENT WATER CONTENT /o w z_ ❑z_ (o ) 2-INCH O.D. w SURFACE ELEVATION:493.0 FT. PEN. INSTALLATION F DATA 10 20 30 40 SPLIT SPOON DENSE to VERY DENSE, brown-gray,slightly silty, 3-INCH O.D. sandy GRAVEL;drill action indicates numerous . . ' j ® SPLIT SPOON cobbles and boulders, rounded to subrounded gravel and sand particles, occasional organics and roots to 8 m 3-INCH O.D.THIN feet(GLACIAL OUTWASH,Qgo) 9 WALL SAMPLER S-1 16 - • 12 1 ® 3-INCH O.D. 5 —I- — PITCHER • 71 a TUBE SAMPLER S 2 16 * NO SAMPLE 21 - - - RECOVERY • I 1 MM/DD/YY • ` GROUND WATER 22 LEVEL AND S-3 so a" DATE OBSERVED I. ' • / LIQUID LIMIT 10 + _ • S-4 42 ` WATER sots CONTENT • > > ( PLASTIC LIMIT • ( A STANDARD • I PENETRATION TEST(BLOWS/FT.) • WATER CONTENT S-5 5014 15 1-- ----- IN PERCENT ...trace of clay at 15 feet T . - 10/02/12 ® O RECOVERY ERCEN N • ROD IN PERCENT S-6* 50i0" : 20 -- ) AL ]PT-1 PACKER TEST INTERVAL • I I NOTES • I 1.MATERIAL DESCRIPTIONS AND • i INTERFACES ARE INTERPRETIVE AND • 25 ACTUAL CHANGES MAY S-7 50/5^ __-__ ____-_AL BE GRADUAL. 2.1-INCH DIAMETER PVC • ( STANDPIPE PIEZOMETER INSTALLED AT AT I COMPLETION OF • ( DRILLING S-8 Z2 5013 30---------1.--- -______ I 35 • 22 S-9 50/5" • �. . 453.0 1 40 • 20 4 60 80 • HAMMER ASSEMBLY:AUTO TRIP SPT SAMPLER: NO LINER-RECESSED ID RECOV RY/RQD(%) DRILL ROD USED: NWJ BOREHOLE DIAM.:4"TO 5" • DRILLER:WESTERN STATES �1� CQRNFQRTH SUMMAR BORING LOG DEC 2013 DATE START:9/10/2012 FINISH:9/11/2012 c 4 N S U L T A N 'r S B-1 N 1 of 2 PROJ 2251 DRILLING TECHNIQUE: MUD ROTARY 10250 S W Greenburg Road,Suite t 1 t Portland OreF.em 97223 N. FORK SKOK MISH HATCHERIES FIG. Plw nit F�a 7„ a � r3 HOOD PORT,WA • • 0 _ SAMPLE GROUND PENET TION TEST LEGEND W a W MATERIAL DESCRIPTION WATER/ (BLOWS PER FOOT) • >u_ w Li INSTRUMENT Z p Z PEN. INSTALLATION WATER CONTENT(%) 2-INCH O.D. w SURFACE ELEVATION:493.0 FT. NO DATA 10 20 30 40 ® SPLIT SPOON VERY DENSE, brown,silit ravel SAND;drill action S-10 sots" Y�gravely 3-INCH O.D. indicates scattered cobbles, rounded gravel and sand �" ® SPLIT SPOON • particles m 3-INCH O.D.THIN • WALL SAMPLER • ® 3-INCH O.D. PITCHER 45 TUBE SAMPLER —.__ • S-11 50/5" * NO SAMPLE - - . . . . RECOVERY • i MM/DD/YY WATER • i GROUND WATER LEVEL AND DATE OBSERVED • ( LIQUID LIMIT • 442.2 50.8 S-12 so41 4" CONTENT • Bottom of Boring:50.8 FT PLASTIC LIMIT • A STANDARD PENETRATION • . . . . TEST(BLOWS/FT.) • 55 WATER CONTENT ------ IN PERCENT • ® CORE RECOVERY IN PERCENT • ( RQD IN PERCENT • 60 J PT-1 PACKER TEST INTERVAL • NOTES • 1.MATERIAL DESCRIPTIONS AND • INTERFACES ARE INTERPRETIVE AND • 65 ACTUAL CHANGES MAY- -- BE GRADUAL. i • 2.1-INCH DIAMETER PVC STANDPIPE PIEZOMETER • INSTALLED AT AT COMPLETION OF • DRILLING • 70 — — -- - • 75 • i • 20 4 60 80 • HAMMER ASSEMBLY:AUTO TRIP SPT SAMPLER: NO LINER-RECESSED ID RECOVE Y/RQD(%) DRILL ROD USED: NWJ BOREHOLE DIAM.:4y"�T7O 5' {y u • DRILLER:WESTERN STATES � fr CiOi1,1V FORTH SUMMARY BORING LOG DEC 2013 • DATE START:9/10/2012 FINISH:9/11/2012 c O N s U L T A R T s B-1 N 2 Of 2 PROJ 2251• DRILLING TECHNIQUE:MUD ROTARY 30250 S.W.Grcenburg Road,Surd I I I Portland,Oregon 7223 N. FORK SKOK MISH HATCHERIES • Phone 303-452-1100 Fax 503�45'-I s r HOOD PORT,WA FIG.6 • 0 . 0 F = SAMPLE GROUND PENETRATION TEST LEGEND w w MATERIAL DESCRIPTION WATER/ (BLOW PER FOOT) • w z_LL o LL z INSTRUMENT WATER ONTENT(%) w SURFACE ELEVATION:22.0 FT. PEN. INSTALLATION ® S INCH O.D. NO. DATA 10 2 30 40 SPLIT SPOON LOOSE to MEDIUM DENSE,brown,silty,sandy 3-INCH O.D. GRAVEL;drill action indicates abundant cobbles and ® SPLIT SPOON boulders(FILL) • m 3-INCH O.D.THIN 71 14 > > .. WALL SAMPLER S 1 15 i ® 3-INCH O.D. . > > PITCHER 5 I TUBE SAMPLER • * NO SAMPLE S-2 7 RECOVERY 8 I. • / i MM/DD/YY • s ' LEVOEL UND AND WATER S-3 8 DATE OBSERVED 8 > > I. . LIQUID LIMIT 10 _ ...formation caves during drilling from 10-15 feet 11 WATER S-4 11 . ♦ . CONTENT 12 l • I PLASTIC LIMIT • S-5 110 5 I A STANDARD 16 } PENETRATION 0 I. . . . TEST(BLOWS/FT.) 7.0 15 ______________________ 15 (_ • WATER CONTENT SOFT gray,mottled brown ravel fine sand clayey 13 IN PERCENT 9 Y� gravely, Y, Y Y S_6 s '� '� _ 10/02/12 SILT; numerous organics and woody debris s CORE RECOVERY • (ALLUVIUM) ® IN PERCENT • 1 ROD IN PERCENT S-7 2 20 \t J PT-1 PACKER TEST ...grades to medium stiff at 20 feet 2 INTERVAL S-8 2 • 12 I NOTES 1.MATERIAL • ( DESCRIPTIONS AND -2.0 24 INTERFACES ARE ---------------------- INTERPRETIVE AND VERY DENSE brown grading to gray,gravelly,silty, 25 J ACTUAL CHANGES MAY • fine to coarse SAND; rounded gravel and sand 16 BE GRADUAL. particles,occasional lenses of silty,fine to medium S-g 26 ' sand and medium to coarse sand(GALCIAL TILL, 34 2.2-INCH DIAMETER PVC STANDPIPE Qgt) . . . . INSTALLED R AT • . . . . COMPLETION OF DRILLING 25 30 • S 10 40 0 AL 50 I. I • L . 