COUNTY OF DEL NORTE COMMUNITY DEVELOPMENT DEPARTMENT

Save this PDF as:
 WORD  PNG  TXT  JPG

Size: px
Start display at page:

Download "COUNTY OF DEL NORTE COMMUNITY DEVELOPMENT DEPARTMENT"

Transcription

1 Planning (707) COUNTY OF DEL NORTE COMMUNITY DEVELOPMENT DEPARTMENT 981 "H" Street, Suite 110 Crescent City, California Fax (707) Engineering & Surveying Airport Building Inspection (707) (707) (707) BOARD REPORT DATE: September 20, 2006 AGENDA DATE : September 26, 2006 TO: Del Norte County Board of Supervi FROM: W. Arthur Reeve, County Engineer SUBJECT: Klamath Beach Road Proj resentation of Options RECOMMENDATION FOR BOARD ACTION: Approve the Preliminary Engineering and Geotechnical Study for the Klamath Beach Road Repair Project submitted by SHN Consulting Engineers & Geologists, Inc. as requested by FEMA, and concur with their recommendation that Option 2 ( Soldier Pipe Wall with Lagging and Tiebacks) is the construction method the County wishes to restore Klamath Beach Road to predisaster function and capacity. DISCUSSION/SUMMARY: On December 31, 2005, the Klamath River reached flood stage and caused damage throughout the southern regional of Del Norte County. One of the events was the landslide on Klamath Beach Road (see attached FEMA maps) that closed the road indefinitely. The County was fortunate that the National Parks Service (NPS) had an Acrow Bridge (previously known as a Bailey Bridge) in its storage yard and was able to lend the bridge to the County for 18 months, to temporarily reopen the Klamath Beach Road. FEMA requested the County (see Attachment B) to contract a consultant for a preliminary engineering and geotechnical study to assess the appropriate technically feasible, cost effectiveness, and environmentally acceptable approaches for restoring the roadway to predisaster function and capacity, and to recommend a preferred approach. The County contracted SHN Consulting Engineers & Geologists, Inc.(DNCO Agreement No ) to develop this document for FEMA. Attached to this memo is the Preliminary Engineering and Geotechnical Study for the Klamath Beach Road Repair Project submitted by SHN Consulting Engineers & Geologists, Inc. The study evaluates three road prism retaining systems that would

2 restore Klamath Beach Road to the predisaster function and capacity. The three road prism retaining systems evaluated are: Option 1 - Rock slope protection (RSP) buttress. Option 2 - Soldier pile wall with lagging tiebacks. Option 3 - Combinations of tie-back wall and mechanically stabilized earth retaining wall. Option 1- Rock slope protection buttress - is typically economical and construction simple. The draws backs are construction will be below the average Klamath River levels, permitting would be difficult, the road would be closed during the duration of the project, and the closest quarry with adequate rock is at least 40 miles away. Option 2 - Soldier pile wall with lagging and tiebacks - consisting of steel piles drilled into place with concrete lagging between each pile. This is similar to the Highway 101 Cushing Creek Project's retaining wall that Caltrans constructed in Most of the work can be performed from the temporary bridge, allowing the road to remain open during a major potion of the project. The piling and lagging can be installed without equipment getting close to the Klamath River. Option 3 - Combination mechanically stabilized earth (MSE) and soldier pile wall - combines the Option 2 with an MSE system. This could be less costly but the two drawbacks are: 1. The contrasting appearance of the MSE wall and soldier pile wall may not be acceptable. 2. The MSA wall construction would require the temporary bridge to be removed and the road would be closed for several weeks longer than Option 2. SHN will be presenting to the Board, a detail explanation of each of the three construction options. Staff agrees with SHN's recommendation that Option 2 is the most advantageous for the County's needs. Therefore, staff recommends the Board approve SHN's Preliminary Engineering and Geotechnical Study for the Klamath Beach Road Repair Project and forwarded to FEMA with Option 2 being the County's preferred alternative. ALTERNATIVES: The Board could choose either Option 1 or Option 2, and direct staff to prepare a 'Scoping Cost Estimate' for the Option of their choice. FINANCING : 75% Federal Emergency Management Agency (FEMA) funding, 18.75% Governor Office of Emergency Service (OES) funding, and 6.25% Road Funds. OTHER AGENCY INVOLVEMENT: Federal Emergency Management Agency, and Governor Office of Emergency Service. SIGNATURES REQUIRED: None

3 ADMINISTRATIVE SIGN-OFF: Auditor: No. County Counsel: Not at this time. County Administrative Officer: No. Personnel: No. Other D oartment: No. WAR/mjd rector of r submittal to the Bo cc: Members of the interview pane

4 Applicant : Del Norte County FIPS #: Project Name: Klamath Beach Road Project #: KBR-IC Date: 4/25/06

5 FIRM FLOOD INSURANCE RATE MAP DEL NORTE COUNTY, CALIFORNIA COMMUNITY-PANEL NUMBER EFFECTIVE DATE: JANUARY 24,1983 This is an ofltcial copy of a portion of the above referenced food map It was extracted using F-MrTOn-Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood insurance Program food maps check the FEMA Flood Map Store at

