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HomeMy WebLinkAboutChuniisax Creek Design Report 2010Design Report to AEA Chuniisax Creek Hydroelectric Project EDA Award #07-01-06108 March 26, 201 0 Final Design Package Table of Contents Section 0 PolarConsult Design Report Appendix A PolarConsult Hydrology Report Appendix B PolarConsult Geotechnical Report Appendix C PolarConsult Structural Calculations Appendix D PolarConsult Drawings Tab 1 0 Implementation of Permit Conditions Tab 1 USFWS Tab2 ADF&G Tab3 reserved for FERC Tab4 Dam Safety TabS COE Tab 6 Water Rights Tab 7 SHPO Tab 8 Marsh Creek Construction Manager Tab 9 Mobley 2006 Atka Water and Sewer Improvements: Archaeological Survey Tab unmarked Mobley 2005 Atka Village Hydroelectric Project, Atka Island, Aleutian Islands, Alaska : 2005 Archaeological Survey & Monitoring (Interim Report) Design Report to AEA Chuniisax Creek Hydroelectric Project EDA Award #07-01-06108 March 26, 201 0 Final Design Package Table of Contents Section 0 PolarConsult Design Report Appendix A PolarConsult Hydrology Report Appendix B PolarConsult Geotechnical Report Appendix C PolarConsult Structural Calculations Appendix D PolarConsult Drawings Tab l 0 Implementation of Permit Conditions Tab l USFWS Tab 2 ADF&G Tab 3 reserved for FERC Tab 4 Dam Safety Tab 5 COE Tab 6 Water Rights Tab 7 SHPO Tab 8 Marsh Creek Construction Manager Tab 9 Mobley 2006 Atka Water and Sewer Improvements: Archaeological Survey Tab unmarked Mobley 2005 Atka Village Hydroelectric Project, Atka Island, Aleutian Islands, Alaska: 2005 Archaeological Survey & Monitoring {Interim Report) Design Report Chuniisax Creek Hydroelectric Project Atka, Alaska EDA AWARD# 07-01-06108 Prepared for: City of Atka 750 W. Dimond, Suite 202 Anchorage, Alaska 99511 Prepared by: Polarconsult Alaska, Inc. 1503 West 33rd Ave, Suite 310 Anchorage, Alaska 99503 March 26,2010 Atka Chuniisax Creek Hydroelectric Project Design Report March 2010 Table of Contents 1 Project .................. : ............................................................................................................ 1 2 Project Hydrology ............................................................................................................. 1 3 Hydroelectric Power Plant Turbine .................................................................................. 1 4 Geotechnical Properties .................................................................................................... 1 5 Seismic Loading ................................................................................................................ 2 6 Design Load Combinations ............................................................................................... 2 7 Design Safety Factors ....................................................................................................... 2 8 Dam Stability .................................................................................................................... 3 9 Seepage and Permeability ................................................................................................. 3 1 0 Proposed Dam Data ...................................................................................................... 3 11 Construction Material Properties .................................................................................. 3 12 Construction Recommendations ................................................................................... 4 Appendix A Appendix B Appendix C AppendixD Hydrology Report Geotechnical Report Dam Structural Calculations Construction Drawings Atka Chuniisax Creek Hydroelectric Project March 26,2010 1 PROJECT Design Report This project is for the design and construction of a new hydroelectric power supply on Chuniisax Creek for the community of Atka, Alaska. Construction of a new dam on Chuniisax Creek is required to divert water into a new penstock to supply water under pressure to the hydroelectric turbine in the powerhouse. This design report contains the site investigation, analysis and development of project design criteria, and final design for the new Dam for the Chuniisax Creek Hydroelectric Project. 2 PROJECT HYDROLOGY A hydrologic analysis was completed to determine estimated flood flows in the project drainage basin. Analysis was completed in accordance with recommendations from Department of Natural Resources (DNR) Dam Safety Division. Basin area was determined through use of available aerial mapping information for the area. Storage and area versus depth curve is included in the hydrology report. A copy of the hydrology report is included in Appendix A. Drainage Basin Area: Annual Rainfall: Average Creek Flow: Design flood flow: 3.85 square miles 61.5 inches 29.46 cfs 654 cfs 1 00 year recurrence 3 HYDROELECTRIC POWER PLANT TURBINE Project is designed for an Ossberger cross flow turbine and generator. Information on water flow rate versus power output was obtained from the manufacturer. Peak Turbine Flow: Average Turbine Flow: Plant Gross Head: 37.1 cfs 18.27 cfs 118.2 feet 284kWpeak 140 kW average load with Fish Plant 4 GEOTECHNICAL PROPERTIES A geotechnical site investigation of the site was completed to determine elevation of existing rock surface and allowable design strength. Test holes were drilled to determine surface elevation of rock where covered with overburden. A topographic survey of test holes and existing round was completed to create a 3-d surface of the rock and overburden. Allowable rock strength was determined in accordance with Corp of Engineers, Engineering Manual "(EM) 1110-2-2908, Rock Foundations", and International Building Code "(IBC) Chapter 18, Foundation Design". The more conservative IBC allowable strength value was used for design. A copy of the geotechnical report is included in Appendix B. Material: Andesite Bearing Capacity: 12 ksf (IBC Table 1804.2)(EM1110-1-2908 = 31 ksf) Page 1 of2 Atka Chuniisax Creek Hydroelectric Project Design Report 2010 5 SEISMIC LOADING Seismic loading for the design of the darn was determined using procedures identified in the Corp of Engineers "EM 1110-2-2100, Stability Analysis of Concrete Structures". A Copy of the structural design calculations is included in Appendix C. Base Acceleration: 1.0 g (EMlll0-2-21 00 (4.1)) (USGS 2007 Seismic Hazard Maps 0.3s) 6 DESIGN LOAD COMBINATIONS Load combinations utilized in the structural design of the darn are identified, "EM 111 0- 2-2100, Stability Analysis of Concrete Structures". Load combinations with visibly less load to the structure were not analyzed. A Copy of the structural design calculations is included in Appendix C. Case I Usual Loading Combination, Normal Operation Condition Case II Unusual Loading Combination, Flood Discharge (Load Case 2) (Load Case 3) (Load Case 3b) (Load Case 6) Case IIA -Unusual Loading Combination Ice Case III -Extreme Loading Combination Case I + Earthquake Load 7 DESIGN SAFETY FACTORS Design of the darn was completed in accordance with procedures and safety factors identified in the Corp of Engineers, "EM 1110-2-2104, Strength Design for Reinforced- Concrete Hydraulic Structures". A Copy of the structural design calculations is included in Appendix C. Sheer Reinforcement: Load Factor Design: Seismic Design: Sliding: Vs > (Vuh-1.3q>Vc)/<j> (3.1) Vuh""' factored ultimate sheer force for hydraulic structure V s ""' Steel Shear capacity V c = Concrete Shear Capacity Uh Hf(1.4DL + 1.7 LL) (3.6)(Modified ACI) Fluid pressure is considered a LL with l. 7 load factor Hf= 1.3 Hydraulic Factor for all Members except Tension Hf= 1.65 Hydraulic Factor for Tension Members Uh = factored ultimate load for hydraulic structure Uh=0.75[ Hf(1.4(DL+LL)+l.5E)] (3.10) Std ground motion analysis Uh = factored ultimate seismic load for hydraulic structure 2.0 Usual 1.7 Unusual (Low Hazard Potential Darn) (Table 3-2) Page 2 of2 Atka Chuniisax Creek Hydroelectric Project Design Report March 2010 8 DAMSTABILITY Dam stability was analyzed in accordance with EM 1110-2-2100, Stability Analysis of Concrete Structures and found to be stable under flood, seismic and normal operating conditions. A copy ofthe structural design calculations is included in Appendix C. 9 SEEPAGE AND PERMEABILITY Dam is constructed of steel and reinforced concrete and founded on competent Andesite rock of limited permeability. Very limited seepage and permeability of the structure is anticipated due to materials. Seepage impacts should be limited to economic loss of stored water for use in power production and no structural impact to the proposed dam. A copy ofthe structural design calculations is included in Appendix C. 10 PROPOSEDDAMDATA Proposed dam is a reinforced concrete vertical wall buttress dam with downstream steel supports founded on rock. Dam features are fully detailed and specified in construction drawing Sheets D-1 through D-6. Spillway Elevation: Wingwall Elevation: Overall Dam Width: Dam Spillway Width: Concrete Dam Thickness: Max Wingwall Height: Normal Operating Elevation: 1 00 year Flood Elevation: Reservoir Storage Volume: 169.0 feet 173.0 feet 85.5 feet 53.4 feet 1.0 feet 12.64 feet (height above bedrock) 169.15 feet 171.34 feet (169.15 + 2.19) 73.8 acre feet (Existing Lake Elev to Operating Elev) 11 CONSTRUCTION MATERIAL PROPERTIES Proposed dam material specifications are included on construction drawing Sheet D-6. Concrete: Steel Shapes: Steel Pipe: Steel Coating: Rebar: Rebar Coating: Rock Anchors: Anchor Coating: Rock Anchor Grout: 4,000 psi 52 ksi 35 ksi Hot Dipped Galvanized 60 ksi Epoxy Coated 50ksi min. Grout passivated: Non-Shrink, Cement Page 3 of2 Atka Chuniisax Creek Hydroelectric Project March 26,2010 12 CONSTRUCTION RECOMMENDATIONS Design Report 1. Recommend overburden be removed from entire dam site to expose the existing rock surface prior to starting construction of dam strip footing. The contractor will be tasked with limiting erosion during this activity in accordance with their approved SWPP. 2. Strip footing will most likely need to be excavated using a hydraulic hammer. 3. Diversion of the creek will be done using methods selected by the contractor and approved by the engineer. The diversion can be done by constructing a dike to dry out the right bank to allow construction of the right half of the dam including the intake and bypass sections, and the right abutment prior to construction of the balance of the dam. Diversion dike construction may consist of earth or fabricated supports and plywood backing covered with a dike liner material secured with sand bags or by utilizing a manufactured three water filled tube fabric diversion dike that is on site. Bypass berm can be relocated to direct flow into the finished bypass gate to dry out the left abutment for construction. The dam bypass gate is designed for 80 cfs flow. Construction during the summer when lowest seasonal flows occur is recommended. Calculations of water depths through the open section are provided by the graph to the right. The average annual flow in the creek is 30 cfs, or less than 1 foot deep. The 2-year recurrence storm event is estimated at 230 cfs, or 2 feet deep. . Recommend construction of a minimum 4-foot tall bypass structure to limit construction delays. Bypass Creek Flow Curve ~ 250 t--~~--~--~..-::;;._.,.....-......_:.--:1 i 200 t-: __;_.;__.,~--~r:....:......--~..__~ j,ro r-------...;_.,_~~~--7-~~__;_-4 b,oo r------.~---~__;_--------:1 ro 0.5 1.5 2 2.5 3 3.5 A water diversion plan needs to be prepared by the contractor prior to construction. The plan needs to be submittal to the engineer for review prior to construction. 4. After strip footing excavation and prior to reinforcement and concrete placement final inspection of the rock formation will be made by the design engineer to ensure design requirements are met. Engineer will identify any rock deformities and determine if remediation of any type is required in the exposed rock formation. 5. Rock anchors will be tested in accordance with manufacturer's recommendations to ensure they will meet the specified design loads. Page4 of2 Atka Chuniisax Creek Hydroelectric Project March 26,2010 Appendix A -Hydrology Report Design Report Hydrology Report Chuniisax Creek Hydroelectric Project Atka, Alaska February 10, 2010 1.0 Purpose .......................................................................................................................... 1 2.0 Previous Hydrologic Studies ......................................................................................... 1 3.0 Drainage Basin .............................................................................................................. 1 4.0 Precipitation Data .......................................................................................................... 2 5.0 Stream flow ................................................................................................................... 2 5.1 Probable Maximum Flood ........................................................................................ 3 5.2 Reservoir Volume ..................................................................................................... 3 6.0 Dam Break .................................................................................................................... 5 Appendix A -Brailey Hydrologic Consultants Report Appendix B -Chuniisax Creek Drainage Basing, Plan and Profile, and Creek Sections Prepared By: Polarconsult Alaska Inc. 1503 West 33rd Ave, Suite 310 Anchorage Alaska, Inc. Atka Chuniisax Creek Hydroelectric Project Hydrology Report 1 2010 1.0 PURPOSE The purpose of this report is to determine the estimated stream flow and probable maximum flood (PMF) for Chuniisax Creek for design of the new hydroelectric project A number of previous reports have been conducted to assess the hydrology of the Chuniisax drainage basin and gauge the flow in the creek. No new on-site data collection was conducted for this report. 2.0 PREVIOUS HYDROLOGIC STUDIES Nortec, Alaska Energy Authority, Alaska Department of Natural Resources (DNR), and Polarconsult have performed previous hydrology studies. Nortec performed a feasibility study for hydropower at Atka for the Alaska Power Authority. A depth recorder was installed and numerous in-stream measurements of stream flow were made to develop a rating curve for the creek. A rain gauge was installed to record daily precipitation from December 1982 through November 1983. The rating curve was used with the level measurements to develop a hydro-graph for the stream. Measured data extends from May 10, 1983 through November 24, 1983. Data was missing from December 1982 through April 1983 due to a frozen level gauge. Nortec estimated stream flow for this period in their report. DNR installed a level recorder in September 1989 and left it in place collecting data for two years. Data is missing or invalid from January 22, 1991 to June 10, 1991 due to a flood that washed away the pressure transducer. Polarconsult installed a level recorder in the same location used by Nortec on May 25, 1995. Two instream flow measurements were taken on November 15, 1995 and November 4, 1996. An average of these two values was used to linearly scale depth values from the recorder to obtain flow values. 3.0 DRAII'IAGE BASIN Topographic data from the Shuttle Radar Topography Mission (SRTM) was obtained for the drainage basin. A 3-d model of the drainage basin was created and the contributing drainage area mapped. The Chuniisax Creek drainage basin is 3.85 square miles. The actual size of the drainage basin is significantly different than the estimated size used in prior reports. Nortec estimated the basin size at 9 square miles, DNR estimated the basin size at 5.0 square miles and Polarconsult used the average of 7.0 square miles. Prior estimates of flood flow were based on scaling flood flows from other drainages based on basin size. The basin is a maritime tundra covered with predominantly coastal species of moss, lichen, grass, sedges, and low lying tundra shrubs. A complete listing of vegetation types is included in the Nortec report. Soils on Atka are a typical central Aleutian formation arranged toposequentially from thick raw fibrous peat in low poorly drained areas, to thinner sequences of very highly decomposed organic material and volcanic ash on better drained steep slopes. Areas of exposed rock are present in the drainage basin. A 0.2 square mile lake and a number of ponds and creeks are present in the basin. Drainage ranges from poor to very poor in old lakebeds and depressions to moderately well drained on medium slopes to poorly to moderately drained on steep slopes. Page 1 Atka Chuniisax Creek Hydroelectric Project 4.0 PRECIPITATION DATA Hydrology Report February 10, 2010 Daily precipitation data has been collected in Atka on a limited basis including US Army during 1949, Nortec in 1984 and Department ofNatural Resources from 1989 through 1991. Longer-term daily precipitation data has been collected at Adak from 1949 through 1996. Source Date Daily Precipitation Peaks Annual Precipitation USGS Adak 12113/1955 5.49 inches 88.92" 1955 USGS Adak 05/2211954 4.85 inches 90.64" 1954 USGS Adak 61.5" average Nortec Atka 12/18/1982 1.93 inches USGS Atka 09/1911995 2.16 inches Historic Precipitation Remrds 5.00 1------l-------.,--------~ -Adak Precipitation Records ... ~ l 3.00 l .s 0.00 ~ .,., ~ .,., ~ = = ~ .,., = = ~ ~ .,., ~ = ~ ~ .,., ~ = ~ .,., .,., .,., .,., = = = ~ ~ ~ "" "" "" "" = = = = = = = = = = = = = = = = = = = = = = = = .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. .::::. £-£-£-£-£-£-£-£-£-£-£-£-£-£-£-£-£-£-£-£-£-£-£-£- 5.0 STREAMFLOW Stream flow gauging consists of two sets of 13 months of continuous recording. Maximum- gauged flow events during gauging periods were: Source Date Peak Measured Flow Daily Precipitation Nortec 09/30/1984 184 cfs 1.28" USGS 08/16/1994 388 cfs 2.14" USGS 09/19/1995 259 cfs 2.16" Gaugmg of Moffitt and Sweeper Creeks in Adak was done during some of the same period by USGS. Measured streamflow data from the drainages in cubic feet per second (cfs) and daily precipitation recorded in inches is shown below. Page2 > .. 'a ...... Atka Chuniisax Creek Hydroelectric Project Hydrology Report February 10,2010 12o ~.----------------------------------.------.,--------.---------, 1()()~1---f Sweeper Creek (US ,_S) -Moffitt Creek USGS Adak Precip -Chunnisa x Creek = .c 80 1--- u ! c 0 i ~ 60 1--11---,------ 1:1. ~ A. ~ 40 ~ iL 0 -1----__._.~ ............... 9,6/1989 9,6/1992 9,6/1995 5.1 Probable Maximum Flood Brailey Hydrologic Consultants was retained to conduct an analysis of the available precipitation and streamflow information in the previous reports and to determine the 100- year design flood for the project basin. Their report is attached for reference and utilized a number of methods to determine the design flood. Method and results of the analysis are: 1. Rational Method: 371 cfs 2. USGS Regression Equations: 654 cfs 3. USGS Gauged Peak Flows adjusted for maximum Adak precipitation event: 695 cfs Their report recommends use of the USGS Regression Equation flow estimates for use in project design as the most valid and supported in part by the available measured peak flow data. 5.2 Reservoir Volume Topographic data for the reservoir and dam site was generated from a Photogramatic survey of the site completed by Aeromap in 2006, and a RTK topographic survey ofthe area by Polarconsult in 2009. A three dimensional surface of the existing ground topography was created in Land Desktop to calculate reservoir volumes. Average Operating Depth: Operating water surface elevation is a function of available streamflow minus water required to produce electrical demand. The historical average electrical load for Atka is 65 kW. The newly constructed Atka Pride Seafood's Plant adds 150 kW peak load and 75 kW average electrical load to the community system. The average electrical load for the community is now at 140 kW. The hydroelectric project is installing a load bank to supply electric space heat to community buildings when excess water is available. The water flow rate required to supply the community 140 kW average electrical Page3 -.~ GJ -I,L Ul cu GJ '-'-u u< <--ftl cu cu E "' ::I <-0 > Atka Chuniisax Creek Hydroelectric Project Hydrology Report February 10,2010 demand from the hydroelectric plant is 18.3 cfs based on Turbine manufacturers submittal data. The average of all stream flow records is 29.5 cfs. Subtracting the flow required for historic power production leaves 11 .2 cfs for the average normal flow over the spillway without use of the load bank. The load bank will utilize any excess available water to provide space heat to community buildings. The proposed control sequence will be to limit space heat supply to keep the reservoir elevation at 6 inches below the spillway. The formulae for height of water over the spillway is (Q I Cw x W) "0.67. Water level over the spillway during normal operating conditions without space heat would be 0.15 feet with 11.22 cfs bypass. Water level with the 654 cfs 100-year design flood would be 2.2 feet. During operation of the hydroelectric plant, low water limit will be set at 1.5 times the pipe diameter over the top of the penstock. The 3.75 feet of water over the penstock will limit the development of vortexes and inlet of air into the penstock. Water surface elevations are as follows: Existing Lake: Spillway: Normal Operating Water Surface: Normal Operating Water Surface: Low Water Operation Limit: Flood Water Elevation: 161.60 feet 169.00 feet 168.50 feet 169.15 feet 165 .09 feet 171 .27 feet 171.70 feet (with electric space heat) (without electric space heat) ( 100 year flood, 654 cfs) (500 year flood, 839 cfs) A three dimensional surface was created for the normal operating water surface. Land Desktop was used to calculate the water storage volume at different water elevations. Operational storage is 37.5 acre-feet between low water cut out elevation, 165.09 feet, and normal average operating water elevation, 169.15 feet. A total of75.4 acre-feet is stored behind the dam between the normal operating height of 169.15 feet and the existing lake elevation of 161.60 feet. (Storage Volume revised March 26, 2010) Chuniisax Creek Reservoir Area & Storage Volume 120.0 Surface Area (acres) 100.0 ~ ----·Storage Volume (acre feet) , .. -. .. 80.0 ,.,., . _ ... - 60.0 _, ....... 40.0 .. • -. .. .. . -,_.,. .. 20.0 .. .. -.. 0.0 _ ... - 161 163 165 167 169 1 71 Surface Elevation Page4 Atka Chuniisax Creek Hydroelectric Project 6.0 DAMBREAK Hydrology Report February 10, 2010 The following qualitative dam break analysis has been completed to assess possible impact to owner facilities or pink salmon habitat in Chuniisax Creek below falls # 1. The proposed dam is a 9 feet 2 inch tall concrete vertical wall buttress dam constructed within Chuniisax Creek with a spillway elevation of 169.00 feet. Water level over the spillway during the 654 cfs 100 year flood would be 2.2 feet at elevation 171.27 feet. A possible dam break would consist of 2 panels failed in the buttress dam leaving a 20-foot wide gap in the dam to discharge water stored in the reservoir. (revised) Chuniisax Creek profile was generated from Lidar topography from the dam to the Ocean outlet. Chuniisax Creek plan and profile are shown on drawing H1 attached. Four cross sections of Chuniisax Creek were generated from Aeromap 2006 Lidar topography. Sections are at the proposed dam, at the powerhouse, at the base of falls # 1, and at the outlet of the creek into the ocean. Cross sections are shown on drawings H2 and H3 attached. Flow at the proposed dam was calculated using a standard weir equation for discharge over a rectangular weir without end contractions. Q = Cw L h "(3/2) Cw is the coefficient characteristic of flow conditions over the weir. A value of 3.85 was used for this analysis. L is the width of the weir, and h is the height of water over the weir. During possible dam break scenario, water flow through the 20-foot wide breach was calculated using the weir formula at 1 ,879 cfs. Pond attenuation of the flood flow was not used for this analysis. Flow at the creek cross sections were calculated using the Manning Formulae for open channel flow. V = (1.49/n) x R"2/3 x S "112. Roughness coefficient, n = 0.35, was used for this analysis. Hydraulic Radius R is the cross sectional area divided by the wetted perimeter. Channel slope S, was taken from the creek centerline profile at each section. Flow is equal to the cross sectional area multiplied by the flow rate. Curves of flow and mean velocity were determined for each cross section and are shown on the attached drawings H2 and H3 based on constant rate flow and no attenuation within the creek. Page 5 The Chuniisax Creek bed consists of weathered rock from the creek banks. Material is predominantly 6 inch minus with boulders and exposed rock faces. Boulders up to 6-foot diameter are common in the upper sections of the creek. Boulders up to 18 inches are present in the lower section of the creek shown in the photo on the following page. Attenuation of dam break and flood flow in the creek cross section \\aS not used for this analysis. Atka Chuniisax Creek Hydroelectric Project Hydrology Report February 10, 2010 Two sections were analyzed in the lower section of Chuniisax Creek below the first set of waterfalls that support Pink Salmon. Photo below shows this lower section of the Creek. Water depth and velocities at 2-year and 100-year recurrence intervals, and dam break initial flood wave were reviewed for possible impacts. Section 3 is common to the first 250 feet of the lower section. Creek in this area is about 40 feet wide with 1 to l grass covered side slopes. An increase in water depth of up to 4.9 feet over the 100-year flood height can be anticipated during a dam break event. Water velocity at the streambed is lower with the dam break wave than during flood flow. (revised) Section 4 is common to the remaining 300 feet of creek. Creek in this section is about 40 feet wide up to 5 feet deep, then widens into a grassy plain. Water level during a dam break event would spread out into the grassy plain and limit water elevation to less than 0.8 foot over the 100-year floodwater elevation. Water velocities calculated for the dam break scenario without attenuation of flow are less than 1 0 feet per second in the lower section of the Creek. Water depth increases were calculated as less than 4.9 feet over the 100-year flood flow. At this velocity and increase in water depth, erosion of the grassy banks and the rock streambed are not anticipated. (revised) Results of this qualitative review show there are no probable adverse impacts to the creek and adadromous fish habitat and further analysis is not warranted. Dam should be designed to Class II hazard requirements to limit possible impact to the power plant equipment. Dam should be designated as a Class III hazard classification. (revised) Certified by: Date: Company: Phone: Michael D. Dahl, PE March 26, 2010 (revised) Polarconsult Alaska, Inc. 258-2420 Page 6 Appendix A Brailey Hydrologic Consultants Hydrology Report Brailey Hydrologic Consultants Polarconsult Alaska, Inc. 1503 W. 33n1 Avenue, Suite 310 Anchorage, Alaska 99503 Attn: Mr. Mike Dahl, P.E. 3527 North Point Drive Anchorage, AK 99502 907-248-0058 phone February 1, 2010 Subject: Design flood estimates for Omniisax Creek near Atka, Alaska Dear Mike: At your request, I compared 100-year peak flow estimates generated using the Rational Method (Mulvaney 1851) and USGS regression equations (Curran et aL 2006) with measured peak flow data for Chuniisax Creek near Atka, Alaska. Results suggest that the USGS regression equations are more appropriate, even though annual precipitation at Atka is below the applicable range. Using temperature and precipitation data from Atka, the USGS regression equations yield a 100-year flood estimate of 654 cubic feet per second (cfs). This is a rough estimate, with a 90-percent prediction interval ranging from 329 to 1,300 cfs. However, the USGS result is consistent with simple scaling of a September 19, 1995 peak flow measurement using the ratio of measured precipitation to a 100-year rainfall event. Another slightly higher peak flow measurement (August 16, 1994) was not used because daily precipitation records indicate significantly higher rainfall on the previous day. Following are discussions of peak flow estimates generated using the Rational Method and the USGS regression equations. Rational Method. The Rational Method is commonly used to estimate peak flows for small watersheds. This method is based on a number of simplifying assumptions, the least valid of which is that precipitation is uniform across the entire basin. There is no single accepted basin size limit for which the uniform precipitation assumption holds true, but the assumption becomes less valid with increasing basin size. Connecticut and Virginia define the Rational Method as applicable to basins smaller than 200 acres. The rational formula is expressed as follows: where: Q c I A Q = 0.00278 C I A (1) peak discharge, m3/s runoff coefficient, dimensionless average rainfall intensity, mm/hr basin area, hectares Mr. Mike Dahl, P.E. February 1, 2010 Page2 The empirical runoff coefficient C can be detennined from published values or by analysis of rainfall-runoff data. A recent USGS study of the Rational Method found the use of published values to be more conservative (Hayes and Young 2005). Published runoff coefficients for shallow, grass-covered soils on slopes greater than 6 percent overlying impervious substrates range as high as 0.50 (McCuen 2005). Including a frequency factor for storm-recurrence intervals greater than 25 years, a runoff coefficient of 0.62 was used in this analysis. Rainfall intensity for a 100-year, 24-hour storm was determined by extreme value analysis of the top 30 24-hour rainfall events in the 46-year precipitation record for Adak. The extreme value for a period of n years can be calculated via (Pennsylvania 2010): where: X VF p x vr-p1n(-1n[ n~l]) = extreme value average value-0577 p 0.780" standard deviation (2) Using equation (2), the 100-year, 24-hour rainfall event for Adak is 5.80 inches. Using the mapped basin area of 3.84 square miles, the Rational Method peak flow for a 100- year, 24-hour rainfall event is 371 cfs. This is lower than the measured peak flow of 388 cfs August 16, 1994, when only 0.64 inches of rain was recorded in Adak. Although Adak received significantly higher rainfall on the preceding day (1.49 inches), the storm total was well below the 100-year, 24-hour value (5.80 inches). As a result, the Rational Method appears inappropriate for design flood determination in the Chuniisax Creek watershed. USGS Reuession Equations. The U.S. Geological Survey has developed a series of regional regression equations for estimating peak flows in ungaged streams in Alaska (Curran et al. 2006). The State was divided into seven hydrologically distinct streamflow analysis regions, in which peak flows were regressed against independent variables including basin area, precipitation, area of lakes and ponds, and mean minimum January temperature. Atka falls within streamflow analysis Region 3, which was grouped with together with Region 1 (Southeast Alaska) for peak flow analysis based on evaluation of regression residuals. Peak flows for Regions 1 and 3 were found to dependent on basin area, mean annual precipitation, the area of lakes and ponds, and the mean January minimum temperature. Values for these variables were determined from local topographic data and Atka climate data published by the Arctic Environmental Information and Data Center (AEIDC 1989). Input data and results from the USGS regression equations are provided on Table 1. The 100- year peak flow estimate is 654 cfs, with a 90 percent confidence interval ranging from 329 to Mr. Mike Dahl, P.E. February 1, 2010 Page3 1,300 cfs. The accuracy of this estimate is equivalent to a 100-year peak flow estimate based on 2.6 years of systematic streamflow data. In contrast, approximately 10 years of systematic streamflow data are generally required for single-station flood frequency analyses (Curran et al. 2006). Table 1. USGS Regression Equation Results Input data for Chuniisax Creek, Streamflow Analysis Region 3 Basin area -3.84 mi2 Area oflakes and ponds-52 percent Mean annual precipitation (Atka) -59.64 in"" Average January Minimum Temperature-29.4 of Recurrence Minimum Maximum Confidence limits Equivalent Peak Standard Interval, Flow,ds Standard Error Error of Years of of Prediction 5% 95% Rerord years Prediction 2 229 -31.6% +462% 122 430 0.7 10 411 -315% +46.0% 219 770 1.4 50 581 -33.0% +492% 299 1,130 2.3 100 654 -33.9% +51.4% 329 1,300 2.6 500 839 -36.6% +57.7% 394 1,790 3.0 ,. this value is below the minimum range for Regions 1 and 3 (70 inches) The 100-year peak flow estimate shown on Table 1 compares well with scaling of a September 1995 peak flow measurement performed by the U.S. Geological Survey. A peak flow of 259 cfs was measured on September 19, 1995, when 2.14 inches of rainfall was recorded in Adak. Multiplying the measured peak flow value by the ratio of the 100-year, 24- hour rainfall event (5.80 inches) to the September 19, 1995 daily rainfall in Adak (2.16 inches) yields a 100-year peak flow estimate of 695 cfs. Another peak flow measurement of 388 cfs was recorded by the USGS on August 16, 1994. However, unlike the September 1995 peak flow measurement, Adak rainfall data indicate that the August 1994 flow measurement was performed during a 2-day storm when most of the rainfall occurred on the previous day. As a result, the August 1994 peak flow measurement does not correlate well with daily rainfall data. In summary, peak flows estimated using the USGS regression equations appear to be more valid than those estimated using the Rational Method, and they are supported in part by the available measured peak flow data. As a result, the USGS peak flow estimates (Table 1) are recommended as the basis for peak flow design criteria. Mr. Mike Dahl, P.E. February 1, 2010 Page4 Thank you for the opportunity to provide these services. Please call should you have any questions or concerns. Sincerely, David E. Brailey Brailey Hydrologic Consultants References Gted: Arctic Envirorunental Information and Data Center (AEIDC) 1989. Alaska climate summaries, a compilation of long-term means and extremes at 478 Alaskan stations, second edition. Alaska Oimate Center Technical Note No. 5, Arctic Environmental Information and Data Center, Anchorage, Alaska. Curran,. JH., Meyer, D.F., and Tasker, G.D. 2006. EStimating the magnitude and frequency of peak streamflows for ungaged sites on streams in Alaska and conterminous basins in Canada. U.S. Geological Survey Water-Resources Investigations Report 03--4188. Hayes, D.C. and Young, R.L. 2005. Comparison of peak discharge and runoff characteristic estimates from the rational method to field observations for small basins in central Virginia. U.S. Geological Survey Scientific Investigations Report 2005-5254. McCuen, R. 2005. Hydrologic Analysis and Design, Third Edition. Pearson Prentice Hall, New Jersey. Mulvaney, T.J. 1851. On the use of self-registering rain and flood gauges in making observations of the relations of rainfall and flood discharges in a given catchment Proceedings of the Institute of Civil Engineers of Ireland, v. 4, p. 18--31. Pennsylvania State Oimatologist Office 2010. Twenty-four hour extreme rainfall events. Online at http://climate.met.vsu.edu/features/other/rainextreme.php Sheet DB Sheet Hl Sheet H2 Sheet H3 AppendixB Chuniisax Creek Drainage Basin Chuniisax Creek Plan and Profile Chuniisax Creek Cross Section 1 and 2 Chuniisax Creek Cross Section 3 and 4 CHUNIISAX CREEK DRAINAGE AREA SC~LE: 1 INCH = 2,000 FEET \ u I \ : I 0 E"3 2,000 ~It: 1/21/1 D c III.'NIG Dl:llgj[D: IIID ;:==.=====:=:===:=7C=H=U=N=IIS~A=X=C~RE::E;::K=O=R=A=IN=A=C=E=A=R=EA~=;:;~;:::::========:::: DfiiiiN: polarconeult alaeka, Inc. PfiOBT ctmm -.__ , ----, --CHUNIISAX CRE'E'K HYDRO scu: 1':ot0'-ll' HYDROLOGY REPORT JllE: ~;.a .. Atka, AK ua• ~ ~ ...... .ma 81D .,._. (•IW) a1111-...a --. .t.LtoiiiEt. n-:rAX (tilt) 811HMlt 4,000 &HEEl" DB OF RESERVOIR EXISTING LAKE ELEV.: 1 61.6' LOW WATER ELEV.: 165.1' (9 . SPILLWAY ELEV.: 169.0' (11.4 37.5 AC FT STORAGE W/ 4.1' 100 YR FLOOD ELEV.: 171.2' (12.4 AT DAM ---~-,~-_:~;:;-----==~· ~~~ ~----·-...__ ) ,(~j SECTION AT POWER HOUSE SECTION BELOW FALLS #1 NOTE: CONTOURS FROM 2006 AEROMAP AERIAL LIDAR SURVEY AND 2009 POLARCONSULT SITE SURVEY OF DAM SITE NAZAN BAY #4 .l r·.r """ NAZAN BAY AT 0+00 2+00 4+00 6+00 8+00 1 0+00 12+00 14+00 16+00 18+00 20+00 22+00 24+00 26+00 28+00 30+00 32+00 34+00 36+00 0 300 600 1---3 1-'-"3 I I 1 INCH= 300 FEET ....... ~ I :::I: rr) .... 0 = w Q ~ 0 D. ;:) () ~ l3 ~ w ~ 0 • a:: Q >-% ~ w ~ .... ~ a:: () a:: ID ~ ::E !!! • z Q ;:) t;Q % "'Z () Q-c "' 3: 0 itllti ~1115 .. I "' .. .. 0:: ! • Ill~~ Ill .. ::: .. ~! .... .. s~ ~~ i~ 0 .. ~ ~ ~ g c:: ~~~~;~ !;! .. !:;1 ! 1 ~ t ~ ~ ~ .---...... ~ r.~ I"C !;! § 0 e i ~ i fl I ., d . g e ~ I~ u ~ !! I' : I i .. o • CD lUI 1 " !! a~ u I_ 0 > ~ 1879 cfs DAM BREAK WAVE 60 H FF: 51.66' 50 40 654 cfs 1 00 YR FLOOD U I~ ~ I CREEK STA.: 15+07 .15 SECTION AT POWERHOUSE ~ I SCALE: 1 INCH = 20 FEET HORIZ &: VERT C'l :I: c z iii ~ > X 7t: C'l~ p ,. ill5 ~ 1"'1 "' :I: -< 0 ;u 0 enli ,., C'l -4 0 z en 190 180 160 839 cfs 500 YR FLOOD ELEV: 172.12' 654 cfs 1 00 YR FLOOD ELEV: 171 .34' DAM WINGWALL 173.0' DAM SPILLWAY 169.0' r NORMAL--OP.ER 169.15' DAM BREAK SECTION 1 ,879 CFS WITH 2 PANELS FAILED CREEK STA.: 0+00 SECTION AT DAM 0 20 20.00 -.--------------------, ~ -Velocity (ft/s) !II 0 1 5.00 I ~lOW\ I uu s CfS) 1/ I 0 7 .-4 ~ ii: 10.00 T/\--------1----------J ..... en ....... ~ ..... ~ 5.00 ·o 0 "ii > 0.00 -f------r-----,------,.-------1 0.00 5.00 10.00 15.00 20 .00 Water Depth (feet) E I Dam Cross Section 2 Yr Rec j 1 00 Yr Flood Dam Break Water Elev 1 70.11 1 71.34 1 70.11 ·ft -v < ... L. Width 53.40 53.40 ! 20.00 ift Depth 1.11 2.1 7 8.64 ft Area 59.27 11 5.88 172.8Q._sq ft V ~ 4.06 5.67 10.88 ft/sec Q Break _ 1 ,879 cfs /Q 240.4 657 - Q Weir= 3.85x Width x Depth "_1.~ 40 SCALE : 1 INCH = 20 FEET HOR IZ &: VERT F"""'l F=l I I ~~~~;~ s .. !;! ! ' .. t ~ !!i ~ ----... .,--.... t; ~ ! '0 g I g o u ~ ~ · I o ~I . o e ~ I i ~~ 5. .. ~ .... I!! I= : I i .. o • CD 1: = 170 --ID !! . u -~ E: 40 30 BREAK WAVE 20 100 YR FLOOD 10 0 2 YR RECURRANCE FLOW H I~ ~ I CREEK STA.: 31 +86.01 SECTION AT OCEAN OUTLET, END PINK SALMON HABITAT ~ I SCALE: 1 INCH = 20 FEET HORIZ & VERT !: 7t: p )oo ,.; 0 :I: c z iii ):> X o! ~~ 1"'1 ,.; :I: -< 0 ;u 0 ~ -1 0 z en 30 20 10 0 DAM BREAK WAVE 100 YR FLOOD CREEK STA.: 22+52.24 SECTION BELOW FALLS #1, START PINK SALMON HABITAT SCALE: 1 INCH = 20 FEET HORIZ & VERT ~ ·o 0 'ii > 25.00 ,------------------, 20.00 ~-------::.===========~----; 1 5. 00 +-----1.------____j i@ _Ill! 10.00 +----~;;;:::----------------1---_J Q Q ... ~ 0 5.oo I ~ _____.--J I ii: 0.00 +-------,----,---,-----,---.,.-----' 0.0 1.0 2.0 3.0 4.0 5.0 6.0 Water Depth (feet) GRASSY DELTA 20 Ill 1 5 = Q ... :t 0 u: ...... ...... J!! en u ...... ~ ~ ·g 'ii > 10 +-------~~--~~----------~ 5 0 +---------r-------~--------~ 0 .00 2.00 4 .00 6.00 Water Depth Atka Chuniisax Creek Hydroelectric Project March 26,2010 Appendix B -Geotechnical Report Design Report Geotech Report Chuniisax Creek Hydroelectric Project Atka, Alaska February 10,2010 1.0 Purpose 2.0 Original Dam Site 3.0 Alternate Dam Site 4.0 Penstock Alignment 5.0 Overflow Road Fill Figure 1 -Dam Site Rock Surface Elevation Map Prepared By: Polarconsult Alaska, Inc. 1503 West 33rd Ave, Suite 310 Anchorage, Alaska 99503 Atka Chuniisax Creek Hydroelectric Project February 10 , 2010 1.0 PURPOSE Geotechnical Report The purpose of this field investigation was to obtain information on the geological conditions for the final design of the Chuniisax Creek Hydroelectric Project at Atka, Alaska. Earle Ausman, PE and David Ausman, PE conducted the investigation during June 2nd through June 4th, 2009. Mike Dahl, PE obtained rock samples and surveyed exposed rock formations during October 21 st through the 23rd , 2009 . A visual inspection of the dam site, penstock alignment, thrust block locations, powerline alignment and existing powerhouse and roads was completed prior to the geotechnical investigations. Test holes were excavated with a hydraulic excavator, drilled with a gas powered drill with a 4-inch auger bit and hand probed to determine rock depths and retrieve soil samples for visual inspection and rock samples for testing. The City of Atka provided the hydraulic excavator, operator and labor in support of this investigation. RTK survey equipment was used to obtain existing ground elevation at test holes to determine rock surface elevations. Soils data and depth to bedrock were acquired at the following locations: );;> The originally proposed dam site to determine if it was usable. );;> An alternate dam site. Downstream due to excess overburden at original site. );;> Along the penstock alignment. );;> At the penstock anchor block at the Chuniisax Creek crossing. );;> Along the electrical distribution alignment to determine if the type and depth of soils present is adequate for 18-inch burial ofthe power line. );;> Data on material used for road construction to allow final design of water impound fill at reservoir. 