35 f __ S-11 50is 46 I I 18.0 1 40 • 20 4 60 80 • HAMMER ASSEMBLY:AUTO TRIP SPT SAMPLER: NO LINER-RECESSED ID RECOV RY/RQD(%) DRILL ROD USED: NWJ BOREHOLE DIAM.:5" 0 DRILLER:WESTERN STATES [�" ORNFORTH SUMMARY BORING LOG DEC 2013 DATE START:9/11/2012 FINISH:9/12/2012 e 0 N s u L T A N T s B-1S 1 of 2 PROJ 2251 DRILLING TECHNIQUE:MUD ROTARY 11�2-'�'S.%' GrerIlb rg[to'd'Since:I I Porth 1 t)rr,i n 4 22, N. FORK SKOK MISH HATCHERIES I'ln>n ita)._sa? 11+N) Fax 5stt--453-1a2`3 HOOD 3PORT,WA FIG. 7 • • • LD SAMPLE GROUND PENET TION TEST LEGEND ~w w MATERIAL DESCRIPTION WATER/ (BLOW PER FOOT) j u_ w w INSTRUMENT • WATER CONTENT w z_ o z 2-INCH O.D. w SURFACE ELEVATION:22.0 FT. PEN. INSTALLATION ® SPLIT SPOON NO. DATA 10 2 30 40 • (continued from previous page) S-12 44 ® 3-INCH O.D. . 50is i . . ' ' SPLIT SPOON • i m 3-INCH O.D.THIN WALL SAMPLER ® 3-INCH O.D. PITCHER • 23.0 45 45 ' TUBE SAMPLER —————————————————————— VERY DENSE, brown,slightly silty,fine SAND and 15 * NO SAMPLE • fine sandy SILT;bedded structure(GLACIAL S-13 zs RECOVERY OUTWASH) MM/DDfYY • ( 1 GROUND WATER LEVEL AND DATE OBSERVED • j LIQUID LIMIT • --- - 19 50 WATER S-14 29 CONTENT 29.5 51.5 36 Bottom of Boring: 51.5 FT PLASTIC LIMIT I • A STANDARD PENETRATION • . . . . TEST(BLOWS/FT.) 55 • WATER CONTENT • IN PERCENT • ® CORE RECOVERY IN PERCENT • ❑ RQD IN PERCENT 60_ .,____ } PT-1 PACKER TEST • INTERVAL • NOTES • 1.MATERIAL DESCRIPTIONS AND INTERFACES ARE • INTERPRETIVE AND ACTUAL CHANGES MAY • BE GRADUAL. 2.2-INCH DIAMETER PVC . STANDPIPE PIEZOMETER . INSTALLED AT AT COMPLETION OF • DRILLING 70 i . . . i • I i • 20 40 60 80 HAMMER ASSEMBLY:AUTO TRIP SPT SAMPLER: NO LINER-RECESSED ID RECOV RY/RQD(%) DRILL ROD USED: NWJ BOREHOLE DIAM.:5" • DRILLER:WESTERN STATES � �iOR FORTH SUMMAR BORING LOG DEC 2013 DATE START:9/11/2012 FINISH: 9/12/2012 C O N S U L T A N T S 13-1 SP 2 of 2 PROJ 2251 • DRILLING TECHNIQUE:MUD ROTARY Io27�o S,W.Grrenbur Road,Suite I i 1 Portland,wren z7zzs N. FORK SKOK MISH HATCHERIES Phone iO3-452-1100 Fax 503-452-152x HOO SPORT,WA FIG. 7 • zoo F SAMPLE GROUND PENET TIONTEST LEGEND a w a w MATERIAL DESCRIPTION WATER/ (BLOW PER FOOT) LL w u_ INSTRUMENT • w z_ n z_ FPETNINSTALLATION WATER ONTENT(%) 2-INCH O.D. SURFACE ELEVATION:22.0 FT. NO 10 0 30 40 SPLIT SPOON LOOSE, brown,silty,sandy GRAVEL;drill action 3-INCH O.D. indicates abundant cobbles, rounded gravel and sand ® SPLIT SPOON w particles(FILL) . . . . . . . m 3-INCH O.D.THIN • 11 WALL SAMPLER S 1 3 ) ® 3-INCH O.D. . PITCHER 5 1 TUBE SAMPLER 4 ( ,t NO SAMPLE S-2 1 �. . . . . RECOVERY . 15.0 7 ---------------------- 3 \\ i MM/DD/YY SOFT,gray,slightly clayey,gravelly,sandy SILT; GROUND WATER abundant organics and woody debris(ALLUVIUM) 8-3 0 . . . LEVEL AND DATE OBSERVED 3 • / LIQUID LIMIT 12.0 10 ---------------------- S-q 34 10 T h1 WATER VERY DENSE, brown grading to gray,silty,gravelly, 50/3' T CONTENT fine to coarse SAND; rounded gravel and sand particles(GLACIAL TILL,Qgt) PLASTIC LIMIT • S-5 50/4" A STANDARD PENETRATION • i. . . . . . . TEST(BLOWS/FT.) 15 • WATER CONTENT • 41 IN PERCENT S-6 50/5" ....... CORE RECOVERY • I IN PERCENT ROD IN PERCENT 20 _ _ __ PT-1 PACKER TEST • S-7 32 • INTERVAL 1.0 21 50/5" . . . . • Bottom of Boring:21 FT NOTES • 1.MATERIAL DESCRIPTIONS AND INTERFACES ARE • . ' . . . ' INTERPRETIVE AND ACTUAL CHANGES MAY 25 • BE GRADUAL. 30 • 35 • 20 40 60 80 • HAMMER ASSEMBLY:AUTO TRIP SPT SAMPLER: NO LINER-RECESSED ID RECO ERY/RQD(%) DRILL ROD USED: NWJ BOREHOLE DIAM.:5" DRILLER:WESTERN STATES PAN"ICORNFORTH SUMMARYBORING LOG DEC 2013 DATE START:9/12/2012 FINISH: 9/12/2012 C O N s U L T A N T s -2SP PROJ 2251 DRILLING TECHNIQUE:MUD ROTARY 0CS9r~.W t atnilurg R Ad,Suitc 11 N.FORK SKO OMISH HATCHERIES 1111-,5,3_a,2 111?o F,, >C3 4. 