6 Federal Emergency Management Agency Project Worksheet Declaration No. Project No. FIPS No. Date Category FEMA DR- CA KBR-IC /25/06 C Damaged Facility: Work Corn feted as of Date: Per Cent: Klamath Beach Road 04/24/2006 po/a Applicant: County: Del Norte County Del Norte Location: Latitude: Longitude: 1.27 miles West of RT 101 & Klamath Beach Road Damage Description & Dimensions: Between /05 and 113/06, hikh velocity flows from the Klamath River undermined the slope supporting Klamath Beach Road, a County road running through a National park. Pavement (6-inch asphalt over 6-inch base) cracked, roadway settled and a part subsequently fell into the Klamath River, making the road impassable. This road is the primary route for residents, emergency vehicles and a State Correctional Facility and must be kept passable. The damaged section of pavement is approximately 73 ft L x 9 ft W x 10 ft D (average width and depth). Slope supporting the road had been reinforced by a wall (45 LF x 4ft W x 20ft D) of filled steel bins and gabion baskets, which failed and was destroyed. Applicant had installed a temporary metal, pre-fabricated 20ft x 80ft bridge, with necessary ramps (2 x 50LF x 20ft V x 3ft D at bridge), as an emergency protective measure to allow passage of emergency vehicles (PW #KBR-IB). Scope of Work: WORK TO BE COMPLETED: Applicant will contract for a preliminary engineering and geolechnical study to assess appropriate technically feasible, cost effective and environmentally acceptable approaches for restoring the roadway to pre-disaster function and capacity, and to recommend a preferred approach. As a part of this study, the study consultant will develop "seoping cost estimates" for the eventual design and construction of the final engineered solution to allow the Applicant to accomplish the work. Cost of this study would be approximately $20,000, which is a standard in this area for this type of study on like.projects. The included SOW addresses the cost of returning the site to its pre-disaster function and capacity. Based on the findings of this study, a version of the PW will be written to address the actual scope of work. Restoration to pre-disaster function and capacity: * Lift and remove temporary 20ft x 80ft bridge. Use fork lift and excavator to place bridge on flat bed trailer to be hauled away: LS cost = $5,000 * Remove approach ramps 2 each x 50 Lf x 20 ft W x 3 ft D / 2 / 27 =1 I 1 CY x $S.45iCY (FEMA code 1090) = $ Lf x 15 ft W x 25 ft D / 27 = 1 I I I CY x $12/CY (FEMA code 3300) = $13,332. * Remove steel bins and gabion baskets debris: 45 Lf x 4 ft W x 20 ft D / CY x S3/CY (FEMA code 4101) = $399. * Construct new pre-manufactured gabion basket wall: 45 Lf x 4ft x 20 ft D / 27 = 133 CY x $120/CY (FEMA code 4100) _ $15,960. * Structural fill will be placed and compacted to sub-grade elevation: A) 47Lfx9.33ftWx12ftD/27= CY B) 47Lfx6.50ftWx16.5ftD/27=186.69CY C) 47LfxlOftWx2OftD/27= 348.I5CY D) 47LfxlOftWx5ftD/2/27= 43.52CY E) 47Lfx IOft Wx8.75ft Di2/27= 76.16CY F) 47 Lf x 9.50 ft W x 9 ft D/2/27= 74.42CY G) 47Lfx3.75ftWx4.5ftD/2/27= 14.69CY H) 47Lfx3ftWx4.5ft.D/27= CY TOTAL. = 962 CY x $40/CY (FEMA code 3310) = 538,480. Does the Scope of Work change the pre-disaster conditions at the site? Special Considerations issues included? Is there insurance coverage on this facility? Hazard Mitigation proposal included? Project Costs (SEE CONTINUATION S.H.EE W YES NO EYES -70NO YES ENO YES 0NO Item Code Narrative Quant. Unit Unit Price Cost WORK TO BE COMPLETED $ Preliminary Engineering & Geotechnical Study I LS $ 20, $ 20, ^.,,_.._... _ Total Cost $ PREPARED BY: itv TITLE: Project Officer APPLICANT: DATE: 04/25/2006 Page 2 of 2 Z' l esz= ReW

7 CONSULTING ENGINEERS & GEOLOGISTS, INC. 812 W. Wabash Eureka, CA / FAX: 707/ Reference: September 19, 2006 W. Arthur Reeve, P.E. Community Development Department County of Del Norte 981 H Street, Suite 110 Crescent City, CA Subject: Preliminary Engineering and Geotechnical Study, Klamath Beach Road, Near Klamath, Del Norte County, California Dear Mr. Reeve: This document has been prepared at your request, to satisfy the preliminary engineering and geotechnical study required by the Federal Emergency Management Agency (FEMA) in its project worksheet, Project No. KBR-1C, dated April 25, This study is intended to assess appropriate, technically feasible, cost-effective, and environmentally acceptable approaches for restoring the roadway to pre-disaster function and capacity, and to recommend a preferred approach. As a part of this study, SHN Consulting Engineers & Geologists, Inc. (SHN) developed a scoping cost estimate for the preferred approach that includes design and construction services (Attachment 1). Design tasks would include detailed topographic surveys, preparation of plans and specifications, providing geotechnical design criteria, preparation of an engineer's cost estimate, and the FEMA 9999 construction management expenses. We have not included consultation for permitting, environmental studies and documents, or construction contract documents. Background During late December 2005 and early January 2006, the quantity of precipitation in Del Norte County (and most of northwest California) was well above average and resulted in high velocity flows in several rivers, including the Klamath River. The high flows in the Klamath River undermined the slope and roadway prism supporting Klamath Beach Road. The resulting slide made the road impassable to traffic. The slide is approximately 30 feet high and 75 feet long. See the attached Figure 1 for existing site conditions. The slide occurred approximately 1.25 miles west of US Highway 101 on Klamath Beach Road. Del Norte County maintains Klamath Beach Road and it is the primary access to the mouth of the Klamath River, a state correctional facility, and local residences. Del Norte County considers this access so important that the roadway must remain open during construction. A temporary ACROW bridge has been installed to maintain vehicular access (shown on Figure 1). \ \Zing\ pubs\2006\ _KlamathBridge\500\ rpt\prelimengr&geostudy-ltr.doc

8 W. Arthur Reeve, P.E. Preliminary Engineering Geotechnical Study, Klamath Beach Road, Near Klamath, Del Norte County, California September 19, 2006 Page 2 Alternative Analysis The major element to restoring Klamath Beach Road is the selection of the road prism retaining system; all the remaining elements (i.e. travelway) depend on the success of this system. We have evaluated three road prism retaining systems: 1) Rock slope protection buttress 2) Soldier pile wall with lagging and tiebacks 3) Combinations of tie-back wall and mechanically stabilized earth retaining wall Each system has advantages and disadvantages further described below. Typical sections for each option are attached for reference (See Figures 2, 3, and 4). Rock Slope Protection Buttress Option 1 is a Rock Slope Protection (RSP) buttress, also called riprap buttress. RSP buttress consists of rock courses placed upon an unstable slope to armor the slope in order to mitigate earth movement and erosion from storm runoff and river flows. The construction sequence typically consists of excavation for the foundation, installing filter fabric, installing the subdrain (if needed), and finally placing large size rock. Figure 2 shows an example section of a buttress for Klamath Beach Road. The RSP buttress is typically economical where stones of sufficient size and quality are available. Some of the advantages of the RSP buttress include: Construction is simple and can be accomplished with standard construction practices and equipment. The buttress is flexible and is not compromised by minor movements of the embankment. Appearance is natural and typically acceptable in rural areas. The drawbacks of the RSP buttress for Klamath Beach Road are foundation excavation difficulties, site constraints, maintaining access and proximity of material. Rock in deeper portions of the excavation is expected be hard, therefore the foundation excavation would be difficult and require heavy equipment. The site is constrained by the close proximity of the Klamath River resulting in a steep RSP face that will not be sufficiently stable under very strong seismic events. The construction will be below average Klamath River levels, resulting in special permit requirements with potentially extensive timelines. The excavation work may require the road to be closed for long periods of time including the removal of the temporary bridge. The closest quarry with adequate rock is at least 40 miles away, which would result in a substantial trucking cost. Soldier Pile Wall with Lagging and Tiebacks Option 2 is a soldier pile wall with lagging and tiebacks. A soldier pile wall consists of steel, concrete or timber piles driven or drilled into place with concrete or timber lagging between each \ \Zing\ pubs\2006\ _KlamathBridge\500\rpt\PrelirEngr&GeoStudy-ltr.doc