2.0 ORIGINAL DAM SITE The original dam site area was examined to determine depth to bedrock and soils composition. A test hole was dug on the centerline of the original dam alignment. Bedrock was encountered about 5 feet below the bottom of the stream. There was more than 12 feet of overburden on the right bank at this location. Material excavated was mostly gravel , modest size rock, and some ash with some large rocks next to the creek. Based on the depth of bedrock at this location, the proposed dam would be over 18 feet tall if founded on bedrock. Constructing the dam on the surface would require a grouted or excavated cutoff wall given the apparent permeability of the materials found. A rock filled dam with an impermeable core would require building a cutoff wall below the water table elevation. The downstream face of the dam would need to be armored with concrete to resist scour from flood flows and normal water spillage. Based on above findings, the intake vicinity was investigated to locate a suitable alternate dam site. Page 1 Atka Chuniisax Creek Hydroelectric Project February 10, 2010 3.0 ALTERNATE DAM SITE Geotechnical Report An alternate dam site was located approximately 40 feet downstream of the original dam centerline. The creek is confined by exposed bedrock on both banks and in the stream bottom at this location. The rock bedding is consistent over the width of the stream and exposed rock walls extend about six feet high on each side of the creek. The exposed rock appeared sound and no signs of weaker volcanic materials were identified. The exposed rock appears to be monolithic. Above the rock walls on both sides of the creek, exposed bedrock continues up at a lesser slope. A thicker layer of volcanic ash was found in these upper elevations with the lower rock slope angles. Just downstream of the alternate dam site, the stream bends to the left with the first of the cascades dropping down to the large falls upstream of the powerhouse. Rock at the alternate dam site is an altered basaltic or andesite material that is slightly weathered and moderately fractured. Formation at the site is a massive bed of moderately to slightly fractured rock. Exposed rock faces are tight, hard and rough with no visible fractures or separations. Infilling is not visible to the naked eye. The same rock formation appears on the left bank of the old dam site and at the adjacent quarry. Within 1 foot of the original surface exposed rock is unweathered and tight. Based on visual inspection of exposed rock faces at the dam site, and excavated rock faces at the powerhouse and the quarry rock quality index (RQD) is estimated to be good with a RQD of75% assigned. Rock samples were taken to Mr. Kenneth Papp with the Alaska Department of Natural Resources Division of Geological and Geophysical Surveys for analysis. Rock at the dam site was andesite with a silica content of 65 to 70 percent. Rock from the quarry was basalt with silica content of 58 to 62 percent. Both are very strong and competent volcanic rocks well suited for a dam foundation. The adjacent quarry removed the top of the hill leaving a good view of the underlying basalt rock formation. Rock from the quarry was excavated with a backhoe equipped with a hydraulic hammer. The rock excavated at the new powerhouse is a similar material. The stream bank on the left abutment of the alternate dam site is very steep and has little ash cover. The topography appears to make it possible to construct a dam that utilizes the natural Page2 Atka Chuniisax Creek Hydroelectric Project February 10,2010 Geotechnical Report rock terrain as part of the spillway section. Soil cover in this area is shallow in depth and the dam would terminate below the top of the exposed bedrock structure. Test holes were completed around the alternate dam site to determine the overburden depth and bedrock elevation. A contour map of the bedrock surface was developed based upon these data, and is presented in Figure 1 at the end of this report. Based on field investigations and analysis, recommend that the dam be located at the alternate dam site. This site has a narrower section, less overburden, and more exposed bedrock formations. A concrete dam at this site could be built by removing the loose weathered rock with a hydraulic hammer to form a keyway for the dam foundation. The foundation could be secured to competent unweathered rock with rock bolts. The spillway could be located near the left abutment so spilled water would discharge on exposed rock. Existing overburden would need to be removed to expose bedrock on the left abutment from elevation 173 down to the creek to provide a natural rock spillway. This would remove erosion potential and the need to protect the streambed below the dam. During construction further site inspection is recommended. After stripping overburden at the dam site, the rock foundation should be cleaned and examined to verify conditions. After inspection of the exposed rock, engineer will make recommendations for optimizing the dam alignment, removing weathered or incompetent rock, anchoring loose formations with rock bolts, filling cavities with reinforced concrete, shallow grouting, and other foundation work as appropriate to conditions encountered. Classification in accordance with EM1110-1-2908 Rock Foundations, Figure 6-6 indicates an allowable bearing capacity of 100 TSF without adjustment. Calculation in accordance with Equation 6-3 for strip footings indicates 31 ksf bearing capacity. Table 1804.2 of the 2006 International Building Code lists allowable bearing strength for crystalline bedrock as 12 ksf. Based upon field observations and material analysis, recommend using the lower UBC rock design strength of 12,000 psf. Based on the low dam height, competence of the rock, and the low probability of piping or erosion, grouting is not anticipated to be required. The alternate dam site area should be Page 3 Atka Chuniisax Creek Hydroelectric Project February 10, 2010 Geotechnical Report inspected during construction to verify these conclusions. If significant leakage through the bedrock formation is observed after construction, pumping cementatious grout or bentonite into shallow drill holes is recommended. 4.0 PENSTOCK ALIGNMENT Drill and probe holes were completed along the penstock alignment to determine overburden depth and composition. At soil depth and sample locations, side slope grades were measured with an electronic level. The penstock begins at the alternate dam site at station 0+40. Investigation of the alignment found more overburden than previously estimated in the original penstock design. All but one test hole was completed to bedrock. Overburden generally consists of volcanic ash and organics. ~ Station 0+40 to 1 + 10: This section of the penstock is within the existing creek bed on exposed rock with little to no overburden. See photograph on page 3. ~ Station 1 + 10 to 3+ 10: The section has the steepest side slopes along the penstock alignment. Alternate alignments were investigated to bypass this area, but the only viable alternative is to use elevated supports in this area. Overburden thickness of up to 4.6 feet was measured. ~ Station 3+ 10 to 3+60: The penstock transits through a notch. Overburden thicknesses of 4 to 7 feet were measured. The significant overburden present in this area may allow the penstock elevation through this notch to be lowered, reducing the vacuum pressures that can be developed at design flow. Care should be used to minimize erosion within the ditch during construction and water breaks should be installed in the backfill to minimize erosion of penstock bedding and padding. ~ Station 3+60 to 4+85: Steep downhill section of the penstock. 5 to 7 feet of overburden was measured. Anchors are required in this area to restrain penstock movement parallel and perpendicular to the alignment. It is recommended that this section of the penstock be flange connected and secured to anchors to keep it from sliding down the hill. Rock anchors should be installed at the top of the incline and connected to the penstock flanges with cables. Manufactured bends will likely be necessary for vertical curves along this portion of the alignment. Page4 Atka Chuniisax Creek Hydroelectric Project Geotechnical Report February 10 , 2010 ~ Station 4+85 to 9+00: 3 to 5.5 feet of overburden was measured in this area. Depth to bedrock and surface material composition was investigated along an alternate penstock alignments downhill of the proposed alignment to see if conditions there are preferable for construction. Laterally shifting the alignment about 30 feet downhill to the base of the slope would reduce the side slope and minimize lateral anchoring requirements in this area. The overburden is about 2 feet thicker at the base of the slope than on the hillside. This alignment would add 2 additional manufactured bends for changes in grade. In this area, it may be warranted to install the penstock on grade with limited excavation for bedding and screw anchors for pipe restraint. ~ Station 9+30: End ofHDPE penstock and start of steel penstock for creek crossing. Excavation of 3 to 5.5 feet of overburden will be required for the thrust anchor to be built on bedrock. The recommended anchor design calls for using rock bolts and reinforced concrete to transfer pipe forces into the available bedrock. ~ Station 9+ 30 to Power House: Bridge across Chuniisax Creek. The bridge abutment I support on the right bank should be combined with the thrust block. An intermediate pipe/bridge support is required around station 9+60. This support can be founded on bedrock present on the right bank of the creek. The recommended foundation for this intermediate support calls for a reinforced concrete pier secured to exposed bedrock with rock anchors. The penstock support at the powerhouse will be a cradle attached to the existing concrete powerhouse foundation. The penstock will terminate at an expansion coupling connection secured to the turbine transition piece. Page 5 Atka Chuniisax Creek Hydroelectric Project February 10, 2010 5.0 OVERFLOW ROAD FILL Geotechnical Report The major structural road fill at the reservoir overflow is already complete. The structural road prism is comprised of competent basalt rock excavated from quarries near the site. Overburden was excavated and geofabric installed prior to placing rock fill. Rock fill was compacted during construction with a vibratory roller compactor. The prism's side slopes were measured at 1.4:1 or 70%. The excavated overburden material is stacked along the side of the structural road pri m in the _photo for installation on side sl ~;p~RJ Page 6 Atka Chuniisax Creek Hydroelectric Project Geotechnical Report 2010 Transmission Line Electrical cables for the connection between Atka and the hydro powerhouse will be installed in buried conduit. The conduit will be buried a minimum of 18 inches in accordance with the National Electric Safety Code. Soil probings were conducted along the transmission route to measure the depth of overburden to determine if adequate overburden exists to achieve 18 inches of cover. Soil probings indicated overburden depths of greater than 2 feet along the power line alignment with the exception of exposed rock at the powerhouse excavation. Investigation results indicate a small trencher could be able to excavate for the buried power cables along most of the alignment. Trenches at road crossings, in existing roadways in town, and at the powerhouse site can be excavated using a small rubber-tired backhoe. Existing material along most of the power line alignment is suitable for use as backfilL Erosion Protection Ash overburden and the wet environment in Atka will require erosion protection in most work areas that disturb the vegetative mat. Water breaks should be included along sloped trench sections to limit erosion of bedding materials. Water breaks should also be included at intervals to move surface drainage away from roads and trench alignments. Disturbed areas should be reseeded with native grass species. Installation of jute matting cover over cut slopes may be required to allow for revegetation to take root. Preparation of a Storm Water Pollution Prevention Plan will address erosion issues during construction. Earle Ausman CE 3320 Page 7 1 00-YEAR FLOOR 11s.u 3.25 ELEVATION 171.34' ~ 1 00-YEAR FLOOR ELEVATION 171.34' TEST HOLE LEGEND ROCK ELEVA110N 0 OVERBURNDEN ~ TEST HOLE I ('";\ DAM SITE TEST HOLES 0 SCALE: 1 INCH = 15 FEET CHECI<ED: SCALE: 1"•15'-il" -..:::::::::::: 177.85 0 4.83 THf 67 Fl.E: .Jio I IIODft 11103 1IE'l' 11811D Aft, IIUJft 810 PBOIU (110'7) 81111-- AKCBOIU.G., AURA -P.U: (110'7) 81111-IUUI REMOVE OVERBURNDEN TO BARE ROCK FROM PROPOSED DAM LOCATION INTERVAL) NOTE: SURFACE CONTOURS NOT SHOWN 0 15 E3 E3 INCH= 15 FEET SHEET 1 Atka, AK OF 30 Atka Chuniisax Creek Hydroelectric Project March 26,2010 Appendix C -Structural Calculations Design Report Polarconsult Alaska, Inc. 1503 West 33rd Avenue • Suite 310 ANCHORAGE, ALASKA 99503 (907) 258-2420 Fax (907) 258-2419 www.polarconsult.net ?y\~~~~kl ' : ; . ' . @~···'~l.J.t<:.7,~~~. ..,C<P~.t.,e,~·c~· A~LI~A, ........ [Ab~~J~~ .. ! ; ' CH-u t~r.J ~ .. $. A. )<t.. •· ~t(..~.t4(....l. : ' : i '"" '"' ~---· ... j ?~t~n,i~l. 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A significant improvement relative to the 2002 methodology is the ability to include variable slip rate along a fault' where appropriate. These maps incorporate new data, the responses to comments received at workshops held in Fairbanks an 1chorage, Alaska, in May, 2005, and comments received after draft maps were posted on the National Seismic Hazard Mal-'ping Web Site. These maps will be proposed for adoption in future revisions to the International Building Code. In this documentation we describe the maps and in particular explain and justify changes that have been made relative to the 1999 maps. We are also preparing a series of experimental maps of time-dependent hazard that will be described in future documents. Authors R.obert L. Wesson )liver S. Boyd :::harles S. Mueller :::harles G. Bufe \rthur D. Frankel ~ark D. 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Polarconsult Alaska, Inc. 1503 West 33rd Avenue • Suite 310 ANCHORAGE, ALASKA 99503 (907) 258-2420 Fax (907) 258-2419 www.polarconsult.net e~l Jos. _ __,_A..!....-_,_l---'\=~-=----------- sHEETNo.-\'-'\,......._.-----OF _____ _ CALCULATED BV_.._t'O-=-----DATE _____ _ CHECKEDBY ________ DATE _____ _ : : : . ¢>~~~ !10~ ~: f4·-;~~~ti~~(4i;t~"J\. fQ'\~~~~r ~· : ~-\'LS~-t J~~ t i1-~' -1-l~d ~ ~~u~J~~~.l~)i ·~ t~:;'[:J~~~~t~tJcJs!stJ~:tlt1f!sz1J:~ . . !"' r 1$(\.~(\:s ~~~~ ~i(q,-ib) r~t r ':t s <1'\ ~ ... 1 .'+\s-I,~IL~·~"Jt 1 t~i~fetij;~.• t-ts4ctTi\7.) · ... Lo•.~ .. ~ t-\~ ... ~ .. Polarconsult Alaska, Inc. 1503 West 33rd Avenue • Suite 310 ANCHORAGE, ALASKA 99503 (907) 258-2420 Fax (907) 258-2419 www.polarconsult.net ' ; ,r:: J08 __ ~.4~I1?--er'---""'---"--.:__-___________ _ SHEETN0. _ _,_\ ..... 7_ _______ OF·-------- CALCULATED BY _ _.fi\2L...\rorc__-----DATE ______ _ CHECKED BY ________ _ DATE ______ _ / ) . \b .. [pL\ -L. ?:.F) .. 3 W8-~--\ . . . \ . . . . . . 37.. ~ ':f-4. -Z-5 '? c.t \. it.fs, I b-.. -r- . Sl:!l~rli <!-· • : ; : : -lt, .. ~,~ '=" l$-M \~C... ~"i ~ "t>~ e Cun.u,.....< Dam Cales, Steel H verticals. . Water Level Support Spacing 10 ft o.c. Spillway· 51 Dam Thickness 1 ft Normal Pool 0.15 11 cfs Material Weight 150 pcf 1 0 Y r Recurrance 1.65 411 cfs 229 Seismic Coefficient 1 100 YrFlood 2.26 654 cfs 500 YrFlood 2.67 839 cfs EQ Factor 0.75 Hyd Factor 1.3 Condition 1, Load Factor 1.7 0 0 Condition 3, Load Factor 1.4 1.5 1.5 Load Factor Used 1.365 1.4625 1.4625 0.15 Wall Height Water ElevatiH20 psf EQDam EQPres. Sum MomT Ave SumAve MomT Rs-Sum Rtop 0 0 0 0 0 0 0 24,285 1 0 0 2,194 0 2,194 548 1,097 1,097 6,658 22,859 2 0 0 2,194 0 2,194 3,291 2,194 3,291 18,329 20,007 3 0.00 0 2,194 0 2,194 5,484 2,194 5,484 22,245 17,155 4 0.15 13 2,194 1 2,208 7,703 2,201 7,685 20,083 14,294 5 1.15 98 2,194 70 2,362 10,282 2,285 9,970 18,257 11,324 6 2.15 183 2,194 246 2,623 13,709 2,493 12,463 17,055 8,084 7 3.15 268 2,194 528 2,990 18,243 2,807 15,269 16,268 4,435/ ... J [;vf£t: L 8 4.15 353 2,194 917 3,464 24,204 3,227 18,496 15,507 240 9 5.15 439 2,194 1,412 4,044 31,911 3,754 22,251 14,451 -4fi41 jfo({ i 1 10 6.15 524 2,194 2,013 4,731 41,683 4,388 26,638 12,783 -Hf,345 11 7.15 609 2,194 2,722 5,524 53,840 5,128 31,766 10,181 -1 ,011 e rc fA c 1-'/;;J '" 12 8.15 694 2,194 3,536 6,424 68,702 5,974 37,740 6,328 Rbase 12.64 8.79 479 1,404 2,632 4,516 58,984 5,020 36,786 3,805 -23, <7:j 3,660 27,729 14,078 45,468 E";~ce !~ Sum ft-lb 42,760 \, 181,951 ) Base Shear 34,823 ',, ______ ,_..../ Top X 24,285 ----~ \~ Rtop,lb •.. 18,~/ lO Rbase, lb ···~.~-....-.. 10 WeightW 62.4 \ Shear 0 approx 8.05 ftdown Moment beam, ft-lb 139465 10 \~: Strut @45 degrees Fore!:<@ Rs 370504 1.4 518705 Vert 261986 1.4 366780 Hz 261986 1.4 366780 Polarconsult Alaska, Inc. 1503 West 33rd Avenue • Suite 310 ANCHORAGE, ALASKA 99503 (907) 258-2420 Fax (907) 258-2419 www .polarconsult.net %" f' t1/nL1f . . . \0-S.,,~~ih.-l c[o·rs)~o JOB An;L.A... SHEETNO.~\'?......L__ ______ OF ______ _ CALCULATEDBY___,t12~-----DATE _____ _ CHECKEDBY ________ DATE _____ _ : ' i ; i ..... :. ~~J "Z'lt···~--J . : L L , ~.~c,;i" ~o~c: Flexure steel design -calculates flexural streugth according to Sections F 1.1 LRFD Specification, Third Edition, 200 I section determination L_ W12x53 -···· -· -~--- 1/2 width of flange for W, or I sections, full width for b 0.875 E!___.. ,square tube and C s~tions tf 0.5625 in ~ckness of flange .. ··- Fy 50 ksi , Specified 111inimum yield s!t'ess I Section Properties I I Specified minimum yield stress in web '---· Fyw 50 ksi Fyf 50 ksi I Specified minimum yield stress in flange f--···· ------ Section modulus about major axis, for singly symetric Sx 70.6 in"3 members and I sections w/ comp flange>tens flange use ··- Cw 0 in"6 Warping constant --- E 29,000 ksi Modulus of .;!c..:.w., .. ; G 11,200 ksi Shear modulus of elasticity of steel J 1.58 in"4 Torsional constant I A 15.6 in"2 cross-sectional area I ···-- ly 95.8 in"4 moment of inertia about y-axis I ·-· z 77.9 in"3 Plastic section modulus Compressive residual stress in the flange, 10 ksi for rolled Fr 10 ksi shapes, 16.5 ksi for welded shapes ---- ry 2.48 in 1 radius of gyration about y-axis Mp ! 3895 Plastic Bending Moment,= Fy*Z _ ___J ··-length in inches which is unbraced from lateral or Lb 0 in rotational displacement Mr 2824 Buckling Moment -.. Lp 11.85 .. ··~-···~ X1 2815.33 -·--.. X2 0 limiting laterally unbraced length for inelastic lateral- Lr 248.52 in torsional buckling, inches. --- M1 0.00 Smaller end moment - M2 0.00 iLarger end moment --- '= 1 for no end moments or for smaller end moments than section moment, otherwise use formula but less than or Cb 1 equal to 2.3 ; Mn 3,895.0 kip-in NOTE -if greater than Mp use Mp Mn 324.6 kip-ft -· phi*Mn 3,505~in phi*Mn 292 p-ft Above design is applicable (Lb<=Lr) Page 1 Polarconsult Alaska, Inc. 1503 West 33rd Avenue • Suite 310 ANCHORAGE, ALASKA 99503 (907) 258-2420 Fax (907) 258-2419 www.polarconsult.net : ·: ·1. :g. ' f:> \--z_ f\ A~ .. ?. •....... . 2-q.e b.~~.~ ' ·:· .. , ... f!E Joa_~A'----'---·'"fl?-A_._____.,=-....::=-------------- sHEETNo._...~..\~~,:__ ______ OF ______ _ CALCULATED sv___._tD____...,::_______ DATE------ CHECKEDBV ________ DATE ______ _ SCALE s-o \t..~~ . ~"\,0~0.\-L~k ·- i : i -~.. ~ : ~0 --=f~":t . I· . ( :,.~ ~)z. '\ . . • : i • . . i r a.~ -:a.t...p. y,s-c, : •. ;; ~D ~-~, :. -;;.: .. !~~ ."?~~[-:.: Af,~z. "'" 1.<At.N~ ("3~ .~~ b ,]) ,..20 •. Web Table.~-1-1 {cont.). w .. shapes Dimensl.ons Flarlge DIMENSIONS AND ·PROPEJhmpiMENSIQNS AND PROPERTIES ~ Table 1.·1 {cont.). -;:: W·Shapes Properties nilc:kNA, ,, X1 ·1 X2 x1oB lc ... ~- 28 22 JVa .3;36 305 '79 . 252 230 . ,~10 190 M1 ; t74 :-~ 148:1 : 7.48 -~.3 2..28 : 5 .47 2:45 ,_5.~ 2_.66' .. ;6-~ 2;89: .!UMI 3.11 : 7.5(1 .~.:rr . 823 27.8 ~.8 f.·-~ . -' 1sSd '1600 ll'. J,.. •• 12800 11800 1:1000 .-! I 10.100 9390 8670 '7940 .. 3.65 : JM6 ·I e':- 4.03 10.). -7190 •6510 ~58so 4.48 ' 11.2 1~dl 13f 15:9 17;7 •18.9 20.7 • ~- 24" .·J· 27.0 28:1 :·~ :.,:. l,~ ,; ,.. .,. ,... 5240 4e&o . 425o 3e8o ~ = : t" 0 ~: : .:. 141oP 2780P -·· .;_::.-~:~ 8:11. .• •10$: '; ·:1it7. .. ~--'2720 19.7 2420 , · 26.1t ' · 21i10 . :-.-~JJ_ •18,91): . 54.0 1650 ~ •711:3 . 1430 i ' f19' ::;. 1240 ' 1114 1070 285•. .933 " . 4fi7 . .. 833 . 586''. . ·740 . 839 . 682 ' '11$1. . 597 : 172o '-"'~ 533 ' ~1~ ·=-· . u 475 , 425 "- AlaY·Y 8.91 _1 . 3.55 ·11 ~0a 7.00 . 2.80 1.1)4 119(). 1®· -~ "828 i42 684 ,., 589 517 41)4 ' 3!18 . 345 .. . 30t ,._ 270 :·'241 . ,.216 . ''195 . .•. ~1'74_- .177 159 .143 -12l 115 104- .93.0 '82.3 n..a 84.2 -~.Q . 48.3 44.4 : 39.7 . ~"8 -~· ~-4 -~;1 3.47 : 3.42 3~38 ; .:3.34 3.31 ' 3.28 r325 3.22 3.19 3A8 3.13 3.1:1 3:09 3:c17 . 3.05 ~:t r f-21 5.54 :4.39 274 244 ·220 196 1n 159 143 126 tH •· . 98.0 85.4 . 75,; I '· 67.5 ·60.4: ·• 54,;i . .492 ' .44.1 101 .1. 21 .4 1 2 .51 , I :32:~ 95.8 . 19.2 . 2.48 29.1· c.~:· 1 40ft 1 . ..-·1\e . -V\ ~ Polarconsult Alaska, Inc. 1503 West 33rd Avenue • Suite 310 ANCHORAGE, ALASKA 99503 (907) 258-2420 Fax (907) 258-2419 www.polarconsult.net A ErG.¢-~ 0.~~( PN') Jos _ _____,A'---'-----:0"'------'-'-.t..-A~'--------------- sHEETNo._...._ty-T-------OF ______ _ CALCULATEDBY _______ DATE _____ _ CHECKEDBY ________ DATE _____ _ ··(·······~ ,~ K : .1:-/.,"S. . .>. lS~k..... Z'-li¥-[k., 7, t..~ •.r . . . . . : ; : : !-pt\~~ <'OR BOLTS le 18 11/4 2 16.3 1 41.2 9 24.3 1 -1.7 3 18.0 8 23.2 6 6.3 0 33.6 8 16.7 -- P/4 4 -- 1730 2130 -- 313 356 284 325 ----- -- 181v 2180 DESIGN TABLES 4> = 0.75 Table 7·10. Design Shear Strength of One Bolt,. kips ASTM Thread tJ>Fv Loading Desig. Con d. (ksi) N 36.0 s A325 D F1852 X 45.0 s D N 45.0 s D A490 s X 56.3 D A307 1&.o s D N = Thre~:~ds included in shear plane. X = Threads excluded from shear plane. S = Single shear. ' D = Double shear. 5fs 0.307 0.442 11.0 15.9 21.6 28.3 35.8 22.1 31.8 43.3' 56.5 71.6 13.8 19.9 27.1 35.3 44.7 27.6 39;8 . 54.1 70.7 89.5 13.8 27.1 35.3 44.7 ,27.6 54.1 70.7 89.5 17.3 33.8 44.2 55.9 34.5 67.6 88.4 112 5.52 7.95 .10.8 14.1 17.9 11.0 15.9 21.6 28.3 35.8 4> = 0.75 .5k Table 7-11. . Destgn Shear Strength of n Bolts, ktps ASTM A325 & F1852 N n 3/4 7/s 1 3/4 s D s D s D s D s 12 191 382 260 520 339 679 239 477 325 11 175 350 238 476 311 622 219 437 298 10 159 318 216 433 283 . 565 199 398 2'71 •, ~ 143 286 195 390 254 509 179 358 244 8 127 254 173 346 226 452 159 318 216 7 111 223 152 303 198 396 139 278 189 6 95.4 191 130 260 170 339 119 239 162 5 79.5 159 108 216 141 283 99.4 199 135 4 63.6 127 86.6 173 113 226 79.5 159 108 3 47.7 95.4 64.9 130 84.8 170 59.6 119 81.2 2 31.8 63.6 43.3 86.6 56.5 113 39.8 79.5 54.1 1 15.9 31.8 21.6 43.3 . 28.3 56.5 19.9 39.8 27.1 ,''' ASTMA490 N '· n 3/4 7Ja 1 3J4 s D s D s D s D s 12 239 477 325 -r-649 424 848 298 596 406 11 219 437 298 595 389 778 273 547 372 10 199 398 271 541 353 707 '249 497 338 9 179 358 244 487 318 636 224 447 304 8 159 318 216 433 283 565 199 398 271 7 139 278 189 379 247 495 174 348 237 6 119 239 162 325 212 424 149 298 203 5 99.4 199 135 271 177 353 124 249 169 4 79.5 159 108 216 141 283 99.4 199 135 3 59.6 119 81.2 162 106 212 74.6 149 101 2 39.8 79.5 54.1 108 70.7 141 49.7 99.4 67.6 1 19.9 39.8 27.1 54.1 35.3 70.7 24.9 49.7 33.8 N = Threads included in shear plane. X Threads excluded from shear plane. s Single shear. D = Double shear. X 7/s X 7/s 7-33 l(p ( b 1112 1.48 1.77 44.2 53.5 63.6 88.4 107 127 55.2 66.8 79.5 110 134 159 55.2 66.8 79.5 110 134 159 69.0 83.5 99.4 138 167 199 22.1 26.7 31.8 442 53.5 63.6 1 D s D 649 424 848 595 389 778 541 353 707 487 318 636 433 283 565 379 247 495 325 212 424 271 177 353 216' 141 283 162 .106' 212 108 ?of 141 54.1 35.3 70.7 1 D s D 812 530 1060 744 486 972 676 442 864 609 398 795 541 353 707 474 309 619 406 265 530 338 221 442 271 177 353 203 133 265 135 88.4 177 67.6 44.2 88.4 I PROPERTIES ion Surf. Area -c Per Ft in.3 ft2 4.35 0.916 4.23 0.916 3.66 0.916 3.25 0.916 3.09 0.916 2.88 0.916 2.02 0.916 2.98 0.785 2.60 0.785 2.32 0.785 2.21 0.785 2.06 0.785 1.74 0.785 1.56 0.785 1.41 0.785 2.37 0.753 2.01 0.753 1 1.88 0.753 1.33 0.753 1.72 0.654 1.38 0.654 0.990 0.654 1.53 0.622 1.39 0.622 1.23 0.622 1.06 0.622 0.887 0.622 0.617 0.497 0.444 0.435 DIMENSIONS AND PROPERTIES 1-73 ~-----~------------~t~l Diameter Nominal Outside Inside 12 10 8 6 5 4 3112 3 21j2 2 1 1f2 1 1/4 1 8 6 5 .4 3112 3 2 IJ2 2 1 1f2 12.8 10.8 8.63 6.63 5.56 4.50 4.00 3.50 2.88 2.38 1.90 1.66 1.32 1.05 0.840 12.0 10.0 7.98 6.07 5.05 4.03 3.55 3.07 2.47 2.07 1.61 1.38 1.05 0.824 0.622 12.8 11.8 10.8 9.75 8.63 7.63 6.63 5.76 5.56 4.81 4.50 4.00 3.5 2.88 2.38 1.90 1.66 1.32 1.05 0.840 8.63 6.63 5.56 4.50 3.50 2.88 2.38 3.83 3.36 2.90 2.32 1.94 1.50 1.28 -...().957 0.742 0.546 6.88 4.90 4.06 3.15 2.30 1.77 1.50 Table1-13. $ ( Steel Pipe .Dimensions and Properties r · Wall Thickness, 0.375 0.365 0.322 0.280 0.258 0.237 0.226 0.216 0.203 0.154 0.145 0.140 0.133 0.113 0.109 0.500 0.500 0.337 0.318 0.300 0.276 0.218 .· 0.200 0.191 0.179 0.154 0.147 0.875 0.864 0.750 0.674 0.600 0.552 0.436 Nominal Wt. 49.6 40.5 28.6 19.0 14.6 10.8 9.12 7.58 5.80 3.66 2.72 2.27 1.68 1.13 0.852 15.0 12.5 10.3 7.67 5.03\ 3.63 3.00 2.17 1.48 1.09 72.5 53.2 38.6 27.6 18.6 13.7 9.04 Area, A 14.6 34.0 11.9 29.5 8.40 26.8 5.58 23.7 4.30 21.6 3.17 19.0 2.68 17.7 2.23 16.2 1.70 14.2 1.07 15.4 0.799 13.1 Oc669 11.9 0.494 9.89 0.333 9.29 0.250 7.71 4.41 3.68 3.02 2.25 1.48 1~07 0.881 0.639 0.433 0.320 13.4 12.6 11.7 10.4 10.9 9.50 8.69 7.35 6.82 5.71 279 161 72.5 28.1 15.2 7.23 4.79 3.02 1.53 0.666 0.310 0.195 0.0873 0.0370 0.0171 9.61 6.28 3.89 1.92 0.868 0.391 0.242 0.106 0.0448 0.0201 21.3 15.6 11.3 9.86 162 8.10 5.47 4.03 2.66 7.67 66.3 7.42 33.6 6.68 15.3 5.83 5.99 5.21 2.87 5.45 1.31 s r 43.8 4.38 29.9 3.67 16.8 2.94 8.50 2.25 5.45 1.88 3.21 1.51 2.39 1.34 1.72 1.16 1.06 0.947 0.561 0.787 0.326 0.623 0.235 0.540 0.133 0.421 0.0705 0.334 0.0407 0.261 z 57.4 39.4 22.2 11.3 7.27 4.31 3.22 2.33 1.45 0.761 0.448 0.324 0.187 0.0997 0.0587 56.7 39.4 24.5 4.33 75.1 4.27 3.14 2.23 1.34 0.731 0.412 3.63 52.6 33.0 1.48 5.85 1.31 4.32 1.14 3.08 0.924 1.87 0.766 1.02 0.605 0.581 0.291 0.524 0.414 0.233 0.125 0.0717 0.161 0.407 0.0853 0.321 0.0478 0.250 37.6 2.76 52.8 20.0 2.06 28.9 12.1 1.72 17.5 6.79 1.37 9.97 3.42 1.05 5.12 2.00 0.844 3.03 1.10 0.703 1.67 AMERICAN INSTITUTE OF STEEL CONSTRUCTION 559 321 145 J 56.3 30.3 14.5 9.58 6.03 3.06 1.33 0.62 0.389 0.175 0.0741 0.0342 723 424 211 19.2 12.6 7.79 3.85 1.74 0.782 0.484 0.211 0.0896 0.0402 324 133 67.3 30.6 12.0 5.74 2.62 Polarconsult Alaska, Inc. 1503 West 33rd Avenue • Suite 310 ANCHORAGE, ALASKA 99503 (907) 258-2420 Fax (907) 258-2419 www .polarconsult. net CALCULATED BY---'t!).__...."------DATE _____ _ CHECKEDBY ________ DATE _____ _ i : j 1 ~"';;~, J \, f'\ t t·-L ,.... _,_ ttJf:•r;. ~ ~ tL.\'2.~.~~ L j ! ! : i ..... ~ ~~t>~~ -zh ,..-.11 L , A : i ' , , Ji: ~···' i ,.W .. 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L ,'fP.' ~ \_ ! : • " -.){ Q.i.. . i ' ...... ···f·· ........ ~--. . . . . ········•···· J~Li~~·~~~: .. ~ ...•. ·.~··· '.·. :... . . . . ···; ' : 6 ' . . . :~-~t-lt.:,~f .}\'>· ' . ' . R1S l 87~ High Tensile Spin-Lock flock Bolt ... :e ~ ~ f'f~ .... \~~~::~::':.·~ "!; . "'.;:;> ~~~, • . .. ,. Williams R1S /Bf§~' in-r~ck Rock A~cho~:alt,~~li~~s a c:i'045 steel which provides high strength ~apacity and has the advantage of utilizing a more common steel for greater availability. '» i (( i( 20~ 1 kips . (89.2 kN) 36.4 kips (162 kN) R1 S / 87S Structural Properties .. '"· Yield Stress Ultimate · Stress · Elongation ·· • Reduction in i" (S~ mm) ofAtea · 30 7 k. 40_1 kips Hard & Medium · ips Med'. &W k (137 kN) (178 kN) IUm ea Weak Rock & Concrete 55.8 k~· s 72.7 kips Hard & Medium Medium & Weak <248 ) (323 kN) Weak Rock & Concrete 11% 20% . . ;:~ 210 ft.-lbs. •'· (250*) 500 ft.-lbs. (600*) ·l 210 550 long bolt~ ~r in special ~k condi~ons. Consul~ your 'A'!ir;lams R~··· . t~~~-~o~=~~:S~~-Vv11~.ams Representawe. · . · . , · :'~~g?/:~· 'in shear has a ra'i1ge Of .6 to :7 of the . : Oesigne~ &hoUicf .· ... ·.; ..t""i'll1ftt!:: based on the cbndition of use. · . hole to hole may affect anChor pertomi~nces . · .. • rock psi, drilling . Williams for troubleshootil1g. contas ,your local Vv111iams representative. ·~-~ ' Polarconsult Alaska, Inc. 1503 West 33rd Avenue • Suite 310 ANCHORAGE, ALASKA 99503 (907) 258-2420 Fax (907) 258-2419 www.polarconsult.net A-n 1"' JOO--~--~~~------------------------- SHEET NO. 'l.y OF _____ _ CALCULATED BV---Lt-t?--"=-----DATE _____ _ .. tt~l CHECKED BV _______________ DATE _____ _ .(1.1,-tJ~k ~ .~tp.~s! .. .. . \cJie •·· ......... i 1 I . l i ! : I . · .z p.~~c,.~)(\·<-\J(biz.j)~~a1)rfl.1't~ ... ~ lfr !~Q·it. ~ ~$(1.3)(~.s)c,·)(1g>)(q.)zr t,zzo il:.( · · · o.-r.:;r(~·~)~' ·"5) tc~)(<..'l: ·'i)(f!> ~~t~.s) , i • ; • ; : •. . • : J. '7 j -o t!t<J":! 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FaceBendingHoriz.xls Page 1 FaceBendingVert.xls \. 35 5 r...llt•J 2. ~ rt,/lt.J I 1\ u-s~ '3 /t.. u ~f K..~ v.J o.. ~ w 1 l.A)Jl..---rYC.A2.--s ~P- Page 1 Polarconsult Alaska, Inc. 1503 West 33rd Avenue • Suite 310 ANCHORAGE, ALASKA 99503 (907) 258-2420 Fax (907) 258-2419 www.polarconsult.net A--r,/.A -~B----~~-L~~~~~--------------------------- SHEETNO. ___ ~;:;__o:;;;__ ______ OF _________ _ CALCULATEOBY _ _:M:>~"'"------DATE ______ _ CHECKEDBY---------DATE ______ _ lb/e 34-68. Design Strengths for Single Cast-In Anchors Subject to Shear Loads (f~ = 4000 psi)1• 2• s, 5 (confd.) Notes pertaining to this table are given on Page 34--15 + Vsa-Shear Strength of Anchor + Vcb -Shear Breakout u. 7• u futa-for design purposes 4 -psi h = h .r and Ca1 a,, h = 1.5hef and Ca1 :11 ' 12 ln. 10. 1-112-in; lff -::;:;;-he! ........... 58,000 60,000 cover 0.25het 1.5he~ ) 3het het 1.She~ 3h., 6· . 13,708 14,180 1,254 NP · A.304 4,345 5,322.,1 7,526 6,518. 7,982 11,289 9 13,708 14,180 1,329 1,585 \4,484 8,455. 1~ . 14,64S 12,683 15,533 21,967 =--....... . 12 '· <13;708'"-'' 14.180 1,329 . 2,441 6)W. 1<1 n.cz-. ~ 15,943 22,547 19,526 23,915 33,820 r{ 1 ) 15 -13:'1b8 14180 I 1 329 3411 9648 18192 22281 31510 27289 33422 47265 / 18 13J!P'a . 14,180 : 1,329 4,484 12,683 23,915 29,28g 41,421 35,872 43,934 62,132 21 : 13,!08 . 14,180 1,329 5,650 15,982 . 30,136 36,909 52,197 45,204 55,363 78,295 25 13108-.' 14100 1329 7339 20759 39144 47941 67799 58716 71 912 101 699 6 17259 17854 1361 NP 2387 4501 5,513 7796 6752 8269 11695 9 17259 17854 1476 1681 4756 8968 10983 15533 13452 16475 23.299 12 17259 17854 1476 2589 7322 13807 16910 23915 20711 25385 35872 1-1/8 15 17259 ·17854 1476 3618 10233 19296 23,633 33422 28944 35449 S0,132 18 17,259 .17.854 1476 4,756 13452 25,365 . 31,066 43,934 38,048 46,599 65,90.1 21 17259 17854 1476 5993 . 16951 31964 39147 55 363 47946 58721 83044 25 17259 17854 1476 7785 22018 41518 60849 71 912 62277 762.74 107868 6 21,919 . 22,675 1,469 NP 2,464 4,646 5690 8,047 6,969 8,535 12~070 9 21,919 22,675 1,593 1,735 4,909 9,256 11,336 16,032 13,884 17,004 24,048 'w 12 . 21,919 22,675 ·1,627 2,729 7,718 14,554 17,825 :25,208 21,831 26,737 37,812 f" 1-1/4 15 21 919 22675. 1627 3814 10787 20340 24911 35229 30510 37366. 52844 N 18 21919 22;675 1,827 5,013 14,180 26;737. 32,746 46310 40,106 49;119 69465 0'1 21 21,919 22675 1627 6,317 . 17868 33,693 41,265 58,358 . 50,539 61,898 87536 25 21,919 22,675 1,627 8,206 23,209 43,764 53,600 76,802 65646 80400 113.702 -. ·--·-----. -. . . .... .... .•.. --- h = 2.25he~ and Ca1 :::11 • 13 1.5hel 2hel 3h.et 11,973 13,826 16,933 23,299 26,904 32,950 35,872 41,421 50,730 50L132 57888 70898 65,901 76,096 93,198 83,044 95,891 117,442 107868 124555 152 548 12404 14323 17542 24 713 28536 34949 38048 43934 53808 53173 61399 75198 69898 80,711 98,851 88082 101708 124 566 114 411 132110 161 801 12,802 14 783 18,105 25,506 29,452 36,071 40,106 46,310 56,718 56050 64 721 79266 73079 85,077 104,198 92,846 107,210 131,305 120 600 139,256 170,554 \~ ~ Polarconsult Alaska, Inc. 1503 West 33rd Avenue • Suite 310 ANCHORAGE, ALASKA 99503 (907) 258-2420 Fax (907) 258-2419 www.polarconsult.net JOB A=ri?A SHEET NO. ";>'Z.L OF _______ _ CALCULATED BY _ ___.t:f?_..::_ _____ DATE ______ _ Polarconsult Alaska, Inc. 1503 West 33rd Avenue • Suite 310 ANCHORAGE, ALASKA 99503 (907) 258-2420 Fax (907) 258-2419 www .polarconsult. net JOB A-r=~ SHEET NO. '"3 3 OF ______ _ CALCULATEDBY-t='t?~!!!!::.------DATE _____ _ CHECKEDBY ________ DATE _____ _ . : : 1 \ [ I f) I~ ~·· ( -:r-'l-'>,.~ k"j C;.1'i1~ ~i 5~i?>~+m ±-;s.:•rF--r ~.~~,~ ... . .....• I : ·. • l l I .L~-rr o;hl Et;t4 '"'"'. -;---·---",-'"--; ~ 1 ' ; l 1 ~·)ffP~~~ F[ .. ; ! : : L ... l. . .i '~~jl.. ··l-.. rz: .. lt. .. ~' g.' ~······(-=f~~ >¢ ~~~> ('_, . sl)···. . . . . !-..· :,o:~-b:>l1(~.Jsl '~L .. ~ l i j . ~d'-\1-(3.~'1" > I I' ·········•·mm• •••••••• d·{t:(\f:;~~l . '12.. ( \'2,4\J . . .~~1L i ....... ' . ...... :·.····························?:) ..... . J(~~~s: -z;, H~'i;;;:!FJ~ ~~ -c.i ...... 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OF ______ _ CALCULATED BY...........;MZl--Ji~!!::_--------DATE------- CHECKEDBY _________ DATE ______ _ . . . . ' , .... : .... ~A~~~ -~.--~~-r ..... ~ ..... ot.~ .. (T?~~;){~].J ~ ~\.p-~) ... v ; ~ ...................... ; .... : l Ji?~ ;it,L;.. : ~~~\) A,':~ ~kr>~?., M·~!?~-~ Polarconsult Alaska, Inc. 1503 West 33rd Avenue • Suite 310 ANCHORAGE, ALASKA 99503 (907) 258-2420 Fax (907) 258-2419 www.polarconsult.net ·s,~J~:--;~1· . " . ' . JOB_--"''"':.....JI.\_.....----;-'=· . .1._·~=------------­ SHEETNO. 41 OF, ______ _ CALCULATED BY----=tY~------DATE _____ _ CHECKEDBY ________ DATE _____ _ ~--. . ; . ,,,~r.e:.-. ~ ~ : j : ~ i\'*-1" J.-r (io ~~~'i?. .. : : ' : . ; j ! g. : 'i ";1" ::f. A-'~ f ~~) (so~~·:\ t't4~l1T+· ~ j~uj~~·m m~o••• . . . • : • • v · . __i(). ft '-\!o,'.·.·.·· .... · ...... . 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' , \ '\ \, i ,--./ 1, I -·--.. --"' r .--- 1000 2000 PROJECT SITE PLAN :::E SCALE: 1 INCH = 1,000 FEET 1 INCH • 1,000 fEET ~ CHUNIISAX CREEK HYDROELECTRIC PROJECT ATKA, ALASKA SHEET INDEX: G-1 SITE PLAN AND NOTES G-2 PROJECT SITE PLAN G-3 PENSTOCK PLAN AND PROFILE G-4 ROAD FILL V-1 PROJECT SURVEY CONTROL D-1 DAM PLAN & ELEVATION D-2 DAM SECTIONS D-3 DAM DETAILS D-4 TRASH RACK DETAILS EDA PROJECT AWARD # 07-01-·06108 P-6 PENSTOCK DETAILS P-7 PENSTOCK DETAILS P-8 PENSTOCK SPECIFICATIONS E -1 ELECTRICAL SITE PLAN AND NOTES E-2 ELECTRICAL TRANSMISSION PLAN ANO PROFILE E -3 ELECTRICAL TRANSMISSION PLAN ANO PROFILE E-4 ELECTRICAL DISTRIBUTION OETAILS EXISTING POWER HOUSE D-5 CAlWALK PLAN. ELEVATION & DETAILS 0-6 DAM CONSTRUCTION SPECIFlCATIONS PH-1 POWERHOUSE FOUNDATION PLAN AND SPECIFICATIONS PH-2 POWERHOUSE FOUNDATION DETAILS PH-3 POWERHOUSE FOUNDATION DETAILS P-1 PENSTOCK PLAN AND PROFILE STA 0+00 -2+50 PH-4 POWERHOUSE FOUNDATION DETAILS P-2 PENSTOCK PLAN AND PROFILE STA 2+50 -5+00 P-3 PENSTOCK PLAN AND PROFILE STA 5+00 -7+50 PH-5 POWERHOUSE BUILDING PLAN, ELEV. & SPECIFICATIONS TP-1 TURBINE MOUNTING AND SHEAR PLATES P-4 PENSTOCK PLAN AND PROFILE STA 7 +50 -9+82 P-5 PENSTOCK DETAILS PE-1 POWERHOUSE ELECTRICAL PLAN ANO SPECIFICATIONS GENERAL NOTES· 1, INFORM THE PROJECT ENGINEER FOR APPROVAL PRIOR TO DEVIATING FROM THE DESIGN DRAWINGS OR SPECIFICATIONS. (DOH sc 2-0 & 2-5, oscu sc 6.) 2. COMPLY WITH ALL FEDERAL, STATE AND LOCAL REGULATIONS, AND SPECIAL CONDITIONS FOR PERMITS ISSUED FOR THIS PROJECT . 3. IF CULTURAL RESOURCES ARE INADVERTENTLY DISCOVERED AS A RESULT OF GROUND ALTERING ACTMTIES; WORK THAT MAY DISTURB THESE RESOURCES SHOULD BE STOPPED IMMEDIATELY AND, THE STATE HISTORIC PRESERVATION OFFICE (907-269-8721) SHOULD BE CONSULTED REGARDING SIGNIFICANCE OF THE FINDS AND APPROPRIATE ACTIONS TO BE TAKEN TO AVOID, MINIMIZE OR MITIGATE ADVERSE IMPACTS. IN THE EVENT THAT HUMAN REMAINS ARE FOUND, THE ALASKA STATE TROOPERS MUST ALSO BE NOTIFIED. PLANT DATA INSTALLE D CAPiKITY: TURBINE TYPE : . TURBiNE DESIGN FLOW : ., -------... 284 ;KW ;CROSS-FLOW , 37.1 !CFS DAM SPiLLWAY ELEVATioN: ' 169.00 'Feff POWERHOusE FiNisH FLOOR ELEVATION : . si j [i'iiff .. i'AitRJ\i:EEi.iivi\fiON' .. . . 4i fi'iiff AVERAGE OPERATING WATER ELEV.: 169.15 i FEET TOTAL PLANT GROSS HEAD : 117.85 !FEET J'~LL. FL()'fifi~[)~()S~ ........ ~::-............ , 4 ,2!1 JFm j ..... . ~o ~iN(:HES . -~S2 ;FEf! PENSTOCK DiAMETER: 4. DEWATER WORK AREAS BELOW ORDINARY HIGH WATER PRIOR TO COMMENCING WITH fiiENSTOCKLENGTH:····· CONSTRUCTION AND ISOLATE WORK AREA FROM FOLLOWING WATERS. (DOH sc 2-1, DWR sc 1 ...... ··· .... . ........ .. & 11, COE SC 2.) DRAINAGE BASIN :· ....... 5. PROTECT WORK AREA AND AVOID INTRODUCTION OF SEDIMENTS, CONTAMINANTS AND OTHER MATERIALS TO FOLLOWING WATERS. (DOH sc 2-2, OWR sc 8) ANNUAL AVERAGE PREC IPITATION: , .. 3.85 ~SQ. MILES . l ...... 61.5 j iNctiES 6. STABILIZE ALL BANK CUTS, SLOPES, FILLS OR OTHER EXPOSED EARTHWORK TO PREVENT EROSION. (DOH sc 2-3, DWR sc 9, COE sc 4.) 7. IF SIGNIFICANT IMPACTS TO FlSH IN CHUNIISAX CREEK BECOME EVIDENT, NOTIFY PROJECT ENGINEER. (DOH sc 2-0. DWR sc 10.) P£Rh,UT COE U.S. ARMY CORPS or ENGINEERS. ACENCJES DOH ,t,LASM D£PT or NAll.IRAl RESOURCES, OfflCE or HABITAT AND RESTORATION. ~ DSCU ALASKA DEPT OF NATUIW. RESOURCES, cw.t SAFElY AHD CONSlRUCTlON UNIT. OWR ALASKA DEPT or NA.ll.IIW. RESOURCES, DEVlSK>H or WA~ RIGHTS. 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"~ \ / i I ! r----... --i ·--------····~' / '··., \ , , I I , , --------···· ' \ \ '· \ \ / I i / / '\ ) ~---·-----,..___.~.-/ I \. \ \ I" L f I : \ \ 1.. /' ' ·-' ! ; t / ' ,...... , ... i \-._ 7"-' I : I / \ l ··-····-··----"' '. \"· \ I l I ! \ .. __ / ! \ '\ (1// I / / \'\ ____ _ , \ \ , . ) ,.1 / i r / J J /-~ \ \ \ '\. ! ,_./N i ........ / I/ /,..---::::::-\ \\ \ ~ I ;f I ; ---··· // ///·-... _/ ·., EXISTING LAKE . \ . \ I I ,/ I / J .·9" \ \"'-' 1 { F------_________ ./ \ / r ___ / / //(. 1 • · .. ~ ---../ ·~ ·1 : ) \ I : r ; 1 \\ \~-, '-------. \ \ \ \ / ___ ... / \ I ( ( (( i ~ ····-·-·-------\ \ \ / I ) I I f; ~ '\ \ ... ,... g , _.-------~.,,__ J I , \ \\ \I · \\/ '\<,, ·-,~---· I\\\ \ { , ~ .. , '\\ \··,,, .1 I \\ ~~- l~-, I ,: \ / ' 1 ,, ' \ \\ ; \ \\ ;-~~ ~-\ \ ',, f ,/ \,·-;_, I ' \ 1\ -I ' \ --·-, ... __ I t' \ ·.:.. '\ ' \ '•\ ) \ \ ---" : \ \\ \\ '"'' \ . ,..;\ ,. , , r ........ \ ,, \ \ ( '' / ------·• I ' ______ _/ j" ···' '. \. 0 \\\\ // / \ \: ' ~ ,_ ,,\ .. p ! / /----·· ) . ~ '···-...... .. _ / ~ \\ ~ / ,../ ,/ //.~ (. L ..... \ ·.\..,., '·· i \ \ \ \ / ( ! \ _________ ,_______ \ i \ ''\ ) \\\ '(__:-~:.~:-··-·---~-----/-----.... -,,, ) \ \ ':r _ _... ~ , , tr·--. ________ '--, ________ ::::::-·--··----/··, __ "' ""'--\ \ ~ ' \ \ RESERVOIR LO;.'i WATER \ \ \ 4 ··----..... _____ ··---..... ,'-> '-, \ \ \ j OPERATION CONTOUR \ \ \ __ ... ----~ '\_ \ \ \ \ \ / \ \ \ / ' .. ,__ ', \ \ \ \ \ ·: \ \ ( .......... ' \ \ \ \ \ : \ '-' \'-: •.._ ·· .... , \ \ \ \ \ \ I \ '-\ \··"--.....:... " \ \ '. \ \ \ i " \ --v ; \ ' . il '.._ ... .._ "'-'• ~' .,, \ \ '1 \ \J I\ \ '-,.-. ..-_.., .. ---,.,:::.:..>', . \ \ · l I II 1 )., ";----··---., ' 0 \ EXISTING ' ' \ ~ 1 i I I I \ ·;:.:..··· .-.. ... \ ~·· y \ \ \ \ "r / ;: \. {_ .·--·-.. --···--···~· ., \ ' \J QUARR \\ $ ' ' \ \ ' <ZJ I ? I ·. ·./ ' \ )1 ~ ~ \ . 1 ' N " \ /; -·· .\ /'· .. .:::--/ \ '\ \ \ \ \ ""i :/ . ,/ ·.', " \ ' ' \ ~ \ /! / '\. ' ~ \ .....__ _ _fs \ \ \ \ \ """ I l 1 ! " \\ \ \ -\" ' \ \ \ \ \ "i-1 / ( ! \ i \ \ \ \ EXISTING D~ , \ \ \ )' )\. I ;\ i ... \\ -~ACCESS ROM. '\ ' \ \ ' / \. \ \ "<.