2 t;2x HOO SPORT,WA FIG. • z SAMPLE GROUND PENETRATION TEST LEGEND • w w MATERIAL DESCRIPTION WATER (BLOW PER FOOT) j LL w LL INSTRUMENT WATER CONTENT /o • w z_ o z PEN. INSTALLATION (o ) ® 2-INCH O.D. w SURFACE ELEVATION:22.0 FT. N0. DATA 10 30 4o SPLIT SPOON • LOOSE to MEDIUM DENSE, brown,silty,gravelly 3-NCH O.D. SAND;drill action indicates abundant cobbles, ® SPLIT SPOON • rounded gravel and sand particles,scattered organics . _ . . . . . (FILL) m 3-INCH O.D.THIN • 6 WALL SAMPLER ... abundant wood from 2.5 to 5 feet S-1 6 ® 3-INCH O.D. • 5 I PITCHER TUBE SAMPLER • 6 is NO SAMPLE S-2 5 . . . . RECOVERY • i MM/DD/YY GROUND WATER • a ). . . . . . LEVEL AND S-3 a \ DATE OBSERVED • 12.5 9.5 \ LIQUID LIMIT SOFT,gray,slightly clayey,gravelly,fine sandy SILT; 10 - WATER • numerous dark brown organics, rounded gravel S-4 5 CONTENT particles(ALLUVIUM) g 10/02/12 • 10.0 12 ---------------------- /', . . . . PLASTIC LIMIT MEDIUM DENSE,gray,slightly silty,sandy GRAVEL; 10 / STANDARD • rounded gravel and sand particles,frequent caving S-5 5 PENETRATION 8.0 14 during drilling(ALLUVIUM) 8 . . . . . . TEST(BLOWS/FT.) MEDIUM DENSE to VERY DENSE,brown,silty, 15 • WATER CONTENT gravelly,fine to coarse SAND;occasional iron-oxide 19 f IN PERCENT staining; rounded gravel and sand particles(GLACIAL S-6 14 TILL,Qgt) 3 I ® NOPERCENT RE VERY • 30 RQD IN PERCENT • j$-7 44 El 41 20 _ _.___. PT-1 PACKER TEST • 77 23 INTERVAL S_8 3s AL 0.7 21.3 50/4.. ' ' • NOTES Bottom of Boring:21.3 FT • 1.MATERIAL DESCRIPTIONS AND INTERFACES ARE • ' ' INTERPRETIVE AND 25 ACTUAL CHANGES MAY BE GRADUAL. • . ' ' ' 2.2-INCH DIAMETER PVC • STANDPIPE PI EZOM ETER INSTALLED AT AT • . . COMPLETION OF DRILLING • 30 • 35 • An • 20 40 60 80 HAMMER ASSEMBLY:AUTO TRIP SPT SAMPLER: NO LINER-RECESSED ID RECO ERY/RQD(%) • DRILL ROD USED: NWJ BOREHOLE DIAM.:5" DRILLER:WESTERN STATES �"'5*�JCORNFO 1 H SUMMARY BORING LOG DEC 2013 • °t N T 5 T A DATE START:9/12/2012 FINISH:9/12/2012 C 0 N S U L -35P PROJ 2251 DRILLING TECHNIQUE: MUD ROTARY ,s cv_t r <a b== tz ,.=i.sU1 I I� N. FORK SKO<OMISH HATCHERIES ����_,., a N, t ax i�=1_,15> 's HOO SPORT,WA FIG. 9 • • • W N p N O z z u o • ZCO O T O E • W Lj LU -O �_ Q Z U n ca m E Q o E • X > X z N T O O 2 • > 'N cd N O > O a C[ CD- O, Fz UO O • W Q — a O • W O = E E 2mocu U Q7 • Y E E .� 0 Q 0) U a) _ c N _Q • a. a O C ._ T E O W J O cp Q � @ • z > w ° o w .E o • z C7 w w g a) -0 �° ,, o o 0 • O W � a � @-o o � � � o oa w > N O O — N U `6 • 0 2 Z W >, ) O Z Q O W O ! J Z :E -p 0 = c 0 O M N :Ew O E n a CID -0m m • N Z U` W Li 7U W X O �_ O O a) • O Z J U O m U vo O O J CL Q Q m V W O O O O 0] U Q H d' J :a O mU c0 Z Z • ~N J z W O O co r co co V M N • W 00 co co co co co co co LL v v v ct v N 2 N 0- Z W O N M u, co ccO) O • W W ui W O O • Q Q U n- W Z Q Q Q O Q • 0 ^ LL, . o u z o 0 • 00 ¢ O w • z o U a z = W Cl) Ld w j . • d w U 0(� � C a O . LLJ • Cc U �O Q ® . • — w • ~ ~ cn LL w Q I • W O J ~ Y v � J w • O Z Q O O U CO Z Q �LLJ I . • O O Q ❑II O o Z Li O • I . . . . . . . Z uN N QEl n v w � 0 o . . . . o x • �J � Nw V— • FF���/ I . . . . . . . . . r 7 N � r+ O y b C7 CA U• U � ° w I . . . . . • � � a N • FIG. 10 • • • • • • • • • • • . ri. r— uw • s t. r+ K: fa y • �^# +Ki. � 'iGs �,^ .... �'' ICI E 11 y S r i • nn • �� • r • • • • • • • • • • • MIN , CORNFORTH TYPICAL MATERIAL DEC 2013 • C O N S U L T A N T S ENCOUNTERE TP-1 NF PROJ. 2251 10250 S.W.Greenburg Road,Suite 111 • Portland,Oregon97223 N. FORK SKOKOMISH HATCHERIES • 2251nI.ai NAu Main 503-452-1100 Fax 503-452-1528 HOODSPORT, WA HINGTON FIG. 11 • 0 N zLL T. 0 0 N V) N CO m r y y y a� � U c z Q o m oU cm0 0) 0 n E o O I— O_ C o C U m O z N w .N O U y U co N O 4 O X • O (D co O a) ¢ n 00 G O • U) (n W W H >'+ O E O O OcV O w LL.I �_ Q C Y Ur ( Q C m m @Ln vi i Y y N x U � < U N W U O Q O ... Lid = E < o -Uo CO -Ua n z W o a m C7 o co w CD UJ y > y > O Of m `n � m 'm ¢ @ � O O y @ E z c o o � m C� O o W N OO -O T C T C m CD > (/) W Z .0 a) L O 'O O C Cf) Z O w o � a = m � m Ln p Q n @ O cn .X y cn y O a = z z > m E > E o 0 O j p an o ° E `o m o y n 2 w O @ of 0 E a E La ° • N > U o w o w � o m z c� w w - y y n U E un E a m o O z O p \ m z c .X z 'x U Ln • O 1 ¢ W °O �O W c� O W m O O m U ¢ N U o E o f z Q z O O c¢ 0�n C7 � cn M W N w z W O N CO co O O CO co Oo p W W N n = F d Z W O N M V Ln c0 r 00 Cn O '� W • ¢Q ¢Q O W Z ¢ O W Q r H W ` Z � O O w . O dS (3 O W • z a O z CD w ¢ W ~ O 0 . �7 w w o O mULL0 4 ® . . . . . . . d . ~ ~ a . n W W Q W mJ � I • H ,zra-W Y . < J ¢ zz OW O m I F z I • O ¢ w �a � O z o w I Z N (� I U OQ v7 v . �7 `° o W I N I M J � u � o . . . . . . . . . . . . N � o � o f O Z 4^J N U O V G I • FIG. 12 • s s s s s s • s s , .. s s A z y f x � ..n awe w j s s • s • s s CORNFORTH TYPICAL MATERIAL DEC 2013 C O N S U L T A N T S ENCOUNTERED TP-2NF PROJ. 2251 10250 S.w Greenburg Road,Suite 111 N. FORK SKOKOMISH HATCHERIES Portland,Oregon 97223 2251/13.af NAU Main 503-452-1100 Fax 503-452-1528 HOODSPORT, WA HINGTON FIG. 1 s s • • N N • LL N ] LA • M N r \ a o 2 o � O = 0� F o a. Z M o o LL Q • uj LJ o : o E F ❑ N o c • z N � O X • c O O O O O "OO U U U _ • Q o U U (f) w LLJ H Ly m c m UJ �_ Q O W 'a _ • ~ ❑ J Q O o z C7 E - c w iLLJ• Q m� m CD- _W J N @ m Ur C • W ` J O Y -6 a Z � E W U C > O 9 X U a co ~ z c7 - m c c° C7 o W N E d T C N > • N W Z b) a O T c O N ❑ z o_ LL O L @ N p 0 O N c N N o m Q • = Z Z ._ T O LLJ N O O W pZ ❑ o E a o C 2 W OCM (n �' C U7CL • N U cn ca W C - N O O O Z U W W N (n a O (6 N Z_ i O w a Q ❑ o u w m o m o - o m U Q W- � � O ❑ E • ¢n C� N O O • j - LU w 00 N W z W co NW W N r = W Z W CDe- N M <Y c.0 I- 6) O • � W W W W • Q Q U d W Z ❑ ❑ Q Q o Q Z U p i � ~c-60 J z u w W • w Q w w . • W W Z WLLJ d. W . • ~ ~ d (n LLW Q W W W L') • LL Y J o z < • OL o m z = F ¢ . • U w i • o a ❑a 0 0 ❑ w . . . . . S. . . . . . . . . . . . x o 0 iz n cn i Q n . O 7� W p n Z � Nw O I (� . . . . O Z b ^M • FIG. 14 • • � e " ., myµ • - �? q t� _. r a. a r` a t" y. , ifw # � f � ,'aka Y� � "4;✓ 4 V ♦ ? W ' x.t ( ae r • • • • • • • CORNFORTH TYPICAL MATERIAL DEC2013 • C 0 N S U L T A N T S ENCOUNTERED TP-3NF PROJ. 2251 0 10250S.W Greenburg Road,Suite 111 N. FORK SKOKOMISH HATCHERIES Portland,Oregon 97223 2251/15.a1 NAu Main 503-452-1100 Fax 503-452-1528 HOODSPORT, WA HINGTON FIG. • N U LL T N N U N _ = r O N cn • cn E m Q.. Z °� p t] N • w LiQ OU T a J a• OU w Y C O O O N O > O 2 • ~' O c Cl Q m ON -O O FL n CDC � Y = • G T O J O O 7 (f (~/7 LLJ LLI F "O N .J W 'N O O 7 • W Q @ p J Q o cn x 2 E Q E (Y E u o (d X •• Q� ZYd �C �E E E = O QN O Q O W c cox � @_n ca o Q -p c w E m E '7 T 10 n p • Q Q O O O U @ O U O p 7j o a p O U O > > Q N cm CL W N m @ N • 0- Q Z O_ W p 0) O O • z w @ E o 0 Ln 02 Li O Q 00 O m E p ca • N > U Z o O w o N W O O Z C� w Ln .. O z J Cwj O "a Z O "O Z x U N V) • O J a' Q W O O W 7 W ca O O O zcei U Q H LL M O Q M O Q E Z Z ¢ a Q • O (n C.� LnLj O O M W N J z w W co CO 00 cc) CO coCO OJ r- • �p W w. N n = � d Z W p N M c0 f- of m O � • w — w Li W o � w D • Q Q U w . z Q O w O • U O F-- d C7 J w = w M w w > • D W W ~ (D 0 . C� W W � • Co. 4 ® . . . . . . . . . . . . . . Ld cn w w Q f W CO J • Y w w J O QQ I f • z0 o m � I . o z LU • ° o . W ❑a x Cl) U f U cn • Q w ~ I . �, f cn . . . . . . . . . o f o � _ U O O c^ W • V � Y . . . . • FIG. 16 • • • • • • • • • • Ili � ry ar„ L`^ _ • �� � ate` f.. gall T41, a _ r • �� „ I'll I'll • • i • • • • • • m CORNFORTH TYPICAL MATERIAL DEC 2013 i C O N S u L T A N T S ENCOUNTERED TP-4NF PROT 2251 • 10250S.W Greenburg Road,Suite 111 N. FORK SKOKOMISH HATCHERIES Portland,Oregon 97223 2251117.ai NAu Main 503-452-1100 Fax 503-452-1528 HOODSPORT, WA HINGTON FIG. 17 • • N • z L? = `o a -0• ccm E w ° o > o � O c N C T O i o o � ° o mm N : y• O O~ O : n a c Q OZ) .4 n° o i (/) N w 'W H E 'M -j -a • w a O m m u > I— m E Z _T N U • Y u U Q • Ld d W z W N � N @ O O O ? _ > • a a N o °) N O CC m a a o E o ••• O C� Oa a m'LLI (n U N -a = � O 0 &i w z � a) co a0 z OLLi w XO O O Q o z E L o O — z w a m wLLJ a) m m N > O E N • Nz0 W Z X V O �_ O Z U p a p Y o N • O J CC Q W a a1 W Uz 0- C T O COU a - Q O O O Z i Ocn a O 0 J < -i C� S • W N J Z w 00 r. c0 to V M N O • p W co 00 co co co LL V V V V V 70.D co cc d' N r = i co W CO I� co 0 W i a a O LL d a a z m O o r H m • w Z OU O • d} (� O • Z O Lr) U d z = W r7 w • d W = U Ld Q • m � LLJ Q ® . . . . . • w J .. • � a cn W w W co J Q • LL Y 2i N J 0 1 z < a • z m O = a z . • O 1 • O O a �� U OJ Z w o r_ r) � z N � I • OQ fs 0 El I . . . . . . . . . . 