9 W. Arthur Reeve, P.E. Preliminary Engineering Geotechnical Study, Klamath Beach Road, Near Klamath, Del Norte County, California September 19, 2006 Page 3 pile and the addition of tiebacks. The tiebacks are ground anchors that provide additional lateral load resistance. Figure 3 shows an example section of a soldier pile wall for Klamath Beach Road. This type of wall is very practical for slip-out repairs. They are best suited for situations where excavation for a foundation footing is impractical. Additional advantages include: May be used to stabilize an unstable site. Can be constructed vertically with minimal excavation of adjacent competent site areas. Highly resistant to high velocity river flows during high water events. This type of wall is ideally suited for the constrained failure site on Klamath Beach Road. For this option, construction equipment can work from the ACROW bridge with limited road closures. In addition, the wall could be built to near finish grade without removing the temporary bridge, thereby maintaining access through the site. The soldier pile placement and tiebacks would require specialized equipment and expertise. We know of no contractor locally available to do this type of work, which is likely to increase equipment cost compared to more conventional alternatives. Combination MSE and Soldier Pile Wall Option 3 combines a Mechanically Stabilized Earth (MSE) retaining wall with a soldier pile wall. The retaining system would consist of an MSE wall constructed on top of a soldier pile wall half the height of option 2. A full height MSE wall would not be practical, as it would require extensive excavation to provide a large enough foundation footprint. The MSE system uses welded steel wire mats, steel strips or polymeric materials as soil reinforcing elements. Figure 4 shows an example section of the MSE and soldier pile wall combination for Klamath Beach Road. This type of wall is very practical for slip-out repairs. The cost is likely to be lower than option 2 while providing a similar level of stability. The advantages and disadvantages are similar to option 2, such as requiring specialty equipment and contractor expertise. The drawbacks of the MSE system are appearance, site constraints and maintaining access during construction. The main drawback is the temporary bridge would be required to be removed when wall construction is within eight to ten feet of finish grade. The construction of the MSE wall would be difficult in the restricted space beneath the temporary bridge. The contrasting appearance of the MSE wall and soldier pile wall may not be acceptable. Conclusions and Recommendations We have reviewed three retaining wall alternatives for restoring Klamath Beach Road: 1) Rock slope protection buttress 2) Soldier pile wall with lagging and tiebacks 3) Combination of tie-back wall and mechanically stabilized earth wall We consider each of these three alternatives to be technically feasible, cost effective, and environmentally acceptable approaches. However, these factors are not equal between the \\Zing\ pubs\ 2006\ _KlamathBridge\500\rpt\PrelimEngr&GeoStudy-ltr.doc

10 W. Arthur Reeve, P.E. Preliminary Engineering Geotechnical Study, Klamath Beach Road, Near Klamath, Del Norte County, California September 19, 2006 Page 4 alternatives. Based on our analysis of these factors we recommend the soldier pile wall with concrete panel lagging and tiebacks. We believe this option is the most advantageous for the County's needs. Geotechnical Analysis SHN's geotechnical study began with a geologic reconnaissance and excavation of three shallow test pits on February 2, These investigations were conducted to support bridge abutment design for the temporary ACROW bridge that was recently installed. In March 2006, a subsurface exploration program was initiated to evaluate and characterize surficial soils and underlying bedrock conditions adjacent to the failed roadway section. Our subsurface investigation involved supervising the advancement and sampling of four exploratory borings (BH-1 through BH-4). A truck-mounted CME 75 drilling was used to advance the borings using flight auger, fluid-rotary, and wireline coring methods. Boring depths in the project area ranged from 29.5 to 52.8 feet Below Ground Surface (BGS). A total of feet of drill hole was conducted. The approximate boring locations relative to the existing site configuration are shown on the Site Plan, Figure 1. Soil and rock material encountered in each of the borings were logged in general accordance with the Unified Soil Classification System and the Bureau of Reclamation Rock Classification Standards. Bedrock and soil samples were obtained from each of the four borings. Wireline core specimens were retrieve from the more competent rock units, while relatively undisturbed thin walled tube and disturbed bulk samples were collected from the less competent materials (fill, colluvium, decomposed bedrock ) using a modified California (3-inch O.D.) split spoon sampler or a (2-inch O.D.) split spoon (SPT). All samples are presently being retained in our lab in Eureka. Geotechnical Site Conditions The failed road section appears to originally have been constructed through a combination of cutting into the slope and sidecasting of spoils onto the adjacent slope (i.e. cut-and-fill construction). This resulted in steep, moderate height cut banks along the uphill side of the road and relatively large fill prisms along the outboard edge of the road. A significant portion of the sidecast fill failed during past storm events. These failures were repaired by a combination of Gabion retaining walls and rock filled, steel bin wall retaining structures. The recent slide destroyed a significant portion of these retaining structures. The failure is classified as a block slide/ debris slide where the vast majority of the failure mass was swept away by the Klamath River. No significant enlargement has occurred since early March \ \Zing\ pubs\2006\ _KlamathBridge\ 500\rpt\PrelimEngr&GeoStudy-Itr.doc