\, \ \ ',., \ \ \ \ )/..-) ROAD FILL SITE PLAN SCALE: 1 INCH = 40 FEET 100/500 YEAR FLOOD ELEVATIONS 171.34'/171. 76' DAM CREST SEE DETAIL 4 FOR ELEVATION\ LINER SECTION\ 173.0' 180 ----------------- -- "" 80 1 IQ•40 HH "~'· SPILLWAY -------------------------------Jut>~~------_: __________________________________________ ;t ______ _ ELEVATION 169.0' 60- EXISTING LAKE ELEVATION 0 R~AD FILL _S~CTION ___ _ 10 20 1 INCH • 10 H ET tlQIES; f1603 NON-WOVEN NEEDLE-PUNCH GEOFABRIC SOIL STRIPPINGS AND VEGETATION. MAINTAIN MINIMUM 12 INCH COVER OVER LINER. GENERAL ROCK FILL 1. MATT ON BOTH SIDES OF LINER SHALL BE A NON WOVEN NEEDLE-PUNC HED GEOFABRIC f1603. 2 . LINER SHALL BE 45 MIL REINFORCED POLYPROPYLENE OR EQUAL. SEAMS SHALL BE FUSE D OR SEALED PER MANUFACTURER'S INSTRUCTIONS FOR THE INTENDED PURPOSE. LINER DETAIL AND SPECIFICATION SCALE: NTS 175' 500 YEAR FLOOD ELEV 171.76' 170' ............. ....... ,, EXTEND LINE MIN 2 FEET ACROSS TRENC H BOTTOM ............ ROAD FILL LINER SECTION SCALE: 1 INCH = 2 FEET EXCAVATE TO BEDROC K. INSTALL LI NER ASSEMBLY AND BAC KFILL WITH COMPACTED LOCAL MATERIAL. NO ROCK > 2 INCH . MAXI MUM l •. ~:J . SLOPES 91'-l .. TR~N<:;H WAL.L:). LINER TOP ELEV.: DAM CREST ELEV. 17 3.0' 1 FOOT LAYER OF TOPSOIL OVER LINER --SPILLWAY ELEV. 169.0' LI NER ASSEMBLY, SEE DETAIL 3 IN STALL 1 INCH LAYE R BENTON ITE CHIPS UNDER LINER PR IOR TO BACKFILL TO SEAL TOE EX ISTI NG ROCK ROAO FILL EXISTING ROAD L APP X. BEDROCK ELEV. ------------- I INCH • 2 FEET 0 i'i ~ ~ c:: 9 ~ ~ I I ~ :l:l .... "' ; t:'t:' !! ~ ~ ~ !:l (/) . 0 .. .! B .. .. "' ~ ~ ~ ~ ! §" ::I 0 .,£ (/) ~ -c:: M ~: 0 . :q 0 ~ " :a ~ ; ~ 0 ~ = 0 Q. ~ g1J ~ :n ~ ~ ~ g If :::l c: 0 ~ "' ... 0 w 0 :::8 o--co "'o ti• w-" ..JO-" w I • Or--o IJ ~oc >-.. -:r:: " O:j! I :W:ct:. Wol( w31: ~ .. Sheet ~~ !!!w z => :r:: 0 G-4 OF 4 TO AIRPORT ·-........ CITY OF ATKA '----~- START NEW ~~0 ELECTRIC LINt' TO PLANT \ \ ~,; ,.-·· .,....·· \' l --~ \~'-·----~·-.f--'\ ('-\.J i NGS '"\ MONUMENT( 'BOB" \ i \ ,-' .-) i \.i\. "\... r' \ j,_.,, ,.-( ~ f NAZAN BAY NN i"l. '~6 5j• I '-NEW I ,-J/ _Q_AM_~."::z..Q_-----_j ~ETAIL 2 / ,-, ./ ....... ( ··-..... •. , __ ~ ) . 0 ~ (1) CONTROL DIAGRAt.A E3 E3 E 1 SCALE: 1 INCH -JOO FEET ' 1101 • ~ "'' BASIS OF HORIZONTAl CONTROL· A LOCAL SURFACE PLANE COORDINATE SYSTEM BASED ON A SERIES OF LEAST SQUARE ADJUSTED STATIC GPS OBSERVATIONS PERFORMED BY MCCLINTOCK LAND ASSOCIATES. NGS STATION 'BOB', A 3-1 /2" BRASS TABLET IN A 6"x6" CONCRETE POST HAS A NAD83 GEODEDIC POSITION OF 52"12'05.8182" NORTH, 174"11'46.9733" WEST, DETERMINED WITH MULTIPLE STATIC GBS OBSERVASTIONS WITH AN AVERAGE OPUS SOLUTION. CONVERTED TO ALASKA STATE PLANE ZONE 10 COORDINATES. BASIS OF VERTICAL CONTROL· THE VERTICAL DATUM IS NAVD88, ESTABLISHED WITH AN AVERAGED OPUS ARITAMETIC SOLUTION AT NGS CONTROL STATION 'BOB' AS 193.81 FEET. MONUMNET NAME NORTHING . EASTING : ELEVATION ~NOTE 8()8....... 441 ,7}_8,2.~.: 3,68~,323.~1 ' ....... .l9_3 .81 l i'ICS MOr-IYM~:r . PCA 3 439,892.66' 3.686,422.42 _ 74.36 jALUU CAP 5/8 REBAR . ·····-439.608.17 3,685,190.87 .. 184.6S l S/8" REBAR .. FEATURE NORTHING : EASTING l ELEVATION-,NOTE START ELECTRIC : 442.222.65 . ~~-P.. .. ~c;IRI.~-----~--L ..... ~~-?.,9.~3-~!..?~ 3,68_<4,860._1_1!. SC-I STAO+OO ~~~~.~,_<>.~}.:.!.~ j :xFM~ ~A _28.:+:.~ .. 1 .. :.?5 . ~JA.~ .. P.~N~J~~ ... , .......... ~-~-~-~.5..3~-~-~-( ~~-~-~-~-t~-~9.-.~?.l ~DPE .FLANGE f~~-E: .............. .. ;_~P.: .. .,~N~T9~.~-..... + .......... ~~-~1.?.~.9.:~~ I . ~-'~~-~-._<>.~-~.:-~.!. i!RAN~ITIO~ .. f~.N~-~-.F.~~-; ... . S_TA_fti_ _ _[?~~-·_·_· ......... ! .-.. ·.·.· ....... ~-~~~~7~~~9 ~ .. -~~-~-~-~-!??.~.-.?.~-; . . .. _l_~?.~.t?.9.~.~EIT .. P.~.~--6.~~J.~J-~ .. ,..., __ .: .. , ___ _ I .. , ;' ......... I ···-·-...._ \ ('" \\ <., __ __ ......... ___ _ ·-, ·-........ ....................... ·· ................. '· ·-, .. , ·-......... ,_ \ __ ., __ .. , ·· ......... _ \ _.-·· / ./ ,.-· --... ______ .. / .. ··-. ----....... CONTOURS · AEROMETRICS ANCHORAGE PREPARED ORTHOPHOTO AND TOPOGRAPHIC MAPPING FOR DEPARTMENT OF COMMUNITY AND REGIONAL AFFAIRS. BASE CONTOURS WERE PROVIDED AT TWO FOOT INTERVALS. SITE SURVEYS BY POLARCONSULT WERE CONDUCTED OCT 21 THROUGH OCT 22, 2009 BY POLARCONSULT ALASKA FOR AS-BUILT LOCATION OF THE POWERHOUSE AND TOPOGRAPHY OF PENSTOCK ALIGNMENT AND DAM LOCATION USING VERTICAL CONTROL ELEVATION OF 'BOB' FOR BASIS OF ELEVATION. ONE FOOT CONTOURS WERE ESTABLISHED FOR THE PROJECT AREA TO SUPPLANT BASE MAP CONTOURS. ----..- ELECTRICAL TRANSMISSION LINE STk 0+00 START OF" PROJECT N: 442,224.06 E: 3,684,859. 73 STk 28+53.20 END Of PROJECT N: 439,991.85 E: 3,686.043.72 ELECTRICAL LINE TABLE LINE LENGTH BEARING L1 2.56 S15'01 '57"E L2 10.53 523'~0.-:I. L3 23.35 S27'13'47"E L4 69.22 S10'30'57"E L5 192.40 510'31'58" L6 197.73 SOD' 16'52"E L7 "448.24 515"06'30" L8 148.99 S45'00'51"E L9 343.25 S2-4-'32'J6"E L10 42.40 S04'34'34"W L1 1 366.36 S15'22'21"f. L12 354.34 S39'31'34"E L13 139.99 S54'~"E L14 119.86 S73'03.:J_1"f_ L15 124.30 N71 '34'25"E L16 105.64 582'52'~ L17 58.78 S31'2D'29"E L18 98.79 S29'02~"W CURVE TAB L E I CURVE LENGTH l RADIUS I C1 6.47 22.22 POWERHOUSE ~------·-~-/i¥ ~' "- 'J.~ '( _:// / / EASMENT END / I '-..._ "- : POWERLINE \ ;! / : '-..._ ~ I ')[_/ I -;1 _ -·-···-··-·-···-_.;;;---'··--j.__ ·-~ .. ··-.......... ;··., ·-.......... __ :---..,_ \ . ._.f ....... ··----... -.. /_ .. 1· ·._:,. ·-...._ _ ... -... -... -... -... _____ _ .. , / ../ i -···-/ /.·· ,..,.,..,.,..,. ~-···- // I // I / // I I / // ~---------_j >I _-· .. , ---·---·-----·-·-., __ / / ~ ©> ~ g ~ @'£ ll= 0 ~ .5 ©> ~ g ca .:.:: fl) • .! e ca ~ .. c :;! ~ .... ,. " ::I i ~ ~ m I ~g c: ~ ~i:l 0 . ~ ~ 0 ~ ":j ..... e ., ca ~ '"~ -t; ~ ~ 0 &~ ~ ~ a. c" :n ~ i 8 ~ ~ ~ In "' " <= ~ -\ i \ i \._ \ \ ! / / / / / / / / / / / / / / . / / \ / / i \ /// ~ ///-. "£. ·---. ·-., // ~~/ l'l7o'S93S. ~-----::I I ? .... 0 0 ... ... .., .., 0 0 ---- [ ?IB" REBAR HUB' \ · .. ,___ // // \263.97 \ r"·..J ,..,. ,..,.._ \ ·.\ ,..,.,..,. 7 \ ··. ,..,.,..,. ,..,.,..,. ' ~...,.... -_) / / S48'36'43"E C~--)/ // 42.77' TO DA"Y\1 // ~\s;a· '-.... """-'"2-L _~BAR 1',1;" "".::::---~'-.,_j '-.... ............ ......... ~ ~ ,..,.~·::~· .. ) ,..,.,..,. ~ / / ~~!!!!'!!!!~~~ /// ~PENSTOCK ~ -A EASMENT S38'47'59"E 95.67' TO FACE OF FLANGE, START PENSTOCK NEW DAM PENSTOCK ALIGNMENT ,-···"\. c.:-.. ~>) DAM AND PENSTOCK CONTROL DIAGRAM r""'_.r··, ... __ \ ) ··.'-.--... .. ·r"' \ ·. ' '· ··., .. ·., ' ',~-~:~...._' .......... ·- f~ "" a. o-!:! -... "'o a:_, I:; I t;~ ..,-a ..JO_,. ~ .... "'I • "'% o,... a oo Il!io:;;: f a:o 0 l >-... >->-:r a J: ... C;l! > ><:a: <( ..:a: "'<C ... ::I ... ~ ... ., ~<( "" 0 )(~ )( ~LAI <( !!.! z z :I ::I J: :r 0 0 DESIGNED:~ DRAWN: MD CHECKED: ___ E:A_ SCALE: AS NOIED FllE: .WNON.f Sheet V-1 OF 1 100 YR FLOW ELEV.: 171.34 LOW OPER ELEV.: 165.6' 180 170 !.(_-~-­ ----<CONCRETE DAM --__ ?TRIP FOOTING ROCK SURFACE AT CENTERLINE --l - ------------------__ -____ [_ ______ S_P_IL-LW_A __ Y _16_9_·_2 ·-J~C~O~N~C:RET~E::DA·M~~~-' __ , __ -___ --_-_-_________ 4<·:x3>'-BY<:-P•A:SS>=-~--~L-=:,5,5c·~--r-~l;s~·~·~FI,SH:_ __ ~--~~-~~~E~f~g=E:_~---------------:~~~~~~~~~~~ STRIP FOOTING • BYPASS ..... Jl ~ ~ ~I !!. DOWNSTREAM DAM SUPPORTS 160 ~ "' MAIN DAM ELEVATION -UPSTREAM FACE SCALE: 1 INCH = 5 FEET HORIZ & VERT \ \ " " " " " " ~-----~ ···-.. ,, _____ ,_ ............. 0+00 \~···· ·-..................... -----·-.. .. ,',,, ·· .......... , CLEAR ORGANICS FROM ELEVATION 173.0 OOWN TO BEDROCK FOR ROCK SPILLWAY AREA i L./ I ,PENSTPCK ALIGNMENT' /SEE /SHEET P-1 / ·-·-L- / / \. ·-------.,. f / \"'-. / , 7 -7 ///) ; I · / // , ) J I / //_/'0 I / // / ,fo / //..-'.;--; /// /1 // ' //,. // //;! // // I J / / ' :I , , ,.... <. i1 I 1 I 0 " '//' '/ )/0.. 1 ·_······----./-' ,. 'i 11 "- \. \ •• ••• -... DO~STREA( OAW""...___!.-----/~:~:~--::.~~:~----/ _,__ / \ \ r~PPORl'S / j / ' \ / / / : / n // \ ~ : .: / / \ \ \ \ \ \\ \ \ .. -~- STRIP FOOTING DAM CATWALK ~:J SURFACE/ {"~ CD DAM SITE PLAN " 1 SCALE: 1 INCR = 5 FEET / / ·····f \ ./ / ! I 1/t \ \ o ' \ / / ... .· ;; rr ~~;"\ / ! \~..,,.,a , lrJ-/ / ,/ \ \ / /.._ ·-----.. , . i / ; . ·; ' . /. ;;s.$3' SPILLWAY \ \: _r ( ·· .... _ I ! ! ~ .. ' . . -' '-1-----',. x ·-... " : / . ' / / ~{S~ '/ . D 4 . :ZLJ.J I .::>ct" , ::r:u / () ~ -----· SE~\HE D~\ 0 . 5 10 1 HC::H • 5 r££T / ROCK s ~ [ ~C~NTOU~S\~CE r1 1 ·\ ·--, :\ \ \ B \ rt·l '/1 / I ! I ; ! / ; j / I / / ! ! A \n=A7 SEE SHEETS D-2 --..:::._j/ AND D-3 FOR / CONCRETE DAM / DETAILS ,// f / @'£ © !!!!.., @ l!i!!l 2l (/jjtJ ~ ,#t ,// .I· 5-" ,//f it i ,{;! j/f / ,'// /,1/ /!' I I i / z 0 0 () a "~ c ! ~ 7 ·-i :li :g .. " • l-s as a !~ ~~n (I) • ~ .. as e .. -" as e o IIIIi I ~ ! ~ t; ... ... z 0 0 "' A.CIO ~ 0 > u-... ;::g ..... ... t;• 0 ~o a z "'I-" f • o,._ • z Jl!io ~ ~ ~·. D A. ~~~ "' t: ... ~ Ill ~· :::1 ,.. ~ -cO !!!"' z :::1 :z: u DATE: •t I~{ '"1 D£S1GNEO: ~ DRAWN : •ol CHECKED: ____ EA_ SCALE; AS NOTED _IIWNOAM 0+00 160 0 156 q"q 0+00 5 FEET HORIZ & VERT ·1-5& ;$ ~ -20 0 0+30 0+30 INCH = 5 FEET HORIZ & VERT 172 168 ~ ~ CATWALK RAMP DAM CATWALK SUPPORT DAM CATWALK SUPPORT [2) 1r ROCK o ANCHORS DAM SECTION STA 0+ 60 SCALE: 1 INCH = 5 FEET HORIZ & VERT 176 Jn---.-..._ 168 164 \£0 156 168 164 160 156 20 1/i . .S4' 172 168 164 \6<) 20 10 B £~-3 I , ..... ::=3 1 INCH 5o rt:n 172 ~ u<, I ' ~ r---(2) 1~" ROCK . ANCHORS . 156 168 BYPASS SLIDE GATE VALVf 0+40 ANCHOR HORIZ & VERT 0+40 DAM CATWALK SUPPORT (2) 1~" flOCK ANCHORS 5 FEET HORIZ & VERT 0+70 180 DAM CATWALK SUPPORT 168 ===--SP.U,.LWAY ELEV.: 169' ~ m 0+70 1 INCH 5 FEET HORIZ & VERT 172 164 160 156 20 180 168 164 c ~~~lUJ~[Q) lf©~ ©©!Nl~IJ~lUJ©IJ~@!Nl c 0+20 0 :; 0 STA 0+20 1 INCH = 5 FEET HORIZ & VERT 0+50 AIR RELIEF 168 1M -20 DAM SECTION STA 0+50 SCALE: 1 INCH 5 FEET HORIZ & VERT 0+80 184 180 DAM SECTION 0+80 SCALE: 1 INCH 5 HORIZ & VERT DAM CATWALK SUPPORT 1~" ROCK ANCHORS (2) 1M" ROCK ANCHORS 16H 164 \60 156 1£8 164 160 0-4 20 184 180 168 20 ci c: ca ::t. U) ca ca -"5 U) c: 0 (.) '-ca 0 "' z 0 ~ I c. z 0 >= (.) w VI w 1- iii ~ <( c i§ ;;; i!l " z li! tl I . e ~ ~ ii 0 ~ . I ~ ~ "" "'~ ,. .. .. " I 1 "'" "" "'" ~,.-: 0 0 !,!, q ~~ s M "'" ~ 8 Ill" ~~ ~ ~ ., t;~ = ~ H ~ .. 1- (.) w .., 0 g::g o--w "'o t;l ... -" ...JO .:< WI., o .... 0 } ~0 <( ,..,.. . :1: 0 c-" ~tk: <C W<( w;~: ~<( x< ...:C !i!"' 2 :;;) :1: (.) ___ ._DO DRAWN: MDI CHECKED: ___ EA SCALE: __ AS !IDTED FILE; -"""""' Sheet D-2 OF 6 I I DAM SUPPORT fOP CONNECTION ~------~ SEE DElAIL 5, THIS SHEET , t ~ _ (2) HORIZ #5 @ 1.5" ~ O.C. BOTH SIDES ~ VERT. #5 @ 9~5" ffi O.C~ BOiH SIDES NOTE: DAM CATWALK SUPPORTS NOT SHOWN, SEE SHEET D-5 to I ·a 6 u 'N W12X53 COLUMN cr: < en U') "" (4) #5 CONT EA SIDE STRIP FOOTING SEE --- -- GROUT LEVELING BASE 1e" ROCK ANCHORS I I I II EXISTING ROCK GRADE UNDISTURBED ROCK DAM COLUMN BASE PLATE ELEVATION SCALE: 1" = 1'-0" t--13"-r~l ~ f BASE PLATt ~ W12x53 COLUMN l ~ ?.f' ~~· II I 0 2 • e=r:::E3=::t==--:-=::3 1/2 INCH • 1 fOOT CATWALK~ SEE D-5 (4) x"x2t BOLTS ' I W12xS~~MN ~' 1"x6" DOWI'lS·- DAM SUPPORT TOP CONNECTION ELEVATION SCALE: 1" 1' ··0" 1 1~" L_~~~ t f PLATE , _r~ 6"0 PIPE PIPE 0' 't;s> _ DAM SUPPORT ~ 1/4" ~--~ 1" TYP~ -1 ~~" (4) l/"x2f BOLTS DAM SUPPORT TOP CONNECTION SECTION SCALE: 1" 1 '-0" ,- :~ (2) 1r ROCK i! ANCHORS ELEVATION UNDISTURBED ROCK ""~GROUT 2"¢ ROCK ../\-""" LEVELING BASE ANCHOR ( 48k) _,./ """" 6"¢ DAM (2) x"x10" BOLTS ~ 1/4" "' 'N <....:.[::. ~ """" """" """"' 8"" PIPE BO~T ~ ELEVATION f PLATE 2f0 HOLE f' PLATE PLAt:! 8"¢ PIPE BOOT <J 1/4" I / 1il ) II II / I I II II II II II II .I I. 1"¢x12" DOWELS t!l> 3' OC \ CONCRETE PANELS ~ r W12x53 COLUMN 1_ ___ -r;:=:~~~ cr _jW uo ;"'~ <') 48" CLR INSIDE" ELEVATION SECTION BYPASS PENETRATION SCALE: 1/7" ~ 1' -0" ~ WELD ON INSIDE SMOOTH 30¢ WELD FLANGE BUTI ~EBAR f" SHORT OF TRANSITION @; © ll!b @ 1!!1!1 2l W; 1/~l~ EA II . tU .::tl. U) . tU tU .... :i U) ~ ~>! c 0 . ~ ~ 0 I '-Iii~ tU ~ ~ 0 ~ ""' Q () c. 5 !l ~ I ~ g .... u w ..., 0 "' ;:!; "-"' 0 w u-c -<O "'o a !-I z ~-0 < ...JO .:< w I M z or. a 0 ig;o < ~ i= ~~ < l >-"" • . > :x: a w a;! ...J "'"' < ... W<( "''~= z 5< :3 x< ._ <a :::E !!!"' < z c ::l :X: u DATL _ __!i'.W!i' DESIGNED: ---'illJl DRAWN: ____ _!!Q CHECKED: ___ EA_ SCALE: __ _&_'!O!ED FILE: .MAlNDAM Shee1 0-3 OF 6 I BYPASS WALL PENETRATIO~. SEE DETAIL 2A/Di3 FABRICATED STEEL RECTANGULAR TO ROUND TRANSITION, SEE DETAIL 6 11= <D 0 00 "' r---: r....: Iii 1'<,1 v i II I I I CD TRASH RACK PLAN 1 SCALE: 1/2 INCH = 1 FOOT TRASH RACK TOP DETAIL 6 I~OiES SCALE: 1 INCH = 0' -6" 1 INCH .. 6 INCHES #5 BAR HOOP 4'x3' BYPASS SLIDE GATE FISH BYPASS, SEE DETAIL 8 STEEL SPOOL SECTION 1 I I DAM CATWALK = = =7.86' _= ___ =_--! ==I (2) r BOLTS EACH END 1==---1 ---· I I -5x3 A!:JG_L£_ ____ _ = = = = = = ==rttii=t=/" ---=t= ==;t1, C5x6. 7 TRASH RACK SUPPORTS ~ I I I I I I I I I I I I I I ~ ///// I I ///// (' I I l)/ I I I I I I I !U;tf.:C.r ~·--A·-~-n" ~-~!_.~ 3'/ I / II II II II SE~AMSHCATWALK j I EET D-S/!1 II II PENSTOCK AIR RELIEF NIBCO FIG 8, EXTENDED PIPE CLAMP. BEND LEGS BACK AT 30', EXTEND AND SECURE TO DAM W/ 3/8" EXPANSION ANCHORS. j"x3" BOLTS WELDED TO BOTIOM OF j" PLATE @ 2.5' 0/C j"x16" ALLTHREAD @ 18" O.C STAGGERED, GROUT 12" INTO ROCK CONCRETE DAM DOWNSTREAM FACE 1 INCH == 2 FEET RACK ELEVATION 1/2 INCH = 1 FOOT 36"• SCH 40 WELO FLANGE rl;" STEEL PLATE TRANSITION FROM RECTANGULAR TO ROUND 2x2xf' ANGLE FRAME ~ R I' , ! ' 11J 12 INCHE "~ :?" 36"0 SCH 40 WELD FLANGE 2x2~" ANGLE f--+---70.42' ----1 PLAN 18" WIDE CONCRETE SLAB UNDER INTAKE W/ 1 #5 HOOP TRASH RACK SECTION 1 lt£H = 2 FEET SCALE: 1/2 INCH = 1 FOOT 6"11l SCH 40 WELD FLANGE 6~\tl x 6" LONG SCH 40 PIPE SECTION 30"0 SCH 40 WELD FLANGE EACH END 30"\tl SCH 40 11 DEG ELL 30"0 x 3" LONG SECTION SCH 40 PIPE 6"0 SCH 40 WELD FLANGE 3/16 PLAN 1 INCH = 2 FEET 8"0 x 7.5" LONG SCH 40 PIPE SECTION 8"0 SCH 40 WELD FLANGE BOTH SIDES BUTIERFLY VALVE 8"0 SCH 40 FLANGE fa\ FISH BYPASS SECTION V SCALE: 3/4 INCH = 1 FOOT ~·/'fA\'·--'··:·-.·. ·R··· ._. ------- TRASH RACK BASE DETAIL SCALE: 1 INCH = 0' -6" 61HC!-lES 1 INCH "' 6 INCHES 2x2,_j" ANGLE FRAME SIDE ELEVATION FRONT ELEVATION INTAKE RECTANGULAR TO ROUND TRANSITION SCALE: 1/2 INCH = 1 FOOT 1 INCH .. 2 FEET SIDE ELEVATION FRONT ELEVATION PENSTOCK SPOOL SECTION 1 SCALE: 1/2 INCH = 1 FOOT 1 INCH,.2FEE1 ~ I}= @/) ~ ~II 0 c::: a:J ~ tn a:J a:J ..... ~ z 0 ~ ~ <§ g :J tn c::: 0 0 ... a:J 0 a. z ~ ~ " " .:, " " I " r:-r:- 0 0 e~ ~ ~ ~ . = ~ 0. ~ ~ ~ t ~ ~ ~ ~ g ~ ~ . ~ ~ a " t; ti ~ ~ 1: ~ ~ 0 " " = ~ 0 " ~ ~ ~ II .... u "" V1 3 -' "' :;;: o..cc .... 0 "" u- 0 -CD "'o old t;l ...,- z ...JO 0 "'I ;:: o,... I u i"'O "" £ ~"" -V1 I 0 z 0-" ~~::;: j ""~ 0.. 5« "" x"" "' "" .. 0 .... !!!"' ~ z ::J I u Sheet D-4 OF 6 74.89'-i!i:rd::t--- MAIN DAM SUPPORTS 20 TO DAM CATWALK ELEVATION -UPSTREAM FACE SCALE: 1 INCH = 10 FEET HORIZ & VERT I I ll II r-J 1 -40" r---~-36" SECJION ELEVATION DAM CATWALK SUPPORT DETAIL SCALE 1/2 INCH o·, 1 FOOT I / 10 20 ~,t-=-'. ==-=:J 1 IIOi "' 10 fEET GRIP STRUT CATWALK PLANKS NOT USED SCALE: #5 @ 12" o.c. 2 LAYERS @ 9" (3) 1/2"x12" ROCK ANCHORS I L ___ _ r---------- / I f/2"x6" EXPANSION • RAMP ------------~------6" RAMP SEE DETAIL 6 DAM CATWALK ELEVATION -UPSTREAM FACE SCALE: 1 INCH = 1 FOOT --------------------rr -----= 1------==== === = lL L4x2x3/16 ~ BASE FRAME ---------------------- RAMP El.I;I,IATIQ.!:j RAMP FLOOR I'LAr-,1 CATWALK RAMP SCALE: 1/2 INCH 1 FOOT c 0~~(\l)~[Q! lF©rR1 ©©fM~lf'[R{(\l)©lf'O@fNl = f Cl'l ~ f1j Cl'l a; .... :; f1j c: 0 0 ... ~ ~ f;; ~ Cl'l t; ~ 0 0 i ~ ~ c. iii ~< :'5 ...: ~ !;;: u :I ...: 0 t; .... 3 ~~ u~ Ci~ .... , ~~ 0 ...10:% "'I M o,... 0 "aeo;;; •o l ,..., . :X: 0 0~ :.:a:...: W.,; "'~ ~< x< <0 !!!"' z :::> :X: u OATL---~ DESIGNED: ----~ ORAWN: --.-~ CHECKED: ____ EA SCAlL ____ AS N011'D f1lL ----"""DAM Sheet D-5 OF 6 GENERAL PROJECT NOTES. 1. AFTER ORGANICS REMOVED FROM THf DAM FOOTING CHISELED OUT OF ROCK AND PRIOR DESIGN ENGINEER TO COMPLETE SITE INSPECTION liLITY AND OF FOOTING SIZE AND STABILIZATION OR REALIGNMENT OF 2. CONSTRUCT IN ACCORDANCE WITH THE EDITIONS OF THE IMC, NESC, 1 MUNICIPAL CODES PRACTICE. DURING CONSTRUCTION. WORKERS SKILLCD AND REGULARLY EMPLOYED ALIGNMENT AND WHERE AND PARALLEL OR PERPENDICULAAR OF AT SLAB OPENINGS FLUSH AND EQUIPMENT UNTIL WITH DRAWINGS AND WALL fACE OR AS SHOWN PRECONTRACT CONDITION ANY PUBLIC OR PRIVATE CONTRACT ACTIVITY. THIS SHALL INCLUDE ANY tR,Lt.Uir<v REVEGETA liON OF EXISTING HORTICULTURE. A 10. WHERE SUBMITTALS ARE RFQUIRED, SUBMIT 3 COPIES TO ENGINEER FOR REVIEW AND APPROVAL. MATERIALS: 1. INTAKE BUTTERFLY VALVE SHAUL BE ABZ MODEL 396 CAST IRON LUG BODY 150 PSI RATED, DUCTILIE IRON NICKEL COATED DISC, WTH EPDM SEAT, 316 STAINLESS STEEL STfM AND DISC PINS, GRAPHITE-TEFLON BUSHING. BUN A-N STEM PACKING. SUPPLY WITH TOTALLY ENCLOSED WORM GEAR OPERATOR MOTOR 240V 1-PHASE, OU WATERPROOF 10 PSI MAX PRESSURE. 37 CFS FLOW, REMOTE 4-20 MA SYSTEM OPERATED, ANALOGUE 4-20 MA POSITION VALVE SHALL BE 4' X 3' WATERMAN MODEL FRAME WITH STAINLESS STEEL GATE, STEEL 4. TRASH RACK SCREEN SHALL BE A 7' -6" W1DE BY 4' LONG PANEL OF VERTICAL 1/2"x4" BAR STOCK WITH 3/4" CLEAR SPACING BETWIEcN BARS, AND 1-1/4" DIA STEEL SUPPORT RODS COATED WITH HOPE AT 18" O.C. AS CONSTRUCTED BY HYDROTHERM OR EQUAL. 1/2"x4" VERTICAL BARS STOCK SHALL HAVE 1 /2" ROUNDED f NDS 5. PREMOLDED WATER STOP SHALL BE GREENSTREAK MODEL 747, 6 INCH PVC DUMBELL SHAPED. OR APPROVF ll EQUAL. 6. CATWALK PLANKING SHALL BE MCNICHOLS GRIP STRUT 4-3/4" x 2" 12 GA. GALVANIZED STEEL, CATALOG NUMBER 22012. OR APPROVED EQUAL. EARTHWORK: ELEVATION OF ROCK SURF ACE WAS OBTAINED DURING GEOTECH INVESTIGATION; ROCK BOREHOLES WERE NOT MADE FOR THE DE THIS PROJECT. AND FILL SLOPES SHOWN ARE ASSUMED APPROPRIATE FOR THE SITE AND MATERIALS AVAILABLE FOR CONSTRUCTION. CONTIRACTOR VfRIFY SOIL AND ROCK CONDITIONS TO DETERMINE OF AND FILL SLOPES SHOWN ON THE PLANS OF DAM CONSTRUCTION AND PERFORMANCE. NOTIFY SIGNtriCANT CHANGES TO THE CUT OR FILL ARE REQUIRED DUE TO SOFT OR LOOSE MATERIAL ENCOUNTERED iN THE nrAvA· VERTICAL ROCK FACES ARE ACCEPTABLE AND OVERBURDEN AT THE TOP OF THE SLOPfS UP TO 1: 1 WILL BE ALLOWIED IF IS AVAILABLE FOR FILL STABILIZATION AND CLEAR AND REMOVE ORGANIC OVERBURDEN AREA AS SHOWN ON THE DRAWINGS PRIOR EXCAVATION AND DAM CONSTRUCTION. EXCAVATE ROCK FOR CONCRETE STRIP SHOWN THE DRAWING GCOLOGY CAN SUPPORT STABILIZED. STEEPER FILL ROCK. OR OTHER MEANS, CONTROL AND WITH MINIMUM DEPTH -.lGINEER TO VERIFY ROCK PRIOR TO I'AM<"t>•1·" CONSTRUCTION. -" ·---·ICT CONCRETE FOOTING AS SHOWN ON THE DRAWINGS IN SECTION OF THIS SPECIFICATION. "CONCRETE" STOCKPILE REVEGETATION REQUIRED. FOR USE IN OF EXCAVATION IF FINAL LINES OF CUT AND CAN BE ALTERED IF NO CHANGE TO GRADE SHOWN ON IS REQUIRED. CORRECT AND REPAIR ANY SETTLEMENT OF FILL OR BACKFILL PRIOR TO INSTALLATION OF PENSTOCK. IN DISPOSAL AREA APPROVED OF THE PROPOSED NEW DAM PERMIT ARE DISCOVERED DURING \LL OF IN ACCORDANCE WITH AND BACK FILL WITH NEW BACKFILl MATERIAL SPECIFIED ABOVE. CQHC.B.UE; CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301-05, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" AND ACI 318-05, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF UNLESS NOTED OTHERWISE. TYPE Ill CfMENT MAY UPON AUTHORIZATION OF ENGINEER AND SHALL REACH DESIGN AT 7 DAYS. All CONCRETE SHALL BE SUPPLIED IN BULK BAGS FROM A BATCH PLANT, WRAPPED fOR EXPORT SHIPMENT. SUBMIT DESIGN MIX SHOWING COMPLIANCE WTH SPECIFICATION AND RESULTS OF TRIAL MIXTURE STRENGTHS TO ENGINEER FOR APPROVAL. AGGREGATES GRAVEL AND OF SHALL TO OF COARSE AGGREGATE CONCRETE SHALl 10 9" TOT1 THE ADDITION ENTRAINMENT AIR ENTRIANING OF AS TM C-260. HAVE A MAXIMUM SLUMP OF PERMITTED SO ADMIXTURES SHALL BE CLEAN AND FREE OF OIL OR ALKALI OR ORGANIC MAllER TEST CYLINDER N ADDITIONAL DAM PANEL IN ACCORDANCE SHALl HIRE AN TEST LAB TO STANDARD THE AVERAGE COMPRESSIVE BE WITH ACI PROCEDURES AND A REPORT SUBMITTED TO THE SUMMARIZING ALL TESTING RESUI TS AND CONCLUSIONS. CONCRETE SHALL BE PLACED SO THAT AT NO TIME SHALL CONCRETE FREE MORE THAN THREE (3) FEET PLACf CONCRETE CONTINUOUSLY FROM SIDE OF TO THf OT1iER IN APPROXIMATELY HORIZONTAL LAYERS. NO COMPLETED SURFACE SHALL BE ALLOWED TO STAND MORE THAN FORTY-FIVE (45) MINUTES BEFORE CONTINUING THE PLACEMENT OF CONCRETE THEREON. SECTION OF WATER STOP SHALL BE WIET SET IN STRIP FOOTING AND OR VI BRA TED TO REMOVE AIR BUBLES AND VOIDS. EXCEPT IN THAT SLABS AT PIPE BE MOVED TO CONCRETE ALLOWIED IN CONCRETE STRUCTURES THE DRAWINGS. ALL IRREGULARITIES ON EXPOSED SURFACES SUCH AS GRAVEL POCKETS, BOLT HOLES, ETC. SHALL BE NEATLY PAINTED WITH MORTOR OF THE SAME PROPORTIONS AS USED IN CONCRETE. SHALL BE POOURED CONTINUOUSLY FROM STRIP PANELS FULL HEIGH 1. NO COLD JOINTS WILL [][ WTHIN DAM PANELS. ALL EXPOSED CONCREif SURFACES SHALL BE COVERED WITH PLASTIC WATERPROOF MEMBRANE, OR EQUAL, FOR SEVEN (7) DAYS. AMBIENT AIR OR PLACEMENT OF CONCRETE SHALL BE PROHIBITED AT AN TEMPERATURE OF LESS THAN FORTY (40) DEGREES FA~R>N~F FOUNDATION MATERIAL IS FROZEN, EXCEPT IN SPECIAL AUTHORilED BY PLACEMEHT WATER IN WHERE THFRE IS STANDING TO BE 60 KSI ASTM A615 (GRADE 60). REINFORCING TO BE EPOXY COATED AND SHALL COMPLY WITH ASTM REINFORCING BAR SPACING SHOWN ARE MAXIMUM fiE ALL [JARS IN LOCATION WITH ANNEALED 12 PLACING CONCRETE. WIRE BOLTS, REGAR. ETC SHALL BE SECURE!. Y HELD IN OF CONCRETE. LAP SPLICES IN CONCRETE: STAGGER AL T[RNATE SPLICES A MINIMUM OF ONE LAP LENGTH. LAP SPLICE LENGTH, #5 BAR 35" TYPICAL CLEAR CONCRETE COVERAGE FOR REINFORCING AND EMBEDMENT: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO [ARTH = 3" FORMED CONCRETE EXPOSED TO EARTH OR WIEATHER 1.5" IF INTERNAL USED. SHALL BE IN SUCH MANNER THAT AlfER TIES MAY BE AT LEAST ONE (1) INCH BELOW THE CONCRfH:. SURFACE. ~ SHALL BE A MOISTURE-CURED, NONCORROSIVE, NONSTAINING PORTLAND CEMENT. AND WATER-REDUCING CONSISTENCY AND A 30 BASED, NON-SAG ELASTOMERIC SEALANT. COMPLYING TYPE S, GRADE NS. SEALANT OR POLYURETHANE ASTM C-900, !!QQK...At!.C .t!.QBS; ALL ROCK ANCHORS BE WILLIAMS R1S HOLLOW CORE SPIN LOCK DEFORMED BARS Of THE DIAMETER AND LENGTH INDICATED. OR APPROVED EQUAL UNLESS OTHERWISE ALL ROCK ANCHORS AND BOLTS SHALL [][ INSTALLED IN COMPETENT ROCK IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. ENGINEER SHALL DETERMINE SUITABILITY OF BEDROCK. FROM EACH ANCHOR SHAll FOR THE ANCIIOR. IN PLACE IN ACCORDANCI: WITH BEFORE TESTING. MAIN DAM VERTICAL SUPPORT AND EACH 510NED TO TENSION LOAD LISTED ON ANCHORS SHAll BE FULLY GROUTED THE MANUFACTURER'S INSTRUCTIONS SOL TS AND NUTS: BOLTS SHALL CONFORM ALL NUTS, ASTM A490 WITH HEAVY HEX NUTS AND AND BOLTS SHALL BE HOT DIPPED SOL TS, NUTS AND SHALL CONFORM TO ASTM STRUCTURAL STEEL: 50 KSI. STEEL CALLED CONFORM TO ASTM A~?9 50 WITH MINIMUM YlELD STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B WITH MINIMUM YIELD OF 42 KSI WITH A MINIMUM WALL THICKNESS OF 3/16-INCH OR ON THE DRAWINGS. PIPE FLANGES SHALL BE SCHEDULE 40 WELD NECK OR SLIP ON WELD FLANGES WITH SCHEDULE 40 PIPE TO PROVIDE OFFSET DIMENSION OFF THE FACE OF THE DAM SHOWN ON THE PLANS. LA lEST AISC AND AWS CODES APPLY. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH LATEST AISC HANDBOOK. ALL WELDING BY WIELDERS 1-'0LDING VALID CERTIFICATES AND HAVING CURRENT EXPERIENCf IN TYPE OF WELD SHOWN ON THE DRAWINGS OR NOTES. CERTIFICATES SHALL BE THOSE ISSUED ElY AN ACCEPTED TESTING AGENCY. ALL WELDING MAY SHOP ALL PIPE, STEEL SHAPES AND FABRICATED ASSEMBLIES SHALL BE COATED IN ACCORDANCE WITH "STEEL COATINGS" SPECIFICATION SECTION. INSTALL ANCHORING NECESSARY FOR CONSTRUCTION AS STEEL COATINGS DAM SUPPORTS, BASE WALKWAY AND OTHER STEEL FOR APPROVAL. AS ALL S1EEL PIPE. SHAPES ANO FABRICATED ASSEMBLIES SHAll. BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A123, G90. OR REPAIR DAMAGED GALVANIZED SURFACES, ALL FIELD WIELDED JOINTS COLD GALVANIZING COMPOUND. WIRE TO REMOVE ALL LOOSE MATERIAL, SCALE 3 COATS OF MINIMUM 1.5 MILS DRY FILM Tu'""''"'''c PER ALUMINUM WITH OR METAL GIVING A COAT OF ALKALI RESISTING BITUMINOUS PAINT OR OTHER APPROVED PAINT IN THE SHOP. ClEANING Atjp DISINFECTIOtj: REMOVE ALL EXCESS BUILDING MATERIALS AND DEBRIS FROM AREA. ORGANIC AREAS IN ACCORDANCE WITH EARTHWORK IESil.t:lJ:1; ALLOW ALL CONCRETE TO CURE FOR MINIMUM 28 OFSIGN STRENGTH AS INDICA TED THROUGH AND CLOSE TO FILL. ONE ADDITIONAL NOTIFY THROUGH DAM, "' o~~UJJ~lb» «;(QlWJ~urR!UJJ«;IfO@WJ "' a 0" 0 .. ~ ~ .... c: "" ' ' 0 "" "'"' ~ "" ai = ~';' ~ 0 0 ~ ~!t .:Jt. ~ ~ (I) . = co e .. co § ~ ~ " ..... ~ ~ 1l :::J "" I .. g (I) ~:I c: 0 . ~ j 0 ; :; < ... ~ !;;~ co ~ ~ 0 i ""' 0 () c. ~ ~n --11 ; ., ~ 18 ill §I c:; !$! "' if <S ~ ~ .... u "' .., 0 "' 0..<0 0 u--<e ., "'o z ti• 0 ~0 0 ;:: <( ~I~ u Or-. o I i:: i <><o;;; u £~, .. w ::t: 0 "-0~ ., "'"' "' ::li W<( "'"' <( 5< 0 x< ..:0 ~w z :::> r u She€t D-6 Of 6 .... 0 Implementation ot Permit Conditions EDASPECIAL AGENCY AWARD CONDffiON RESPONSIBLE PARTY COMMENTS CONDffiONOR AGENCY PERMrr --- USFWS EDA Special 3-1) Fish screen drawing to be submitted to City of Atka Drawings D-3. D-4 & D-5 U.S. Fish & Wildlife Award Condition USFWS. Service No. 11 Attachment 1 DOH EDA Special Award 2-1) All work below the OHW .. shall be Project Engineer The Project SuQerintendent and Office of Habitat Condition No. 12: conducted when the excavation area is Included in Dam Construction Manager shall inform Restoration AKDMR "Fish completely isolated from the following waters. Specifications-Earthwork the Project Engineer for any Habitat Permit" (G-1) activity that will impact the Alaska Attachment 2 special conditions 2-1 thru 2-3 Department of Fish and Game 2-2) Avoid introduction of sediments, Project Engineer Included in Project Design & contaminants and other materials .... Included in Dam specifications -Operations & Specifications-Earthwork Maintenance Manual (G-1) 2-3) All bank cuts, slopes, fills or other exposed Project Engineer earthwork shall be stabilized to prevent erosion Included in Dam .... Specifications-Earthwork (G-1)6) 2·4) .... develop Operations Manual Project Engineer Construction Manager will notify the Project Engineer of issues or recommended changes to the O&M Manual before or after it is implemented. 2-5) .... OHMP ... shall be contacted for Project Engineer The Project SuQerintendent and approval for (any design changes Included in Project Design Construction Manager shall inform & Specifications (G-1) the Project Engineer for any activity that may result in design changes Continued ... Page 1 of 7 Implementation ot Permit Conditions EDASPECIAL AGENCY AWARD CONDfflON RESPONSIBLE PAIUY COMMENTS CONDfflONOR AGENCY PERMIT -----------~ -- DOH EDA Special Award 2-6) if significant impacts ... (to fish) become Project Engineer The Project SuQerintendent and Office of Habitat Condition No. 12: evident, the OHMP will work with the Included in Dam Construction Manager shall inform Restoration AKDMR "Fish applicant.. .. Specifications-General the Project Engineer for any Habitat Permit" Project Specifications (G-1) activity with potential significant Alaska (F JOl-11-0164) impacts to fish Department of formerly (F JH04-II- Fish and Game 0034) 9-9) For any activity that significantly deviates Project Engineer The Project SuQerintendent and from the approved plan ... notify DOH Included in Dam Construction Manager shall inform Specifications -General the Project Engineer for any Project Specifications activity that may result in (G-1) deviations from the approved plan FERC EDA Special No licensing required. Federal Energy Award Condition Regulatory No.12 Commission Attachment 3 DSCU EDA Special 3) Before 2 weeks prior to beginning Project Engineer Will be on site during key phases Dam Safety and Award Condition foundation excavation ... schedule of of dam related construction Construction Unit No. 12: AKDNR construction activities & provide required Division of Mining, "Certificate of notices I Land and Water Approval to Construct Dam" Alaska (2003-7 -AKOOXX) 4) Before 2 weeks prior to beginning Project Engineer Construction Manager will forward Department of Attachment 4 foundation excavation ... water diversion plan ... Notice to Dam Safety Dam Schedule of Construction to Natural Resources Project Engineer three week prior to beginning foundation excavation. 5) All work .. .inspected by engineer qualified ... Project Engineer Project Engineer will provide Schedule included in schedule of inspections to Construction Quality Construction Manager. Control Plan Continued .... L__~--------------------------- Page 2 of 7 Implementation ot Permit Conditions EDASPECIAL AGENCY AWARD CONDffiON RESPONSIBLE PARrY COMMENTS CONDffiONOR AGENCY PERMrr DSCU 6) If any conditions ore Project Engineer Working closely with the Project Dam Safety and encountered ... substantial deviations ... Included in Plans and Superintendent. the Construction Construction Unit Specifications (G-1) Manager will maintain ongoing Division of Mining, contact with the Project Engineer Land and Water on dam construction activities scheduled, work progress and Alaska unanticipated issues and Department of problems. Natural Resources 7) The foundation area under the dam must Project Engineer Project Engineer will provide be inspected ... Schedule included in schedule of inspections to Construction Quality Construction Manager Control Plan. 8) The test fill of the reservoir ... Project Engineer Project Superintendent & Approval of dam fill upon Construction Manager will monitor satisfactory test results curing of concrete & forward test results to Project Engineer when design strength in Attachment A has been achieved. 9) Notify the Department of the date of Project Engineer Training of City of Atka personnel substantial completion ... on the proper operation and maintenance procedures of the hydro plant will be refined during this period. 1 0) ... may be operated on a temporary basis Project Engineer not to exceed 60 days. Certificate of Approval Project Engineer Construction Completion Report ~ontinued ... O&MManual Emergency Action Plan ....... -------------... Page 3of7 Implementation ot Permit Conditions EDASPECIAL AGENCY AWARD CONDmON RESPONSIBLE PARTY COMMENTS CONDmONOR AGENCY PERMrr -----------------~-~--------- DSCU 11) Commence construction by the first day Citvof Atka If modifications to the dam are Dam Safety and of June 2011 required an application for Construction Unit Certificate of Approval to Modify Division of Mining, a Dam will be prepared & Land and Water submitted to Dam Safety Alaska Department of Natural Resources 12) Prior to raising the dam or other Project Engineer modifications ... Construction Manager City of Atka Page 4of7 Implementation of Permit Conditions EDASPECIAL AGENCY AWARD CONDfflON RESPONSIBLE PAKTY COMMENTS CONDfflONOR AGENCY PERMIT ---------- COE POA 4-2001-1130 1) ... Applicant shall be responsible for the Project Engineer Attachment 5 is the inspection a/k/a POA-2001-design and implementation of plans for the report for the Dancing Creek U. S. Corps of 1130-4 replacement of the 500 foot culvert crossing project. Engineers Attachment 5 on Dancing Creek ... 2) The dam construction shall be isolated from Project Engineer the flowing waters of the stream. Included in Dam Specifications-Earthwork (G-1) 4) Erosion control measures shall be Project Engineer established... . Included in Dam Specifications-Earthwork (G-1) 5) Any ground disturbing activities within the Project Engineer N/A-ATK-17 no longer part of boundaries of ATK-17 will be monitored by an project archaeologist.. Attachment 6·1 6) The 600-foot extension of the proposed Project Engineer ! buried electric power and telephone cables will be archaeologically surveyed before project-related ground disturbing activities in this area begin EPA SWPPP SWPPP is required for the project. SWPPP will be submitted to EPA Storm Water Wednesday, May 19'h. Environmental Pollution No permit is required. Protection Prevention Plans Agency --------- Page 5 of 7 Implementation of Permit Conditions EDASPECIAl AGENCY AWARD CONOID ON RESPONSIBLE PARJY COMMENTS CONDfflONOR AGENCY PERMIT ------·--·---------. --~-------- Division of Water EDASpecial 1 ) Follow acceptable engineering Project Engineer Rights Award Condition standards ... No. 12; SoA Alaska Permit"to 2) ... defend and indemnity the state ... City of Atka Department of Appropriate Natural Resources Water (LAS 23103) 3 ) Comply with laws ... City of Atka Attachment 5 4) Notify ... change of address ... City of Atka 5) ... obtain and comply with other permits Project Engineer 6) Establish metering system ... Project Engineer A water metering system will be installed during Construction 7) All work below ordinary high water (OHW) Project Engineer ... dewater ... Included in Dam Specifications-General Project Specifications (G- 1) 8) ... avoid introduction of sediments, Project Engineer contaminants, ..• Included in Dam Specifications-Earthwork (G-1) 9) ... earthwork shall be stabilized to prevent Project Engineer erosion ... Included in Dam Specifications -Earthwork (G-1) 10) ... maintained to support .. .fish. Project Engineer Included in Dam Specifications-General Continued ... Project Specifications (G~1 Page 6of7 Implementation of Permit Conditions EOASPECIAL AGENCY AWARO CONOmON RESPONSIBLE PARJY COMMENTS CONOmONOR AGENCY PERMff -'---~·-··-----~---······- 11) ... no water impounded ... until a Certificate Project Engineer of Approval ... Included in Dam Specifications Earthwork (G-1) 12) ... appropriation of water ... annual Ci!Y of Atka Fee to be paid 30 days prior to administrative fee. anniversary date of permit. Alaska National EDA Special Archaeological monitoring of ground Not Applicable Historic Award Condition operations Preservation Attachment 6 Office Attachment 6·1 May 22nd finding that no historic properties are affected for this project. Alaska Department of Natural Resources Page7 of7 Re: Frances Mann, USF&WS: NWP 17 City of Atka #D-2001-1130 Chuniisax Creek: se... Page 1 of2 Re: Frances Mann, USF&WS: NWP 17 City of Atka #0-2001-1130 Chuniisax Creek: sent 12:20pm Th 01/28/10 From: "Frances_Mann@fws.gov" <Frances_Mann@fws.gov> To: "Dean You" <atkadean@yahoo.com> Monday, February 1, 2010 3:59 PM Cc: "Julie Dirks" <dlrksjuliea@gmail.com>, Ann_Rappoport@fws.gov 1 File (lKB) pic06359 ... Hello Dean- Yes, the letter that we wrote about the project is still valid. However, I have 2 additional comments: 1) In your e-mail below, you stated that the City would like to confirm that the N\1\,P 17 issued by Ann Rappoport is still effective. A point of clarification is that the U.S. Fish and Wildlife Service O.e., A. Rappoport) did not issue the N\1\,P 17. Rather, the N\1\,P 17 was issued by the Corps of Engineers. The Service's role is to provide comments and recommendations on projects that could affect fish and wildlife resources. 2) In our letter to you below, we requested that we be provided a copy of the final design of the water intake structure with screen (see our comments on Service recommendation #1). Please do so when the design is finished. Alternately, it may be simpler to provide a copy of the revised N\1\,P 17 permit that I assume will be issued by the Corps of Engineers soon. Thank you Dean. Frances Frances Mann US Fish & Wildlife Service Branch Chief, Conservation Planning Assistance 605 W. 4th Ave, Rm. G61 Anchorage, AK 99501 907-271-3053 907-271-2786 (fax) frances_mann@fws.gov Dean You <atkadean@yahoo.com> Dean You <atkadean@yahoo.com> 01/28/2010 04:06 PM Tofrances_mann@fws.gov ccJulie Dirks <dirksjuliea@gmail.com> Frances Mann, USF&WS: NVVP 17 City of Atka Subject#D-2001-1130 ChuniisaxCreek: sent 12:20pm Th 01/28/10 Good Thursday morning Frances. The City of Atka would like to confirm that the http://us.mc462.mail.yahoo.com/mc/showMessage?sMid=5&filterBy=&.rand=2129438317... 2/2/2010 N ~~A TIE OJF AlASKA DEPARTMENT OF NATURAL RESOURCES OFFICEOFHABITATMANAGEMENr&.PERMITl'ING SARAH PALIN, Governor 550 W, 1" A VENUE. SUITE 1420 ANCHORAGE. ALASKA 99501-1566 PHONE: {907) 269-8690 FAX: (907) 269-5673 FISH HABITAT PERMIT FH 07-ll-0164 Ms. Julie Dirks City of Atka P.O. Box 765 Unalaska, AK 99685 Dear Ms. Dirks: Re: Dam I Water Withdrawal/ Intake Structure-Chuniisax Creek Stream :N2 305-52-11620 Section 28, T. 72 S .• R. 116 W., S.M. SID AK0401..01AA COE POA-2001-1130-M ISSUED: July 24, 2007 EXPIRES: December 31, 2010 Pursuant to AS 41.14.840 and AS 41.14.870(b) the Alaska Department of Natural Resources, Office of Habitat Management and Permitting (OHMP) has reviewed Polar Consults request on behalf of the City of Atka to allow a time extension of the Chuniisax Creek Hydro Project. The original Fish Habitat Permit FH-04-D-0034 has expired. The project has been delayed due to funding but all other aspects of the original proposal remain unchanged. Three years should allow for project completion before permit expiration. The 10 foot high dam spillway will be set at elevation 169.0 feet. The darn will inundate about 10.7 acres with 39 acre feet of water at the spillway elevation of 169.0 feet. The area to be inundated will include an existing 6.3 acre lake. The 1,060 foot long by 28.2 inch inside diameter HDPE penstock will parallel the creek on the south side extending from the base of the dam to the powerhouse. The penstock will be mounted within the stream for a short distance downstream of the dam before taking off overland. The penstock intake will have an 8 foot by 4 foot slanted polyethylene slat trash rack with Y.. inch openings. The powerhouse will be located about 1,600 feet downstream of the dam on the north bank of Chuni is ax Creek. The penstock and an associated walkway will cross the creek at the powerhouse location on an elevated bridge structure. The bridge structure will free span Chuniisax Creek and no footings or other structures will be placed below the ordinary high water (OHW) mark ofChuniisax Creek. A maximum flow rate of 36 cfs through the penstock will be directed through a "cross flow" turbine and then released back into Chuniisax Creek below the powerhouse. Peak output will be 271 KW. The proposed tailrace includes a 7 by 10 foot, stop log regulated box that flows out into a rock-lined outfall into Chuniisax Creek. During project operation, about 439 feet of anadromous coho salmon habitat in the reach of Chuniisax Creek upstream of the powerhouse and downstream ofFalls B will be affected by reduced flows. Mitigation for the impacted coho salmon habitat is planned through an offsite project that entails the replacement of a 500 foot perched culvert on Dancing Creek (A WC# 3 05·52-11600) with a natural stream channel and shorter culverted or bridged road crossing. Plan review and approval for the mitigation project on Dancing Creek will take place as a separate project. "Develop, Conserve, and Enhance Natural Resources for Present and Future Alaskans." / I I 1-ll-0164 2 July 24, 2007 Chuniisax Creek has been specified as being important for the spawning, rearing, or migration of anadromous fish pursuant to AS 41.14.870(a). Salmon in some stage oflife are found year round in portions of the drainage affected by the project. Generally, adult pink salmon begin entering Chuniisax Creek during late July. They spawn from early August through early October. Adult coho salmon begin entering the watershed in late August with spawning occurring during the period October through late November or early December. The eggs incubate during the winter and the salmon fry leave the streambed gravel from late March through late May or early June. Young coho salmon spend one or more years rearing in freshwater before migrating to salt water. In addition to salmon, Dolly Varden in both anadromous and resident freshwater forms are found in the system. In accordance with AS 41.14.840 and AS 41.14.870(d), project approval is hereby given subject to the following stipulations: 1. All work below the OHW of Chuniisax Creek shall be conducted when the excavation area is completely isolated from the flowing waters of Chuniisax Creek. 2. Techniques shall be employed to avoid the introduction of sediments, contaminants, and other materials into the waters of the Chuniisax Creek both during and after construction. 3. AU bank cuts, slopes, fills, or other exposed earthwork shall be stabilized to prevent erosion, both during and after construction. 