1 � T O V U � w . . . \� NLn i FIG. 18 • • • • • • • • • • " � w al • �'� tea, %; � Is slf..rw°,i,i.u4 tie.11�c'F`S11'P'1+�C€S1Yf���il'y%}`WriJ�,��!1 ,. • �, `� > -. � rr5.. iY���?��1�� ��. ���#+���}�rxt��I��11E�� �31�fr�t�'�t�t . S { .4 • a. • `�,.. _ ; �� '� Y}. .any wnk" vy a "Y S� � t • , r �I v' • ,.,' .; -• � .�' f ��� Ill� ��� � • m • • • • • • • • • • -CORNFORTH TYPICAL MA ERIAL DEC 2013 • CON S U LTANTS ENCOUNTERED TP-5NF PROJ.2251 • 10250S.W.Greenburg Road,Suite 111 N. FORK SKOKOMISH ATCHERIES Portland,Oregon 97223 • 2251/19.aiNAU Main503-452-1100 Fax503-452-1528 HOODSPORT, WA HINGTON FIG. 19 • IL N N O Nr a) i � • Ln- z CO E LIJ C O • r- W w Q Q y 'X O • O N z N T @ > 6 ON > w O • ~ ^ O m C Q � E O O O N O • �- E o a E p z > • N ` @ Y N ca 07 j T < c >, E E Y J Q T E • Z j L ° op = � c m Q Q W O > O � z p c L) `m • U U w ° CD 7 N p n W (n > y N O a) U N W z ° \ ° C O E 6 L N z 0 W °0 O) O Ul a N OO O Q z _T O C O w O O O • W -� z 0 a) ° O O a m = cL W O :a .� �` O 2 p ca • N E u 6 m m Q N Z C� W U LLJ _z X U w o a) C) p dr .. O z —� (� O CQ Z LO OM a O N N • O J 1 Q W Q m W O O O O CO U � Q �>> L' [a O N O z Z • O O V) 7 Lf) O O • > F" W N J LLj z W 07 co OJ N co OJ co 00 W LL • r = � co � � a Z LL,J p N Cl) v Ln co I- coCn O c- • LJ W w W W Q • < U a Q Q d z Q Q W ar C1 C O o ~ O w OQ z oa w w z CDN a z w � Q M W w • d W = UFy CJ LLJ Q LLJ o • muLo 4 ® . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W ~ w ~ . Li w Q W W J V) 00 • L- Y zr J �. U (Y Q Q z N O oLLJ F • zz o w ❑a • r ~ I � . 0 0 a LO OQLLJ �. N w J o N ° Ch cn Z . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Z b oLd / 1 o � Ln UI Y r,Y • N • FIG. 20 • • • • • • • � M a t W • � V • y f • • • • • • • • • • • ���� CORNFORTH TYPICAL MA ERIAL DEC 2013 • C O N S U L T A N T S ENCOUNTERED TP-6NF PROJ. 2251 • 10250 S.W.Greenburg Road,Suite 111 N. FORK SKOKOMISH ATCHERIES Portland,Oregon 97223 22sv21.ai NAu Main 503-452-1100 Fax 503-452-1528 HOODSPORT, WA HINGTON FIG. • • • • L N T � z 3 o a o o . a O c n z CO m T cO LJj F O U J U O Q • O N O z U Q 0 U O- o • �-- Q LJ1 @ U o N 7D U @ 0 a O Z @ O • cn (n W H H > E U YO W @ O • F-- F- 0 J @ � � 7 07 @ � U E Q N O` O O`LLJ @ O U N • a LLJ a C N t4 O E c6 d c n c c � J @ N O N a MELli � • Q O O � T C J > p O N@ o > E w • (� (� Q N E .Q @ X > w (n @ C '� @ E a) • m LLJ iO z @ N a- LLi > > Nn "O > @ C @OO O z z cc w M V w O w m Ln co o r N Z C7 W W U ��_ O O ,� � O @ (n .. O Z -j U a> Z y @ in N • O F Jco fY Q W °O CO c W �O O O co U 0 Q LL N N @ U 2 Z Z 5 ll� LLSI I LLj• _ co 00 W N Co10 00 co c' M N CD J — w • O co W LL d- V r N Z co LJ z lW CDN M V tIJ CO I- O O r • W LL O O � • 0 � Q � Q • O W \ Z U } O � W N Z • z LL, LLJ O � a z = W M W W • a w ~ C� D LLJLLJ Q O O • mC) °wo 4 ® . . . . . . . . . . . . . . . . . . . . . . • w a J • H ~ d cn LLw Q W p0 J • UL Y : J O Q Q • z Ow O m . O z • zz c w ❑a • x . z I o 0 • � Z O . I . . . . . . . . . • Q cn M O � LLJ • 7 J W M k � LL I �El • N p v z I b / . • O L.J • Uo Y . . . . . . . . . . . . . . . . . . . . o a � Fia 22 • • n u n v . . 4 • • • • • • • • CORNFORTH TYPICAL MATERIAL DEC 2013 C O N S U L T A N T S ENCOUNTERED TP-7NF PROT 2251 10250S.W.Greenburg Road,Suite 111 N. FORK SKOKOMISH HATCHERIES Portland,Oregon 97223 2251/23.aiNAu Main503-452-1100 Fax503-452-1528 HOODSPORT, WA HINGTON FIG. 2 • • • LL N N Z p U N � � r o O • z Co o o E U �— W W W T m m U O O ~ ❑ @ o U O • Z N O U o O p O O • ~ N O -0 M O r @ o NLn @ Q w C O` @ O • E) � W x C7 E O O- a n o C c — • @ T ❑ YCC @ O W > • a O @ Q U) W Z W O N O O • @ > O > O 0 Q co @ O m C N • ~ z O Ln E OLn N o 'O w cn " o o m LLJ •••• Oz0 dOZFUQ CJj Z_U _ - - c z L 5a JOo ❑ O O — o T E@ YOEca cU O Z _O mO ziC W x W z ; = w 0 m N > U - m w W D O � NaOO U Lr) N Y Q Li W S� O O a ccw w zU Q0 OO D wN (3 3: NO • > ~ _ N W O r (o V M N O w z W co co co cc O co coco N CO W • N n = � z LW N M In Co I� N D7 O �- W — w LU w W O 7 • < ❑ ❑ Q Q Q 2i O — v • ~ O CO w ` Z U >- O • O Q Z , .C-6 0 =) w • Z O Z S w M • L S W = U CJ wLLJ w a O� • w d J • WWQ W 0000 w • w Y J o Q a • Z LD CO O z S U — w O ~ z . O a w �a • ❑ w • " ~ . . . . . . . . . . . . . 