11 W. Arthur Reeve, P.E. Preliminary Engineering Geotechnical Study, Klamath Beach Road, Near Klamath, Del Norte County, California September 19, 2006 Page 5 Published literature and geologic maps (Ristau, 1979; CDMG, 1987) of the region indicate that the Klamath Beach road occupies a hillslope underlain by bedrock of the Jurassic age Central belt of the Franciscan Complex (Figure 12). The Franciscan Complex is a regional bedrock unit that consists of a series of "terranes," discrete blocks of highly deformed oceanic crust that have been welded to the western margin of the North American plate over the past 140 million years. The Central belt consists predominantly of a melange that incorporates large blocks (up to miles in size) of more coherent broken and folded sequences of sandstone and turbidite sequences. Ristau's (1979) compilation map suggests that the hillslope underlying the roadway developed on a sandstone block within the Central belt. This bedrock type is described as "predominantly jointed, massive to thin-bedded, medium grain sandstone intercalated with thin shale beds." Materials Our exploratory borings revealed that the project site is underlain by moderately to intensively jointed, Central belt meta-sediments. The consistency of these rocks varies from soft, highly weathered (soil like) to very hard. Overlying the bedrock is 1 to 6 feet of alluvium, composed of silt, sand, and well-rounded gravel to cobble-sized clasts and/or fill derived from local sources. Most of the fill is gravelly soil previously placed as backfill in and behind the remnants of the existing retaining structures. Most of the site area is mantled by about 1-foot of asphalt and road base rock. The bedrock in the project area has been differentiated into three units (meta-sandstone, metasiltstone, and meta-sediment), based on distinction in origin and engineering properties. These units were interfingered and based on our subsurface investigation, exhibit significant variation in thickness, degree of weathering, and degree of fracturing over a relatively short distance. Shear zones filled with plastic clays and open fractures that resulted in complete loss of drilling fluid were encountered in all four borings at varying depths. In two cases (BH-3 at the 14-foot depth and BH-4 at the 17-foot depth), lost drill fluid emerged at the ground surface. In the case of BH-3, it emerged in the inboard ditch of the roadway and in BH-4, from the face of the slide scarp approximately 20 feet below road surface level. Detail descriptions of the site materials, drilling method, rock core recovery, RQD (Rock Quality Designation), standard penetration, and Cal barrel blow counts are present on the boring logs contained in Attachment 3. Because water is introduced during downhole advance of the drill bit during fluid rotary and wireline coring operations water-bearing zones were not readily identifiable. We anticipate high groundwater levels only during periods of heavy rainfall. \ \ Zing\ pubs\ 2006\ _Klama thbridge\ 500\ rp t\ PrelirEngr&GeoStudy-ltr. doc

12 W. Arthur Reeve, P.E. Preliminary Engineering Geotechnical Study, Klamath Beach Road, Near Klamath, Del Norte County, California September 19, 2006 Page 6 Conclusions Based on the results of our geotechnical.evaluations, it is our opinion that roadway restoration measures can be designed and developed as proposed, provided that noted conditions are considered during final design and risks are acknowledged: Bedrock varies considerably in hardness and degree of fracturing, but generally gets more competent with depth. Excavation with rippers and rock drills advanced with standard equipment can be anticipated. Soldier piles will need to be placed in drill holes advanced into hard unyielding bedrock in order to resist substantial lateral loads. Bearing capacity will not be a significant factor. The retaining structures will need to be designed to freely drain substantial quantities of groundwater that will emerge from bedrock fractures during heavy rainfall events. The roadway segments located immediately north and south of the segment to be restored are currently, and will continue to be, subject to low to moderate risk of earth movement/ slope failure regardless of the proposed restoration measures. Construction activities will be conducted in and adjacent to a site that is inherently unstable. Provisions should be made to protect workers and equipment from slope failures and rock fall. Considering the fact that these hazards are exacerbated by wet conditions, construction operations should be confined to the typically dry summer and early fall season. Excavation materials are not likely to be suitable for emplacement in the proposed structures; therefore, suitable disposal areas need to be located off site. Closing SHN prepared the findings, conclusions, and recommendations presented herein in accordance with generally accepted civil and geotechnical engineering practices at the time and location that this study was prepared. No other warranty, express or implied, is made. Because the project area is located in a dynamic environment that is subject to large scale, catastrophic events (great earthquakes, large storms, etc.), we cannot preclude that changes may occur in the future that could alter site conditions. Consequently, we reserve the right to make adjustments to this study that may be required by passage of time, change in condition, or in the consideration of additional or more pertinent data that may become available. Soil and rock materials are typically not homogenous in type, strength, and other geotechnical properties, and can vary between points of observation and exploration. In addition, groundwater and soil moisture conditions can vary seasonally and for other reasons. SHN does not and cannot have a complete knowledge of the subsurface conditions underlying a site. The conclusions and recommendations presented in this study are based upon the findings at the points of exploration, interpolation and extrapolation of information between and beyond the points of observation, and are subject to confirmation of the conditions revealed by construction. \ \Zing\ pubs\2006\ _KlamathBridge\500\rpt\PrelirnEngr&GeoStudy-Itr.doc

13 W. Arthur Reeve, P.E. Preliminary Engineering Geotechnical Study, Klamath Beach Road, Near Klamath, Del Norte County, California September 19, 2006 Page 7 We look forward to continuing working with you during design and construction of the restoration measures on Klamath Beach Road. If we can be of further assistance, please call me at Sincerely, SHN Co isulti Roland S. Johnsok C.E.G Project Manager RSJ:Ims Attachments: 1. Scoping Cost Estimate 2. Figures (12) 3. Exploration Boring Logs References Cited C- California Department of Conservation, Division of Mines and Geology. (1987). "Geology Map of California, Weed Sheet (OFR-82-14)." Map scale 1:20,000. NR: Department of Conservation, Division of Mines and Geology. Ristau, D. (1979). "Geologic Map Ship Mountain, 15' Quadrangle," California Department of Forestry, Region 1, Geology Group. Scale 1 = 62,500. \ \Zing\pubs\2006\006024_KlamathBridge\500\ rpt\preliinengr&geostudy-ltr.doc

14 Attachment 1 Scoping Cost Estimate

15 Scoping Cost Estimate Klamath Beach Road Repair Del Norte County Klamath, CA Job No Quantity Unit Price Cost 1 Insurance & Mobilization 10 % $22,325 2 Excavate slide debris, including from water 150 cy $20 $3,000 3 Remove damaaged Bin wall sections 400 Sqft (face) $30 $12,000 3 Remove damaaged Gabion wall sections 180 Sqft (face) $40 $7,200 4 Drill Soldier pile holes 179 if $75.00 $13,425 7 Steel I beam piles placed 400 if $100 $40,000 8 Lagging, precast concrete planks 1,473 sgft $6 $8,838 9 Tieback anchors 22 ea $2, $44, Back fill wall 532 cy $70.00 $37, Filter fabric 500 SY $3.00 $1, CLII Base 55 cy $ $5, AC 2,000 sqft $2.50 $5, Guardrail 130 if $27.00 $3, asphalt cut 55 if $5.00 $ Remove bridge & supports & asphalt 1 ea $10, $10, Re-route power 1 IS $5, $5, Traffic Control 10 % $20, $20, Re-strip road 1,000 if $3 $3, Erosion controll 1 IS $3,500 $3,500 Subtota $245,573 Contingency 15 % $36,836 Additional Engineering. Plans and S ecifications, and Geotechnical Evaluation % $32,000 Construction Management (per FEMA) 3 % $7,367 Phase 2 Subtotal $321,776 G:\2006\006024_Klamath Bridge\500\data\ SHN Consulting Engineers ScopingCostEst.xls 1-1 & Geologists, Inc.