4. The pennittee shall develop an operations manual for the operation and maintenance of the project and shall submit the plan to the OHMP for approval before December 31, 2005. The operations manual shall include detailed descriptions ofthe: 1) routine maintenance and emergency shutdown procedures for the project 2) operation of the flow bypass system during normal and emergency operations, 3) procedures to schedule routine maintenance activities, and 4) survey and documentation procedures for documenting operational responses and affects on water flows and fish from scheduled and emergency shutdown flow manipulations. The manual shall address measures to be taken during these procedures to ensure that prescribed instream flows are provided continuously to Chuniisax Creek and that impacts to fisheries resources are minimized. The operations manual should also contain OHMP contact information and permit requirements. (Approval of the operations manual and flow manipulations reporting will be permitted through a pennit amendment following approval of the project operations manual). S. The OHMP Anchorage Area Office shall be contacted at 269-8690 for approvals, 7 days before flow manipulations for scheduled maintenance or other scheduled operations and within 3 days following emergency shutdown flow manipulations. 6. If significant impacts to the resident Do11y Varden population or other fisheries relating to project construction and operations become evident, the OHMP will work with the applicant to determine if there are additional mitigation options, (eg screening, operational changes, etc) that could be implemented or required to adequately protect these resources. The recipient of this permit (the permittee) is responsible for the actions of contractors, agents, or other persons who perform work to accomplish the approved plan. For any activity that significantly deviates from the approved plan, the pennittee shall notify the OHMP, and obtain written approval in the form of a permit amendment before beginning the activity. Any action taken by the permittee or an agent of the permittee that increases the project's overall scope or that negates, alters, or minimizes the intent or effectiveness of any stipulation contained in this pennit will be deemed a significant deviation from the approved plan. The final I /·II·Ol64 3 July 24, 2007 teterrnination as to the significance of any deviation and the need for a permit amendment is the reSJX)nsibility of the OHMP. Therefore, it is recommended that the OHMP, be consulted immediately when a deviation from the approved plan is being considered. This letter constitutes a permit issued under the authority of AS 41.14.870. This permit must be retained on site during construction. Please be advised that this determination applies only to activities regulated by OHMP; other divisions within ADNR may have jurisdiction Wlder their respective authorities. This determination does not relieve you of the responsibility for securing other permits, state, federal, or local. You are still required to comply with all other applicable laws. In addition to the penalties provided by law, this permit may be terminated or revoked for failure to comply with its provisions or failure to comply with applicable statutes and regulations. The department reserves the right to require mitigation measures to correct disruption to fish and game created by the project and which were a direct result of the failure to comply with this permit or any applicable law. The permittee shall indemnify, save harmless, and defend the department, its agents, and its employees from any and all claims, actions or liabilities for injuries or damages sustained by any person or property arising directly or indirectly from permitted activities or the permittee's performance tmder this permit. However, this provision has no effect if, and only if, the sole proximate cause of the injury is the department's negligence. This permit decision may be appealed in accordance with the provisions of AS 44.62.330·-44.62.630. Please call Habitat Biologist, Scott Maclean at 907 269-6778 or email at scott.maclean@alaska.gov if you have questions regarding this permit. Sincerely, Dick LeFebvre, Deputy Commissioner Scott Maclean ,_,~'-...-Habitat Biologist cc: Anchorage Area Office Earle Ausman, Polar Consults M. Fink. ADF&G H. Baij,COE K. Kolehrnainen, A WCRSA J. Ferguson, ADF&G C. Cobb,DNR S. Schroff, ADF&G A. Ott, OHMP CERTIFICATE OF APPROVAL TO CONSTRUCT A DAM Chuniisax Creek Hydroelectric Dam Attachment B -Special Conditions 1. This certificate approves the construction of the Chuniisax Creek Hydroelectric Dam to a crest elevation of approximately 173 feet as indicated in the drawings listed in Attachment A. 2. After construction, the Chuniisax Creek Hydroelectric Dam is to be operated as a Class II (significant) hazard potential classification dam as defined in 11 MC 93.157 under the condition that the periodic safety inspections (PSI) required by 11 MC 93.159 must occur in accordance with the following schedule; • The first PSI is to be conducted no later than two (2) years after substantial completion of the dam • If the dam is in a safe condition after the first PSI, the second PSI and subsequent PSis may occur on five year intervals thereafter, as long as the dam remains in a safe condition. 3. Before 2 weeks prior to beginning foundation excavation, submit to the Department a schedule for construction that includes all major components of the dam and appurtenances including excavation, grading, fill or concrete pours, rock anchors, gate installation, and other hardware, as well as mandatory inspection points that must be completed before additional construction occurs. Submit a revised construction schedule for any substantial deviations from the schedule previously submitted to the Department. 4. Before 2 weeks prior to beginning foundation excavation, submit to the Department a construction water diversion plan that describes plans for controlling surface, subsurface and excavation water as required to assure the safety of the construction. 5. All work associated with the construction of the dam and appurtenances must be inspected by an engineer qualified in accordance with 11 MC 93.193( c), for compliance with the approved drawings, specifications and construction quality assurance/quality control documents listed in Attachment A, and for developing the construction completion report required under Special Condition 10. 6. If any conditions are encountered which require substantial deviations or change in the design from the approved drawings and specifications listed in Attachment A, the deviation or change must be approved in writing by the design engineer. Any changes that could affect the safety of the dam must be approved in writing by the Department before implementing the deviation or change. 7. The foundation area under the dam must be inspected and approved by a qualified professional geologist or engineer, after the overburden is removed, and prior to the placement of concrete. A geologic map containing bedrock types, quality, fractures, faults, and other pertinent information must be prepared and certified by the professional geologist or engineer, and included in the construction completion report required under Special Condition 10. Certificate No. FY201 0·1 o~ AK00306 4of5 April 29, 2010 CERTIFICATE OF APPROVAL TO CONSTRUCT A DAM Chuniisax Creek Hydroelectric Dam 8. The test fill of the reservoir may not be conducted until the dam is substantially complete. Including other work, the dam will not be considered substantially complete until the concrete reaches the design strength as specified in the construction documents listed in Attachment A, at a minimum, as determined and approved by the engineer. 9. Notify the Department of the date of substantial completion within one week after that date occurs. Provide the information required in Special Condition 10 within 30 days of the date of substantial completion. 10. The Chuniisax Creek Hydroelectric Dam may be operated on a temporary basis for a period not to exceed 60 days after the date of substantial completion. After that, a Certificate of Approval to Operate a Dam is required by the Department to operate the dam. The Department will issue a Certificate of Approval to Operate a Dam including any other pertinent terms and conditions, upon review and approval of the following submittals: Cl Construction completion report prepared in accordance with the requirements of 11 MC 93.171 (f)(6)(A) including design change details and approvals Cl An operation and maintenance (0 & M) manual prepared in accordance with the requirements of 11 AAC 93.197. [J An emergency action plan (EAP) prepared in accordance with the requirements of 11 AAC 93.164( e) which allows the EAP to be included in the 0 & M manual. 11. Commence construction by the first day of June of the second calendar year after the date of this certificate. If construction does not begin by this date, an updated application must be submitted for review and approval by the Department, including application fees required under 11 AAC 05.010. 12. Prior to raising the dam or other modifications that may affect the safety of the dam, submit to the Department an application for a Certificate of Approval to Modify a Dam in accordance with the requirements of 11 AAC 93.171. End of Attachment B D/F: l:damsafe/projects/Chuniisax/certificates/COACON FY201 0-1 Q..AK00306 Certificate No. FY201 0-10-AK00306 5 of5 Apri129, 2010 Ul 3. If you discover any previously unknown historic or archeological remains while accomplishing the activity authorized by this permit, you must immediately notify this office of what you have found. We will initiate the Federal and State coordination required to determine if the remains warrant a recovery effort or if the site is eligible for listing in the National Register of Historic Places. 4. If you sell the property associated with this permit, you must obtain the signature of the new owner in the space provided and forward a copy of the permit to this office to validate the transfer of this authorization. 5. If a conditioned water quality certification has been issued for your project, you must comply with the conditions specified in the certification as special conditions to this permit. For your convenience, a copy of the certification is attached if it contains such conditions. 6. You must allow representatives from this office to inspect the authorized activity at any time deemed necessary to ensure that it is being or has been accomplished in accordance with the terms and conditions of your permit. Special Conditions: 1 ). The applicant will be responsible for the design and implementation of plans for the replacement of the 500 foot culvert crossing on Dancing Creek (AWC # 305-52-11600) with a natural stream channel and shorter culverted or bridged crossing. Detailed plans and specifications for which will be submitted to the ACOE and OHMP prior to December 31, 2004 for approval. This work will be permitted and constructed separately under a future project review. 2). The dam construction shall be isolated from the flowing waters of the stream using methods according to the attached silt curtain diagram supplied by the USFWS. 3). Dam timbers shall not be treated with any preservative containing creosote or pentachlorophenol. 4 ). Erosion control measures shall be established at the tail race discharge to the creek according to the attached silt curtain diagram supplied by the USFWS. 5). Any ground disturbing activities within the boundaries of ATK-17 will be monitored by an archaeologist. 6). The 600-foot extension of the proposed buried electric power and telephone cables will be archaeologically surveyed before project-related ground disturbing activities in this area begin. Based on the results of this survey, an archaeological monitor may be required during construction activities at ATK- 46. Any condition incorporated by reference into this permit by General Condition 5, remains a condition of this permit unless expressly modified or deleted, in writing, by the District Engineer or his authorized representative. Further Information: 1. Congressional Authorities: You have been authorized to undertake the activity described above pursuant to: ()Section 10 of the Rivers and Harbors Act of 1899 (33 U.S.C. 403). (X) Section 404 of the Clean Water Act (33 U.S.C. 1344 ). ()Section 103 of the Marine Protection, Research, and Sanctuaries Act of 1972 (33 U.S.C. 1413). 2. Limits of this authorization. ENG FORM 1721, Nov 86 EDITION OF SEP 82 IS OBSOLETE -2- (33 CFR 325 (Appendix A)) The holder of this amended permit shall: 1. Follow acceptable engineering standards in exercising the privilege granted by this amended permit. 2. Except for claims or losses arising from negligence of the State, defend and indemnify the state against and hold it harmless from any and all claims, demands, legal actions, loss, liability and expense for injury to or death of persons and damages to or loss of property arising out of or connected with the exercise of the water right granted by this amended permit. 3. Comply with all applicable Jaws, regulations and conditions. 4. NotifY the grantor of any change of address, transfer of any real property identified in this document, or proposed change in the water appropriation. 5. Permittee is responsible for obtaining and complying with other permits/approvals (state, federal, or local) that may be required for construction and operations of the Chuniisax Creek Hydroelectdc Project. 6. Establish a metering system acceptable to the Division and submit monthly water use records to the Division on a quarterly basis. 7. All work below the ordinary high water (OHW) ofChuniisax Creek shall be conducted when the excavation area is completely dewatered or when the excavation area is completely isolated from the flowing waters ofChuniisax: Creek. 8. Techniques shall be employed to avoid the introduction of sediments, contaminants, and other materials into the waters of the Chuniisax: Creek both during and after construction. 9. All bank cuts, slopes, fills, or other exposed earthwork shall be stabilized to prevent erosion, both during and after construction. lO. Permittee shall ensure that adequate instream flows in that reach of Chuniisax Creek below the powerhouse are maintained to support anadromous and resident fish. II. If a barrier meeting the definition of a dam under AS 46.17.900 (3) is required, no water may be impounded behind the dam until a Certificate of Approval to operate a Dam is issued by the Department of Natural Resources, Division of Mining, Land and Water, Dam Safety and Construction Unit 12. This appropriation of water is subject to an annual administrative service fee. Amended Pennit to Appropriate Water LAS 23103 Paa.e2 orJ ~CONOMIC DEVELOPM (;=:\ r r".J I i I ! ·-- ! l _ _J! 1 r-' '-... ' ..1 01:54:20 p.m. 05-29-2009 I / SARAH PALIN, GOVERNOR j 1 -' DEPARTMENT OF NATURAL RESOURCES ' / DIVISION OF PARKS AND OUTDOOR RECREATION i OFFICE OF HISTORY AND ARCHAEOLOGY May 22, 2009 File No.: 3130-1R EDA SUBJECT: Hydroelectric Plant, Atka Shirley Kelly Program Specialist Economic Development Administration 510 L Street, Suite 444 Anchorage, AK 99501 Dear Ms. Kelly, 550 W. 7TH AVENUE, SUITE 1370 ANCHORAGE, ALASKA 99501-3565 PHONE: 1907) 269-8721 FAX: (9071 269-8908 The Alaska State Historic Preservation Office has reviewed your correspondence (received May 6, 2009} regarding the referenced project under Section 106 of the National Historic Preservation Act. Based on your information and our records, the project components were archaeologically surveyed and/or monitored by Charles M. Mobley or Office of History and Archaeology. No cultural remains were noted within the project footprint. We concur therefore with your finding of no historic properties affected for this project. If the project design changes, especially in Old Town, we will need to review the project again. Occasionally, during a project, cultural resources are inadvertently discovered as a result of ground altering activities. If this situation occurs, work that may disturb these resources should be stopped immediately. The State Historic Preservation Office (269-8721) should be consulted regarding significance of the finds and appropriate actions to be taken to avoid, minimize or mitigate adverse impacts. In addition, the Alaska State Troopers must be notified in the event that human remains are encountered. Please contact Stefanie Ludwig at 269-8720 if you have any questions or if we can be of further assistance. Sincerely, ~~~;(\\;;:~ Judith E. Bittner State Historic Preservation Officer JEB:sll Economjc [it.'·' .. ::.<.tliil''i' i\LiiJlin A Iaske-: F·icid · if~'ic,;_ co City of Atka City Office: PO Box 47070 * Atka, Alaska 99547 * Phone: 907-839-2233 * Fax: 907-839-2234 Administrator: 750 W. Dimond Blvd. #202 * Anchorage, Alaska 99515 * Phone: 907-522-0384 * Fax: 907-522-0385 Construction Management Marsh Creek Energy Systems LLC has been hired to manage construction to ensure that the project is constructed in accordance to the design, industry standards, and permit requirements. John lyons has been identified as Project Manager. John has many years of experience managing construction of energy projects including alternative energy projects. A contract for an independent project superintendent will be competitively bid to provide oversight of the local force account labor force and other tasks related to project oversight. Both the project manager and superintendent will provide the City of Atka with a weekly progress report on the project to include work completed, labor force activities, problems encountered, percentage of project completion, changes to project that need to be implemented, etc. Facility Disposal In the highly unlikely event the hydro-electric system is sold or otherwise transferred to another entity by the City of Atka, the following process will be implemented: • Prior to any action to sell, lease or dispose of the hydro-electric system or property, the City of Atka shall request in writing approval from the Economic Development Administration (EDA) with initial contact to be made at a minimum of 60 days in advance of planned disposal. • Once approval is received from EDA, the US Army Corps of Engineers (ACOE) will be notified in writing of the intent to sell, lease, or dispose of the facility to another entity. ACOE will be notified again when it is known who the entity is. • Disposal shall follow the process outlined in Title 4 of the Atka Code of Ordinances for disposal of real property (defined as any property that cannot be moved} attached. • After sale is completed the City of Atka will work with the buyer to arrange for transfer of the Certificate of Necessity and Public Convenience issued the Regulatory Commission of Alaska (RCA) to utilities to authorize operation of public utilities. EDA Project 07-01-06108 From Title 4-City of Atka Code of Ordinances Section 6. Disposal of real property. A. The city may dispose of real property or an interest in real property which has been found to be no longer necessary for municipal purposes. All disposals shall be by non-code ordinance. The minimum time between introduction and adoption of ordinances for disposal other than by sealed bid or public outcry or lottery shall be 25 days longer than required for other non-code ordinances. The ordinance shall include: 1. A finding that the real property or interest in real property is no longer necessary for municipal purposes and a statement of facts upon which such a finding is based; 2. A legal description of the property; 3. Type of interest in property to be disposed of as defined in Section 11; 4. The purpose of disposal; 5. The method of disposal as identified in Section 7. 6. The value of the property or the value of the interest in property as determined under sub-section 13 of this section; 7. The procedure for conducting the disposal and the time, place, and manner in which the proposed disposal shall occur. B. The value of the property or interest in property shall be fair market value as determined by an appraisal prepared by a qualified appraiser or assessor, or the council may determine the fair market value by any other means it deems appropriate. Section 7. Methods of disposal. A. All disposals shall be conducted in a fair and impartial manner. Procedures for conducting all disposals shall be set out in the non-code ordinance authorizing each disposal. B. Competitive disposal: The city may conduct the following type of competitive disposal: 1. Sealed bid auction: The minimum bid for a sealed bid auction shall be the fair market value of the property or interest in property as determined under section 6 B. 2. Public outcry auction: The minimum bid for a public outcry auctions hall be the fair market value of the property or interest in property as determined under Section 6 B. 3. Lottery: In case of a lottery, the price of the property or interest in property may be established by the City Council. C. Disposal for public services: The City Council may dispose of real property or an interest in real property to a municipality, state, or federal entity or to a non-profit corporation or association, or a Native Tribal council, when the recipient is providing a necessary public service to residents of the municipality, without seeking bids and for less than fair market value of the real property or interest in real property. If a disposal is made under the sub-section, the non-code ordinance authorizing the disposal must include an addition to the requirements in Section 6: 1. A finding that the disposal to the entity is for provision of a necessary public service and a statement of facts upon which such a finding is based; 2. A requirement that the conveyance of the property or property interest disposed include a condition that the title will revert to the municipality in the event the property is no longer used for the necessary public service justifying the disposal; and 3. In the event that the entity receiving the property or interest in real property is a Native Tribal council, a requirement that the Native Tribal council waive any immunity from suit for the purpose of enforcement the reversion provision. D. Disposal for economic development: The City Council may dispose of real property or an interest in real property to any person or entity in furtherance of local trade or industry without seeking bids and for less than the fair market value of that real property of interest in real property as determined under Section 6 B. If a disposal is made to further economic development, the non- code ordinance authorizing the disposal must include in addition to the requirements of Section 7: EDA Project 07-01-06108 1. A finding that the property or property interest which is the subject of the disposal will be used in furtherance of local trade or industry; and 2. A requirement that the conveyance of the property or property interest disposed include a condition that title will revert to the municipality in the event the property is no longer used for the local trade or industry justifying the disposaL E. Miscellaneous disposals: The City Council may settle disputed claims or litigation by authorizing disposal of real property or an interest in real property. F. Disposal to settle claims of equitable interest: Upon a finding by the City Council that it is in the public interest, the city may convey real property or an interest in real property for less than fair market value to a person who has a valid claim of equitable interest in the property in the property or in a substantial improvement located upon the property. That finding shall be incorporated in and made a part of the non-code ordinance that accomplishes the conveyance. G. Disposal for residential purposes: Upon a finding by the City Council that there is a residential housing shortage in the community and that making land available for residential purposes at less than market value is in the public interest, the city may convey property or an interest in real property for less than fair market value to a domiciled city resident who seeks the parcel for development and use as a personal place of residence. That finding shall be incorporated in and made a part of the non-code ordinance that accomplishes the conveyance. When real property or interest in real property is disposed of pursuant to this subsection, the deed or lease must contain a condition subsequent which ensures that if the land is used for any use other than residential use for a period of ten years after the disposal, title will revert to the city. In addition, disposals under this subsection shall include a requirement for the construction of a habitable dwelling within 3 years after the disposal or title will revert to the city. Section 8. Leases. A disposal of interest in real property by lease shall follow the requirements of sections 6 and 7. The terms and conditions of leases shall be established by the City Council for each such disposal. Section 9. Easements. The disposal of interest in real property by grant or easement shall follow the requirements of sections 7 and 8. The terms and conditions of easements shall be established by the City Council for each such disposal. Section 10. Notice of disposal. A. A notice of disposal shall be posted in three conspicuous public places within the city and not less than 30 days before: 1. The date of the bid opening; or 2. The date of the lottery; or 3. The date of the auction; or 4. The date of the disposal. B. The notice shall include: 1. A legal description of the property and type of interest to be disposed; 2. The method of disposal as identified in Section 7; 3. The assessed or estimated value of the property or interest in property; 4. The date of the proposed disposal and the time, place, and manner in which the proposed disposal shall occur. EDA Project 07-01-06108 \tka village. c ,rid Wru iu ,,1 2005 tc Atka Water and Sewer Improvements: Archaeological Survey Atka Island, Alaska by Charles M. Mobley 2006 Report prepared by Charles M. Mobley & Associates, Anchorage, Alaska, under contract to HDRAlaska, Ioc.,Aochorage, for the City of Atka and the Alaska Village Safe Water Program Abstract Abstract The City of Atka, in cooperation with the Alaska Village Safe Water Program, is planning new water and sewer utilities for Atka's old village and new subdivision. The village is located on Atka Island in the Aleutian Islands, about 350 miles beyond Dutch Harbor and Unalaska. HDR Alaska, Inc. (HDR), has contracted with the City of Atka to design the water and sewer improvements. As a federal undertaking, the improvements are subject to Section I 06 provisions of the 1966 National Historic Preservation Act. HDR contracted Charles M. Mobley &Associates to conduct an archaeological survey of the various parcels in the Area of Potential Effect (APE) and characterize them according to their probability to contain significant archaeological resources. Charles M. Mobley conducted the fieldwork between August 4 and August 8, 2006. The project's tasks are to: l) replace the old Atka water line system; 2) replace the water treatment plant; 3) replace the old Atka water tank; 4) replace the old Atka dam; 5) replace the two sewer outfalls for old Atka; 6) provide new water and sewer services to the proposed health clinic site; 7) replace the school sewer system; 8) replace the water service for Atka Pride Seafoods fish plant; and 9) replace the new subdivision's water tank. Pedestrian archaeological survey was conducted for each of the nine project tasks. Significant or potentially significant cultural resources identified as at risk from the undertaking are: ATK-046 (historic old Atka village), ATK-053 (the site of a Russian Orthodox priest's grave and possibly a Russian Orthodox church), ATK -054 (a cemetery that may overlap the adjacent prehistoric midden), and ATK-060 (old Atka's prehistoric midden). Elements ofTask 1 could threaten all four sites; Elements ofTask5 could threatenATK- 046. The APEs for Tasks 2, 3, 4, 6, 7, 8, and 9 are of low probability for containing buried archaeological sites eligible to the National Register of Historic Places, but part of each APE for Task 1 and Task 5 is rated of high probability for containing buried archaeological material associated with one of the four AHRS sites listed above. Specifically, the water line replacements in old Atka under Task 1 --both the mains below the streets and the smaller lines to buildings --could disturb buried extensions of cultural sites ATK -053, ATK -054, or ATK -060. Replacement of the north outfall and burial of the north septic tank at old Atka under Task 5, as well as construction of an access road, could disturb buried archaeological material belonging to ATK -046. An archaeological monitor is recommended for parts of the soil-disturbing phases ofTasks 1 and 5. An onsite archaeological monitor is recommended for Task 1 when the excavations are done for replacement of the main and smaller water lines in the vicinity of ATK -053, ATK -054, andATK-060, and a monitor is recommended for Task 5 when soil-disturbance takes place for old Atka's north sewer outfall, septic tank, and access road--where archaeological evidence of ATK-046 is expected. Table of Contents Abstract Table of Contents List of Figures & Tables Acknow ledgernents Background Natural and Cultural Environment Previous Research Scope of Work Logistics and Methods Inventory Task I: Old Atka Village Water Line Replacement Test Pit A Test Pit C Test Pit D Task 2: Water Treatment Plant Replacement Task 3: Old Atka Water Storage Tank Replacement Task 4: Old Atka Darn Replacement Task 5: Old Atka Village Sewer Outfalls Replacement Test Pit B Task 6: New Health Clinic Water and Sewer Service Task 7: New School Sewer Replacement Task 8: Atka Pride Seafoods Water Service Replacement Task 9: New Atka Water Storage Tank Replacement Summary of Inventory Results Evaluations ATK-060-Old Atka's Prehistoric Midden ATK-053-Russian Orthodox Church Site and Priest's Grave ATK-054-Historic Cemetery ATK-046-Old Atka Village Recommendations Bibliography 111 Table of Contents iii v Vl l 1 3 3 6 7 7 7 7 II 12 13 13 17 18 22 22 23 23 26 27 28 28 29 29 31 33 List of Figures & Tables List of Figures Cover. View of old Atka showing Japanese bomb crater. Cover Figure 1. Map of Atka region. 2 Figure2. Aerial photograph with project plans. 4-5 Figure 3. Robert Golley, Sr., with old bottle. 6 Figure4. Aerial photograph of old Atka showing utility lines. 8-9 FigureS. View of prehistoric site in old Atka. 10 Figure6. Buried cables uncovered in Test Pit C. 10 Figure?. View ofTest Pit D. 11 Figure 8. Stratigraphic profile of Test Pit D. 11 Figure 9. Stone artifact from Test Pit D. 11 Figure 10. Water treatment plant exterior. 12 Figure 11. Water treatment plant interior. 12 Figure 12. OldAtka water tank. 13 Figure 13. Discarded vehicle chassis on road to dam. 14 Figure 14. Delapidated tent platforms on road to dam. 14 Figure 15. Power pole on trail from end of road to dam. 15 Figure 16. Dam. 16 Figure 17. Dam. 16 Figure 18. View of old Atka showing north and south sewer outfalls. 17 Figure 19. George Nevzeroff and north sewer outfall. 18 Figure20 Plan of old Atka· s two sewer outfalls. 19 Figure21. Test Pit B. 20 Figure22. Artifacts from Test Pit B. 20 Figure23. Corrugated metal shed near old Atka water tank. 21 Figure24. Septic tank locations at Atka school. 22 Figure25. Atka Pride Seafoods plant. 23 Figure26. Water tank for new subdivision. 24 Figure27. Military building revetment near new subdivision water tank. 24 Figure28. Aerial photograph showing four building revetments. 25 List of Tables Table 1. Project tasks andAHRS sites of concern. 27 Table2. National Register eligibility of AHRS sites of concern. 28 v Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alaska Acknowledgements This work was completed in part due to the goodwill and contributions of a number of people. Jennifer Gastrock and Justin Marcum ablely handled the project on behalf ofHDRAlaska, Inc. It was with pleasure that I returned to Atka to meet once again folks who befriended me during my my prior work in 2003 and 2006. I especially thank George Nevzoroff and Robert Golley, Sr. r m grateful to all of you--mentioned or not·-for your interest and assistance in this cultural resource project. Thanks to you, water and sewer improvements can be built in old and new Atka with less disturbance to significant heritage resources. Cha.-les M. Mobley is a Regi.,ered Profe.,ional Archaeologist (R.P.A.) and has spent ove• 26 yelUS as m1 I Alaska archaeologist. He holds a Ph.D. in Anthropology with specialization in Archaeology from Southern ¥~ .. Methodist University (1981 ). an M.A. in cultural resource management from Southern Methodist University ! (} 978), and a B.A. in Anthropology from Case Western Reserve University (1974). Charles M. Mobley & Associates provides quality cultural resource services ranging from archaeological survey to historic architec-f ture evaluation to Native heritage consultation, helping clients comply with historic preservation laws and 4 celebrating cultural heritage. ' I l i I berof Iaska, !d. me .Obert in this ldand s as an •uthem versity bley & ·chitec- ws and Background Background The City of Atka, in cooperation with the Alaska Village Safe Water Program, is planning new water and sewer utilities for Atka's old village and new subdivision. The village is located on Atka Island in the Aleutian Islands, about 350 miles beyond Dutch Harbor and Unalaska (Figure 1 ). HDR Alaska. Inc. (HDR), has contracted with the City of Atka to design the water and sewer improvements. As a federal undertaking, the improvements are subject to Section I 06 provisions of the 1966 National Historic Preservation Act. To assist in the Section I 06 review process, HDR contracted my firm, Charles M. Mobley & Associates, to conduct an archaeological survey of the various parcels in the Area of Potential Effect (APE) and characterize them according to their probability to contain significant archaeological resources. I conducted the fieldwork between August 4 and August 8, 2006. This final report was subsequently prepared and submitted to HDR in October of 2006. Because of the availability of two recent cultural resource investigations covering the same Atka village history and environment (Mobley 2003, 2005 ), some of the background information below is adapted from those two reports. Natural and Cultural Environment Atka Island is 55 miles long and up to ten miles wide, making it the largest of the Andreanof Islands in the Aleutian chain (Orth 1967:91 ). The village is located approximately 1, I 00 miles from Anchorage; after World War II the community was the most western inhabited Aleut village (Arctic Environmental Information and Data Center 1978), until the recent Aleut Corporation's resettlement at the former U.S. military base at Adak. The maritime climate is moderated by the Pacific Ocean to produce mild winters and cool summers, supporting a treeless tundra on the island's volcanic soils. Only a few wind-stunted spruce grace the hiUside by the airport, where they were introduced by homesick soldiers during World War ll. Elevations on Atka island range from sea level to the peak ofKorovin Volcano at 5,030'. Traditional Aleut transportation and subsistence focused on the marine environment around Atka Island and other islands oftheAndreanof Archipelago. All five species of Pacific salmon spawn in the creeks and lakes of the Aleutian Islands, and shellfish --including several species of crab--are regionally available (Clark 1945:55-60). The Aleuts traditionally made much use of sea otters, seals, sea lions, and sometimes whales, all hunted from kayaks and later skiffs. The nearest large salmon stream and clam/mussel lagoon are at Chuni.ksax Creek, less than one mile southofoldAtka(Oliver 1988:78, 107,124, 135, 156, 159; Veltre and Veltre 1983:209; Mobley 2003:9-21). 1 Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alaska • • •••• 100 0 kilometers 171 s ' ... . - Figure I. Map of the Aleutian Islands; north is at the top of the map. A settlement pattern of sedentary villages and seasonal camps emerged as the Aleut culture developed efficient hunting practices and other cooperative practices integrating and supporting their communities. Semi-subterranean dwellings called "barabaras" often housed several families. Barabaras were built and maintained for seasonal camps on Atka into the mid-twentieth century (Devenny 1940:20; Morthland 1944: 17-23; Mobley 2003:7 ). The Russian explorers and fur-traders of the late-1700s were unwelcome intruders who enlisted Aleut men into forced work parties, and under Russian influence .. the island's main settlement prior to the 1860s was at Korovinski, across the island from the present village" (Veltre 1977b:3 ). The village was moved to the present site of old Atka (ATK-046) in 1860 to make use of Nazan Bay as a convenient harbor. The Aleutian Islands in the late 1800s experienced a loss of Aleut population and centralization into larger, more sedentary villages. The number of people on Atka Island has fluctuated at around 100 during most of the twentieth century (Arctic Environmental Information and Data Center 1978). The introduction of reindeer to the island in 1914 helped provide a steady source of meat (Oliver 1988:82), and foxes introduced to Atka and neighboring Aleutian Islands in the 1920s and 1930s briefly provided a source of cash. During World War :0 when Japanese forces took the more distant islands of Kiska and Attu, the village of Atka was bombed by Japanese aircraft. U.S. ships evacuated the villagers and destroyed the village to prevent its use by the enemy (Oliver 1988:xvii-xviii ). Atka andAttu villagers alike resumed their life after World War :0 at Atka. The old village was rebuilt immediately after the war, and a newer housing cluster called "the subdivision" was built over one mile to the north in 1983. A small fish processing plant operated as Atka Pride Seafood has provided a significant part of the village's income in recent years. 2 , .. :, :Oi. ~> ~~ f ~ ulture Jrting nilies. ~ntury swho ement 7b:3). ~azan Aleut tAtka 1ental .elped K>ring Narll a was :1ge to rill age 1" was p.-· ·~ Background Previous Research Waldemar Jochelson ( 1925) was the first to conduct scientific excavations of archaeological sites on Atka Island, investigating two south of Atka village in 1909. Brief excavations were done by Ales Hrdlicka ( 1945) on Atka Island in 1936 and 1937. Atka school teachers Simeon and Ethel Ross Oliver organized several unscientific digging expeditions on Atka Island in 1846 and 1947 (Oliver 1988:57, 65, 72-81 ). Ted P. Bank removed artifacts from a cave on Atka Island during his poorly published archaeological reconnaissances of the late 1940s and early 1950s (Veltre l977a:2; Miraglia l986:i). Douglas Veltre conducted several years of investigations on Atka as part of his Ph.D. dissertation (Veltre 1974, 1975, 1976, 1977a, 1979), including one effort involving a series of test pits in old Atka (Veltre 1977b ). U.S. Army Corps of Engineers archaeologist Georgeanne Reynolds ( 1986) conducted a reconnaissance ofNazan Bay and neru:by Bolshoi Island as part of a survey for possible small boat harbors. Other sites on Atka Island have been recorded by Bureau of Indian Affairs (BIA) archaeologists confirming lands claimed by Natives under various Federal laws. Veltre· s ( l977b) investigation is particularly pertinent to this 2006 project, because he excavated several dozen test pits in old Atka to help define the boundary of a prehistoric midden (ATK-060), and also delineated several historic cemeteries (ATK-053, ATK-054, ATK-055, ATK-056, ATK-061 ). One of the sites (ATK-053) contains the grave of a Russian Orthodox priest and may be a former site of Atka's Russian Orthodox church. The boundaries of the midden, church/grave site, and one cemetery all come into play in defining the potential for the Atka water and sewer improvement project to disturb significant cultural resources. I've conducted two previous archaeological investigations at Atka, both of which were to help the proposed Atka village hydroelectric project on Chuniksax Creek comply with Section l 06. In 2003 I archaeologically surveyed the components of the project as they were then defined, entailing a surface mapping of the barabaras at site ATK -017 at the mouth of Chuniksax Creek (Mobley 2003: 16-20). In 2005 I returned to Atka survey some relocated components of the APE and monitor the initial construction (through the beach berm) of the access road; in conducting the investigation I was able to obtain AHRS numbers for Veltre's ( l977b) sites as well as several other worthy historical features--13 in all (Mobley 2005). The overall results of all these investigations are that a number of archaeological sites have been recorded on Atka Island, they are thought to reflect the general trends in Aleutian chronology and contain sites at least 2000 years old, but only Korovinski has produced much information with which to scrutinize Atka's past. Scope of Work The Scope of Work (SOW) called for archaeological inventory and evaluation of nine different components in the overall water and sewer improvement projec t. Each of the nine tasks has its own ground disturbance footprint; together, the nine footprints form the Area of Potential Effect (APE) for the project. The project· s tasks are to: I) replace the old Atka water line system; 2) replace the water treatment plant; 3) replace the old Atka water tank; 4) replace the old Atka darn; 5) replace the two sewer outfalls for old Atka; 6) provide new water and sewer services to the proposed health clinic site; 7) replace the school sewer system; 8) replace the water service for Atka Pride Seafoods fish plant; and 9) replace the new subdivision's water tank (HDRAlaska 2006 ). The archaeological survey results are to be accompanied by oral and published information 3 Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alaska Figure 2 . Aerial photograph of new Atka subdivision, fish plant, and northernmost edge of old Atka Cfar upper right), showing the locations of Tasks 2-4 and 6-9 in the sewer and water improvements project. See Figures 4 and 19 for detailed plans of Tasks 1 and 5. 