10 . . • / O. O. CO M Q U U W LL O • � " ElI 0 O = �� . . . . • O O M • U � o Y N N • FIG. 24 • t m, » r n , .:f I i X. �J , e. • • • 10 TYPICAL MA ERIAL DEC 2013 �CORNFORTH a C 0 N S U L T A N T S ENCOUNTERED TP-8NF PROJ. 2251 10250 S.W.Greenburg Road,Suite 111 N. FORK SKOKOMISH HATCHERIES Portland,Oregon 97223 • 25 2251/25.ai NAU Main 503-452-1100 Fax 503-452-t528 HOODSPORT, WA HINGTON FIG. • • /� N - • U? O Q) z °' > N > o • w 2 @ E Q y �_ o i ~ .X N_ @ a OJ V7 X LW W ! c% L,) w @ o N a • w ; a w c E T (D N T 9 T U • o a .N a E mU o Q tf) N 0 W d' C O NLn O W • cn , o o O �n av H z a o = c>a o N p p N u o m • X @ O O = ^ O W w O i N > 3 O z J U O Qz > Z U D- Q W � Ow N (n �- • an Ln 0 • _ W W w z W N o rn • p W V N N N N S cc d Z W O N M V LnCO I� co O) O • O UJw 0 p W 0 i Q Q U d o- Z p p Q Q a O C7 U Z • w W 2 W M W w > U DLU Q p O LLJW • mU �p 3: a ® • W a w V) • w N 00 o L z U� � u �. • O Q mQ z 00 i = P- > • U < o W ❑a �. ElLLJ LO • /"� Q N 7 V v El • Y'/J, J KLL � s z • O Z y bA / O u G U � w • FIG. 26 • • • T" . �i'Y�.�! # {� Vt `e 'fix #^,R ti� h ,t.'t# '< � ' • .* �.��tea'" �,�Y �. �'§.t f�� '�i '��y� a f c {m • a .* 73 31 • Y.,, � l` y,'3 ••4F� $ �4 A � ,y/•"' .k 4�I ki "7}r�,�,4 y9;:. { + a. • • � � � .^„ `�ar,_tl �+rt 7A�'i yak« �� �. • '"' CORNFORTH TYPICAL MATERIAL DEC 2013 ENCOUNTERED TP-1 SP PROJ. 2251. C 0 IN S U L T A IN T s 10250 S.W.Greenburg Road,Suite 111 N. FORK SKOKOMISH HATCHERIES Portland,Oregon97223 FIG. 27 225v2Z.ai NAu Main 503-452-1100 Fax 503-452-1528 HOODSPORT, WA HINGTON '^ N O O = N � • �— W W � T L _ E U M • O N X E 3i O p O • ~ O Q 0 O- O D M 0� • N W W Li • W ¢ Q F- O O J • Ln O p v 'O N O � Z • � T C C W O O O J �' 'p N � O � ~ W NE C M • Q = Q T O @ N O s E T Y m O • U (� m X {— z .N O O O` O Q w E o 0 0 cD m • Ua J w z p U O = E o a s o S z c o� o O j J Z O c.0 U O O p n S 2 W O `v N > U LLj L, O N U N Q z w W U) p s U z J U O o N • � O oZUa- LL Q O y O o a z • C) o < � 0 • N W W J z W N O - cD LoV • Q W W N N N N • co W = � 2 N M V coi.n r W 6)W w _ w � w • Q Q U d z O < ,^ w � Q ° . c� J W zo " z S W M LLJ ; . a w ~ C� LLJ w o O . mULjjoLLJ 4 a J . • ~ a W Q W J N • ~ Q N d w W N J O cy Z N Q . 0 � p m � • - Q _ . . U J - w ~ O t¢i> F0 w J ❑II a • x f— U O. UEi O Q w Z � A N L4 O b O n J � U � w N • FIG. 28 • • • • • 'kr e w LML- �' e d a Y ;.,.w `4 .i,g •tea s f' � r • . '` MOl • • • • • '/' CORNFORTH TYPICAL MATERIAL DEC2013 • c o N S u L T A N T S ENCOUNTERED TP-2SP PROJ. 2251 10250 S.W.• Greenburg Road,Suite 111 Portland,Oregon97223 N. FORK SKOKOMISH HATCHERIES • 225,/2aal NAU Main 503-452-1100 Fax 503-452-1528 HOODSPORT, WA HINGTON FIG. 29 • i LL O (n p M M � a Z_ ^ (n cc LL J O co O ca W W O v U O • — E T H O Xo z Lo u U � n E N i O N O @ E L X E 2� O) O m m i I O J O L O O CD- LL Q Q O O O Q O O • Y (/) v w LJ �° a o z ° a W Q N N Q a - p p o o .Q N o Ococ o p o c o • cn o Z m o_ p Z '^ o QCl) >o N o w = " ° m m cn> E cr w W a L > O ;, a L H z j m E @ E N E o co T O Y E O E -O o • U U C X C V7 X N O w • O E ON O TE aa)dNjjj Z Q � C 0) M cc Cl) Z O L E N ClO U F- �_ a • = z o — p c6 cc N V) p O 6) N Op N 2i W C m O p L O in • N•i 0� ZU J W Q WN NN d_p ZO U OL OO OLO O J U Q Q 0o O n O O • N cn W _ W z W N O 6� of I� cD cn v • p W w N N CO = � ~ Z W O N M in CO m O • cod W 0 w o Q Q Q a W p p Q Q n z Y r LU ¢o Z O . ` U p 0 U Q O . dS (7 J w • Z CDU a z w � Q _ M W w • a W = vry () � LLJC O O i02 ULLJ O Q ® . LLJ J . • W N Y W w Q H Q NLn W a N J o z N Q z U m o Q _ . . . � . . . HLO Q c� U w I CJ . i N w ❑a . • � I N �� ti c� Q.. �J I O Z y � . . . . . Eli ❑ . . . . . N • 0 ¢ V, M LL i r--1 bfJ N L4 • O z ti p v O J � � . FIG. 30 4k}«� �• '�'` .fix.. ♦ 1 * `4 t Y" • �� ) .'T� :;. f ��'�. tea(" £� • d S ; t t y t • . �!4 � y " i� 5v Rol x • r n x a • • • • • • • '/' C 0 R N F 0 R T H TYPICAL MA ERIAL DEC 2013 • C O N S U L T A N T S ENCOUNTERED TP-3SP PROT 2251 10250 S.W.Greenburg Road,Suite 111 Portland,Oregon97223 N. FORK SKOKOMISH HATCHERIES 225v31.ai NAu Main 503-452-110o Fax 503-452-1528 HOODSPORT, WA HINGTON FIG. 31 • /) N a V) o LL z �I o J Q • w o v 0 0 N m Oa E z C70) T � • I— X o �° C m O CO L J c0 Q O Y E U J C U • Q O OOX U O (n V) W J M -O 0cz - C 7� a) • LM Q o m m O o ❑ o m • V) O o Z m ❑ z 7, N a w = mCl) � T oCD � ~ W J N 'O 9 N � "6 O u� • > z > E o i o a M 70, 'O O • � Z Co m � � E o � � W N m E �° > • vi w z 0 E u, a @ ❑ z O a L a O O O N °5 ❑ O p c E o o • O H Z ❑ o o 7 m coo0 o ;n W w p o a E o • N > U LL.I N W COO U N O z C7 w W N o > N .