16 Attachment 2 Figures

17 ra f+xa :-xafiae tom: 14(4p6} 4 4d^9 M )IN samwoo n3 a m ^ AM SNOWGNO3 31tS ONLLSIX3 nauraoim avow warms HLW 1?I M dw.unnoa awm 13a ID -009 'YZ0900

18 tl EDGE OE IIMYER OW DATE OF SIR WEST BANK OF KLAMATi RIVER ^e+eaoununuxr^r -' EASY UN WALL S I a a 2 a ii Is 9 I WOTO ARl0EY DATA PRCWDED BY OEL MORTE COUWTY DPW "MONTAI MTUW: A551AED vertr:0. OAYIM A$LIIFy W/SS CF BEAMWGT, U *AIUR DATE w IMULL 9JRKT. IALgOYM DATE OF OED s^: ROAD NOWT C< WAY IOOA11OW UIKWDA0 TWE 1 DATE Oj os ^U- /

19 D' 9z3' -- NEW A/C WITH. BASE COARSE 0 60' WATER LEVEL JANUARY 2006 ESTIMATED GROUND LINE UNDER WATER 0 10 Del Norte County D.P.W. Klamath Beach Road Slide Repair Klamath, California Consulting Engineers & Geologists, Inc. July SECTIONS 1 =10' Section D-D' Option 1 RSP Buttress SHN Figure 2

20 D' 97,3'.,. 0 -, 97' WALL TIEBACK ANCHOR -IMPORTED FREE DRAINING BACK FILL WALL TIEBACK ANCHO REMOVE SLIDE DEBRIS BEHIND WALL --...,_- 71.4' EXISTING GROUND UNDER SLIDE DEBRIS SOLDIER PILE 0 8' 0. C. Consulting Engineers & Geologists, Inc. Del Norte County D.P.W. Klamath Beach Road Slide Repair Klamath, California July 2006 I SECTIONS 60' WATER LEVEL JANUARY 2006 ESTIMATED GROUND LINE UNDER WATER `+_ 1,6 10, Section D-D' Option 2 Soldier Piles SHN Figure 3 0

21 D' 9Z,3' D 97' ELDED WIRE MSE WALL _84 REMOVE SLIDE DEBRIS BEHIND WALL EXISTING GROVN6 8 ' SLIDE DEBRIS EXISTING GROUND UNDER SLIDE DEBRIS 60' WATER LEVEL JANUARY 2006 ESTIMATED GROUND LINE UNDER WATER Consulting Engineers & Geologists, Inc. July 2006 Del Norte County D.P.W. Klamath Beach Road Slide Repair Klamath, California %wmmc-.^0 1"=10' Section D-D' Option 3 MSE Wall & Option 2 SHN I SECTIONS Figure 4

22 8/N WALL B C D E F I GUARDRA /L I RETAININGP W LL I RETAINING WALL i PLANKS GABON BA SKETS r- N Res EXISTING GROUND'.,; CONTOUR. ^1 It' l 1 I I r j k I y i q I r 1 SC ^ ql 1n^ W ^ Y L ^' Y ^ {,. ^11 ^I.1 V., I 1 EXISTING COMPETENT SUB GRAVE : ; SOLDIER PILE WATERS EDGE JANUARY Consulting Engineers & Geologists, Inc. 1=10' Del Norte County D.P.W. Elevation Klamath Beach Road Slide Repair For Option 2 Klamath, California SHN July 2006 I SECTIONS Figure 5

23 a- t a FIf0.1. W. X8OZ45

24 60' WATER LEVEL JANUARY 2006 ES77M4TED GROUND UNE UNDER WATER Del Norte County D.P.W. Klamath Beach Road Slide Repair Klamath, California Consulting Engineers & Geologists, Inc. July 2006 Section A-A' Option 2 Soldier Piles SHN =10' SECTIONS Figure 7

25 B' 97.7' m-- B WALL TIEBACK ANCHOR -IMPORTED FREE DRAINING BACK FILL WALL TIEBACK ANCHOR - '"' I; ' -EXISTING GROUND EXISTING GROUND UNDER SLIDE DEBRIS,,SL /DE DEBRIS 60' WATER LEVEL JANUARY 2006 ESTIMATED GROUND LINE UNDER WATER 1 =10' Del Norte County D.P.W. Section B-B' Klamath Beach Road Slide Repair Option 2 Soldier Piles Klamath, California Consulting Engineers SHN & Geologists, Inc. I July SECTIONS Figure 8

26 97' IMPORTED FREE DRAINING BACK FILL -EXISTING GROUND -,_-~ 71.2' -EXISTING GROUND UNDER SLIDE DEBRIS SLIDE DEBRIS 60' WATER LEVEL JANUARY 2006 ESTIMATED GROUND LINE UNDER WATER =10' Del Norte County D.P.W. Section C-C' Klamath Beach Road Slide Repair Option 2 Soldier Piles Klamath, California SHN Consulting Engineers & Geologists, Inc. July 2006 I SECTIONS Figure 9

27 -NEW A/C WITH BASE COARSE - 97' IMPORTED FREE DRAINING BACK FILL ---STEEL / BEAM PILE EXISTING GROUND ' :SLIDE DEBRIS -EXISTING GROUND UNDER SLIDE DEBRIS ESTIMATED GROUND L/NE UNDER WATER 1 =10' Del Norte County D.P.W. Klamath Beach Road Slide Repair Section E-E' Option 2 Soldier Piles Consulting Engineers Klamath, California SHN & Geologists, Inc. July 2006 I SECTIONS Figure 10 0