4 Background 5 Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alaska and presented in this final report. According to the SOW, the goal of the work is to determine if. there are significant cultural resources that may be impacted by the project. To that end, conversations with the client indicated that characterization of each task's APE was desired in tenns of whether it should be considered of "High," "Medium," or ''Low" probability for containing buried archaeological deposits of significaru. Logistics and Methods I conducted the fieldwork between August 4-8, 2006, flying from Anchorage to Atka via Dutch Harbor. Pedestrian survey was performed on the APE, consisting of the disturbance footprints for each of the nine tasks. HDR provided project plans for each project component. I dug test pits where the particular Figure 3. Robert Golley, Sr., shown here in old cirt:umstancesofAPEandpotentialarchaeology Atka with an old bottle discovered nearby, warranted them. realizing that-without utility contributed oral history information for the project. locates_ buried power and communication lines were a potential hazard. It was agreed upon beforehand that any artifacts encountered during the testing or survey were to be left in place; specimens from test pits were photographed, placed in a plastic bag. and backfilled in the hole just below the sod zone. I talked to several local individuals as part of the oral history effort (Figure 3 ). On-site observations were augmented by black-and- white and color photography. Written documents and photographs were reviewed as part of the background research. Upon returning from the field, this report was prepared in draft for client review, revised, and submitted as a final document in October of 2006. 6 , fl I I i i ,:~j-:· . • c Inventory Inventory Task 1: Old Atka Village Water Line Replacement The existing water distribution system in old Atka village will be improved as Task l of the project, entailing replacement of the main waterlines running beneath the village streets, smaller lines connecting to individual buildings, and fire hydrants (Figure 4). Almost 30 years ago archae- ologist Douglas Veltre ( 1977) delineated four "areas of cultural and archaeological significance" in old Atka, consisting of three historic cemeteries and a prehistoric midden. One of the cemeteries (ATK -061) is not at risk from the proposed project, but the other two ( ATK-053 and ATK -054) are very near the proposed system of main and residential water line replacements (Figure 5 ). As delineated by Veltre, the prehistoric midden (ATK-060) would not be jeopardized by the water line replacement. Veltre did not recognize historic archaeology in his investigations. No utility locates preceded the archaeological fieldwork, and exposed wires in several streets indicated the shallowness of buried cables and the lack of buried plastic warning tape. These circumstances limited the test excavation I was able to do a year ago for the Atka village hydroelectric project (Mobley 2005: 13-14 ). It wasn't feasible to dig test pits by hand through the road surfaces, or to follow smaller lines to buildings. Instead, I selected locations that were excavatable and yet near to the proposed waterline replacements to determine if historic artifacts were present and check the boundary formerly defined for prehistoric materials. Test Pit A I dug the first test pit on the southwest edge of the creek bisecting old Atka, just north of Veltre's boundary for the prehistoric midden ATK-060. He'd excavated a test pit (#31) about 40' north on the other side of the creek, immediately on the bank, and reported no artifacts. He'd excavated another (#50) about 40' to the south, again reporting no artifacts, and used that test pit to help define the boundary of the prehistoric midden 30' to the south. Test PitA was located midway between Veltre's Test Pits 31 and 50, on the 45-degree slope leading down to the creek, just below the edge of the low bench on which most of old Atka resides. The hole was about 50 em in diameter and 80 em deep. Beneath a 15-cm thick sod zone was a profile of dark organic soils and disrupted orangish-gray volcanic ashes, mixed with bits of coal. I found one historic white ceramic shard with a blue transfer print, commonly referred to as "blue willow." The coal is cultural, as well. I would judge the contents of Test Pit A to reflect an historic midden formed of cultural debris tossed or pushed over the edge of the creek bank. I saw no prehistoric materials in the test pit. Test Pit C Test Pit C was located in one of the few sodded patches between the IRA building and snackbar (Figure 4 ). To the southwest the land is gravel and raised a bit, representing what I was told was a pad built by the military after World War IT to hold village fuel tanks until the present 7 Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alaska ·r ~ ... . .t{ ''.·• l. Figure 4. Aerial photograph of old Atka showing the proposed main waterline alignment along with new buried services to buildings, from HDR Alaska, Inc. Two cemeteries (ATK-053 and ATK-054) and a prehistoric midden (ATK-060) are plotted according to Veltre's (1977) boundaries rather than 8 , ·Inventory • those shown on the Alaska Community Profile map for Atka (Arctic Environmental Information and Data Center 1978). Archaeological test pits are indicated by the prefix .. TP." · 9 Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alaska Figure 5. The view south at the junction of Laavikix Way and Ukuqulak Street, in d Atka, has hanged since 1977 when Veltre photographed it. At left is an historic cemetery (ATK-054) and prehistoric Aleut midden (ATK-060); water mains (Task 1) will be du in the road shown here . Figure 6. Test Pit C was dug near the IRA building in old Atka near proposed new water lines, but digging was stopped when these three cables were uncovered at a depth of eight inches. lO Figure 7. Test Pit D (here looking west) was dug in the comer of Vasha Nevezoroff's yard. I began digging a hole that went through sod ·zone brown organic soil ' volcanic ash brown organic soli 1.13 m - Inventory about 15 em of sod and continued into the un-Figure 8. The soils in Test Pit D appeared rela- derlying cobbles, which appear introduced. tively undisturbed, with two volcanic ash layers. Three cables in the cobbles appeared at a depth of 20 em (Figure 6). I didn't know what they were for or if they were live, so I photographed them and backfilled the hole. The inci~nt made me more cautious about digging test pits without utility locates in old Atka. Test Pit D Test Pit D was dug near the junction of three lots ( 1 0' from a survey marker), near the edge of Vasha Nevzeroff's mowed yard (Figure 7), on Veltre's ( 1977) boundary for the prehis- toric midden. The hole was 60 em in diameter and 1.13 m deep. The 15-cm thick sod zone contained a few cobbles, but below that there were none. Immediately below the sod was a discontinuous lens of volcanic ash, followed by a thick brown organic soil interrupted by a 5- cm thick lens of volcanic ash 60 em below ground surface (Figure 8). The soil column ap- peared to reflect an intact natural stratigraphy, and I didn't see any cultural features or artifacts as I dug the test pit. However, as I backfilled the hole I found a stone artifact of fine-grained o em 3 Figure 9. One stone artifact--a flake of fine - grained basalt --was found in the backdirt of Test Pit D . 11 Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alao;ka · Figure 10. Task 2 consists of replacing the water treatment plant (here looking west) on the hill leading up from old Atka to the new subdivision. · basalt (Figure 9). The specimen is the proximal end of a broken flake, showing a well-prepared flaking platform and definite cultural scars on its dorsal surface. The specimen was backfilled into the hole at the sod zone. Its discovery supports Veltre ·s site map indicating the prehistoric deposit of ATK-060 extending this far to the northwest. 2-Water Treatment Plant Replacement The water treatment plant is a frame building built on a concrete slab in 1978 (HDR Alaska 2006). A missing garage door allows villagers use of the interior for vehicle repair (Figures 10-11), with the water treatment equipment locked in a comer enclosure. Under Task 2 the existing building will be demolished and a new one will be buih on its foundation. A new water line Figure 11. The water treatment plant is outfitted to work on four-wheelers and trucks. leading down from the water tank north on top of the hill will be laid in the same place as the old one, and a line downhill to old Atka will be buried under the road beside the old one now buried at the side of the same road on the same route. The water treatment building is located inside a sharp switch-back on the road north out of old Atka, and so is surrounded on three sides by the graded road and ditching (see cover). I walked the ROW for the water line between the water tank (see Task 3) and the treatment plant and saw no cultural resources. 12 1 ··~ . ' Inventory Figure 12. A wood-stave water tank overlooking the old village (right, here looking north) will be replaced as Task 3. 3-Old Atka Water Storage Tank Replacement For water storage old Atka is currently served by a 30,000 gallon wood-stave tank (Figure 12) located on the hill above the water treatment plant, built in 1977 (HDR Alaska 2006 ). The tank is 14 • high, 20' in diameter, and set on 4"x6" timbers. Task 3 involves replacing the wood- stave tank with a 67,000 gallon steel tank at the same location. I inspected the Area of Potential Effect (APE) for Task 3. Several unvegetated areas provided a view of the underlying gravelly soil. 1be existing tank is not significant or old and not eligible to the National Register. A frame building containing telecommunications equipment for the nearby satellite dishes is located within 30' of the existing tank-to the north, but it doesn't appear at first glance to hold any architectural or historical value, and the project plans and narrative don't mention its demolition. About 70' to the west of the existing tank is an open-ended hut of conugated steel. Though dilapidated, the project plans and narrative don't mention the building's demolition, and it is discussed later in this chapter under Task 6-construction of the new health clinic. 4-Old Atka Dam Replacement Task 4 involves replacement of the existing dam and reservoir supplying water to both the old Atka and new subdivision water tanks, along with the line that carries water to them. Access for construction will be via a poorly-maintained gravel road that leads from the main road to a point close to the dam, where a new access/construction road will be built over what is now merely a 600" 4-wheeler trail. The gravel road looks to be originally a military road built to reach 13 Atka Water and Sewer Improvements: Archaeological Survey. Atka Island. Alaska Figure 13. Under Task 4 (in which the old Atka dam will be replaced) a water line will be run under an existing dirt road along which these two truck chassis have been abandoned (looking southeast). Figure 14. Further north along the road to the old Atka dam site are two or three tent platforms built by villagers in case of tsunami evacuation. This one is viewed towards the east. 14 · Inventory Figure 15. The track between the existing graded dirt road and the old Atka dam site (to be upgraded under Task 4) passes within a couple feet of this toppled electrical pole, here looking west. two building revetments on the hillside 400• beyond the dam site tum-off. One revetment is empty; the other contains a collapsed frame building. I was told in 2005 that the building was not military in origin,. but rather that it was the unfinished ruin of a summer house built by a village school teacher in the 1960s or 1970s. Two features of note along the existing road are a cluster of metal junk from two large rusty truck chassis (Figure 13 ), and remnants of two or three plywood tent platforms built by villagers for emergency shelter during tsunami warnings (Figure 14). The 4- wheeler trail travels immediately beside the stump of a toppled electrical pole (Figure 15). None of the three features are considered significant cultural resources. In the trail to the dam is the medial fragment of a firebrick; I saw some others placed around the dam spillway as fill. The dam was built in 1977 on a small creek midway between old and new Atka, at an elevation of 212•. The structure is made of 4"x 12" timbers and marine plywood, creating a 3 •- Residents of Atka currently obtain surface water from a reservoir constructed in 1977 by Public Health Service (PHS). The stream filling the reservoir reportedly originates in three small lakes .... The reservoir does not provide any significant storage capacity, as it is rather small, but does provide a suitable location for the raw water transmission line inlet. The general condition of the existing reservoir and dam is poor. ... The existing impoundment is approximately 40 feet wide and has a spillway elevation of approximately 212 feet. The impoundment currently holds water at a depth of approximately 3 feet .... City employees have been maintaining the reservoir diligently by thoroughly cleaning the basin and dam once a year and daily maintenance and cleaning of the intake structure .... During times of high water, it is necessary for the City employees to clean the intake screens twice or three times a day. HDRAlaska, Inc. (2006) 15 • Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alaska Figure 16. The existing dam above old Atka, here looking northeast, was built in 1977 with 4"x12" timbers and plywood. It will be replaced with a concrete weir (Task 4). Figure 17 . The new concrete dam (Task 4) will be 55' wide as compared to the existing dam's 30' width (here seen looking east). 16 ., ~ Inventory Figure 18. Task 5 consists of installing new septic tanks and replacing old Atka's two sewer outfalls, both of which are broken and dump directly offshore into Nazan Bay (view is north). deep reservoir about 20' across and 30'·long (Figures 16-17)~ I photographed the dam and reservoir and walked around its perimeter twice and saw no significant artifacts or features. S-Old Atka Vlllage Sewer Outfalls Replacement Task 5 involves replacement of two sewage outfalls for old Atka --a north outfall that leads into Nazan Bay in front of George Nevzoroff's house. and a south outfall that leads into the bay at the south edge of the village (Figure 18). Both of the outfalls have broken off near the beach line (Figure 19). In addition, the undertaking will involve burial of a 1 O,()()().gallon septic tank on- shore in front of each outfall (Figure 20), and an access road to the north outfall that will either be an extension of Agisax Road on the northeast side of the creek, or an extension hooking clockwise from Laavikax Way on the south side of the creek (in the neighborhoods of Test Pits D and A, involving a bridge across the creek). I walked the beach and beach benn in the vicinity of the south outfall and dido 't see any cultural features or artifacts nearby other than those drifted there by the tides. The old BIA schoolhouse was once located between the beach and the cliff further south. about where an aging bank of soon-to-be-removed steel fuel tanks are located. I shovel-scraped here and there at the The north outfall line will need to have an access road to the site for construction and periodic maintenance. The access road will most likely be an extension of Agisax Road within the dedicated right-of-way .... The design of both outfalls includes a new 10,000- gallonjiberglass septic tank to be placed in front of each outfall. HDR Alaska (2006) 17 Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alaska Figure 19. George Nevzoroff stands by the broken north sewer outfall (Task 5), viewed to the south. The connection to the white pipe is on the rocks at upper center, where it was thrown by a stonn. beach berm where the septic tank would be located, but the dynamic shore environment has shaped the sand and vegetation into a bank of drifted logs, trash, gravel, and grass. In 2005 I monitored a laige excavator cutting this Nazan Bay stonn benn approximately 400' south, beginning the new road to the hydroelectric project up Chuniksax Creek (Mobley 2005: 14-16). Revealed in the cut were numerous drift items including many pieces of an aluminum military aircraft thought to be a Navy PBY sunk in Nazan Bay (for many years visible beneath the water, according to villagers). It is likely that cutting through the beach berm during construction of the south septic tank and outfall could reveal similar things washed from the depths of Nazan Bay. Replacement of the north septic tank and outfall has the potential to disturb cultural resources, according to archaeological and oral history data. George Nevzoroff lives in the new house just inland from the north outfall, on land that he and his_ family have lived on for several generations. He talked with me about the historic land use in the immediate vicinity, and described how he remembered a house located closer to the shore--about where the new septic tank is planned, and another between his new house and the creek --about where the Agisax Road extension would go to access the outfall. Mr. Nevzoroff also remembered a wooden post with a small metal cross affixed located perhaps 50' -1 00' west of his house on the northeast side of the creek. but he wasn't certain that it was a grave. Test Pit B I dug Test Pit B 40' inland from the existing outfall (Figure 21 ), about where the septic tank will be bmied, and found many twentieth<entwy artifacts from the old village (ATK-046)occupation. - 18 • Inventol)' Figure 20. An aerial photograph prepafed by HDR ·shows the two sewer outfalls and septic tanks to be instal_led at old Atka as part of Task 5. 19 Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alaska Tile test pit was 60 em in diameter and excavated to a depth of98 em. A20-cm sod zone contained styrofoam and plastic probably originating as floating debris in Nazan Bay, indicating that the location is subject to storm surges. Below the sod was a homogenous zone of beach cobbles with clasts as big as 14 kg (30 lbs), mixed with a little brown sandy soil and containing many artifacts, bones, and shells (Figure 22). The bottom fivecm of the hole consisted of an orange soil containing angular gravel. The bones accompanying the pieces of shell observed in the hole included fragments of a reindeer cannon bone, scapula, and phalange. The artifacts included blue, brown, and clear bottle glass -some frosted by sud-rolling; nine ceramic shards -one with a blue willow transfer print; small lumps of coal; and metal items consisting of a wire nail, the brass from a Federal brand 12 gauge shotgun shell, and what could be the rusty bit to a gouge (Figure 22). The collection has the appearance of being late Figure 21. Test Pit B (viewed south) was dug about 40• inland from the nonh outfall where the · tank is proi~le<J. Figure 22. Cultural material recovered from Test Pit B included ceramics (lower left), rusty metal, coal lumps, surf-worn bottle glass , marine shells, and reindeer bone . 20 Inventocy We used to have a house just between our new one and the sewer [outfall]. A long time ago. I941. It was here before I was born. After the war, it was gone. I was about ten or twelve when I got back [from WW II Aleut internment in southeast Alaska]. It had three bedrooms --one on either end of the living room and one upstairs. My parents were Mary and Philip Nev:.oroff. There was one little house to the east. And my grandfather's house was where this one is now. There used to be one [house] right here beside the creek, to the west, and another on the other side of the creek where the warehouse is now. The army used that shed as a warehouse --they built it and put cement and tools in it. That [north sewer outfall] pipe swayed like a snake. Northeast winds tore it loose. It must have gotten air in the line. The waves threw it up on the rocks. I guess it's not plugged because of that. George Nevzoroff Before Atka had a dump, we just dumped garbage on the beach. The sewer drains went straight into the creek. There were washed-up cans and bottles. Then we cleaned up our act and built a city dump. Robert Golley, Sr. historic trash discarded by villagers into the shore zone. The R:Covered artifacts were photographed. placed in a plastic bag, and reinserted into the hole when backfilled Gust below the replaced sod plug). No prehistoric artifacts were observed during the excavation ofTest Pit B. Figure 23. The new health clinic, to be built near the old Atka water tank as Task 6, will displace this corrugated steel military building (looking south) moved to the site some years after World War II. 21 Atka Water and Sewer Improvements: Archaeological Survey. Atka Island, Alaska Figure 24. The new sewer line from the school to tidewater (Task 7) begins near the septic system shown here (viewed northeast) and runs under the road to join the new subdivision's sewer outfall. The ground is littered with bits of coal and rusted runway matting from the WW II military camp. 6-New Health CHnic Water and Sewer Service A new health clinic is being planned for construction about 80' west of the old Atka water tank, and Task 6 involves the design and construction of water and sewer service to the proposed building site. On the east or upslope side where the water line will enter the building is a shed made · of corrugated steel with plywood ends. It is militaiy in origin (villagers call it a Quonset hut, though it isn ·n. and I was told it had been moved to that location sometime after World War D. The building is in poor condition. with holes rusted through the metal, one open end, and one partly open end (Figure 23). Though it doesn't say so in the project narrative (HDR 2006), the metal building will likely be demolished to construct the new health clinic. The stubs of two weathered wooden posts protrude from the ground close to or possibly within the building construction footprint 7-New School Sewer Replacement Atka's school is north of the new subdivision and has its own septic system and on-site drainfield (HDR 2006 ). Proposed is a lift station and sewer line that will run under the road and dump into the bay straight out from the driveway that turns from the main road to the subdivision (where the subdivision sewer outfall is already located). The school and its septic system are located in an area that once formed part of the WW II military base, and the ground is littered with bits of rusted runway matting and small lumps of coal. The sewer line cuts through the barrier beach dunes and flows into the bay several hundred feet north of a general area in which Veltre 22 1 : Inventory Figure 25. Task 8 involves installation of a new water line from the old Atka water tank downhill (north) to the Atka Pride Seafoods plant, running beneath the road where existing utilities are located. observed several stone artifacts in the mid-1970s, but that site has not been relocated. I walked the beach and dunes in 2005 and again in 2006 and saw no stone artifacts. I also walked the road under which the sewer line is to be buried, and the area around the school septic system (Figure 24 ), and saw no cultural items except for the aforementioned coal and rust flakes. The area may have been substantially leveled as part of the base demolition as well as the school and road construction. 8 -Atka Pride Seafoods Water Service Replacement In order to provide the Atka Pride Seafoods fish plant with sufficient water, Task 8 will provide a separate line from the old Atka water tank to the plant's existing hookup, all of which is to be buried beneath the road. I walked and photographed the route. The area to be affected in the vicinity of the fish plant's existing water hookup is small and appears much-disturbed by plant construction, development, and road/parking lot maintenance (Figure 25). No cultural resources were noted. 9-New Atka Water Storage Tank Replacement The subdivision's water storage is a 30,000 gallon wood-stave tank (Figure ) identical to the one serving old Atka, and was installed by Public Health Service in 1977 (HDRAlaska 2006). It is located on the hillside above the subdivision at an elevation of about 148 ·.and will be replaced at the same location with a 40,000 steel tank. A new construction/ access road is tentatively 23 Atka Water and Sewer Improvements: Archaeological Survey, Atka Island. Alaska Figure 26. The wood-stave water tank for Atka's new subdivision (right, looking northeast) will be replaced as part of Task 9. Figure 27. An access road to the new subdivision tank will risk disturbance to the near end of this WW II military feature --a revetment built to shelter a Quonset hut from bomb blasts (view is southeast). 24 Inventory Figure 28. Four military building revetments (circled in black)--earth-bermed pads built during World War II probably to shelter Quonset huts from possible Japanese bombs --were observed while surveying the vicinity of the proposed access road to the new subdivision water tank. The easternmost two could be disturbed by road construction. The subdivision is left of center. planned to connect the tank site with the road, running roughly along the existing waterline and joining the road near the post office. I walked the approximate access road alignment and inspected the immediate vicinity of the existing tank. The only cultural features of note are vacant WW IT military building revetments on the side of the hill (Figure 27). Though the buildings (probably Quonset huts) have been removed and the revetments left to the elements (possibly with some bulldo~ modification), at least four revetments were identified. The road as drawn would disturb two of these features (Figure 28). 25 Atka Water and Sewer Improvements: Archaeological Survey. Atka Island, Alaska Summary of Inventory Results Archaeological survey using pedestrian methods was used to investigate the disturbance footprints of all nine tasks. Cultural resources of concern appear to be located only in old Atka, where they could be affected by Tasks 1 and 5-the water line replacements and the sewer outfall replacements. 26 Evaluation Evaluation The cultural features and artifacts observed during the archaeological survey, along with the context provided by written sources and oral history, allow characterizations of significance and integrity that detennine whether they are eligible to the National Register of Historic Places. Two tasks involve improvements in close proximity to four AHRS sites, but most of the project tasks will not affect significant cultural resources (Table l ). Several of the tasks involve demolition and replacement of existing buildings or structures, none of which are historically significant. The water treatment plant (Task 2) was built in 1977 and isn't old or significant enough to be eligible to the National Register. The two existing water tanks (Tasks 3 and 9) were also builtin 1977 and aren'told or significant enough to be eligible, and the same is true of the existing Atka dam (Task 4). No other significant cultural features were noted in the APEs for those four tasks--the two truck chassis, tent platforms, and downed power pole along the access route to the Atka dam are not judged to be of sufficient historical value to be considered significant. The power pole may date as old as the WW ll Allied military period, or it may be later. I walked the hillside cross-country from the subdivision's water tank to the old Atka dam site and noted several broken stubs indicating a former power pole alignment, of which the pole by the dam was a part. No cultural features or artifacts were encountered in the APE for the fish planfs water service (Task 8 ). The two pole stubs in or near the footprint of the new health clinic (Task 6) are not sufficient to be considered significant resources, and the nearby corrugated metal shed -- though perhaps dating as early as WW ll --has been moved from its original location and is in poor condition. The shed thus lacks significance and integrity. and is judged not eligible to the National Register. Similarly, the broad scatter of coal lumps and rusty little runway mat fragments in the APE for the new school sewer replacement (Task 7) --though associated with the WW n and postwar military occupation--is of limited archaeological importance and does not constitute Task Task 1 Old Atka Village Water Line Task 2 Water Treatment Plant Task 3 Old Atka Water Storage Tank Task 4 Old Atka Dam Task 5 Old Atka Village Sewer Outfalls Task 6 New Health Clinic Water and Sewer Task 7 New School Sewer Task 8 Atka Pride Seafoods Water Service Task 9 New Atka Water Storage Tank Table l. Project tasks and AHRS sites of concern. 27 Cultural Resources of Concern ATK-046, ATK-053, ATK-054, ATK-060 none none none ATK-046 none none none none Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alaska Site ATK-046 ATK-053 ATK-054 ATK-060 Description Old Atka village Russian Orthodox church site and priest's grave Historic cemetery OldAtka's prehistoric midden National Register Significance Criterion A. Criterion D Criterion D? Criterion D? Criterion D Table 2. AHRS sites at risk from the project, and significance criteria under which each qualifies to the National Register of Historic Places. Significance judgements in italics are tentative because they don't have firm archaeological support. a significant cultural resource. The same is true of the two building revetments that could be disturbed by construction of the access road to the new water tank for the new subdivision Task 1 --involving replacement of oldAtka's water system, and part of Task 5 --involving installation of a septic tank and replacement of the north sewer outfall, both have the potential to disturb cultural resources for whichAHRS numbers have been assigned. Those sites are: ATK- 046, generally referring to the historic properties of old Atka village; ATK -053, a former Russian Orthodox church location also containing the grave of a priest; ATK-054, an historic cemetery directly east of the church site across the narrow street named Laavikix Way; andATK-060, a prehistoric midden along the bluff just east of historic cemetery ATK-054 (Figure 4). All four sites are significant under National Register criteria (fable 2). The south outfall excavations may reveal historic flotsam or jetsam like the PBY aircraft parts discovered last year in the beach berm to the south. I judged that material (ATK-049) to be potentially significant but to lack integrity (Mobley 2005: 18), and similar items discovered during the south outfall work would likely be judged the same. ATK-060-Old Atka's Prehistoric Midden The four significance criteria for eligibility to the National Register are: a) association with important events or activities; b) association with important people; c) representative of a particular style or design; or d) having the ability to yield information important to understanding history or prehistory (USDI National Park Service 1991 :45). Veltre ( 1977:7) said "it appears likely" that ATK-053 andATK-060 are eligible to the National Register, but he didn't present detailed support. One year ago I judged ATK-060 to be significant as an archaeological site under Criterion D and to have sufficient integrity to be eligible to the National Register (Mobley 2005: 18-20), and that opinion still holds. My one test pit containing prehistoric material--Test Pit D --was located on Veltre's (1977) boundary, so it doesn't expand the site's horizontal extent beyond what is now known (Figure 4 ). ATK-053-Russian Orthodox Church Site and Priest's Grave In 2005 and again in 2006 I obtained little information aboutATK-053 beyond Veltre's ( 1977:5) observations. He reported "surface indications of a prior structure which could possibly have been an early Russian Orthodox church," noting also that "the area contains a single grave site belonging to Lavrenty Salomatov, a Russian Orthodox priest who served on Atka Island during the mid-1800s and whose body was moved to its present location when the village was 28 Evaluation resettled from Korovinski." Veltre didn't dig any test pits in the area and neither did I. Cemeteries or graves by themselves are not eligible to the National Register, constituting one of the seven categories typically excluded: "religious properties, moved properties, birthplaces and graves, cemeteries, reconstructed properties, commemorative properties, and properties achieving significance within the past fifty years" (USDI National Park Service 1991 :25 ). The grave of Father Salomatov is likely not eligible to the National Register because graves are on the exclusion list, though it is protected under other laws. The archaeological remains of a church would also be excluded if other circumstances did not pertain, but in the case of Atka the Russian Orthodox faith had a role beyond the religious--because of their monopoly on spiritual matters throughout the Aleutian world the church was a central institution helping dictate social and economic patterns as well. Because ofits potential archaeological value in illuminating historic Atka community life, the site of the old Atka Russian Orthodox church (if intact subsurface remains were demonstrated to actually be there) would in my opinion be significant under Criterion D (Table 2). ATK-054 ·Historic Cemetery BecauseATK-054 is a cemetery--a category on the exclusion list, it would not be eligible to the National Register unless extenuating circumstances apply. In this case I suspect that the cemetery has been placed in what would otherwise be a continuation of the immediately adjacent midden, ATK -060. The lush vegetation characteristic of middens continues into the cemetery area (Figure 5), and I suspect that among and/or below the graves intact prehistoric deposits could be found. Only two grave posts were evident in 1977 (Veltre 1977:5 ), but other graves are likely. Veltre didn't dig any test pits in the cemetery in 1977 and I didn't either in 2005 or 2006. Therefore my suspicion that this cemetery contains prehistoric deposits, constituting an extension of the midden, has not been confirmed or disconfirmed. If it was confirmed, such information would support ATK-054 as significant under Criterion D (Table 2). ATK-046 ·Old Atka Village The village of old Atka, whose historic occupancy would run from about 1860 up to the mid-1900s. was assigned AHRS number ATK-046 some years ago. It was beyond the scope of this archaeological investigation to define the horizontal limits to the historic component, but my guess is that a boundary for the historic village would correspond roughly to the present extent of old Atka. The remains of a semi-subterranean house can be found as far from the marine shore as the bluff across from the city office building (ATK -058 ), 400' from the beach, and there may be a smaller barabara just over the bank towards the creek below. Test Pit B revealed historic artifacts that had been likely discarded over the marine bluff into the storm surge zone, while Test PitA revealed historic material that appeared to have been dumped over the bluff towards the stream. Several now-vacant lots in old Atka show indications of old building outlines, as Veltre noted in 1977, and it is likely that much of the village is underlain by a sheet of trash spanning the last 150 years. Veltre encountered historic artifacts in some of the test pits he dug in the old village in 1977, describing them as "very limited, insignificant archaeological items (largely glass, pottery, and iron fragments)" and not identifying the test pits in which they were found. Atka with its Russian Orthodox church was one of just a few major Aleut settlements in the Aleutian Islands during the 19th century, and it was the only Native village bombed by Japanese 29 Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alaska forces during World War TI (at least one intact bomb crater, ATK -056, is located near the village). It is significant at the local and regional level under Criterion A, being associated with the very late Russian-American and early American administration of the Aleuts in the Aleutian Islands, as well as Japanese and Allied military activity in the Aleutian Theater of World War II. The level of building inventory needed to detennine whether the village holds architectural integrity sufficient to warrant National Register eligibility under Criterion A was beyond the scope of this investigation. Defining the extent and degree of integrity to the historical archaeological deposits across old Atka was also beyond the scope of this investigation. However, we know from Test Pits A and B and from subsurface finds made in the village by local individuals (Figure 3) that some archaeological material from the 1860-1955 era is to be found, and in my opinion old Atka currently has sufficient integrity as an historic archaeological site to be eligible to the National Register under Criterion D. The period of significance begins with the 1860 relocation of the island's main Aleut settlement from Korovinski to the present old Atka location, and the end point of 1955 is defined arbitrarily by the 50-year-or-older rule for eligibility. 