� Cc • CD J U O 0 O c > N N 0CID CO a Q � � O o OJ 7 d z oo � � O ( LLJ H _ N W J z W N O (T OJ I� cD V • p Li w N N N N O = • coa Z W CDN M 7 Co f- co O O w W — LWL O • ¢ Q p d , G ❑ ❑ Q Q Z Z 0 ^ W Q Z ❑ O \ O Q O U J W Lu• z o O a z = W MLLJw • Q_ W = ry U C7 � Q O O m U �o 4 ® d J LLJ H d • (n Y W • W < W Jcn � a N a • O z N Q z Lij O ¢ Q zof o OJ Ua1 ❑ W El x N U �, . . . . . . E—+ n- w o • J M IL O• �. w y6 _ U � V ° w . . . . . . . . . �� � Y • FIG. 32 • • • • • • • • • r ' n 0 • > _ " 01 , �,.Y ��kadt-'., ,.•,,..'...vn,ram- ..,,i. l#.��.&. � � L w +v'` 'r � n �:�? �. .�`.k.�, '�.i... t��+. • • • • • • • • • • ��" TYPICAL MATERIAL DEC2013 CORNFORTH • C O N S U L T A N T S ENCOUNTERED TP-4SP PROT 2251 10250 S.W.Greenburg Road,Suite 111 • Portland,Oregon97223 N. FORK SKOKOMISH ATCHERIES • 2251/33.ai NAU Main 503-452-1100 Fax 503-452-1528 HOODSPORT, WA HINGTON FIG. 33 • • • • ^ N N • LL = N C V • L? N N a CO z ro • w E o o O • z N O U o a T 7 y • F- Q co O O N � J 2 • w Q X Q H 0 o m Z N • Q � cn w o a • LLJ 70Y o c O • Q >, T n > 0 o 0 0 a) • z N m E E N � 75 a,LLJ o -a ul • a N W O 3 N > O z O N � E -o m C) o Q O — C O 'X = U QO • O z o E 6 E o o� 0 z w w O E Q N a) a • N U w w Q z U w cn E n J o 0 • o OZ J c 0 v> J Q O @ O N N O O coU 2 ¢ J E J z z • cn 0 ! o O O • > F- _N LU W J z J N O 67 N � • J J N N Nc- N O = • 0 � a z W CD N Cl) c.0 f� O r- W W W W � � • oa Q 0 Q Q J , Q • z O >- 7. U z O • oQ z o(3 ( ::D w • Z o a z LLJW • dLLJ = U W Q a • m LLJ L) LL0 Q ® . . . . . . . . . . . . . . . . . . . . . LLJ d J . • . • W < C"i J L~L d N J LLJ• z N J .. . z0 p m UJ - J (3 � • OJ < w El . . • I 01 . • Z .L U . . . . . . . . N • r W I N ° n V) . • LL El I . 0 O z � s z • U0, w cn • \`\ FIG. 34 • • ire�•�f .: �. � ,' „< E 7 • r< ^ ' • 'tea 'Y 3»�l`'&'' 't.; n Y ' /M1 Aral id T> 3 • f v ,y _. 000, ^ }, a • • • • • • • • ffl?" CORNFORTH TYPICAL MATERIAL DEC2013 • C 0 N S U L T A N T S ENCOUNTERED TP-5SP PROJ.2251 10250 S.W Greenburg Road,Suite 111 Portland,Oregon97223 N. FORK SKOKOMISH HATCHERIES FIG. 35 225v35.aiNAU Main503-452-1100 Fax503-452-1528 HOODSPORT, WA HINGTON • • C N � o = o • N O O co z 1. cn m • w w 2) o J • z N o O • o E ~ T N O • LnC/� W Lij H �_ O o 0 • LyJ Q X O -O H O o N -0 ON o o m O a CDE N • � LL E a W C tiw- • Z � T � � y Q = 0 O C O H > O O > a) u W m • zLLJ N o cn O a • a Li z Ln o z O Y) m > N O O ~ O X 6> O U O C 2 Z cp _ O m O Liz O E — -a m N = c W O 9 W•• NZ Z~ GU \ 5- - �ra =(n N 2 O C(d) O Z c L, N Od O E O O comJQ O O Q Z Z • O O n ? O • > L N W wzw -J — N � O 6� N r- cD Ln V • W L N N N N D = 00 L a z W CD N Cl) V c0 I- OJ Cn O c- • w wLu O • O G O Q d w Q • o O ~ _ 2i w Z U } OF • OUQ z . c LL' = w M W • a w = U 0 . w LLJ W Q cc cD 4 ® • ~ LLJ a • W a w Jc N � Q N ca L.L a N G J • O LLJ z a o O m • Q � = . . . . . . . . . . . . . . . . . . . . . U > LLJ > c� • o (n 0 w ❑ • cn x • ,,,/ '. N ` �t1 /n Cf r ~ . p in • J � Mz . . . . . . . . • O . . . . . . . ys � _ O Z • U � ° M w . . . . . . . . . G � . . . . FIG. 3 6 • • r f x' f 3+ III v Y i ef. i C 0 k N F 0 k T H TYPICAL MATERIAL DEC 2013 c o N S u L T A N T S ENCOUNTERED TP-6SP PROT 2251 10250 S.W Greenburg Road,Suite 111 Portland,Oregon97223 N. FORK SKOKOMISH HATCHERIES 2251/37.ai NAu Main 503-452-1100 Fax 503-452-1528 HOODSPORT, WA HINGTON FIG. 37 • V) N T o @ � z XO N a. O h— W W LJ H Q 0 � Q @ O F ❑ �z o 0 N Q D O Ln E J cli CD J • Ln H LIJ (,n (n Wtn 0 N LLJ �_ Q T n 0 O N ❑ T `U Ln W > E O O W O = X -O zm `° a ❑z � • Q W ❑ T s= C Q > O V) o N ° • U V Q ) 0 O N z O "O O p z O o 0 0 @ Ln m U • = z o 0 0 N O W O ° o Z a N U W O @ O O N z c7 w Wi O OZ J a n J fY Q O7 @ ol O O Z Q W m W W J LO CT) Z Z m U d — • 00 � U< n O . > H N W W J z W N �- Oc�- . � W W N N N N O = 0 a z w N coV LfJ t0 f� N W _ W W W Q Q ~ d z U ❑ ❑ Q Q W m a 2i o a O co w z U } o 0 < z zo a z = W M W W > d w = U C . D � Q mv °wo 4 ® . . . . . . . . . . . . . . . . . W d J ~ a • W < w J Q N � N a_W O �LLJz N ¢ . z0 O m z Q r > LLJ> �7 r • O ¢ o w J cn ❑a an a . z O Q � �T . N . • J ~ . • . O Z b . Ile • FIG. 38 • • • • • • • • .,r i�+ fFfffpBy p¢ f' t • , t ytt3f 9^4a # '.1 ^r E"' i �,tom' 1➢af i. � "'4" • LFi itl4 1 .. "BC=. tt tFt it�4Mp +f • � Y��.» ,*a�"'�� _ Viz# ,A • �4 • • • • • • • • • • 411 • • '"" C 0 k N F 0 k T H TYPICAL MA TERIAL DEC2013 • C O N S U L T A N T S ENCOUNTERED TP-7SP PROJ. 2251 10250 S.W Greenburg Road,Suite 111 Portland,Oregon97223 N. FORK SKOKOMISH HATCHERIES • 225v3s.aiNAu Main503-452-1100 Fax503-452-152S HOODSPORT, WA HINGTON FIG. 39 • • • Qpo of • Qmw? N �a Omw Qapd aft r t i Qgag / Qapo Qis `� � Qgic_`r ., �� ✓ v -; � �,. ,,� �. • Ev° j h` J� ? �\ fan f Qap�7 fQoa' Qb � �t", " - `,gag - ? — Qa • " � �gi°� -�1\ of Qm' :- Qoa C • 1 /Qgil< �QgIc ml` Qge v r Evo z � d k' Qgi gi m:. �z �a Qgik m Qaf Qg° � .> Qoafhiw. Ev ' • (• Q � w�a � lg�° Oar 'Egt mw? Qgic } Qgic Qafp ccrs E Qgt Qgt 0- Qapd af mw' f w Q Qapd a Qa po = o - � L Qgo• Qgt � � '{ mi a- f Qpd i Qoaf , f f .L r "� ? 1 YC Et i QaPC, • Qgt Qgic 3 f F (Qad pt ? /'r Qgic T Qg4k? r • t Qod f • .:. ' ml U l x }Qge?`Y Qa • Qgt - Qp 1 • Qgic Qgic i Qapd Qa Q d-.., p • Q ? .G r Q is Qgt A • Qp .. Qa. A. tN Qgis 1 t' � V•` II • Qls Qgt Qapd • OFTE 34 Qapo 1 �' • Qge Qa Qgic . Qad? t Qap t Qgag<, 0 Qaf Qge?�,F' � Qad'� Qgt • NORTH QgIC Qgol � 'Qaf% ,,._..: 0 2000 • Qgic � �-- v , 4,000 i i Qoaf SCALE IN FEET • Qgt mf Qaf` t • Qgt FCT ;.i Qmw • GEOLOGIC NIAP DEC 2013 • NORTH FORK SITE PROJ.2251 • N. HATCHERIES OODSPORT, WASHI GTON FIG. 40 • • 0 • • • • • • • • STRIP FOOTING • WITH UNIFORM • PRESSURE, q --/— STRUCTURE • • a 8 • °6H • • • • • • ACSH= q (a-sina cos(a+26)) FOR YIELDING WALLS • ACTH= 2q(a-sina cos(a+26)) FOR NON-YIELDING WALLS • T1 • • • NOTES • 1. a and 6 in radians • 2. AGH in units of q • 3. Add resultant AGH to design earth • pressure • • • • CORNFORTH SURCHARGE PRESSURES DEC2013 • C O N S U L T A N T S FROM FOOTINGS PROJ. 2251 10250 S.W.Greenburg Road,Suite 111 • Portland,Oregon97223 N. FORK SKOKOMISH HATCHERIES • 2251/43.aiNAU Main503-452-1100 Fax503-452-1528 HOODSPORT, WAS INGTON FIG. 43 • 0 i RETAINING WALL i PAVEMENT OR 8" SLOPE TO DRAIN i IMPERVIOUS SOIL AWAY FROM STRUCTURE DAMP PROOFING • • DRAINAG SAND AND EXCAVATION SLOPE PER GRAVEL, R WASHED PEA GRAVEL CONTRACTOR DESIGN i WEEP HOLE 18„ i STRUCTURAL FILL MIN. FLOOR SLAB • 6" MIN. i SUBDRAIN PIPE SELECT BACKFILL NOT TO SCALE i MATERIALS i Drainage sand & gravel with following specifications: i % PASSING i BY WEIGHT NOTES SIEVE SIZE (WET SIEVE) 1-112" 100 1. Select backfill placed under we conditions should consist 3/4" 90 TO 100 of well-graded crushed rock with no more than 5% passing i 1/4" 75 TO 100 no. 200 sieve (ASTM D422, wet sieve method). Fines i no. 8 65 TO 92 should be non-plastic. no. 30 20 TO 65 i no. 50 5 TO 20 2. Backfill within 3 feet of wall should be compacted with hand- no. 100 0 TO 2 operated equipment. Heavy equipment should not be used no. 200 (non-plastic) as such equipment operating n ar the wall could increase i lateral earth pressures and possibly damage the wall. i SUBDRAIN PIPE 3. Backfill should be placed in layers not exceeding 6" loose thickness, and should be compacted to at least 95% of the • 3" minimum diameter perforated pipe; tight standard proctor maximum dry density. joints; sloped to drain (6'7100' min. slope); i provide clean-outs. 4. Select backfill beneath floor slab should be hydraulically i Perforated pipe holes (3/16"to 3/8"dia.) in connected to subdrain pipe. lower half of the pipe with lower quarter i segment unperforated for water flow. • i CORNFORTH TYPICAL WALLS BDRAIN DEC 2013 i C O N S U L T A N T S AND BACK ILL PROD.2251 i 10250 S.W Greenburg Road,Suite 111 N. FORK SKOKOMISH HATCHERIES Portland,Oregon 97223 i 2251/44.ai NAU Main 503-452-1100 Fax 503-452-1528 HOODSPORT, WASF INGTON FIG. 44 • i o 0 -- I D r I I r co_ CD V � p Cn N z m D C --I I w I ao N I I 6) aa n 0 -0 1� C I I I r r T O 0 � _ �� z I O _ C f I coCO z O I■ I ■ I D Om II N m �■ ■ N � � oO ! 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