28 F 96.5' - 60' WATER LEVEL JANUARY 2006 ESTIMATED GROUND LINE UNDER WATER Del Norte County D.P.W. Section F-F Klamath Beach Road Slide Repair Option 2 Soldier Piles Consulting Engineers Klamath, California SHN & Geologists,Inc. I July SECTIONS Figure 11

29 Approximate Site Location Klamath USOS 15 Quadrangle Sections 10 & 1S. fi 1 3N., R;1 E. ee falb. rang page for explanation Consulting Engineers & Geologists, lno. el Norte County D.P.W. th Beach Road Slide Repair atl California Geologic Map (Rist u, 1979) SHN tttibo24 50O

30 DESCRIPTION QF UNITS ALLUVIVI: relent oconsolldated river deposits of boulders, Qa1 cobbles. gravel, sand, slit and clay: currently being deposited In river and stress channels; defines the ilelt of the 1-2 year flood plate. QUATEANARY MARINE TERRACES : undifferentiated deposits of varlabis age Consisting of poorly consolidated gravels, sand, silt end cloy; often with A boulder - lap deposit at q the lerr.cn /bedrock Interface. QUATERNARY ALLUVIAL TERRACES : older alluvlus in a raised Q. position with respect to recent flood plains : seelstablllzed, t unconsolidated gravels, send, slit and clay. [-BATTERY Fs.: compact but unconsolidated marine terrace deposit b of flee -grained, huff, blue or gray send (weathers yellow) `l and blue-gray clay; pebble tone occur. near base and deposit Interfingers with (and my Include) continental Alluvial gravels. RbeiERVILLE 1..; non-carton -,pad terrace deposit of gravel with.inor amounts of send, slit and clay; Cross - bedded and Q r lent IColor In places ; color. Orange -brown or yellow-brow; generally Poorly consolidated but locally my be cemented. P eookton F..: unconsolidated but locally cemented non-marine to shallow eerie, yellow -orange deposit of gravel, sand, slit and clay. North of Fureka, deposit become fine -grained and appears to Interfinger with Qtc. Tsb CARLOTTA V... generally nonwrlne, massive to lenticular deposit of conglo.erste, sandstone, slltstone and claystem; stone; lower co glomerate section Is fro-work of boulders, cobbles and pebbles of Tager Fa. and Franciscan rocks; carglo.rate Interbedded with nedlum - to Coarse -gralned friable, buff -brow sandstone ; middle and upper conglomerate sections Interbedded with blue -gray (carte-cows) claystem; ash Isyars actor In soar sections. SCOTIA BLUFFS SMIDSTPNEt mostly shallow marine, massive, fine-grained grayish sandstone (boll weathering), with local Inca si ltstane, eodstene and pebbly conglomerate layers ; -setve sandstones not seen In coastal sections; lower sections with.seerous fossils of Morthoscutun bar go..enso, terdlnre eo.kainu., and _Pse 1 ST do rd(^ o aarr- ear a^iaceausslays one Ind trmf'e7pn to npn-.er im deposition. RIO BELL F... msslve, dark pray eudstones (upper section), reetherin9 towlf to Tnight 4raY ao,dto ally with great con centratlons of Pacte caurinus, Securella stalyi and Caedita meekiamw, Fep,Is as 1 a1w occur; fiddle s econ t ae t^rr a{ ternet trap, lenticular, flea-grained sandstone and stone or slltstene ; dlatauceous eudstones and minor fosslliferous conglomerates occur locally; Ivor section camposd of alternating, fine-grained slltstw and poorly sorted. Iight gray, friable to slightly Compact, very fine- grained sandstone with Ivor Pico foraniwlf.r., QTp Twu Tp COASTAL PLAIN SEDIMENTS : Includes Interfingering fluvial grovels, estwrine sands and sllts, and beach sands; my co.- prise nor. than one stratlgraphlc unit. ST. GEORGE for.: eossol ldated, msslve, poorly -bedded and lenticular marine slltstone, shale and claystonel with Irregular lenses of sand, pebbles and carbonized wood; fresh exposures are dull or blue (weathers mottled rust -brown); locally very fosslllferews with bay or lagoon hung. UNDIFFERENTIATED WILDCAT GR0UP. say consist of Cher ssive, marine, fine- grained sandstone, slltston. claystone or conglwrate; MY vary free slightly Indurated to very Friable; flner-grained rocks often dark -pray (weathering to buff or light gray) ; mega and. Ierofosslls locally abundant ; minor amounts of Iimstone. tuff and lignite. PULLEN Fe.t partly dlatpmceous mdstone with local basal sandstone me.bers ; dlateeaceous sw tennis are brittle and hard, weathering to crea.y buff or white. end generally can- abundant diatom, radlolariens and sponge splcules; atale ssociated with the sedlnents are yellow -orange weathering limestone nodules, thin greenish -bran ; glauconltle sandstones and this ash bads ; basal sandstone enober is Iight gray, compact. fine -grained. fairly well sorted and thine westward; Mohnien to Repetto forms occur throughout section. WEAVERVI LLE F..: senleonsol ldated, non-mrlne sandstone, shale and Conglomerate. er Tm Ty Jar EEL RIVER Fe.: a series of tough, massive, dark gray to black.udstones, siltstones and dark green to black p1..- nonltlc. poorly sorted. flm-to mdise-grelned sandstones with.imo, conglomerate lenses; 702 of the formation Is s.rdstene and silestene ; ash layers present in lam sections; fossils of Repette forms. TERTIARY MAINE (UNDIFFERENTIATED): generally PIbcene or nieceme sandstone. sl Itstene, shale and Conglomerate: Met IV moderately owl l-consu"doted. TAGER F.., centslns cell - Indurated, mssiee, nediuo-to finegra ined 9raywache sandstone, Interbedded with conglomerate, slltstene or, soft shale, and Indurated.dstone and siltstone interbedded with blotitlc graywaeke and conglomerate. ikdstone, siltstone and shale coaprlsa E 70% of total unit, sandstone P 25% cad conglomerate E St. Sandstone and siltstone often light -to eodis-pray (weathering mediae-brow o: olive-gray) darkand shorn signs of graded bedding. FISS11. shales are gray or olive-grey. Sam conglomerates with indistinct sandy Iminetlens ; often wl th well -rounded cobbles of red or black chart. volcanic and sedimentary rocks. FRANCISCAN ROCKS : olive-green to gray-green, well-lithlfld (a1 tha,r-1 locally sheared), generally moss, iwly-baddd. vemetanorphosed carts-aiblte-suscovlte, pu.pel lylts. graywacke sandstone and thinly-bedded It ltstene and shale, with liver caglemrate. May contain large bodies of red, peen or rhlte, sell-bedded chart (ch) and occasional boulders of Dreenstew or other volcanics (v), exotic himschist and green set lot. Well-defined sandstone areas (ss) any be prominently jointed wasslve to thin-bedded, mediumpraised grapnecke Intercalated with thin shale bad. Wslldefind shale areas (sh) my be grayish. highly fissile, thl.