30 Recommendations Recommendations This investigation has proceeded in steps by defining the APE in terms of the nine tasks comprising the project, inventorying the features and artifacts that occur in or near the APE for each task, and evaluating them to the extent possible according to National Register eligibility criteria. The areal scope of the project precluded extensive archaeological testing, so there is the possibility that buried archaeological features or artifacts could be unearthed during the surface disturbance phases of the project. The client requested characterizations of the nine task areas in terms of high, medium, and low probability for buried archaeological deposits. The 2006 pedes- trian archaeological survey and testing is sufficient to make such characterizations. In terms of their probability for disturbing significant archaeological deposits, I would assign the rating of low to Tasks 2, 3, 4, 6, 7, 8, and 9. The pedestrian survey revealed no significant archaeological deposits in those areas, they are for the most part not in topographic circumstances favoring prehistoric or historic dwellings, and no oral history information was ac- quired in 2005 (Mobley 2005) or 2006 to suggest that buried sites would be likely in those areas. I would assign the rating of high to Task 1, specifically where the new water lines are to run in the vicinity of ATK-053, ATK-054, andATK-060. Veltre's previous archaeological work and my test pits, along with oral history comments, would support a high probability that buried deposits of prehistoric or historic age, including human remains, could be revealed by the utility excavations. I would assign the rating of high to the north outfall, septic, and access road components ofT ask 5. Archaeological information (Test Pit B) as well as oral history would indicate that the ground disturbance required to repair the north sewer outfall, bury a septic tank, and develop an access road will have a high potential for uncovering historic archaeological deposits of ATK -046, and possibly a formerly-marked grave. Consequently I recommend that an archaeological monitor, qualified under the Secretary of the Interior's Standards and Guidelines, be present when the excavations are conducted for these portions of Task 1 and Task 5. Furthermore, it would be well to execute prior to the work a Memorandum of Understanding among the interested parties that sets out procedures to be taken in the event that excavations during the undertaking uncover human remains. I asked Atka Mayor George Dirks in 2005 what the preferred procedure would likely be and he told me that immediate reburial nearby would be appropriate, but the matter needs to be codified in more detail. 31 Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alaska 32 Bibliography Bibliography Arctic Environmental Information and Data Center 1978 Alaska Community Profiles: Atka. Alaska Department of Community and Regional Affairs, Juneau. Bergslund, Knut 1959 Aleut Dialects of Atka and Attu. Transactions of the American Phllosophical Society (New Series) 19(3). ' Clark, Austin H. 1945 Animal Life of the Aleutian Islands. In: The Aleutian Islands: Their People and Natural History, by H.B. Collins, Jr., A.H. Clark, and E.H. Walker, pp. 1-30. Smithsonian Institution War Background Studies 21. Devenny, George L. 1940 There Had Been Evil Omens. The Alaska Sportsman 6(6): 18-20,22. Hrdlicka, Ales 1945 The Aleutian and Commander Islands and Their Inhabitants. Wistar Institute of Anatomy and Biology, Philadelphia. Jochelson, Waldemar 1925 Archaeological Investigations in the Aleutian Islands. Carnegie Institution of Wash- ington, Washington, D.C. HDRAlaska, Inc. 2006 City of Atka Water & Sewer Improvement Project Description Narratives. Report pre- pared by HDR Alaska, Inc., Anchorage, for City of Atka, Atka, Alaska. Miraglia, Rita A. 1986 A Study of the Bank Archaeological Collections from the Aleutian Islands. Alaska His- torical Commission Studies in History 199. Mobley, Charles M. . 2003 Atka Village Hydroelectric Project, Atka Island, Aleutian Islandc;, Alaska: Archaeologtcal Inventory. Report prepared by Charles M. Mobley & Associates, Anchorage, un~er contract to CRW Engineering Group, LLC, Anchorage, for Alaska Energy Authonty, Anchorage. 2005 Atka Village Hydroelectric Project, Atka Island, Aleutian Islands, Alaska: 2005 Archaeo- logical Survey & Monitoring (Interim Report). Repo~ pre~ared by Charles M. Mobley & Associates, Anchorage, under contract to CRW Engmeenng Group, LLC, Anchorage, for Alaska Energy Authority, Anchorage. 33 Atka Water and Sewer Improvements: Archaeological Survey, Atka Island, Alaska Morthland, John F. 1944 Around an Aleutian Isle. TheAiaskaSportsman 10(12): 16-18,21-24. Oliver, Ethel Ross 1988 Journal of an Aleutian Year. University of Washington Press, Seattle. Orth, Donald J. 1967 Dictionary of Aalska Place Names. U.S. Geological Survey Paper 567. Reynolds, Georgeanne 1986 Atka Small Boat Harbor Cultural Resources Reconnaissance. Report submitted by the U.S. Army Corps of Engineers, Alaska District, to the Alaska State Historic Preservation Officer, Alaska Office of History and Archaeology, Anchorage. USDI National Park Service 1991 How to Apply the National Register Criteria for Evaluation. National Register Bul· letin 15. Veltre, Douglas W. 197 4 Preliminary Report of Archaeological Research on Atka Island, Alaska, in 1974. Manu- script on file, Alaska Resources Library and Information Services (ARUS), Anchorage. 197 5 Preliminary Report of Archaeological Research on Atka Island, Alaska, in 197 5. Manu- script on file, Alaska Resources Library and Information Services (ARUS ), Anchorage. 1976 Preliminary Report of Archaeological Research on Atka Island, Alaska, in 1976. Manu- script on file, Alaska Resources Library and Information Services (ARUS), Anchorage. 1977 a An Archaeological Reconnaissance of Portions of Atka Island, Alaska. Report submitted to State Archaeologist, Division of Parks, State of Alaska; on file, Alaska Resources Library and Information Services (ARUS),Anchorage. 1977b A Report on the Potential Archaeological Impact of a Proposed U.S. Public Health Ser- vice Water and Sewer Project in the Village of Atka, Alaska. Report submitted to De- partment of Health, Education, and Welfare, Public Health Service, Anchorage, under Contract 243-77-0116. 1979 Korovinski: The EthnohistoricalArchaeology of an Aleut and Russian Settlement on Atka Island, Alaska. Ph.D. dissertation, University of Connecticut, University Microfilms, Ann Arbor. Veltre, Douglas W., and Mary J. Veltre 1984 Resource Utilization in Atka, Aleutian Islands, Alaska. Technical Paper 88,Alaska De- partment ofFish and Game Subsistence Division, Anchorage. 34 1 ¥ Atka Village Hydroelectric Project, Atka Island, Aleutian Islands; Alaska: 2005· Archaeological Survey & Monitoring (Interim Report) Charles M. Mobley & Associates 200 W. 34th Avenue #534, Anchorage, Alaska 99503 Archaeological Survey Cultural Resource lt1ventory Historic Building Evalttation Archival and Oral History Research Atka Village Hydroelectric Project, Atka Island, Aleutian Islands, Alaska: 2005 Archaeological Survey & Monitoring (Interim Report) by Charles M. Mobley 2005 Report prepared by Charles M. Mobley & Associat~,Anchorage, Alaska, under contract to CRW Engineer~ ing Group, LLC, Anchorage, Alaska, for the Alaska Energy Authotity, Anchorage, Alaska. Atka Village Hydroelectric Project...2005 Archaeological Survey & Monitoring-Interim Repo1i Abstract Abstract In April of 2005, Charles M. Mobley & Associates was contracted by CRW Engineering Group, LLC, to archaeologically survey revised road alignments and other features associated with construction of the Chunik.sax Creek Hydroelectric Project, with a later effort to be the archaeologi- cal monitoring ofpowerline burial through old Atka. This interim report presents the results of the archaeological survey and monitoring of the initial dam access road construction. The powerline installation is expected to take place in August of2005, at which time the monitoring results will be combined with the infonnation in this report as one final volume. · Because the proposed project is a federal undertaking, cultural resource survey was re- quired in compliance with the National Historic Preservation Act of 1966. In 2003, Charles M. Mobley & Associates perfonned an archaeological survey for components of the same.project, but project details have been redesigned since then, so another survey was called for. Charles M. Mobley conducted the fieldwork April 12-19, including two anticipated travel days and two days weathered-in at Unalaska on the way to Atka. · The area of potential effect (APE) consists of the footprints of a dam and impoundment area on Chuniksax Creek, a pipeline (penstock) down Chuniksax Creek from the dam to the power- house, an access road that climbs fi·om the shore at Nazan Bay (near old Atka) and splits midway in the uplands to reach both the dam and the powerhouse, a staging area at the mouth of Pugankar Creek, an electrical trunk line that runs under the trail from the powerhouse to the mouth ofPugankar Creek and on through old Atka to the existing diesel powerhouse, and the buried utility grid in old Atka that is to be replaced. Charles M. Mobley conducted pedestrian survey of the pipeline, dam site, access roads, staging area, and trunk line into old Atka, supplemented by oral history and pho- tography. · Thirteen new cultural properties at Atka were added to the Alaska Heritage. Resource Survey (AHRS) inventory, of which seven are definitely or potentially jeopardized by the project. The Pugankar Creek hydroelectric facility (ATK-050), the powerhouse of which was destroyed by construction of the staging area for the current project, has part of its 12" plastic pipeline installed very near the first 800' of the access road. The centerline of the access road is staked through a set of spring boxes on Pugankar Creek (ATK-051) that probably serviced a military building .at the mouth of Pugankar Creek during World War II. Archaeological monitoring of the initial road con- struction revealed secondarily-deposited pieces from a sunken PBY (military aircraft) now washed . up and incorporated into the beach berm (ATK-049). That work also removed the beginning of the traditional overland trail (ATK-059) from Atka to the southern reaches of the island. And it was determined that probably the buried electrical trunk line into old Atka will go up the 1 0' -wide street directly between a Russian Orthodox cemetery' with unmarked graves (ATK-054) and a lot contain- ing the grave of Father Lavrenty Salomatov and possibly the remains of an old Russian Orthodox church (ATK-053). Sites ATK-050 (Pugankar hydroelectric system), ATK-051 (Pugankar springs), and ATK-049 (PBY pieces) are not eligible to the National' :Register of Historic Places, nor is the traditional trail (ATK-059). The cemetery (ATK-054) is important to protect but is not, alone, eligible· to the National Register. Site ATK-053, with its known priest's grave and possible church site, is possibly eligible to the National Register. Both ATK-053 and ATK-054 could also contain prehistoric or early historic archaeological deposits associated with a Register-eligible midden (ATK-060) lo- cated itmnediately nearby along the shore bluff. Planned archaeological monitoring in August, 2005, of the powerline burial into old Atka will minimize potential disturbance to ATK-053 and ATK-054. Otherwise, construction of the dam, powerhouse, and access roads for the project will in1pact no known cultural sites eligible to the National Register of Historic Places. 1 Atka Village Hydroelectric Project...2005 Archaeological Survey & Monitoring -interim H.epor'. Charles M. Mobley is a Registered Professional Archaeologist (R.P.A.) and has spent over 25 years as an Alaska archaeologist. He holds a Ph.D. in Anthropology with specialization in Archaeology from Southern Methodist University ( 1981 ), an M.A. in cultural resource management from Southern Methodist University (1978), and a B.A. in Anthropology from Case Western Reserve Universicy (1974). ii Table of Contents Abstract Table of Contents List ofFigures List ofTables Introduction Background Methods and Logistics Results Phase One Survey Pipeline Access Roads Utility Grid . Phase One Monitoring Evaluations Bibliography 111 Table of Contents i Ill lV IV 1 4 5 9 9 9 9 13 14 17 21 Atka Village Hydroelectric Project...2005 Archaeological Survey & Monitoring-Interim Report Figure 1. Figure2. Figure3. Figure4. FigureS. Figure6. Figure7. Figure8. Figure9. Figure 10. Figure 11. Figure 12. Figure 13. Figure 14. Figure 15. Figure 16. Figure 17. Table 1. List of Figures Map of Atka Islruid. 2 Chuniksax Creek Hydroelectric Project plan. 3 Powerline route into old Atka 6 Cemetezy(ATK-054) in old Atka. 6 Lot containing priest's grave and likely church site (ATK-053). 7 Powerline route into existing diesel powerhouse. 7 Swinnning Lake. 10 Dam for Pugankar Creek hydroelectric system (.ATK-050). 11 Dam for PugankarCreekhydroelectric system (ATK-050). 11 Powerhouse (ATK-050) on Pugankar Creek, 2003. 12 Fonner Pugankar Creek powerhouse site. 12 Spring boxes on PugankarCreek(ATK.-051). 13 Beginning of access road. 15 . Aluminum scraps from PBY in be<:\Ch berm.. 15 Aluminum scraps fromPBY in beach bem1. 16 1943 U.S.militruymapofAtka. 19 Spring boxes (ATK-052) behind city office. 20 List of Tables New AHRS numbers assigned to cultural features. 17 iv Introduction Introduction In 2003, Charles M. Mobley & Associates pe1formed an archaeological survey for com- ponents of the Atka Hydroelectric Project on Chuniksax. Creek (Mobley 2003), at Atka Island, in the Aleutian Islands of Alaska (Figure 1 ). Because the proposed project is a federal undertaking, cultural resource SUIVey is required in compliance with theN ational Historic Preservation Act of 1966. But since the 2003 survey the access roads to the dam and powerhouse have been rede- signed and other project details defmed~ so another survey was called for. In April of2005, Charles M. Mobley & Associates was contracted by CRW Engineering Group, LLC, to archaeo- logically survey revised road alignments and other features associated with the project, monitor the construction of the initial portion of the access road, and later conduct archaeological monitoring for a buried power line installation through old Atka. Tasks iii the scope of work for the first phase were to: 1) identify cultural properties within the deveklpment :footprint of the Chuniksax. CreekHydroelecti:i.c Project, at the Aleutian village of Atka; and 2) monitor the ground-disturbing phase of the work to be done for the initial portion of tlie access road along the beachfi.·ont ofNazan Bay. Cultural resOln-ce survey was proposed for: a) llie 1000' pipeline from dam to powerhouse; b) the 3500. access trail and power line alignment; . c)a 1200' access trail branching to the saddle dam; and d) 600'-.1000' oftrenchingwithinold Atka village (AIK -046) for electrical cable and other features. The scope did not include inven- tory and evaluation of Traditional Cultural Properties (TCPs ), though it was recognized that oral history information might be collected on the subject. c~~qf!ttf~~Wl~'fJ~~~i~~~i~fl~~~~Wtr~~~fi!fi~7tf!fi/!/!J · kee . thii.' zsh d,own."--But itow.nobod .does that an 'ore>,::We-etallthe-; zsh:we/wantvfi·,: jish].anynu>r~.-· :Eycryye(lr,· ex"Ct?Pt last y.eqr,~.:t#(!re,-~"foq, ma~y.-pzn~:pUf.;'there:_: .Sqrl}f!·. i~j~~~r~si~I!i~!~fJr~t~~~m~~~!til 1 Atka Village Hydroelectric Project. .. 2905 Archaeological Survey & Monitoring-Interim Report Figure 1. -¥ap ?f Atka Island showing locations of old ·Atka v·illage and the Chuniksax Cre~k hydroelectric proJect. : { 2 w ~#.!~J£::?:~·····::;:(~·~:~·.~~5~ Figure 2. Map of Chuniksax Creek Hydroelectric Project. Dam at upper left will raise the level of the "Existing Lake," with the help of a wing dam, and the water will be piped down the south side of the creek to the powerhouse. An access road begins at the beach near old Atka, goes into the uplands, and splits in two to reach the dam site and the powerhouse site. · ~ ~ g Atka Village Hydroelectric Project...2005 Archaeological Survey & Monitoring -Interim Report This interimrepmt presents the results ofthe2005 archaeological survey--the first phase of a two-phase effort. The trenching into old Atka to tie into the elect:ric.:"ll grid will be ru·chaeologically · monitored as a second phase, but that installation won't take place until August of2005, at which time the monitoring results will be combined with the infonnation in this report into one final vol- ume. In summary, the Area ofPotential Effect (APE) consists of the dam site and impoundment, a pipeline or penstock from the dam to the powerhouse, a (revised) access trail from Pugankar Creek to the powerhouse with the utility line buried alongside, a (revised) access trail branching fi:om the powerhouse trail to reach the d8m site, and the area of old Atka to be trenched for burial ofnewpowerlines (Figure 2). Background The previous archaeological study for this project, entitled "Atka Village Hy~oelect:ric Project, Atlca Island, Aleuti'an Isfanc:ls, Alaska: Archaeological Inventory" (Mobley 2003 ), con-· tained discussions of natural and cuiiliral enviromnent and previous ru1thropological investigations at Atka, so here it is not repeated u;_:full with citations. Atka is a treeless island in the Aleutian Islands, and the villageof Atka is home to a ninn~er of Aleuts; it's now tl1e farthest-out Aleut village in the Aleutimi cliaizi. A traclltioDat lifestyle prevailed until Russian fur~ttaders moved into the Aleutians in the late 1700s, when Atka's main settlement was Korovinski. The community moved to the p1·esent old Atka location in 1860, and the village had a Russian Orthodox chm·ch and priest. TheAtkans suffered Pc?i>lliation declines in the late 1800s and settled down to a village of about 100 duringthe.early)900s, when their subsistence way of life was augmented byintro· . duced reindeer and fox~ td pr()vide meat and a source of cash. In early June of 1942 World War II came to Alaska with tile Japanese attack on Dutch Harbor and seizure of the Aleutian Islands of Kiska and Attu. Less kno~is the Japanese attac:k on Atka, in which -despite it's civilian status --Japanese planes bombed and strafed the village. U.S. Navy ships soon arrived to forcibly evacuate the villagers, and a military base was established north of old Atka and maintained through- out the war. Mu.ch,.Pfllie old village was destroyed by the U.S. military occupation, so new dwellings wetebbiltto a(:corrimodate the villagers' return after the war. They were joined by some villagers fr9m Attll ,..-indiv~duals who h,iid been captured by the Japanese, interned in Japan, and preverited.byt;he.U.S. government frotn returning to Attu. Since World War IT, Atka has had liinited ecb,tioQ.tic deNelopment In 19,83 dwellings and a schooi were built one mile north of old Atka, called '~he subdivision," and now many of old Atka's buildings are unoccupied and un- tended. Preytous ·a.rcliaeological work on Atka Island~ discussed in my 2003 report; more perti- nent is hov/the 2003 eff01t complements the 2005 work, and how Veltre's ( 1977) survey was used in the 2005 work. In 2003 the Atka hydroelectric project was envisioned as having the same dam, in1poundment, penstock, and powerllouse locations, but with construction and maintenance access by way of a short (1200') trail from Nazan Bay to Chuniksa:x.: Greek and then up Chuniksax ... Creek. A buried powerline was planned more less directly overland to the old hydroelectric powerhouse at the mouth ofPugankar Creek (Mobley 2003 :3), and any work further into town =~~~::;!~:~!~~~t~~~:i-~!f~t:.;;:A~!fd'!;~~~~~~~ t'!r!}:-t judged it eligible to the National Register as an archaeological site under Criterion D, 4 futroduction "having the potential to yield information important in understanding Aleut histocy and prehis!ocy" (Mobley 2003:24 ). OtheiWise I didn't identifY any other ctutural features as worthy of an AHRS number. I didn't walk the penstock (though I could see most of the route from the north side of the creek). The current project plan (Figure 2) plots the much longer overland access trails now favored to the dam site and powerhouse, as well as an alignment titled "Original Shore Access Route (Polarconsult )" and one titled "Original Access Trail Alignment (Polarconsult)," with the latter more or less following the route I surveyed as the underground electrical line, and the former being unfamiliar to me. The linear corridor titled "ANCSA Section 14( c )(3) Lot 70-Proposed road ROW to Hydroelectric Site and Future Boat Harbor" in Figure 2 was also unfamiliar to me in 2003, but as plotted such development would destroy almost all of the house depressions at archaeological site ATK ..0 17. The 2005 design changes meant that most of what I looked at in 2003 was now excluded from the APR One of the project elements not yet defined in 2003 was the footprint involved in bringing electricity the final600' or so into old Atka, where Veltre in 1977 identified four areas of archaeo- logical interest. These consisted of: Area 1 -a Russian Orthodox cemetery with 34 graves visible; Area 2 -another Russian Orthodox cemetecy with two graves visible; Area 3 -the possible site of an early Russian Orthodox church, and the unmarked grave of Father Lavrenty Salomatov; and Area 4-a ten-foot thick prehistoric archaeological deposit on the edge of the bluff. In 2005 the main trunk line was plotted to nm up the road from the mouth ofPugankar Creek to the existing diesel generator shed in the center of old Atka, but in the village that road ranges from six to only ten feet wide and the route goes right between Area 2 on one side of the road and Area 3 on the other (Figures 3-6). This ROW was to be surveyed in 2005, with the intention of having an archaeological monitor on-site later in August during the trenching. Methods and Logistics I conducted the first phase of fieldworkAprill2-19, including two days of travel and two days weathered-in at Unalaska on the way ~o Atka. The fiist phase consisted of monitoring the initial cutting of the first 1 00' of access road fi.·om Naza;n.Bay iuland and surveying thepipeli.Ue, two access roads~ and.prQposed electrical line into the village. Oral history investigation was done in conjunction with the field observation to assemble a more detailed land-use histocy for the Area of Potential Effect (~E), particularly the revised upland access trails and the area north ofPugankar Creek into the old village. The access road survey included four-wheeler coverage as well as twice-over pedestrian survey, accompanied by shovel-probing at intuitively-selected locations. On-site observations were documented in black-and-white and color photography. No artifacts were collected. Thirtee11 new AHRS (Alaska Heritage Resource Survey) numbeis were assigned to cultural features noted during the survey, including some outside as well as inside the APE. A taped oral histmy interview with Atka resident Nick L. Golodoff was filed with the University of Alaska Fairbanks Rasmuson Libracy Oml Histocy Archives, with the appropriate signed relea8e. The cultural resource investigation was done in accordance with 36 CFR 800, the Secretacy of the Interior's Standards and Guidelines, the professional standards and code of ethics of the :Register of Professional Archaeologists (RPA), and those of the Society for American Archaeology. In Atka I stayed at an apartment available for rent from the City of Atka, and was hosted for dinners by the construction company in charge ofbuilding the Chuniksax hydroelectric project-CCI. 5 Atka Village Hydroelectric Pmj ect. .. 2t 05 Archaeological Survey & Mooitoling-~ttcrim Report ........ ,.-., . . . .. · .: ::· .· . . :··,' . ·· . .··.· . Figure 3. Looking south from the center of old Atka, the beginning of the access road shows as the far dark scar on the coast, past the mouth ofPugankar Creek. The old foot trail can be seen climbing up the shore just beyond (see Figure 13 ). At left is the cemetery ATK-054; at right is ATK-053. Figure 4. This lot holds a cemetery at least two graves (.ATK.-054), and possibly midden deposit associated with the prehistoric archaeological site. 6 •• .. ·. :-,~---·xr .. }-!·::. ·. ·< ··.· ·.-··.: .... •:...: ... ~·· ":;.:;::~·. -.~?~:>_ .. =~_:. •• ··;"· .:._ ··:\:' .: . .-:s<·::: ·:··.~: ·~;·:.,·,:,,.1 ... ) .:··;; ...... \,..,,, Introduction Figure 5. This lot contains the grave of Father Lavrenty Salom.atov, and possibly the building r~ins of a Russian Orthodox church (ATK-053 ). Figure 6. After the buried powerline passes between two cemeteries (ATK-053 and .ATK-054), it goes mostly straight to the existing diesel powerhouse (center). Though much of the segment is within the· village "street," it could reveal prehistoric midden there and along this boardwalk. 7 Atka VI.Ilage Hydroelectric Project. .. 2005 Archaeological Survey & Monitoring-Interim Report (J.}ldk!:J~ib~~k:ft~:Aleuti;.n I;'zands ~A~~ afte~·sp~~ding _W~~zd tf~f..jid;:·;;pri~o~~~r \:f.fi)Jp:q·~J.f' .. ,i//ii.:k:~?l ~itngfj{. :i.~~dn i. 114~~k: ~o.~.f:!11eY· : .. T_heJiJ~I~r4~/ftJ?ed:~~:;<>.~i:b~~-.: .:.::tJiikdDt 'iz.o::J;~o71~y::':we:i;~"a~~:t6 ]ii)e >o]liii~ :zb~1d.'·(/1la1hCii :~~~;i/i'aii~did> :t6ii~'itclel f~7eiii . r~~;tttir::~~~~¥~~~~~ftf/~{~~~~f~~i~~1ff!;J;~~:~*'; ;::-tbent:~···When.:-w(t:havc(teas;.·oift •thf!-te.:.·at'c,ar,pi :I:hay_e~t.9 ·ZIS¢·a.:can.··:A~.dlt~:h.ard;.f:o.:·~qld,;.· . - . ~ .· ..... ~ .. .. ..)~:~ ~ .. _ .. , . ·• ~,·:-~ ....... : ·8 • Results Results The first phase of the work consisted of surveying thepipeiiDe (penstock), access roads, and powerline route into old Atka, along with monitoring the initial dirt-work for the first part of the access road-offNazan.Bay beach just south of the mouth ofPugankar Creek The Chunik.sax Creek dam site documented in 2003 was inspected again in 2005. Phase One Survey The proposed pipeline alignment changed slightly from the way it was drawnin2003 to its 2005 configuration. but not by much. and both essentially went straight from the dam site to the powerhouse on the south side of the creek (Figure 2). I hiked to the dam site and crossed the creek just upstream where it's slow ~d shallow, then walked the pipeline route down to where it will cross Chuniksax Creek into the powerhouse. Then walking back up I stayed closer to the canyon and meandered with the creek's bends and turns. I didn't see any cultural features along · the alignment. Local elder Nick Golodofftold me that people would cross Chuniksax Creek further up in elevation, on th~ir way elsewJ:lere on Atka Island, but didn't typically walk up the creek. AcceSs Roads The newly designed access road begins at the Nazan Bay beach just a few dozen yards south of the mouth ofPugan.kar Creek, switch-backs up to traverse the south slope ofPugankar Creek for a few hundred feet, then heads south overland towards Chuniksax. Creek. On the way it goes aroimd the south side of what's known as "Swinuning Lake" (Figure 7), though no longer is the lake used for that. Before reaching the creek, the route branches into a south-trending trail to the dam site, and a southeast-trending trail to the powerhouse (Figure 2). I walked both routes twice and didn't see anything of cultural resource interest except near the beginning of the trail at Nazan Bay. As staked, the access trail will come very close to two cultural features: the pipeline to the former hydroelectric system up Pugankar Creek, and a couple of square spring boxes dug into the hillside with a gravity piping system to the mouth of the creek The Pugankar Creek hydroelectric system (ATK-050) consisted of the dam, pipeline, and powerhouse (Figures 8-1 0), but the powerhouse was recently removed to make the staging 9 Atka Village Hydroelectric Project. .. 2005 Archaeological Survey & Monitoring-Interim Report Figure 7. The access road will run just above the east edge (at left) of Swimming Lake (here looking southeast). The northwest end shown here was known as the women's side, and boards and chunks of plywood in the foreground are said to be the remains of a makeshift dressing ~oom. . . axea for the current Chuniksax Creek hydroelectric project (Figure 11 ). The dam is located approximately 1000' up tb.e creek fi:om Nazan Bay at an elevation of about 170'. The top of the dam spans about 50' and raised the water level behind it only about ten feet. It was made by nailing2"x12"planksto 8"x8"pilings to make two alignments spanning the creek and sandwiching a soil fili (Figure 8). A valve inside the impoundment allowed water to flow out beneath the dam into a 12" diameter white plastic pipe that then heads down the hill to the powerhouse (Figure 9). 10 Results Figure 8. The former hydroelectric dam up Pugaokar Creek is comprised mostly of 8 .. x8" timbers, 2"x12" planks, and some plywood, but it no longer impounds water. Note pipeline at lower right •• • •• • 0. -~ .... ·~ ·:· ..... '· · ..... ~: .. ·· ·· ..... ;· Figure 9. The pipeline is 12" in diameter and leaves the dam by way of wood trestle to cross Pugankar Creek, then traverses the south slope to the powerhouse at the creek's mouth on Nazan Bay. 11 Atka Vulage Hydroelectric Project .. 2005 Archaeological Smvey & Monitoring-Interim Report Figure 10. The Pugan system was a small plywood shack at the mouth of the creek, with the machinery instde and a small tailrace built underneath to conduct 'spent water back to the creek. View is north, photographed in 2003. Figure 11. In 2005 the powerhouse for the Pugankar Creek hydroelectric system was removed to make a staging area for equipment to be used in the construction of the Chuniksax. Creek project. Note plywood tailrace. View is north. 12 Atka Village Hydroelectric Project. .. 2005 Archaeological Sutvey & Monitoring-Interim Report The powerhouse for the Pugankar Creek hydroelectric system was a small plywood shack at the mouth of the creek, with the machinery inside and a small tailrace built underneath to conduct ·spent water back to the creek. View is north, photographed in 2003. , ... :· ·<'> ... ·:;,;.·: :: .. ~:~.<~~~:: · •.. · .. ·~: •;: .. ::):'; .: ·; ' •• '. :. ~~·I'' ... Figure 11. In 2005 the powerhouse for the Pugankar Creek hydroelectric system was removed to make a staging area for eguipment to be used in the construction of the Chuniksax. Creek project.· Note plywood tailrace. V1ew is north. 12 A short spillway of planks was built over the top of the dam. Plywood was used to face the plank stuface facing upstream, to lessen leak- age. After crossing Pugankar Creek on a .wood trestle, the pipeline travels over the nmdra sup- ported by joists on squat 2"x4" pilings. Near- ing the mouth of the creek, the pipeline slips between the canyon edge and the spring boxes (ATK-051) and then tacks to the north to de- scend into the bottom of the creek and enter the powerhouse. The last few feet of pipe have been removed, as has the powerhouse --though it was there in 2003 (Figures 10-11 ). I never looked inside at the equipment, but the outside was just a plywood shed about 8'xl2' in size. A short tailrace was built tmder the building to cany spent water back into the creek. The ac- . cess road as drawn (Figure 2) and ·as staked would place it within 20' or so of the pipeline for the Pugankar Creek hydroelectric system. Results The access road is staked to intersect a · Figure 12. Two spring boxes just above the mouth second set of cultural features just above of Pugankar Creek Were documented as ATK- Pugankar Creek and just above where the pipe-051. Note old ~ydroelectric pipeline at right. . • line makes its tum to descend into the powerhouse, and they consist of tWo spring boxes and connecting piping. The soil is very wet here and water trickles out of the slope, sometimes drop- ping ~eral feet into narrow holes and tunnels before tumbling into PugankarCreek. Spaced .14 • apart with their edges aligned are two square holes dug into the tuncha; lined with plywood, and full · of saturated moss. The upper box is 6'x6' square, while the lower is 3 'x3' square, and the two are connected with a 2" steel pipe (Figure 12). Out the bottom of the lower box. comes another 2" steel pipe, which more or less parallels the white pipe of the old hydroelectric system and angles north to drop into the bottom of the creek at about the same place as the white pipe. The last length dangles off the canyon edge and it isn't clear where the pipe's destination would have been, though .likely the next length crossed the creek. The set of features was assigned AHRS number · ATK-051 . . lJtillty .Gr.S· Though. my scope of work included field observation of the proposed utility grid and trunk electrical line into old Atka, the exact specifications for the layout weren't yet determined in .April when I was on-site. CCI's on-site project manager for construction.ofthe Chuniksax Creek hydroelectric project, Mike Nevenzel, was relatively certain that the main trunk line would run along the road directlyfroni the mouth ofPugankar Creek up to the existing diesel powerllouse in the center of old Atka (Figure 6). This is where the APE consists of a trenching comdor on a road no more than ten feet wide that runs between two cemeteries. One cemetery (ATK.-054) is Veltre's (1977) Area i, a Russian Orthodox cemetery in 13 Atka Village Hydroelectric Project...2005 Archaeological Smvey & Monitoring-Interim Repo11 which he saw two grave posts. Now that area is a grassy lot showing no grave posts that I saw, but it does have four steel fence posts hru1m1ered into the ground to make a rough square measur- ing between 18' and 20' on a side. I noticed similar posts defining a small rectangle up the slope · near the Japanese bomb crater (ATK-056), where the Atkacommtmityprofile map (Al:ctic Envi- ronmental Information and Data Center 1978) draws a cemetery. On the other side of the road from the two-grave cemetery (ATK.-054) is the likely site of a former Russian Orthodox Church, and the location ofF ather Lavrenty Salomatov's grave (ATK- 053). I didn't see any indications of either, though Veltre (1977:5) saw what he thought might be the outlines of a building. Instead, it's now a grassy lot (Figure 5). . I peeled a little sod froni both sides of the road where it goes betw~n the two cemeteries, and I'd intended to peel more, but I was discouraged by exposed electrical lines in the road 30' downslope and exposed telephone lines 30' upslope, plus the presence of a telephone junction pedestal at the comer of .ATK-054. I chose not to dig any more as a safety precaution. The limited exposure I did do indicated that the sod irrnnediately adjacent to the track is underlain by beach gravel--probablytrucked:-in and indicating the road was constructed wider than it's actual functional width now. Phase One :Monitoring . The phase one ~onitoring was to be devoted to construction of the first portion of the !f~l'Oad, as it comes off the Nazan Bay beach south ofPugankar Creek and begins to gain elevation. The work was conducted with heavy equipment on Aprill6, and oruy .a few hours were needed to dig through the beach berm and begiu a grade up the slope. The bucket traveled along the' beach to reach the beginning point, in order to preserve t11e banks ofPugankar Creek until culverts are put in (Figure 13). A flimsy stand for weather gauges was moved fi:om the beach berm. When the beach berm was cut, the profile showed amass of sand, rocks, and drifted items, including a substantial number of aluminum aircraft fragments. Some were thin scraps of trim probably from battered skiffs, but others were larger and appear to be from a military aircraft (Figures 14-15). Locals tell of one and possibly two Navy PBY s sunk in Nazan Bay, one of which is just offshore from this stretch of coastline, and likely the pieces are from that wreck Twenty years ago one wing, pointing up and thus·shallowerthan the rest of the craft, could be seen by peering d?wn from a boat. Some of the larger pieces still held olive drab pamt, but no numbers or other labeling was evident. The heavy gauge metal, ribbed reinforcemep.t pattern, high rivet density, metal-and-insulation sandwich of some pieces, and considerable oxidation support most ofthepieces as from a military aircraft. Though of military origin and evidently originally deposited in the bay during the war, the aircraft pieces in the beach were secondarily deposited and not judged of sufficient value tllat their context needed to be preserved. They were removed by the bucket, and I retrieved them, assembled them for photography, and piled them nearby (Figures 14-15). I estimate the pieces represented about 100 lbs of aluminum, in a dozen small pieces and two larger pieces measuring about 2 'x4' in size. Local resident Sin1eon Snegerofftold me that in .r&~~~~~~~~~~~~~~~~{~'~~t~~r~!ll 14 . I • ,' ',• • ._ ., ~ • · .. · .. ,··. ·:· . : ; : ·~··:. ':_ : .·\.: .:':: ·· .... ; .: ... ::: ... ~ ', ·: ._: ... :/ •.• · .• • '.!. • ~ . ' . ._._ ~··· •. ," • -.• ... - . ·. .. . . -. . . .'.: .. ·:!/. :~·.·.:· ... ·· ·-... ··. · ... ·:·:.···.·.-. . .. . . . -. . . .. ·:~:: . . Figure 13. The access road was pioneered on Aprill6, 2005. Looking southeast, Pugankar Creek is at lower left, Nazan is at left, beginning of access road is the fresh dark soil. Meandering up the is an old trai south out of town now truncated the access road cut. · Figure 14. The beginning cut for the access road revealed, in the beach berm, about 100 lbs of aluminum scraps (ATK-049) probably belonging to a military aircraft --a PBY -sunk in Nazan Bay during World War II. 15 Atka Village Hydroelectric Project...2005 Archaeological Smvey & Monitoring-Interim Report Figure 15. The heavy gauge metal, ribbed reinforcement pattern, high rivet density, double-metal- and-insulation sandwich, and considerable oxidation support most of the pieces as from a military aircraft, along with some painted olive drab. the early 1980s a diver pulled up some .50 cali!Jermachine gun cartridges from the waters near the wreck location. 16 ,. Evaluations Evaluations Because of their proximity to the proposed APE, seven cultural features deserve evalua- tion for their National Register ofHistoric Places eligibility (Table 1 ), but sufficient infonnation is available only for some of the seven. Eligibility is judged according to four criteria: a) thdr associa- tion with important events; b) their association with important people; c) their design or construc- tion vaiue; and d) their information value -usually meaning archaeological value (U.S. Depart- ment of the Interior 1991:11 ). Cross-cutting those four types of significance are the levels oflocal, regional, and national significance, and yet a third dimension is time-the period of significance. More or less independent of the significance chamcterization is the assessment of integrity, refer- ring to the extent to which the significant property conveys it's importance today--different for a building compared to an archaeological site, for example. There are seven types of properties that are typically not entered on the National Register: "religious properties, moved properties, birth- places and graves, cemeteries, reconstructed properties, commemorative properties, and proper- ties achieving significance within the past fifty years" (U.S. Department of the Interior 1991 :25). These are the regulatory parameters for evaluating cultural properties; if it is significant and has. integrity (and isn •t one of the seven excluded types), then a property is eligible to the National Register ofHistoric Places. · Of the thirteen sites newly entered into the AHRS inventory (Table I), seven are in or near Potentially Nat. Reg. Site# Description Jeopardized Eligible ATK-049 PBY pieces in beach bem1 Yes No ATK-050 Pugankar hydroelectric system Yes No ATK-051 Pugankar spring boxes Yes No ATK.-052 Old Atka spring boxes No not evaluated ATK-053 Priest's grave and Russian Orthodox church site Yes ? ATK~054 Old Russian Orthodox cemetery Yes ? ATK-055. Current Russian Orthodox cemetery No not evaluated ATK-056 Japanese bomb crater No not evaluated ATK-057 Old 'Atka school foundation No not evaluated ATK-058 Old Atka ba:rabara No not evaluated ATK-059 Atka South Trail Yes No ATK.-060 Prehistoric Atka midden Yes Yes ATK~061 Old Russian Orthodox cemetery No · not evaluated Table 1. Cultural features for which new AHRS numbers were acquired. 17 Atka Village Hydroelectric Project...2005 Archaeological Survey & Monitoring -h1terim Report · the APE and thus potentially or actually jeopardized by the undertaking. The PBY pieces 41 the beach berm were given an AHRS number (ATK.-049) even though they are secondarily deposited--washed in from the craft's original sinkage site in Nazan Bay. It can be assumed that more ofthe airplane, or possibly two airplanes, is buried in the beach berm on either side of the section exposed for the beginning of the access road. U.S. military aircraft remains in the Aleutians are potentially significant as evidence of Alaska's little-known place in the Allied defense of theN 01th Pacific from Japanese attack duriug World War II (Criterion A). But because the wreckage is so fragmentary and moved from its original setting, ATK -049 lacks the integrity 11eeded to be eligible to the National Register ofHistoric Places, in n1y opinion. The hydroelectric system on Pu.gankar Creek (ATK-050) was built not that long ago--it isn't mentioned in the 1977 Atka Community Profile (though the Dirks family hydroelectric system is mapped and mentioned). The system was soon judged a failure, according to local comments, because·the water flow wasn't continuous. Because of its relatively recent construction including modem materials (the 12" white plastic pipeline), and because it was never a reliable source of power for the community, ATK.-050 lacks the significance needed to be eligible to the National Register at the local or other level. The spring boxes above the mouth ofPuganka.r Creek (ATK-051) are not connected to any known feature. I don't think it likely that drinking water would be piped into the powerhouse (ATK.-050). Locals surmise that the spring boxes were of militaJ.y origin, built during World War ll to serve a facility at the mouth of the creek. But a 1943 Army map in local possession, showing · two "Water Supply" dams on the slopes northwest of old Atka, doesn't show one at Pugankar Creek (Figure 16). It's possible the spring boxes date earlier than that and served the old pre-war Atka schoolhouse, but there's no evidence to support that idea. The boxes include plywood, which was probably first available during World Warn. They don't appear to have been main- tained .iJ.1 decades. They aren't demonstrably associated with a significant event (though they could be ofWorld Warn military origin, which could convey some degree of significance) or.person, and they don't appear to b,ave much archaeological value, so that eliminates Criteria A, B, and D. As to Criterion C, the spring boxes do exen1plify a low-teclu1ology approach to domestic water management, and this feature type is repeated up the draw behind the city office building (ATK- 052; Figure 17). The remains of other similar spring boxes are likely to be found elsewhere on the slope above old and new Atka. In my opinion, the PugankarCreek spring boxes ( .ATK-051) are not significant and-though having some integrity--are not eligible to the National Register. The boundaries of the old Russian Orthodox cemetery (ATK.-054) and Father Salomatov's grave and possible church site (ATK-053) nearby have been estimated in the past by Veltre (1977) and evidently by a crew that set fence posts at the comers. Because the buried powerline is to go between the two and unmarked graves could be revealed, I am to be on-site in August of 2005 to monitor the work regardless of whether the properties are judged eligible to the National Register or not I didn't test either site and my shovel-probing along the side of the road between the two sites was curtailed due to the exposed power and telephone lines in the road nearby. So the two sites have not been evaluated for their National Register eligibility. In Veltre's (1977 :7) opinion, ATK.-054 would likely be eligible. Also eligible in Veltre's (1977 :7) opinion was the prehistoric midden (ATK.-060) exposed in the cut-bank o~erlooking Nazan Bay, just a few feet from the east edge of ATK~054 and continuing along the coast. I obseryed indications of an historic midden --dru.·k organic soil conta.in.in!?; many bits of shell, charcoal, thin window glass, and ceramic shards of European and/or 18 Evaluations Figure 16. A 1943 U.S. mili~ map of Atka shows two water supply sources marked on the slopes · northwest of old Atka, but none at Pugankar Creek or up the draw behind the current city office building. . . North American origin-along the bluff where Veltre noted midden in 1977. I also noted places of midden exposure that didn't contain visible historic artifacts. I didn't dig or otherwise disturb the deposit, but it appeared to me to have considerable archaeological potential, and Veltre's original thickness measurement was ten feet: When he defmed limits to the archaeological site he was outlining the prehistoric component, however, and limits to the historic artifact scatter of old Atka were not identified. It is likely~ a sheet ofhistoric xmdden dating to the late 1800s was once to be found near the ground swface, but the degree to which it was disturbed by World War II military activity and subseq~ent development is not known. The prehistoric component as 19 . Atka Village Hydroelectric Project .. 2005 Archaeological Survey & Monitoring-Interim Report described by Veltre has considerable research potential, and it appears to me that the area hasn't seen much deep disturbance recently, so I judge th.e site (A1K-060) to be significant un- der Criterion D with sufficient integrity to war- rant eligibility to the National Register as an ar- chaeological site. 'kltre drew the boundaiy for the prehistoric midden as stoppingjust short of the cemetery (ATK.-054}, based on fmding no prehistoric materials in~ pits dug there, but it wouldn't be sutprising if prehiStoric (not to men-. tio:q. historic) mid.den deposits extended beyond the bluff edge and further into old Atka. Con- sequently, the trench to be dug for the electrical trunk line to the diesel powerhouse (Figures 3- 6), could expose buried archaeological depos- its ofprehi~ric or historic origin. · The trail leading south from old Atka (ATK.-059), by which villagers often began their . travels to the south of Atka Island, starts as a footpathanglingupfromthebeachaboutl50' Figure'l7: Up the draw behind the city office south of the mouth ofPugankar Creek. There building is a two-box domestic water system the steep shore of semi-consolidated volcanic (ATK.-052) with a wood-stave pipe feeding into a wood box (foreground) which in turn fed into a ash soil slumps in blocks, so it isn'tclearwhether larger barbed-wire-and chicken-wire-reinforced the footpath just. takes advan~ge of naturally concrete box (middle ground). inclined slump blocks or has actually been worn down two or three feet into the tundra surface by so much traffic (Figure 13). It's likely the exact path has fluctuated over the decades as the slump block corifiguration changed. Local individuals had little specifically to say about the trail-it was used to get to Swimming Lake as well as much :further destinations. After it climbs into the uplands it fades into a maze of smaller tracks confused by reindeer trails, though one track defmitely . follows the coast to the mouth ofChuni.ksax Creek, where site ATK.-0 17 with its many barabai'as is located. The significance ·of the trail to local Atkans is limit.ec4 since few people use it anymore. I was told that the Swimming Lake was more or less abandoned when four-wheelers came into use, as after that the younger people in the village preferred to swim in lakes that they could drive · to. I judge the trail to not be eligible to the National Register due to its lack of significance. 20 Bibliography Bibliography Arctic Environmental Information and Data Center 1978 Alaska Community Profiles-Atka. Alaska Departn1ent of Community and Regional Affairs, Juneau, Alaska. Mobley, Charles M. 2003 Atka Village Hydroelectric Project, Atka Island, Aleutian I.slands, Alaska: Archaeological Inventory. Report prepared by Charles M. Mobley & Associates, Anchorage, under contract to CRW Engineering, Anchorage, for Alaska Enezgy Authority, Anchorage. U.S. Department of the Interior 1991 How to Apply the National Register Criteria for Evaluation. National Register Bulletin 15. U.S. Department of the Interior National Park Service Interagency Resources Divi- sion, Washington, D.C. · Veltre, Douglas W. . 1977 A Report on the Potential Archaeological ln1pact of a Proposed U.S. Public Health'Ser- vice Water and Sewer Project in the Village of Atka, Alaska. Report submitted to De- partment ofHealth, Education, and Welfare, Public H~th Service, Anchorage, under Contract 243-77-0116. · 21 Atka Village Hydroelectric Project...2005 Archaeological Survey & Monitoring-Interim Report 22 City of Atka City Office: PO Box 47070 • Atka, Alaska 99547 • Phone: 907-839-2233 * Fax: 907-839-2234 Administrator: 750 W. Dimond Blvd. #202 * Anchorage, Alaska 99515 * Phone: 907-522-0384 • Fax: 907-522-0385 May 18,2010 Audrey Alstrom Assistant Project Manager-Hydro Alternative Energy and Energy Efficiency Alaska Energy Authority 813 West Northern lights Blvd. Anchorage AK 99503 RE: AEA Project 2195376 Dear Audrey: fDl ~ (G) ~ " \VI ~ rn' w MAY 1 8 2010 l_!lj AIDEA AEA Included with this letter are the final plans, specifications, and permit package that were submitted to the Economic Development Administration. A SWPPP will be finalized and Draft RFPs for subcontractors and materials suppliers will be submitted to EDA by the end of this week. After this, it is all in the hands of EDA. We plan to get everything ready so we can proceed with advertising for subcontractors and materials as soon as notice to proceed is received from EDA. If you need anything else, let me know. I will be keeping you updated on where we are with this project. Sincerely, r City Administrator AEA Receipt acknowledged: The Atka Chuniisax Creek Hydroelectric Dam Final Design package consisting of the following information has been delivered to Alaska Energy Authority (AEA) for their records on this Monday, May 17, 2010. Design Report to AEA Chuniisax Creek Hydroelectric Project EDA Award #07-01-061 08 March 26,2010 Final Design Package Table of Contents Section 0 PolarConsult Design Report Appendix A PolarConsult Hydrology Report Appendix B PolarConsult Geotechnical Report Appendix C PolarConsult Structural Calculations Appendix D PolarConsult Drawings Tab 10 Implementation of Permit Conditions Tab 1 USFWS Tab 2 Tab 3 Tab 4 Tab 5 Tab 6 Tab 7 Tab 8 Tab 9 Survey ADF&G reserved for FERC Dam Safety COE Water Rights SHPO Marsh Creek Construction Manager Mobley 2006 Atka Water and Sewer Improvements: Archaeological Tab unmarked Mobley 2005 Atka Village Hydroelectric Project, Atka Island, Aleutian Islands, Alaska: 2005 Archaeological Survey & Monitoring (Interim Report) • polarconsult alaska, inc. ENGINEERS • PLANNERS • ENERGY CONSULTANTS City of Atka 750 W. Dimond Blvd., #202 Anchorage, AK 99515 Attn: Julie Dirks, City Administrator Subject: Chuniisax Hydro Project Dear Julie: April25, 2010 We have completed the final design and DNR dam permitting for the Chuniisax Creek Hydroelectric Project. Attached is the complete set of final construction documents for the project. Feel free to call with any questions on the project. Sincere! y Yours Project Engineer Encl: (5) copies Final Dam Design Report DNR Dam Safety Permit to Construct Construction Quality Control Plan Switchgear Supply Specification '/ Transmission Line Construction Specification and Staking Sheet Approved Turbine Transition and Draft Tube shop drawings Construction Drawing Set and Specifications 1503 WEST 33RD AVENUE • SUITE 310 • ANCHORAGE, ALASKA 99503 PHONE (907) 258-2420 • FAX (907) 258-2419 • HOMEPAGE www.polarconsult.net DEPARTMENT OF NATURAL RESOURCES DIVISION OF MINING, LAND AND WATER DAM SAFETY AND CONSTRUCTION UNIT April29, 2010 City of Atka 750 W. Dimond Blvd. Anchorage, AK 99515 Attention: Ms. Julie Dirks RE: CERTIFICATE OF APPROVAL TO CONSTRUCT A DAM CHUNTISAX CREEK HYDROELECTRIC DAM (AK00306) Dear Ms. Dirks: I SEAN PARNELL, GOVERNOR 550 W. 7th A VENUE SUITE 1020 ANCHORAGE, ALASKA 99501-3577 PHONE: (907) 269-8636 Fax: (907) 269-8947 CERTIFIED MAIL The Dam Safety and Construction Unit (Dam Safety) of the Alaska Department ofNatural Resources is pleased to issue the attached Certificate of Approval to Construct a Dam for the Chuniisax Creek Hydroelectric Dam. This dam is assigned the unique identification number AK00306 for inclusion on the Alaska Dam Inventory and the National Inventory of Dams. Please use this number for reference on any correspondence related to this dam. Also, please review the terms and conditions including the special conditions in Attachment B of the certificate. Please note that the Chuniisax Creek Hydroelectric Dam is to be operated as a Class II (significant) hazard potential dam as defined in 11 AAC 93.157 due to the anadromous fish habitat in Chuniisax Creek. Because ofthe remote location of this project, Dam Safety has agreed to allow periodic safety inspections required by 11 AAC 93.159 to occur on a five year interval instead of a three year interval, as described in Special Condition 2 of Attachment B to the certificate, as long as the dam remains in a safe condition. Thank you for your cooperation with the Alaska Dam Safety Program. Please call me at (907) 269-8636 with any questions. Sin~t;// Charles F. Cobb, P. E. State Dam Safety Engineer Attachment A: Certificate of Approval to Construct a Dam No. FY20 I 0-1 0-AK00306 cc: Dean You, City of Atka Doug Ott, AEIDA Earle Ausman, Polarconsult Alaska, Inc. Mike Dahl, Polarconsult Alaska, Inc. DIF: I :/damsafe/projectsffort knox/20 I O/FGMI04021 0 "Develop, Conserve and Enhance Natural Resources for Present and Future Alaskans" DEPARTMENT OF NATURAL RESOURCES DIVISION OF MINING AND WATER MANAGEMENT DAM SAFETY AND CONSTRUCTION UNIT Certificate of Approval to Construct a Dam The State of Alaska under AS 46.17, and the regulations adopted under this statute, grants to: City of Atka The approval to construct the following structure on Chuniisax Creek on Atka Island in accordance with the terms and conditions contained in this certificate: Chuniisax Creek Hydroelectric Dam The location of this project is: S22, T92S, R176W, Seward Meridian The holder of this certificate shall: 0 Construct the dam and appurtenant works in accordance with the plans and specifications listed in Attachment A. 0 Except for claims or losses arising from negligence of the State, defend and indemnify the State against, and hold it harmless from any and all claims, demands, legal actions, loss, liability and expense for injury or death of persons, and damages to or loss of property, arising out of or connected with the exercise of the approval granted by this certificate. 0 Comply with all applicable laws, regulations and conditions. o Allow representatives of the Department to inspect the work and records covered by this certificate at all times determined necessary by the Commissioner. o Follow special conditions listed in Attachment B, attached hereto and made a part hereof. Certificate No. FY2010-1 0-AK00306 1 of 5 April 29, 2010 CERTIFICATE OF APPROVAL TO CONSTRUCT A DAM Chuniisax Creek Hydroelectric Dam This Certificate of Approval to Construct a Dam is granted subject to the pertinent statutory provisions in AS 46.17 and the Administrative Regulations in 11 AAC 93. APPROVED BY: Charles F. Cobb, P. E. SIGNATURE: State Dam Safety 1 E~inJ5 fld/LtJt:#- TITLE: DATE: State of Alaska ) ) ss. Third Judicial District ) This is to certify that on A j>ci\ ;z 9 , 2010, before me appeared Charles F. Cobb, known by me to be the Director or Authorized Representative of the Dam Safety and Construction Unit of the Division of Mining, Land and Water, Alaska Department of Natural Resources, and acknowledged to me that this Certificate of Approval was voluntarily executed on behalf of the State of Alaska. My Commission expires: u.id-b. ~ic:e. Certificate No. FY2010-10-AK00306 2 of5 April 29, 2010 CERTIFICATE OF APPROVAL TO CONSTRUCT A DAM Chuniisax Creek Hydroelectric Dam Attachment A -Approved Construction Documents DRAWINGS AND SPECIFICATIONS Chuniisax Creek Hydroelectric Project EDA Award #07-01-06108 Atka, Alaska Sheet Number Revision Title G-1 0 Site Plan and Notes G-2 0 Project Site Plan and Notes G-4 0 Road Fill V-1 0 Project Survey Control D-1 0 Dam Plan & Elevation D-2 0 Dam Sections D-3 0 Dam Details D-4 0 Trash Rack Details D-5 0 Catwalk Plan, Elevation & Details D-6 1 Dam Construction Specifications CONSTRUCTION QUALITY ASSURANCE/QUALITY CONTROL Chuniisax Creek Hydroelectric Project Construction Quality Control Plan End of Attachment A Certificate No. FY2010-10-AK00306 3 of5 Date April 15, 2010 April15, 2010 April15, 2010 April15, 2010 April15, 2010 April 15, 2010 April 15, 201 0 April15, 2010 April 15, 201 0 April 23, 2010 Date April26, 2010 April29,2010 CERTIFICATE OF APPROVAL TO CONSTRUCT A DAM Chuniisax Creek Hydroelectric Dam Attachment 8 -Special Conditions 1. This certificate approves the construction of the Chuniisax Creek Hydroelectric Dam to a crest elevation of approximately 173 feet as indicated in the drawings listed in Attachment A. 2. After construction, the Chuniisax Creek Hydroelectric Dam is to be operated as a Class II (significant) hazard potential classification dam as defined in 11 AAC 93.157 under the condition that the periodic safety inspections (PSI) required by 11 AAC 93.159 must occur in accordance with the following schedule; • The first PSI is to be conducted no later than two (2) years after substantial completion of the dam • If the dam is in a safe condition after the first PSI, the second PSI and subsequent PSis may occur on five year intervals thereafter, as long as the dam remains in a safe condition. 3. Before 2 weeks prior to beginning foundation excavation, submit to the Department a schedule for construction that includes all major components of the dam and appurtenances including excavation, grading, fill or concrete pours, rock anchors, gate installation, and other hardware, as well as mandatory inspection points that must be completed before additional construction occurs. Submit a revised construction schedule for any substantial deviations from the schedule previously submitted to the Department. 4. Before 2 weeks prior to beginning foundation excavation, submit to the Department a construction water diversion plan that describes plans for controlling surface, subsurface and excavation water as required to assure the safety of the construction. 5. All work associated with the construction of the dam and appurtenances must be inspected by an engineer qualified in accordance with 11 AAC 93.193(c), for compliance with the approved drawings, specifications and construction quality assurance/quality control documents listed in Attachment A, and for developing the construction completion report required under Special Condition 1 0. 6. If any conditions are encountered which require substantial deviations or change in the design from the approved drawings and specifications listed in Attachment A, the deviation or change must be approved in writing by the design engineer. Any changes that could affect the safety of the dam must be approved in writing by the Department before implementing the deviation or change. 7. The foundation area under the dam must be inspected and approved by a qualified professional geologist or engineer, after the overburden is removed, and prior to the placement of concrete. A geologic map containing bedrock types, quality, fractures, faults, and other pertinent information must be prepared and certified by the professional geologist or engineer, and included in the construction completion report required under Special Condition 10. Certificate No. FY2010-10-AK00306 4 of5 April29, 2010 CERTIFICATE OF APPROVAL TO CONSTRUCT A DAM Chuniisax Creek Hydroelectric Dam 8. The test fill of the reservoir may not be conducted until the dam is substantially complete. Including other work, the dam will not be considered substantially complete until the concrete reaches the design strength as specified in the construction documents listed in Attachment A, at a minimum, as determined and approved by the engineer. 9. Notify the Department of the date of substantial completion within one week after that date occurs. Provide the information required in Special Condition 10 within 30 days of the date of substantial completion. 10. The Chuniisax Creek Hydroelectric Dam may be operated on a temporary basis for a period not to exceed 60 days after the date of substantial completion. After that, a Certificate of Approval to Operate a Dam is required by the Department to operate the dam. The Department will issue a Certificate of Approval to Operate a Dam including any other pertinent terms and conditions, upon review and approval of the following submittals: 0 Construction completion report prepared in accordance with the requirements of 11 MC 93.171 (f)(6)(A) including design change details and approvals 0 An operation and maintenance (0 & M) manual prepared in accordance with the requirements of 11 MC 93.197. o An emergency action plan (EAP) prepared in accordance with the requirements of 11 MC 93.164(e) which allows the EAP to be included in the 0 & M manual. 11. Commence construction by the first day of June of the second calendar year after the date of this certificate. If construction does not begin by this date, an updated application must be submitted for review and approval by the Department, including application fees required under 11 MC 05.010. 12. Prior to raising the dam or other modifications that may affect the safety of the dam, submit to the Department an application for a Certificate of Approval to Modify a Dam in accordance with the requirements of 11 MC 93.171. End of Attachment B D/F: t:damsafe/projects/Chuniisax/certificates/COACON FY2010-10-AK00306 Certificate No. FY2010-10-AK00306 5 of 5 April29, 2010 CONSTRUCTION QUALITY CONTROL PLAN CHUNIISAX CREEK HYDROELECTRIC PROJECT The new hydroelectric project on Chuniisax Creek will be constructed by the City of Atka using force account labor. Construction will be managed and supervised by Marsh Creek. An experienced full time superintendent will be on site to direct work during the project. Polarconsult Alaska, Inc will provide project inspection at key times. 1. Dam Construction: a. Full details for construction of the dam are provided in the construction drawing sheets D-1 through D-5 and specifications are included on Sheet D-6. 2. Material Supply: a. Marsh Creek will obtain bids for the supply of materials. Polarconsult will supply technical assistance and review of bids to Marsh Creek as required. 3. Concrete Supply: a. Mix Design is specified with minimum strength and additive requirements. Successful bidder is required to submit a mix design showing the product meets the design specifications, and results from strength testing by a 3rd party lab showing they meet specified 28 day strength. b. Supply and shipment: Aggregate and cement is specified to be supplied in super sacks on pallets with internal plastic liners and shrink wrapped. Admixtures to be supplied in plastic pails. c. Shipment Specification: Bulk sacks with internal plastic liner, outer bagged with plastic and pallets shrink wrapped for shipment to Atka. Provides stable well defined aggregate, cement and admixtures to the site without contamination. 4. Concrete Mixing a. Estimated concrete quantity for the dam is 21 cubic yards. b. Concrete will be mixed using supersacks of aggregate, specified number of bags of cement, and measured volumes of admixture and water shown in the approved mix design. c. Concrete will be mixed on site with a concrete truck, skip loader or larger capacity mixer. d. The first mix of the day and one additional random sample from each dam panel will be tested for slump and air entrainment to ensure the concrete meets mix design prior to placement. e. Concrete test cylinders will be taken from the first mix of the day and an additional random mix from each dam panel and cured on site. Concrete test cylinders will be shipped to Anchorage and tested at a certified third party lab to ensure final concrete material meets minimum specified design strength. 5. Rock anchors a. Rock anchor installation is identified in the design specifications. b. The first anchor of each size will be drilled and installed in accordance with manufactures recommendations. Anchor will be loaded using on-site jack to specified strength to ensure adequate capacity prior to continuing with remaining anchors. PAGE 1 OF 2 FINAL 4/26/2010 CONSTRUCTION QUALITY CONTROL PLAN CHUNIISAX CREEK HYDROELECTRIC PROJECT c. Cementatious grout will be utilized for rock anchor grout to passivate the anchors. Will-Grout or similar material is specified. Grout will be pumped into the annular space around the anchors in accordance with manufacturers recommendations. d. After grout has set, 1 of each set of 2 main dam support rock anchors will be tested on site to ensure they meet minimum specified load. 6. Rock Excavation a. Overburden will be removed from the dam site to expose entire rock surface. Rock will be removed from dam toe with a hydraulic hammer and rock bucket on hydraulic excavator to create a trench with the minimum specified dimensions. b. Design engineer will inspect site after overburden removed and prior to concrete placement in the dam footing to assess rock quality and verify adequacy of foundation. c. Engineers will identify if areas require stabilization or sealing. Materials and methods will be identified based on field inspections or tests. 7. Inspections: a. Daily inspections will be conducted by the superintendent hired for this project. Marsh Creek will provide oversight and management for the project. b. Polarconsult will provide Engineer inspection at key times. Specific inspection times will be after rock excavation; installation of rock anchors; pouring of dam footing; and final inspection. c. Marsh Creek and project superintendent will photo document progress. d. Engineer will work with project superintendent and Marsh Creek during the entire project to review progress and quality control. e. Additional inspection trips will be conducted as warranted during construction. PAGE20F2 FINAL 4/26/2010 POLARCONSUL T, ALASKA INC. CHUNIISAX HYDROELECTRIC PLANT ATKA, ALASKA PART 1 -GENERAL 1.1 SCOPE SECTION 16400 SWITCHGEAR PERFORMANCE SPECIFICATION A. This section covers furnishing design, drawings, materials, and accessories as specified herein for paralleling switchgear to be used to parallel the new hydro power plant on Chuniisax Creek for the community of Atka (See Drawing G-1). The Work included herein shall consist of, but not be limited to, designing, fabricating, providing, and factory testing complete automatic paralleling switchgear and controls, as specified herein. The hydro turbine and generator equipment has been provided by others and is located in the existing powerhouse. The penstock, darn, transmission line, and communication lines remain to be constructed. B. A hydro generation facility is currently in the process of being constructed on Chuniisax Creek. The switchgear provided shall be designed to operate the hydro in concert with the existing Atka diesel generation facility switchgear via a suitable communications link. Required PLC programming to incorporate the existing diesel generation into the hydro generation is required by the supplier of the hydro generation facility switchgear. C. The paralleling switchgear shall be capable of unattended operation or manual operation. Automatic start/stop and demand control shall be accomplished through a Programmable Logic Controller (PLC). The generator shall have a stationary mounted, manually operated molded case circuit breaker with solid-state trip modules for equipment and conductor protection. The generator breaker shall have a electrically operated contactor to perform the normal on line/off line paralleling functions of the generator load controlled by the PLC. D. The programming shall be capable of performing the required functions for this project as described herein. The control program and associated operators manual shall be provided along with all access codes necessary to allow independent use of the program. The program shall be written in a readily obtainable language like Modbus or equivalent. The Contractor shall specify the programming language in the proposal. The program and associated hardware shall be designed with flexibility to allow modifications to meet unforeseen future requirements. The system and programming must be designed to allow the control and distribution of excess hydro energy to supply heating loads depending on the status of the diesel generators. E. The specifications and drawings are complementary. What is shown on one is binding whether or not it is shown or specified in the othe.r. Failure to check both the drawings and specifications will not be grounds for a change order if additional equipment or material is required to be provided by the Contractor after the Engineer reviews the drawings, or deficiencies are identified during testing, either in the Factory or the field. F. The Contractor shall provide a complete and operational system as specified herein. Certain components are identified in these specifications to be provided by the 16400-1 POLARCONSULT,ALASKAINC. CHUNIISAX HYDROELECTRIC PLANT ATKA, ALASKA SECTION 16400 SWITCHGEAR PERFORMANCE SPECIFICATION Contractor. However, the components identified shall not be construed to be the complete list of components required for the successful operation of the systems as specified. The Contractor shall provide all components and design required for the complete and successful operation of the system, conforming to all of the requirements specified herein, whether the components are identified or not. The Contractor shall ensure that all devices are installed and operate within their intended purposes. G. Drawings SG1, SG2, SG3 and SG4 are included at the end ofthis specification and shall be used in the design of the switchgear. H. The Contractor shall fully test the switchgear separately from the generating equipment. I. The switchgear shall be designed and constructed in accordance with these specifications and drawings included as part of these specifications. J. The switchgear package shall provide for remote monitoring and control of the system. All necessary wiring and communications equipment shall be supplied to allow for remote monitoring and communications. 1.2 QUALITY ASSURANCE A. All equipment shall be designed, fabricated, and assembled in accordance with recognized and acceptable engineering and shop practices. Equipment shall not have been in service any time prior to delivery, except as required by testing. B. The switchgear shall also be assembled and tested in strict accordance with the applicable standards of NEC, ANSI, IEEE and NEMA, for metal enclosed low voltage switchgear. C. Solid-state circuitry shall meet or exceed the Transient Over voltage Withstand Test per NEMA ICS 1-109 and the Surge Withstand Capability Test (SWC) per IEEE Standard 472 (ANSI C37.90A). 1.3 CONTRACTOR QUALIFICATIONS A. The Contractor shall provide verification of a minimum of ten years experience in the design, fabrication, and construction of automatic load demand paralleling switchgear and successful working installations in small rural Alaska hydro systems. Relevant experience includes, but is not limited to, electronic governors, load banks, PLC systems, programs, system protection and waste energy recovery. Experience is required with large motor operations and controls and their integration into power systems. The Contractor will be selected based on the technical ability to provide the specification requirements; the ability to manufacture or have manufactured all of the required equipment; the demonstrated ability to commission similar systems in Rural Alaska; an example of a control operations manual meeting the requirements of this specification; experience in training local rural operators; the ability to provide and integrate waste energy recovery systems with the hydro. 16400-2 POLARCONSULT,ALASKAINC. CHUNIISAX HYDROELECTRIC PLANT SECTION 16400 SWITCHGEAR PERFORMANCE SPECIFICATION B. The supplier of the hydro generation switchgear shall demonstrate its ability to supply a system that works in concert with the hydro and diesel power plants to utilize excess (waste) energy from the hydro plant for heating purposes. Although not a part of this project, the excess energy system may be requested of the Contractor under a potential future contract. The system shall be provided control the usage of energy in excess of the priority loads and allow for its distribution throughout the community of Atka in order to displace the use of heating fueL The system and associated equipment must be able to economically provide energy to both small and large heating loads and utilize the existing power grid for both energy distribution and control of the system. The system must provide for the hydro generation switchgear work with the system to dispatch the heating loads as required utilizing a frequency controlled device or the equivalent. The Contractor must provide information demonstrating that the system has been used successfully elsewhere. C. A list of successful installations with installation dates, description of installation, and a contact for each installation shall be submitted with the bid. Bids submitted without this information will be considered non-responsive. 1.4 DRAWINGS A. The panel manufacturer shall provide internal wiring and connection diagrams for each section of the switchgear, a one-line diagram, and three-line diagrams. Provide a bill of material for all devices in the switchgear. The one-line diagram shall show all breakers, protective devices, and control devices and shall use standard ANSI symbols. The drawings shall show all connections between terminal blocks, auxiliary switch contacts, control devices, instrumentation, protection devices, etc. Drawings shall also show all details of enclosure construction. B. Provide drawings of all AC and DC wiring. Provide a communication connection diagram showing all buses and expansion block cables. C. Provide schematics of all controls. Schematics shall be in ladder diagram format and shall show all control devices and external terminal block numbers. D. Provide drawings showing terminal block layouts with interconnecting wiring indicated. The drawings shall show the physical layout of the terminal blocks with their appropriate designations. Provide drawings that show nameplate engraving. Provide drawings of control switches showing all terminals with numbers, including terminals not used. Identify the use of the terminals. F. All shipping splits shall be clearly identified. Wiring harnesses shall be provided between shipping splits for any control wiring required to connect between units. Drawings shall clearly indicate the wiring harness and connections. Terminal blocks shall be provided between the shipping splits for ease in wiring in the field. 16400-3 POLARCONSUL T, ALASKA INC. CHUNIISAX HYDROELECTRIC PLANT ATKA, ALASKA SECTION 16400 SWITCHGEAR PERFOR1'\1ANCE SPECIFICATION G. Additionally, the panel manufacturer shall provide pertinent information for each PLC. Pertinent information shall include a complete ladder diagram showing all address numbers, rung reference numbers, all preset register values, extensive commentaries describing the purpose of each rung, complete tables or schedules listing all utilized I/0 addresses, internal relay addresses, and timer, counter, and register addresses and values, and the date ofthe latest revision. 1.5 OPERATIONS AND MAINTENANCE MANUALS A. Provide operation and maintenance (O&M) manuals for all equipment provided under this contract. B. Include the following information in the O&M manuals: 1. Installation, assembly, and commissioning instructions. 2. Equipment function, normal operating characteristics, and limiting conditions. 3. Assembly, installation, alignment, adjustment, and checking instructions. 4. Operating instructions for start-up, routine and normal operation, regulation and control, shutdown, and emergency conditions. 5. Guide to "troubleshooting." 6. Parts lists, with vendor name and telephone number, and predicted life of parts subject to wear. 7. Complete as-built drawings showing all details of construction. C. The O&M manuals shall include a table of contents and tabs shall separate each section. 1.6 FIELD SERVICES The Contractor shall provide a day-rate for onsite installation, field-testing and startup of the switchgear and associated equipment. This contract shall include any offsite time required for troubleshooting and programming revisions required for startup. 16400-4 POLARCONSULT, ALASKA INC. CHUNIISAX HYDROELECTRlC PLANT PART 2 -PRODUCTS 2.1 GENERAL. SECTION 16400 SWITCHGEAR PERFOR.'\'IANCE SPECIFICATION All equipment and material shall be new. Equipment furnished and installed under this section shall be fabricated and assembled in full conformity with the drawings, specifications, engineering data, instructions, and applicable standards. All equipment shall be of "utility grade" or higher quality. 2.3 SWITCHGEAR ENCLOSURE The following paragraphs describe general fabrication requirements for the switchgear enclosure. A. Provide a freestanding enclosure that is factory built, wired, and tested by the switchgear manufacturer. Hinged front-opening doors shall provide required access to all components. Control wire shall have termination identification of each wire for ease of tracing. Terminal blocks shall be provided for control wires that run between generator set and control panel. Nameplates shall be provided to identify each device or function. B. The switchgear shall be front access only. All devices, including current transformers, shall be easily replaceable from the front. All switchgear sections shall be dead front type NEMA I A construction. Switch gear enclosure types shall be suitable for a damp environment as anticipated in a hydro generation powerhouse. 2.4 CONTROL POWER A. Control power for the switchgear shall derived from the 12 VDC batteries to allow for a "Black Start" capability. B. All meters, remote monitoring, and other components requiring auxiliary power to operate shall operate from this control power source, unless otherwise specified. C. Each section shall be provided with a means to isolate control power within the section from the other sections. D. Each major device or meter shall be individually protected by circuit breakers. Clearly mark each circuit breaker for the intended service. 2.5 PAINTING A. Steel and iron surfaces shall be protected by suitable paint or coatings applied in the shop. Surfaces that will be inaccessible after assembly shall be protected for the life of the equipment. Surfaces shall be cleaned and prepared in the shop. All mill scale, oxides, and other coatings shall be removed. B. All metal enclosure parts shall be phosphatized to ensure that the metal is properly degreased and cleaned. C. Exposed surfaces shall be finished smooth, thoroughly cleaned and filled as necessary to provide a smooth uniform base for painting and painted with one or more coats of 16400-5 POLARCONSULT, ALASKA INC. CHUNIISAX HYDROELECTRIC PLANT SECTIO!I/16400 SWITCHGEAR PERFORJ\IJANCE SPECIFICATION primer and two or more finish coats of alkyd resin machinery enamel or lacquer as required to produce a smooth hard durable finish. The color of the finish coats shall be ANSI 61 light gray. D. Provide a premium painting system throughout the painting process from initial cleaning to final assembly to assure a superior paint finish. All coatings shall be applied using an electro static paint system. E. Interior shall be ANSI 61 gray, except that the back pans in compartments with control wiring shall be white. F. All parts of the switchgear enclosure shall be painted. No enclosures or interior surfaces may be left unpainted, no exceptions. 2.6 WIRING A. All control wiring shall be minimum 14-gauge, 41-strand type SIS wire or equivalent Current transformer wiring shall be 12-gauge SIS type wire. All wires for control wiring shall have non-insulated spade type lugs, except where compression terminals are used. All current transformer leads shall be provided with non-insulated ring-type lugs. All lugs shall be tin-plated copper. B. Only one wire shall be inserted in a lug. Lugs shall be installed with a ratcheting type crimping tool. All wires shall be tagged with wire markers at both ends. C. All wiring shall terminate on terminal blocks or devices. No more than two wires shall be connected to a termination point. Terminal blocks for control wiring shall be 20 amp, 600 volt. All terminal blocks and exposed relays located in the controls compartment shall be provided with a plastic safety cover. Terminal blocks for 12 VDC and 24 VDC shall be separated from terminal blocks for 120 VAC. D. Current transformer leads shall be wired to shorting type terminal blocks. For multi- ratio current transformers, all leads shall be brought to the terminal block. Shorting pins shall be provided and storage locations for the shorting pins shall be provided. E. Terminal blocks shall be clearly labeled and shall match the designation shown on the Contractor's drawings. A separate terminal strip shall be provided for interconnection with each generator. F. Each end of each wire shall be identified per the marking and numbering shown on the wiring drawings with heat shrink labels. Each conductor shall have the terminal or device the conductor is terminated to at both ends positively identified at both ends of the conductor. G. Wiring shall be installed neatly in bundles and wire ways. Adhesive backed tyrap bases shall not be used to support bundles. All wiring bases shall be securely attached with metal screws. 