- eddd shale with ;blow sandstone beds. Discrete Isolated boo lders (a) of variable composition and entent. FRANCISCAN BoCRS, stellar to OH except the graywacke is leosonltrbcarlag ad shows "94 topic cataclast i c evidence of meta.orphlea; the flne-graced sl ltstone has a phyllitic sheen. Cataclastic, lawsonlte-bearing netepraywaeke shown well-develapd Platy Cieavaie. Aragonite is the Cowman carbonate. Chart Is noticeably sheared; volcanic Igneous teeters shorn Only In thin sactl on. MION DISCO Ptplpt diorite with variable mfic or granitic :orates; norsehlstoso, coarse-grained amphibollte where piston contacts Mf It rocks of Jfc or Jr ; schlsts and hornfels whore plutew contacts Jg. ie IMy CAMP GNEISS, weakly-foliated, hornblende-diorite IJ,cj bells; thinly-banded, pray-green, generally fine- grained. L19 WILLOW CREEK PLITI N : light colored, coarse granite, cow posed almost entirely of crushed and altered quartz and feldspae ; age quest tenable. GALICE F.., Interbedded, very floe -to Ccers"ralmd. dark pray to black. phyllitle.etagrsywaeke (weathers sllvergray to tax ). suds tone, and conglomerate. Graded bedding ce.a. Finer-graleed layers altered to slate and phyllltic slate. Coarargralned layers are law grade ssischist. Dikes and silts of mtafelslte (or mtaaorphesed calcareous and 7 ) and gabbro occur...ce F.. t sehists and salschists near major tectonic formational boundaries. J DM,1CE I. : contact mtamerphonm hernfels and fine-grained chimotoite-blotite-chlorl i to schlsts around plutonic Contacts. MICE F..: interbedded pyroclastlc andeslte member. K' 51 Ji TERTIARY INTRUSIVE : Includes shallow hypebyssal plugs and dikes (Eureka Quad.), porphyrltlc anorthoclase trachyte (Clue Lake Wed.) and a eaflc alk.llc dlatram ( Coyote Peak Quad.). CENOZOIC (7) INTRUSIVES : light gray mtafelslte ; hernbl.nderich gabbro ; or swill granite or Martz bodies. UNDIFFERENTIATED CRETACEOUS ( 7) MARINE: rocks apparently of questionable age, previously considered awival.nt to the Coastal Belt (Strand 1962 ) and Central Belt (J.nnings 1977). Sandstone. and stltstones ( 7) near Nuestls Rock (NW area of Alderpolnt Quad.) are variable In composition (mom with a high percentage of serpentine fragments ), and their Iithelogies appear to differ free neighboring rocks of the Coastal Belt. Central Belt and Yager formation. UNDIFFERENTIATED FRANCISCAN (CENTRAL BELT): generally wellindurated,.esslve, dark-gray to green (withering tan to bran-gray) coarse- to fine-grained graywecke sandstone (occasional graded-bedding ), and softer, piety, dark gray shale; with subordinate amounts of red or green chart, conglemeratq PI )law basalt and groenstone, and basic to ultrabasic letrusives which have locally converted the sediment/ intrusive contact Into glaucophaw, chlorite and ac ttno- Iits schist. Includes both 'Lrlangew and more Competent areas. MELAMUE : highly sheared mtrle of massive sandstone (ss) with interbedded stltstone. My also cancels volcanic roebs (v),.udstone, song lomerate or thin.bedded chart (ch). Matrix composes othe melange; Individual rock units only of local entent.11th little strtal centlwlty.. Isolated blocks (a) In the melange Include. graywacke, slitstone, conglomerate, gre.estone, pillw, basalt, basalt, tuff, aggloserate, wartz kerstophyre, chart, several grades of b lueschist, greenschtst, actlmllte schist, tale schist, aephibollte schist, hornblende schist, sheared carbonate rocks, serpentine ad serpentinlted ultrebaslc rocks (we). tack of K-feldspar and metamorphism of clastic sedimentary rocks si m ilar to UP. MELANGE : similar to KJfm except the clastic mtrle and boulders show negascoplc effects of increased metamorphic grade. IRONSIDE MTN. BATNOLITNt e,edlue-to coarse grained quartz diorite, variable In gebbrolc composition. TOLE CREEK GRANITE COMPLEX: dominantly soda granite but I ncludes arms of bunnt a de grani tic and qartz u feldspar Jte porphyry dikes In eafle volcanic rocks and My include sod. rhyullte. Tests,. cne. only eataciastie, with mineral grains crushed and strained; rocks generally decomposed and poorly exposed ; areas usually of light -colored salt. DEAR WALLOW DIORITE COMPLEX..edlue-grained plutonic rocks idl ranging In co mposition chiefly frm hernblende diorite to biotlte -hornblende-wartx diorite; Includes Inca gabbro. 1j P9 GLEN REEK GA ULTIUMAFIC COMPLEX; chiefly medlar grained to pegmtltlc gabbro or hornblende, with serpentlnited perldotlte (pd where divided). UNDIFFERENTIATED JURASSIC ROCKS: rocks that include the bat ice F.. and the Rogue (T) Fe. UNDIFFERENTIATED 6AIBR6 : gabbro and dark diorltic rocks; Chiefly Nasozolc. ROGUE Pm.: mfic to intermediate, greenish-gray volcanic Flows wet l-banded light gray to tan phylllt( c andeslte tuffs (which occasionally contain stringers of chart siliceous arglllite) Mssive non-banded mtavolcaniclestles with accaslonei phyllltle Ilmstne, pods and lenses. Rocks bane been mta-.orpbosad to greenschlst faeles; highly color ltle and altered to greenstone. Sam agglamerates and volcanic conglomerates my be questionably equivalent.

31 Attachment 3 Exploration Boring Logs

32 Consulting Engineers & Geologists, Inc. 812 West Wabash, Eureka, CA ph. (707) PROJECT: Klamath Beach Road Slide Repair JOB NUMBER : LOCATION : Klamath, CA DATE DRILLED: 3/14/06-3/17/06 GROUND SURFACE ELEVATION: -- EXCAVATION METHOD : Truck Mounted CME 75 LOGGED BY: SMB TOTAL DEPTH OF BORING: 50.5 feet SAMPLER TYPE: 2.5" I.D. Modified California Split Barrel fax. (707) BORING NUMBER BH-1 BLOW COUNTS DEPTH 1W (FT) y m 0 M Lu DESCRIPTION w 0 --l 0 W (Soil:USCS) 0 W (Bedrock :Bureau of Reclamation Standards) w 3 REMARKS r Fill primarily consisting of GRAVEL, fine to medium, sandy, O-:D loose to medium dense, gray. gi p. ^p- Q-:L2r 0 0_ Class II aggregate base 9 G0' f D. 1 p. 1 p. O0G Q-:Q I D-:Q- O.oG 1 10 Qr.: D0_ D..- D-oQ- 2 G0G D. :0- Op0 Q=:Q- Opo0 'r Q-:Q- 00 o Material heaving into -:Q- G^- boring Or:Qr c D- Logged at sample 17 Q off' -: Q locations only below this - p0 depth GAG The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time. FIELD LOG Page Number 1 of 4

33 Consulting Engineers & Geologists, Inc. 812 West Wabash, Eureka, CA ph. (707) PROJECT : Klamath Beach Road Slide Repair JOB NUMBER : LOCATION: Klamath, CA DATE DRILLED : 3/14/06-3/17/06 GROUND SURFACE ELEVATION: -- EXCAVATION METHOD : Truck Mounted CME 75 LOGGED BY: SMB TOTAL DEPTH OF BORING: 50.5 feet SAMPLER TYPE: 2.5" I.D. Modified California Split Barrel fax. (707) BORING NUMBER BH-1 BLOW COUNTS w DEPTH (FT) W > DESCRIPTION J w (Soil:USCS) 0 (Bedrock: Bureau of Reclamation Standards) a U p REMARKS METASANDSTONE, moderately weathered, hard, moderately Thin clay fillings bedded, intensely fractured with very close spacing, gray, remodels to SAND, fine to coarse, slightly clayey to clayey, medium dense, gray (SC). METASILTSTONE, decomposed to very intensely weathered, soft, very intensely fractured with very close spacing, black, remodels to SAND, fine to coarse, clayey, soft, black (SC- - CL). METASANDSTONE, moderately weathered, very hard, massive, intensely fractured (very clayey), gray. METASILTSTONE, moderately weathered to decomposed, soft to hard, massive, intensely fractured with very close spacing, some remodels to GRAVEL, fine, medium to coarse sandy, clayey, soft to medium stiff, dark gray (SC-CL) /5" METASILTSTONE, intensely weathered, moderately hard, massive, very intensely fractured with very close spacing, dark gray, intermixed with CLAY, fine gravelly, fine to coarse slightly sandy, medium stiff, dark gray (CL-SC). Thin day fillings r /5" /5" METASILTSTONE, decomposed, moderately hard, massive, very Intensely fractured with close to very close spacing, dark gray, intermixed with GRAVEL, fine, fine to coarse sandy, clayey, dense, dark gray to dark yellowish brown (GC) /2" 41 CL CLAY, fine gravelly, medium to coarse sandy, very stiff to hard, bluish gray to yellowish brown. vgo Decomposed shear zone I CL-CH f /3" 100 CLAY, fine slightly gravelly, medium slightly sandy, very stiff to hard, bluish gray. METASANDSTONE, fresh, extremely hard, massive, slightly fractured with close spacing, dark gray. ^ /1" 0 The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions FIELD may LOG differ at other Page Number 2 of 4 locations and with the passage of time.

34 Consulting Engineers & Geologists, Inc. 812 West Wabash, Eureka, CA ph. (707) fax. (707) PROJECT: Klamath Beach Road Slide Repair JOB NUMBER : LOCATION: Klamath, CA DATE DRILLED : 3/14/06-3/17/06 GROUND SURFACE ELEVATION: -- EXCAVATION METHOD: Truck Mounted CME 75 LOGGED BY: SMB TOTAL DEPTH OF BORING: 50.5 feet SAMPLER TYPE: 2.5" I.D. Modified California Split Barrel BORING NUMBER BH-1 BLOW COUNTS } z DEPTH I W DESCRIPTION WJ 2 2 (F I) N OU lw. (Soil:USCS) 0 REMARKS 2 C0 (Bedrock:Bureau of Reclamation Standards) a ' r " Fluid rotary Wire line core Metasiltstone washed out I METASANDSTONE, fresh to slightly weathered, very hard, : Very thin to thin clay massive, moderately to intensely fractured with close to very fillings close spacing, gray 'r METASANDSTONE, fresh, very to extremely hard, massive, : Metasiltstone inclusions slightly to moderately fractured with moderate spacing, gray I METASANDSTONE, fresh, very hard, massive, moderately : Trace amounts of fractured with close to moderate spacing, gray. metasiltone The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions FIELD may LOG differ at other Page Number 3 of 4 locations and with the passage of time.

35 Consulting Engineers & Geologists, Inc. 812 West Wabash, Eureka, CA ph. (707) fax. (707) PROJECT: Klamath Beach Road Slide Repair JOB NUMBER: LOCATION : Klamath, CA DATE DRILLED: 3/14/06-3/17/06 GROUND SURFACE ELEVATION: - EXCAVATION METHOD : Truck Mounted CME 75 LOGGED BY: SMB TOTAL DEPTH OF BORING : 50.5 feet SAMPLER TYPE: 2.5" I.D. Modified California Split Barrel BORING NUMBER BH-1 BLOW COUNTS m } DEPTH = DESCRIPTION W (FT) 0 (Soil:USCS) w Q 55 0 IT W g (Bedrock:Bureau of Reclamation Standards) p. 8 o REMARKS Very thin clay fillings F METASANDSTONE, fresh, very hard, massive, moderately to intensely fractured with close to very close spacing, gray. Quartz veins present Very thin clay fillings METASANDSTONE, fresh, very to extremely hard, massive, intensely to very intensely fractured with moderate to close spacing, gray 'r CHERT, fresh, very hard, laminated, Intense to very intensely fractured with very close spacing, black. Bottom of boring at 50.5 feet The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions FIELD may LOG differ at other Page Number 4 of 4 locations and with the passage of time.