16400-6 POLARCONSUL T, ALASKA INC. CHUNIISAX HYDROELECTRIC PLANT ATKA, ALASKA 2.7 SWITCHGEAR DEVICES. SECTION 16400 SWITCHGEAR PERFORMANCE SPECIFICATION A. Nameplates. All nameplates shall be black with white core type. Nameplates shall have beveled edges and shall be secured with a minimum of two mounting screws. Nameplates shall be provided for each device on the front of the switchgear and inside the switchgear. Inside the switchgear compartments, all relays, control switches, lights, etc. to which control or instrument transformer wiring connects, shall be marked by nameplates, with designations corresponding to the same device designations used on the wiring drawings and approved by the Engineer. Nameplates inside the switchgear may be attached using adhesive epoxy. B. Overall nameplate. Provide an overall nameplate that provides the following information: 1. Contractor's name and address. 2. Contractor's type designation (optional). 3. Contractor's shop order number. 4. Rated maximum voltage. 5. Rated frequency. 6. Rated bus ampacity. C. Protective Devices. The Contractor shall include all necessary protective devices. Protective relays and other devices shall include, but not be limited to, those indicated on drawing SG3 unless otherwise approved by the Engineer. 2.8 MONITORING AND CONTROL SPECIFICATIONS The generator switchgear shall provide controls to automatically connect and parallel the hydro generator to the Atka power grid. The Contractor shall review all drawings and information provided and shall incorporate all turbine operation safety functions into switchgear controls. The Contractor shall design and build the controls to: 1. Control frequency for clocks as required by the State of Alaska. 2. Control the rate of water flow change, with the gate positioning, to prevent water hammer or excessive low penstock pressure. The restriction values shall be programmable into the controls. 3. Optimize the hydro-diesel system to maximize fuel savings. 4. Control the hydro to minimize energy losses at the load bank. 5. Facilitate the startup and operation oflarge motor loads (i.e. Atka Pride's refrigeration compressor motor loads). The Contractor is to make reccomendations for operational changes or equipment modifications to facilitate servicing of such loads. 6. Integrate the hydro with the diesel plant as described in this specification. Contractor is responsible for obtaining the necessary information from Alaska Energy Authority or others to allow for proper operation, connection, and interfacing with the diesel plant. As 16400-7 POLAR CONSULT, ALASKA ll'iC. CHUNIISAX HYDROELECTRIC PLAl'iT SECTIOl'i 16400 SWITCHGEAR PERFORMANCE SPECIFICA TIOl'i required, any changes to the diesel plant necessary for integration shall be recommend by the Contractor. 7. Control the amount of water stored in the reservoir to optimize power output. An applied algorithm will be provided by the Contractor for approval by the Engineer to meet this requirement. 8. To automatically operate the fish bypass valve. The valve shall be at full open when turbine is off and water is not flowing over the spillway. The power minimum set point shall be variable to assure fish bypass water is in the stream below the turbine. The fish bypass valve actuator shall be supplied by others. An applied algorithm will be provided by the Contractor for approval by the Engineer to meet this requirement. 9. To maximize plant output in order to minimize use of fuel by the diesel generators. Controls shall be programmable, to utilize rates of rise and fall of reservoir water levels and demand schedules to tum on and off the excess energy load modules (waste energy system) and call for diesel generation to assure optimum water levels in the reservoir. An applied algorithm will be provided by the Contractor for approval by the Engineer to meet this requirement. 2.9 HYDROGENERA TION FUNCTION MONITORING A. Provide remote monitoring and control based on the following sensors and switches: a. Water level: Reservoir Load governor, low water b. Pressures: Penstock, powerhouse Load governor, pressure differential for filter change c. Temperatures: Generator R TD' s and bearings Water, penstock Building, inside Outside Load governor, water out d. Electrical kW, kWh, VAR's kWh, cumulative KWh, load dump Voltage, each generator phase Amperage, each generator phase Frequency Battery voltage e. Mechanical Generator rpm 16400-8 POLARCONSULT,ALASKAINC. CHUNIISAX HYDROELECTRIC PLA~T SECTION 16400 SWITCHGEAR PERFOR!\'IANCE SPEClFICA TION Valve, fish by-pass. open, closed, remote position indicator. 4-20 rnA analog control. Valve, intake. open, closed, remote position indicator. 4-20 rnA analog control. Equip with safety lockout. f. Alarms Intrusion Fire Generator temperatures Bearing temperatures Building temperature Standby battery alarm Trip indication Load governor, low water Load governor, filter change g. Displays Panel and computer in hydro powerhouse Remote display and control interface Video monitoring, two cameras at powerhouse, two at intake. 2.10 MASTER/DISTRIBUTION SECTION. The master/distribution section of the switchgear shall be equipped with a digital power monitor for the main bus and power monitors for the station service. The load demand system shall be controlled by a programmable logic controller, with operator interface unit, providing operator access to the demand system and shall display the demand system operating status. System shall include a main disconnect switch to shutoff switchgear and generator power equipped with mechanical lockout to allow servicing of equipment. 2.11 REMOTE ACCESS OF EQUIPMENT A. The PLC shall be provided with a modem, which shall allow the PLC to be accessed through a dial-up phone line. Modem access shall allow a remote operator to modify and/or view all operational screens and all logic in both the primary and backup PLC. B. Install an outlet for connection of a remote computer through the RS-485 Ethernet connection, PLC phone modem connection, and a 120 VAC receptacle. The outlet shall be QPIC. C. The hydro PLC shall communicate with the diesel plant PLC facility via the Ethernet switch. D. A remote display and control interface shall be provided that is accessible via the internet. END OF SECTION 16400-9 EXHAUST FAN SHELVES :::.::: u 0 1-- (/) z w "' 0.... ELECTIC CONDUITS TO DAM LOAD BANK PLUMBING CONNECTION TO PENSTOCK, THIS SPECIFICATION AREA FOR GENERATOR SWITCHGEAR AND LOAD BANK, THIS SPECIFICATION II II II / ....___II / "1::;: / 11/~:::: f:/.-1'~= GENERATOR EXISTING UNDER SLAB CONDUITS WINDOW 0 E3 E3 480v TO EXISTING UTILITY TRANSFORMER. SEE ELECTRICAL EXISTING BUILDNG 480-240/120 TRANSFORMER, SEE ELECTRICAL 3 AIR INTAKE BUILDING BASEBOARD HEATER 6 SCALE IN FEET SHEET SG1 OF 4 ~~~~~~ . . j;, (') 'E !2 "' HI:[~ 1r ~ ~ ~, z"' "0 !l 0 ="' 0"' ~-~., ~ Ill ""' ~ ., !" ... "' E o > "' >., ·0 "'" ~~ M ::::J ~ (II .. "' 0 c: g ~ ~-"'., ~ .. "' ~ :; ~ Ill ~ i .., 0 • (II u M ~ 1"1 ~0 ~ Ill r 1"1 0 0 ;· 0 j.,:! -1 ~ ~ :0 "" ~-0 I I ~ ::::J "" .... 5 () ;; ~ (/) 2 • -< (/) -1 l"''o ~ 5I '!i -iii 0 I J: c c z z 1"1 Uliii 0 ~~ j; ::jX C> Oo :0 :X:;o ~ C')l"'' ~ 1"11"1 ,.. ~"' -1 ~ (/):X: ,-< ,.. 1"10 o:o "' -0 ..,1"1 -r 01"1 ~0 :::!-t 0:0 z-(/)0 , ~ z -1 _jL 0 U) ., .,. V) G") "' a N EXISTING ATKA PRIDE DIESEL PLANT 300 kVA 7.2/12.47kV 277/480 ~~-~ -1 >=¢=< I EXISTING NEW TOWN SUBDNISION, SCHOOL & AIRPORT ~~1~J I I SC-1 NOTES: \II I r---1 --\\Wit-t _ __. IN I I ;t I I I J}, Ill ~I--II EXISTING ATKA -I ~ ~ I DIESEL PLANT -'-L 225 kVA 6 I \...AJT 17.2/12.47kV L _j 480V 888 60~ EXISTING I h.~ 7.2/12.4 KV OLD ~ TOWN DISTRIBUTION 1. TIE INTO EXISTING 7.2112.47 KV DISTRIBUTION SYSTEM AT EXISTING SECTIONALIZING CABINET SC-1 LOCAllON. REPLACE EXISTING SECTIONAUZING CABINET SC-1 WlllH NEW FUSED SWITCHING CABINET. 2. LOAD BREAK ELBOWS I VOLT TEST POINTS I LED FAULT INDICATION. 1 ,000' ,,, "' SC-H1 rr: A B C 944' "' II/ -495' TIT JB1 JB2 ~504' J I TF-H1 \!( V. 300kVA #6 Cu GROUND IT 7.2/12.47kV 6 >?< 480V UTILI1Yl THIS CONTROL SPECIFICATION 21::: 80' ) 600/3 EXISTING #2/0 I I Cu GROUND~ 300 KVA HYDRO UNIT 1 UTILITY TRANSFORMER 480V-7.2/12.47KV 30 300 KVA UTILITY THIS SPECIFICATION INSTANTANEOUS OVERCURRENT DIFFERENTIAL GENERATOR 325 kVA RELAYS: 8 OVERCURRENT VOLTAGE @ GROUND RESTRAINT CURRENT 0 0 UNDER REVERSE POWER CURRENT G REVERSE VOLTAGE 0 SYNCRO VAR CHECK 8 OVER & UNDER 8 PHASE VOLTAGE BALANCE 8 UNDER FREQUENCY 8 OVER FREQUENCY DATE: 4/16/10 ( DRAWING ) DESIGNED: __ EA ~-======:===:=:::;=HY=D=R=O;:::PLA=N=T ,P-:;R=OT=E=C==TI==VE=R=ELA=YS=:::;;:;::;;======~-SHEET DRAWN: Mo polarconsult alaska, Inc. PRoJEcT CHECKED:--ENERGY SYSTEMS • ENYIRONIIBNTAL SERVJCBS • BNGINI!ERING DESIGN CHUNIISAX CREEK HYDROELECTRIC PLANT scAlf: NTs SWITCHGEAR SPECIFICATIONS SG3 Hi03 WEST 33RD AVE, SUITE 310 PHONE (907) 256-2420 ANCHORAGE, ALASKA 99503 FAX (907) 258-24.19 At.kaSC OF 4 FILE: ATKA, AK NOTES: 1. ALL PIPING 1 "0 AND SMALLER TO BE SWEATED TYPE K COPPER TUBING. 2. ALL BALL VALVES TO BE FULL BORE FULL BALL BRASS OR EQUAL. 3. ALL HIGH PRESSURE RUBBER HOSE TO BE RATED FOR 150 PSI. END FITTINGS TO BE SAME PRESSURE RATING. 4. HOSE BIBS TO BE THREADED. 5. PROVIDE SUPPORTS FOR TANK, PIPE AND TUBING. EXISTING PENSTOCK W/ 2"0 THREADED TAP 1 /2"x12' HP RUBBER HOSE W/ 3/4" MALE IP THREAD END FITTINGS. 3/4" TANK INLET FITTING 3/4"0 TANK PRESSURE RELIEF 2"x 1" REDUCER, 1" BALL VALVE, 1 "x3/ 4"x3/ 4" TEE LOW WATER LEVEL ALARM LOAD DUMP TANK EXISTING BUILDING FF 3/ 4" BALL VALVE, 3/ 4" HOSE BIB 3/4"¢ TANK DRAIN, W/ 3/4" BALL VALVE 3/ 4"¢ HP RUBBER HOSE W/ 3/ 4" MALE IP END FITTINGS 3/4" TEE W/ 3/4"x8" STUB INTO TAILRACE EXISTING 1 -1 /2 "0 DRAIN TO TAILRACE DATE: 4/16/10 ( DRAWING ) DESIGNED: _EA >-==:=====::::===:==:=HY=D=RO=P:=LA=N=T ~L~OA;::D=D=U=t.4=P =P=LU=t.4=BI=NG==;:;;:;=====:=:.- DRAWN: "0 polarconsult alaska, Inc. PROJEcT OiECKED: --ENERGY SYBTBMS • BNVIRONliBNTAL SEJIVICES • ENGINI!ERING DESIGN CHUNIISAX CREEK HYDROELECTRIC PLANT seAL£: NTs SWITCHGEAR SPECIFICATIONS 1503 WEST 33RD AVE, SUITE 310 PHONE (907) 258-2420 ANCHORAGE, ALASKA 99:503 FAX (907) 2~8-2.19 AtkaSG FILE: ATKA, AK SHEET SG4 OF 4 .. • BERING SEA ~--' l' -~ ~ / ,---' ,____ 1, ' ( ( ·..._ ' .. , . _, ' / ,. --.... _ -:.--:>. \ ~-""~ \, ~~----. . .\ \ \ \ i , '-<_'· ·--.... .-----.\ ', "\\\ \\ \ \ I \ \ t' ., ·-. .--.:. '• • ' '-, J 1 \( ) } ' I \ ' ·. ., " ' ) ' ) \ ', ', ,_' \ I } I ! ! ; "---: ) J' (I I/ / :__:__~ ., ... ,,_ --'' j ·..... \ i Jl ! ( ( ( -~ .. ' ' -f~ ... ' j f \ .. ' --~ , -. -. -~ , , J , ( I l' ' ' ~---------.:--------, "·· \ \ \ i \\\\ ·\\ '\._ \ \ '• ' • • '\ '-.'\ \ , I -------------------·--~-. "· '·-." '\' '""''-\\,,\'\.\\: " . . ' "' ... " \\' . '\ \ ' ' '-.. . " \ \ " ' \ \ . . ' \ \' '· ..... .... •. 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'/' '··-·----.,/ ,r---·---: ''\ " ...... ____ / ) ).,i( / l (""'·--. ...--·· ---··<, ~._ ", .. -. / i I, , ___ / i ~ ---.... . \ ---_____ ... ----,-·-:. . .---~~2--Tlcb~lli¥!~~=~~ a " 1\ c- • r-----.. -..,~.:::::::::::: .. ...-.·-·"'.·-··--"·_. ... -·'{' __....... 3.84 SQUARE MILE / ) ( , \ / ---... ' --------' /"• ----y \;OAAINAGE. BASIN \ \ ' ' ---------~/ ~-. '•, ···-------/ "-------~----/ -----·-----·-··'-\ ) .· "-, -.. -, ,,/ . ..._"-......'---·-·-.......... ~, , . ' ,_/'··;,..r.eo·-'\. \ "----?:::::::.----~ ? --7 \ r-·, r.~=.----\ ....... :::::::=::-::~;:~=::>-) {\ // (' ) r--\ i..., ) '--..) \ ('. (/ ,/ __ ___..---, -... , \ l '\ ' ] ! 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( ! ......... .-' ..--· .__. / / I! i ,----/ I i ( ). \ \ \ \\c. .. ~~<~-\ ~ ) 1\\ '"· \ ) () \ \ \,\\ \ I j \\\\ t ( ( r ...... _· __ /:~:::~:__/>/?1 (--/../I I //-::;.-------,, \ \ ( \ \ \ '-·--~~'~ (.( \ ) \ {\ i-'· \ ( +-~+,0\ \\1 1 \\ l} (./ (·::.::::~~-::·.:::~-'/ \ \ ( (--') ~---'· \\ \ ; I j ·~ .\'\, ~::.·~~.:..--<:'~'--f l l. \ \ \ \ ·i \ \i \ l. r j .... • I , .......... __ ... ····· ............ • ) \ J .... . /'.r---. \ '-.j \ \ \ \ ; '>! I I i ;·,•-----. -.,.-:-\ ., \ \\ l ! I) \\ i'\\\\\( ( if,·">---------· ) .'/_rj / ":---. \ ------' \I) ) / / )"'-~·J_..;. .. .).~-~'\ ) '. \ I ll \ \ \ ((I --~ \ \'\\_\\:-:.:\~\\(~:,-j !,;;--::._~~:~::::.:::;:.:/ _;:;:.. ) 1000 2000 ELECTRIC SITE PLAN t INCH • 1,000 FEE T SCALE: 1 INCH "" 1,000 FEET .,;I CHUNIISAX CREE K HYDROELECTRIC PROJECT ATKA, ALASKA EDA PROJECT AWARD # 07-01-06108 SHEET INDEX: G-1 SITE PLAN AND NOTES G-2 PROJECT SITE PLAN G-3 PENSTOCK PLAN AND PROflLE G-4 ROAD FILL TYPE: j ---284 1i<W .... ! ---+C-::-:R:-OS'S-FLOW V-1 D-1 D-2 D-3 D-4 D-5 D-6 P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 E-1 E-2 E-3 E-~ PROJECT SURVEY CONTROL DAM PLAN & ELEVATION DAt,j SECTIONS DAt,j DETAILS TRASH RACK DETAILS CATWALK PLAN , ELEVATION & DETAILS DAt,j CONSTRUCTION SPEC IFICATIONS PENSTOCK PLAN ANO PROfiLE STA 0+00 -2+50 PENSTOCK PLAN AND PROFILE STA 2+50 -5+00 PENSTOCK PLAN AND PROflLE STA 5+00 -7 +50 PENSTOCK PLAN AND PROF ILE STA 7+50 -9+82 PENSTOCK DETAILS PENSTOCK DETAILS PENSTOCK DETAILS PENSTOCK SPECIFlCATIONS ELECTRICAL SITE PLAN AND NOTES ELECTRICAL TRANSMISSION PLAN AND PROFI LE ELECTRICAL TRANSMISSION PLAN AND PROFI LE ELECTRICAL DISTRIBUTION DETAILS EXISTING POWER HOUSE PH-1 POWERHOUSE FOUDATION PLAN AND SPECIFICATIONS PH-2 POWERHOUSE FO UNDATION DETAILS PH-3 POWERHOUSE FOUNDATION DETAILS PH-4 POWERHOUSE FOUNDATION DETAILS PH-5 POWERHOUSE BUILDING PLAN, ELEVATION AND SPECIFICATIONS TP-1 nJRBINE MO UNTI NG AND SHEAR PLATES PE-1 POWERHOUSE ELECTRICAL PLAN AND SPECIFICATIONS I ruT """'"\..,J I I 0-----_.. ---'"' -·· --- E.oesiGiiiFt:ow :····· ·rtiWAY Ei£vAilo'N:· POWERHOUSEFiNiSH_F,LOOR EiEvATI i Aii:RJ\cfaevil.l'ioili: . . . - !A'vEiiAce·6PEAAl'iiliGwAi'ER.Ei£V::·- tJSlt~~~J~~~~~~:·· , ... --· ! i>E.iii5Toci< DiAMETER; . 'i>'Eiiisi'cic.i<}:~~~:fB.:~: -. RAGE: ;l-R:E:4i.1i'iow: .... 1 1 oo YEAR r:t:ooD 'Ft:ow: · !soo ve.\R: i=L.ooDi't:ow:· · "1f Arctic Vfi1~• \ ·37:1 :ci's ············ : \ ci 2: 0 .. 0 "~ 5 :;s .5 " I I " "' .. .. .. & " .. ci t:'r:' ~ !! Ji! ra ~ ~ tiJ . "' as I .. as ~ ~ " .. ~ ~ "3 ! I ., g tiJ ~~ c: 0 . ~~ (.) ~ '-Iii~ as t =~ -.. 0 i;l "!'l 0. 8 ~~ ! ~ - 0 z ~ -- ~ 1- 0 0 ... ... II -. -. 0 0 ... ... IL ILCICI 0 Olil o-_.., _.., «o ....... >-o tit Oz ~0 0 ao ... , ... If oz o,... ~ a:-c Ja:o-0 0 -c )-. ~ .. .; xz "'j ~~~ ...... ~; ...... ....... o-c Uiij )(-c )( -cO -c !!!"' !!! z z ::) ::) X X 0 0 EA AS NOTro Fll£: IWNOAW Sheet G-1 OF 4 POLARCONSULT ALASKA, INC. CHUNIISAX CREEK HYDRO ELECTRIC PROJECT SPECIFICATIONS FOR CONSTRUCTION FOR UNDERGROUND SYSTEMS 1. General These specifications provide for the construction of underground distribution power facilities by the direct burial of cables, using trenching, as specified. All construction work shall be done in a thorough and workmanlike manner m accordance with the plans and specifications, construction drawings. The most current version of the National Electrical Safety Code (ANSI C2-1984) adopted by the State of Alaska shall be followed for installations for the utility. 2. Storage ofMaterial and Equipment All material and equipment to be used in construction shall be new and stored so as to be protected from deteriorating effects of the elements. If outdoor storage cannot be avoided, the material and equipment shall be stacked on supports well above the ground line and protected from the elements as appropriate, and with due regard to public safety. 3. Handling of Cable Cable shall be handled carefully at all times to avoid damage, and shall not be dragged across the ground, fences or sharp projections. Care shall be exercised to avoid excessive bending of the cable. The ends of the cable shall be sealed at all times against moisture with suitable end caps. Where it is necessary to cut the cable, the ends shall be terminated or sealed immediately after the cutting operation. 4. Plowing (NOT USED) 6. Trenching All trenching depths are minimum as measured from the final grade to the top surface of the conduit. The routing shall be as shown on the plans and specifications unless conditions encountered are such that changes are necessary to accomplish the work. In such event, the owner shall be notified promptly. If rock or other difficult digging is involved, the contractor shall determine the nature and extent of the difficulty, and the owner will determine whether rerouting, rock trenching, plowing or other changes are necessary. Loose soil or crumbly rock will not be considered as "difficult digging." The trench widths specified are minimum and should be increased as necessary to obtain the required depths in loose soils. Where trenches are intended for more than one cable or conduit, particular care must be taken to provide for extra depth and width to allow for soil falling into the trench during the laying of the first cables or conduits. Page 1 of 11 POLARCONSULT ALASKA, INC. CHUNIISAX CREEK HYDRO ELECTRIC PROJECT Care shall be exercised to minimize the likelihood of waterflow since this may cause trench damage and reduction in trench depth. When this occurs, the trench must be cleared to the specified depth before installing the cable. All trenches shall follow straight lines between staked points as far as possible. Secondary and service trenches shall extend in a straight line from takeoff points wherever possible. The trenches shall be dug so that the bottom has a smooth grade. Large rocks, stones and gravel in excess of one inch shall be removed from the bottom of the trench. Where this cannot be done, a two-inch bed of sand or clean soil shall be placed in the bottom of the trench. Construction shall be arranged so that trenches will be left open for the shortest practical time to avoid creating a hazard to the public and to minimize the likelihood of trench collapse due to other construction activity, rain, accumulation of water in the trench, etc. 7. Installing Cable (SEE SECTION 10 FOR INSTALLING CABLE IN CONDUIT) The contractor shall inspect the cable carefully as it is removed from the reel in laying operations to be certain that it is free from visible defects. The owner shall decide upon corrective action when defects are discovered. Sufficient slack and in no case less than 24 inches shall be left at all risers, transformer pads, pedestals and terminal points so that movements of cable after backfilling will not cause damaging strain on the cable or terminals. The cable trench shall be mechanically compacted 3'0" minimum from all riser poles, pads, pedestals and terminal points. All risers shall be sealed with an approved waterproof sealant. When a hole contains equipment with a metal tank, the concentric neutral cable shall be dressed carefully as shown in the drawings. It shall not be coiled at the bottom of the hole. The coiling of a concentric neutral cable around a metal equipment tank provides an undesirable electrical shield, which prevents proper cathodic protection of the tank. Further, the concentric neutral cable shall be so positioned that it neither lies on nor rubs against the equipment tank. The ends of all secondary cable terminated below ground shall be long enough to reach at least 12 inches above the top of the underground enclosure. 8. Minimum Bending radius of Cable The minimum bending radius of primary cable is 12 times the overall diameter ofthe cable. The minimum bending radius of secondary and service cable is six times the overall diameter of the cable. In all cases the minimum radius specified is measured to the surface of the cable on the inside of the bend. No cable bends shall be made within 6-inches of a cable terminal base. Page 2 of 11 POLARCONSUL T ALASKA, INC. CHUNIISAX CREEK HYDRO ELECTRIC PROJECT 9. Conduit The conduit shall be placed in the trench as soon after the trenching operation as feasible. Wherever possible, coiled conduit shall be payed out from the reel mounted on a moving vehicle or trailer. The conduit shall be carefully placed on a uniform base to minimize minor deflections in the conduit. All conduit placement shall be done under constant supervision to be certain that no damage to the conduit occurs. Primary and secondary conduit trench depths are to be 30" minimum in road crossings and 18" minimum otherwise. All exposed ends of conduit shall be plugged during construction to prevent the entrance of foreign matter and moisture into the conduit. Burrs or sharp projections which might injure the cable shall be removed. All PVC conduit must be glued securely with PVC cement. All RSC conduit must be securely screwed at all couplings. Primary and secondary risers shall be sealed at the top with a suitable moisture resistant sealant to prevent water from accumulating in the riser. Riser conduit shall extend at least 1.0 foot below grade at all riser poles. ALL METAL RISERS SHALL BE GROUNDED. The minimum size of riser conduit, with equivalent usable area, is as follows: Primary Cables, 15kV Polyethylene Concentric Neutral Size A WG or MCM #of Cables Conduit Dia. (inches) 2, 1' 1/0, 2/0, 310, 410 1 2 2, 1, 110,2/0 3 4 Secondary Cables, 600V Size A WG or MCM 2, through 2/0 Except 2/0 3/0 through 350 Except 350 400 and 500 400 and 500 10. Installation in Conduit or Duct #of Cables 3 or4 4 3 or4 4 3 4 Conduit Dia. (inches) 2 3 3 3.5 3.5 4 Where cable must be pulled through conduit or duct, the operation shall be performed in such a way that the cable will not be damaged from strain or dragging. The cable shall be lubricated with a suitable lubricant prior to pulling into conduit or duct. In placing primary cables, the stress applied while pulling into ducts or during other pulling operations shall not exceed the least of the following: Page 3 of 11 POLARCONSULT ALASKA, INC. CHUNIISAX CREEK HYDRO ELECTRIC PROJECT a. Where a pulling eye is attached to the conductor, the maximum pulling strain in pounds shall not exceed 0.006 times the circular mill area for aluminum or 0.008 times the circular mill area for copper. b. Where a basket grip is placed over the cable, the pulling strain shall not exceed the lesser of (1) that calculated in "a." above or (2) 1,000 pounds. The cable under the cable grip and 1-foot preceding it shall be severed and discarded after the pulling operation. c. In no case shall the maximum pulling tension exceed that recommended by the specific cable manufacturer. d. At bends the maximum sidewall pressure recommended by the cable manufacturer shall not be exceeded. 11. Tagging of Cables at Termination Points As the cables are laid they shall be identified and tagged. The identification shall be of a permanent type, such as that done with permanent marker on plastic or corrosion resistant metal tags. The tag shall be securely attached to the cable, tape as required. Paper or cloth tags are not acceptable. Writing on plastic tags shall be done in neat, large block letters. Cable terminations at riser poles shall also be tagged properly. Tags inside enclosures shall be oriented so they can be read without having to touch them. 12. Splices Cable splices are NOT permitted without prior approval or as shown on the drawings. Splices shall be of the prefabricated type, of the correct voltage rating and shall be made in accordance with the splice manufacturer's instructions. Splices that depend solely on tape for a moisture barrier shall not be used. Not more than one splice shall be pennitted for each 2,000 feet of cable installed unless authorized by the owner. No bends shall be permitted within 12 inches of the ends of the splice. The cable or circuit numbers and the exact location of all splices shall be noted on the (as built). A 5/8"x 8' Copperweld ground rod shall be driven at all primary splice locations. ALL PRIMARY AND SECONDARY SPLICES SHALL HAVE PRIOR APPROVAL. A UM12 WARNING POST WILL BE PLACED BY ALL SPLICES. 13. Primary Cable Termination (SD) All cable terminations shall be made with 200A, 15 KV, load break elbows with capacitive test point for attachment of fault indicator. The load break elbows shall be installed in accordance with the manufacturer's instructions at all primary cable Page 4 of 11 POLARCONSULT ALASKA, INC. CHUNIISAX CREEK HYDRO ELECTRIC PROJECT terminals. The termination shall be suitable for the size and type of cable that they are used with. Any indication of misfit, such as a loose or exceptionally tight fit, shall be called to the owner's attention. The outer conductive surface of the termination shall be bonded to the system neutral. 14. Special Precautions for Cable Splices and Termination's A portable covering or shelter shall be available for use when splices or terminations are being prepared and when prefabricated terminations are being switched. The shelter shall be used as necessary to keep rain, snow and windblown dust off the insulating surfaces of the devices. Since cleanliness is essential in the preparation and installation of primary cable fittings, care shall be exercised to prevent the transfer of conduction particles from the hands to insulating surfaces. Mating surfaces shall be wiped with a solvent such as denatured alcohol to remove any possible accumulation of dirt, moisture or other conducting materials. A silicone grease should be applied afterwards in accordance with the manufacturer's recommendations. Whenever prefabricated cable devices are opened, the unenergized mating surfaces shall be lubricated with silicone grease before the fittings are reconnected. 15. Secondary and Service Connections (SD) A suitable inhibiting compound shall be used with all secondary and serv1ce connections. All secondary cable connections located below grade or in secondary pedestals shall be made with preinsulated secondary connector blocks. Diving bells with open terminals, insulating boots or moisture barriers that depend solely on tape are not acceptable. All transformer secondary terminal connections shall be completely insulated. If the secondary terminals are threaded studs, the connection shall be made with a preinsulated secondary transformer connection blocks. If the transformer secondary terminals are insulated cable leads, connection shall be made with a preinsulated secondary connector block or with a secondary prefabricated splice when the transformer leads continue directly to the service. If a transformer is so large that it must have a secondary spades, the spades shall be taped or otherwise insulated. Boots used for insulation shall be taped so that they cannot be readily slipped off. Secondary connections to terminals of pole-mounted transformers shall be made so that moisture can not get inside the cable insulation. This may be accomplished by covering the terminals and bare conductor ends with an appropriate moisture sealant. The secondary connections and insulation shall have accommodations for all future and existing services as shown on the plans and specifications. Page 5 of 11 POLARCONSULT ALASKA, INC. CHUNIISAX CREEK HYDRO ELECTRIC PROJECT 16. Pedestals (NOT USED) 17. Inspection and Inventory of Buried Units Before any backfilling operations are begun, the contractor and owner shall jointly inspect all trenches, cable placement, risers, pedestal stakes, and other construction not accessible after backfilling, and an inventory of units shall be taken. If corrections are required, a second inspection shall be made after completion of the changes. 18. Backfilling The first six inches of trench backfill shall be free from rock, gravel, or other material, which might damage the cable jacket. Contractor shall place a two-inch bed of clean sand or soil under the cable and four inches of clean soil above the cable. Cleaned soil backfill when used shall contain no soil materials larger than one inch. Backfilling shall be completed in such a manner that voids will be minimized. Excess soil shall be piled on top and shall be well tamped. All rock and debris shall be removed from the site, and any damage to the premises repaired immediately. Pieces of scrap cable shall not be buried in the trench as a means of disposal. A. Road Crossing Backfill Compaction to minimum +95% maximum proctor density to be accomplished full depth in maximum 8" lifts, with each lift compacted using a vibratory mechanical compactor. The use of a backhoe bucket for compaction is insufficient. 19. Equipment Plastic Pad Box Equipment shall be placed on undisturbed earth adjacent to trench. The site shall be cleared of all debris and excavated to the specified depth. Gravel, sand or other acceptable self-draining material shall be added to the site and thoroughly vibratory compacted in lifts. The pad shall be installed at the specified elevation. Plastic box pads shall be used for transformers, as approved by the owner. Plastic cabinets shall be used for sectionalizing cabinets, as approved by the owner. See Details on Sheet E-4 20. Transformers (SD) Transformers shall be handled carefully to avoid damage to the finish and shall be positioned in accordance with the plans and specifications. Only qualified and experienced personnel shall be allowed to make connections and cable terminations. Lock rings must be installed in addition to penta nut being tight. Page 6 of 11 POLARCONSULT ALASKA, INC. CHUNIISAX CREEK HYDRO ELECTRIC PROJECT Transformers shall be loop feed, as approved by the owner. See Details on Sheet E-4 21. Equipment Enclosures (SD) Excavations for transformer hole liners, junction cabinets and other below-grade enclosures shall be made so as to disturb the surrounding earth as little as practical. Enclosures shall be installed with sidewalls plumb. Backfilling should be done with covers in place and with careful tamping so as to avoid distortion of the enclosure. When installation is complete, the cover of the enclosure shall not be lower than and not more than two inches higher than the grade specified by the owner. Soil in the immediate vicinity shall be tamped and sloped away from the enclosure. At the owners option the excess soil shall be removed from the site or spread evenly over the surface of the ground to the satisfaction of the owner. Pieces of scrap cable and other refuse shall not be discarded in equipment enclosures. 22. Warning Signs Each equipment enclosure shall display a warning sigh placed so that it is visible to anyone attempting entry to the enclosure. 23. Submersible Type and Direct-Buried Type Equipment with Tank Coatings, Not used 24. Sacrificial Anodes, Not used 25. Grounding All neutral conductors, ground electrodes and groundable parts of equipment shall be interconnected. All interconnections shall be made as shown on the construction drawings. A copperweld ground rod with minimum dimensions of 5/8" by 8.0' shall be installed at all equipment locations as shown in the construction drawings and at all cable splices and taps. A complete ground loop shall be trained neatly around equipment opening and shall include the ground rod in the loop. The size of the ground wire to be equal to or larger than the neutral conductor, i.e. use #2 cu for #110 full concentric. 26. Cable Location Markers Permanent cable markers shall be installed at 1000-foot intervals along alignment. Marker tape shall be located above all buried cable and conduit. The tape shall be marked "high voltage electric cable buried below", and shall be located one foot below grade. 27. Cable Acceptance Tests (SD test records) Page 7 of 11 POLARCONSULT ALASKA, INC. CHUNIISAX CREEK HYDRO ELECTRIC PROJECT a. Continuity: After installation of the cable and prior to the high potential test specified below, the contractor and the owner shall jointly perform a continuity test on the system. This can easily be accomplished by grounding the conductor at the source and checking for continuity from the end of each tap with an ohm meter or with a battery and ammeter b. High Potential: After successful continuity tests, the contractor and the owner jointly shall perform high potential tests on each length of cable in the system, with termination's in place but disconnected from the system. The installation shall withstand for a minimum of five minutes a de test potential as follows: Rated Voltage 15 kV Primary URD Cable XLPE and HMW Poly Insulation Thickness (inches) 0.220 Field de Acceptance Test Voltage 52.8 kV The voltage may either be increased continuously or in steps to the maximum test value. (1) If increased continuously, the rate of increase of test voltage should be approximately uniform and increasing to maximum voltage in not less than 1 0 seconds and in not more than approximately 60 seconds. (2) If applied in steps, the rate of increase of test voltage from one step to the next should be approximately uniform. The duration at each step shall be long enough for the absorption current to attain reasonable stabilization (one minute minimum). Current and voltage readings should be taken at the end of each step duration. The number of steps should be from five to eight. WARNING: A hazardous voltage may still exist on the cable after the above testing has been completed. Therefore, before handling the cable, the conductor shall be grounded to permit any charge to drain to earth. 28. Meters (SD) QUALITY ASSURANCE A. Watt-hour Meter: Factory certified. Tested in accordance with State of Alaska, Department of Weights and Measures' regulations. Submit test results to Engineer for approval. Page 8 of 11 POLARCONSULT ALASKA, INC. CHUNIISAX CREEK HYDRO ELECTRIC PROJECT B. Current Transformers: Factory tested. Submit certificate of test to State of Alaska, Department of Weights and Measures, and to Engineer for approval. PRODUCTS SINGLE PHASE 100 AMP SERVICE (NOT USED) SINGLE PHASE 200 AMP SERVICE (NOT USED) THREE PHASE SERVICE, 200 AMPS (NOT USED) THREE PHASE SERVICE, LARGER THAN 200 AMPS (NOT USED) EXECUTION CONNECTIONS A. All connections in strict accordance with manufacturer's recommendations. B. Post copy of wiring diagram on inside of current transformer enclosure. 29. Shop Drawings The contractor shall submit shop drawings, properly identified for all items marked in this specification with the prefix "(SD)" located next to the title. ATKA\ELECTRlC\080 18\UGSPEC.DOC Page 9 of 11 -----····-· CONDUCTOR 04/21/10 SECONDARY PRIMARY PRIMARY TRANSFORMER SERVICE MISC. TRENCH Legend: ()existing, (*)remove, NO sz BACK NO sz BACK LOCA ASSEMBLY REMARKS SPAN SPAN ROAD STA. TYPE FT TYPE FT NO UNITS NO UNIT NO UNI NO UNI NO UNITS Existing EXISTING TRANSFORMER IXFMR Existing EXISTING PRIMARY FROM ATKA PRIDE Plant Feed SEAFOODS DIESEL PLANT I FSC (l) UM 33 EXISTING FUSED CABINET AT STA 4+50 3 UM 3-1 PROPERTY CORNER. INSTALL NEW LOAD BREAK ELBOWS. 3 2 908 SC-1 1 UM 33 4 UM 1,000 UR 2 ADJUST SC AS REQUIRED TO ALLOW STA 14+50 3 UM 3-3 3 UM 40-1 FOR PULLING OF CONDUCTOR IN I 6 UM 3-1 1 UM 12-2 CONDUIT 1 UM 6-6 ROAD 20 UR 3 ROAD CROSSING CROSSING STA 2!0+06 3 2 944_1. JB-1 l VAULT 2 UM 1 944 UR 2 ADJUST JB LOCATION AS REQD TO STA 23+94 3 UM 45-4 ALLOW FOR PULLINIG OF CONDUCTOR 1 UM 6-6 IN CONDUIT 3 2 495 JB-2 1 VAULT 2 UM 1 495 UR 2 ADJUST JB LOCATION AS REQD TO 3 UM 45-4 ALLOW FOR PULLINIG OF CONDUCTOR l UM 6-6 IN CONDUIT 6 300 80 3 2 504 ~ydro lUG17-2 4 UM 504 UR 2 TRANSFORMER AT CHUNIISAX T-1 3 UM 3-1 3 UM <I 80 UR 2 CREEK HYDROELECTRIC PLANT 1 l/0 80 4 UJ 2-2 l UM 12-2 CONNECT TO EXISTING SECONDARY Cu Ins Grd r--l UM l-4 1 UM 6-6 CONDUIT INTO BUILDING r-- 560 7,041 21 9 0 24 3,043 PAGE TOTAL NO. DATE REVISION BY ENG. DATE t'UI IN:SULI I\,;MU~·· ;ax nT-n-----IK.U .. ALASKA, INC. PRIMARY CONNECTION APP. 1503 WESI 33RD AVE SUIT~ 310 ANCH .. AlASKA 99503 FAX (907) 258-2419 TELEPHONE (907) 258-2420 ATKA ALASKA PAGE 10 OF 11 ----~----·········----~ ---· ------------ Materials List Entire Project Unit Qt:i. Prim. Cable 7,400 Ft. Sec. Cable 500 Ft. Sec. Cable #REF! Ft. Triplex 80 Ft. UG 7 1 Ea. UG 17-2 4 Ea. UG 23 0 Ea. UG 23-3 1 Ea. UJ 2-2 9 Ea. UK 5 3 Ea. UM 1-4 4 Ea. UM 3-1 3 Ea. UM 3-3 3 Ea. UM 6-6 0 Ea. UM 6-7 0 Ea. UM 6-11 0 Ea. UM 8 4 Ea. UM 8-3 1 Ea. UM12 11 Ea. UM 12-2 0 Ea. UM 32 0 Ea. UM 40-1 0 Ea. UM 45-3 1 Ea. UM 45-4 2,943 Ea. UM 47 80 Ea. UM 33 20 Ea. VAULT 2 Ea. UR 2-l 0 Ft. UR 2-3 0 Ft. UR 3 0 Ft. Contractor to verify all quantities. NO. DATE REVISION BY IENG. I I I I I I lAPP. Description #2 AL. l /CJCN, 15kV, 175 mil Insulation, 2,500 feet spool 300 mcm CU, URD 600 V Insulation or 750 mcm CU, URD 600 V Insulation. Single run #2/0 Cu., URD 600 V Insulation, 1 ,000 feet spool (GROUND) Single Phase Pad-Mounted Transformer, 7.2kV /l20/240v, loop feed, 2 5 kva Three Phase Pad-Mounted Transformer 7.2/l2.47kV/277 /480v, Loop Feed, 300 kva Cable Tagging Spec. for 1 Ph. Underground Line Cable Tagging Spec. for 3 Ph. Underground Line Transformer connector Blocks, with cover Secondary Pedestal Assembly Plastic Box and Pad Assemblies Load Break Elbow Terminations with Voltage Test Point, 200a/l 5 kV Feed thru bushing Ground Assembly, 5/8" x 8' Ground Rod, Clamp, 1 0' Wire Copper Weld Blank Parking Stand Bushing, 1 5 kV Grounded Bushing Cover, 1 5 kV Meter Installation, Underground Source, 120/240v, l Ph, 3w w /2P-1 OOa bkr. Meter Installation, Underground Source, 277/480v, 3 Ph, 4w wj3P-200a bkr. Warning Sign & Post Warning Sign, Sticker Equipment Protective Posts TPR Automatic reset fault indicators (for UM 3-1 connection) Secondary Splice Assembly Primary Splice Assembly Conduit Marker Three Phase Sectionalizing Assembly, 200 Amps Max., 2 Pt Connector. Buried Pull Vault with cover (3'xl.5' Min) Trench, Primary 4" HOPE SDR17 Conduit Trench, Secondary Road Crossing Trench, 6" Core Flow Conduit DATE POLARCONSULT ALASKA, INC. 1503 WEST 33RD AVE. -SUiTE 310 -ANCH .. Al.ISKA 99503 CHUNIISAX HYDROELECTRIC PRIMARY CONNECTION fAX (907) 258-1419 TELEPHONE (907) lATKA ALASKA 21-Apr-1 0 PAGE 11 OF 11 • polarconsult alaska, inc. ENGINEERS • PLANNERS • ENERGY CONSULTANTS City of Atka 750 W. Dimond Blvd., #202 Anchorage, AK 99515 Attn: Julie Dirks, City Administrator Subject: Chuniisax Hydro Project, HTS Inc Shop Drawings Dear Julie: April23,2010 We have reviewed remaining work outstanding for the Ossberger Turbine assembly. Two fabrications remain for the installation including the Transition from the penstock to the turbine, and the Draft Tube out of the turbine. Attached are approved shop drawings #1811-41 and 1811-42 with noted revisions. Arrangements for fabrication and shipping of these two items will need to be made with Hydropower Turbine Systems, Inc. Contact information we have on file is: Alfred Patzig (804) 360-7992 Hydropower Turbine Systems, Inc. 3398 Stonewall Road Hayes, VA 23072 The existing turbine and generator were inspected in Atka. During that inspection crated materials were not opened to inventory the complete package. Nuts and bolts appeared rusty and we recommend that they be replaced during installation with new galvanized or stainless steel materials. The hydraulic cylinders that operate the wicket gates were not located. Could be packed in crates, or stored in other location on site. Information from Hydropower Turbine Systems is that the two cylinders are 63 mm diameter by 300 mm long with an operating pressure of 600 psi and a relief pressure of 750 psi. All crated materials for the turbine installation should be unpacked and inventoried to determine if hydraulic cylinders are on site, and if other materials may be missing for installation. Sincerely Yours Michael D. Dahl, PE Project Engineer encl.: Approved Shop Drawings 1811-41 and 1811-42 cc: Marsh Creek, Inc. 1503 WEST 33RD AVENUE • SUITE 310 • ANCHORAGE, ALASKA 99503 PHONE (907) 258-2420 • FAX (907) 258-2419 • HOMEPAGE www.polarconsult.net HYDROPOWER TURBINE SYSTEMS, INC. May 2, 2005 Mr. Earl Ausman POLARCONSUL T ALASKA INC. 1503 West 33rd Avenue Anchorage, AK 99503-3661 REFERENCE NUMBER: p -1811 PO Box 736 3398 Stonewall Road Hayes,VA, USA 23072 TEL: (804)360-7992 FAX: (804) 360-7993 Email:hts-inc@hts-inc.com WEBsite: www.hts-inc.com PRO.JECT NAME: CHUNIISAX CREEK HYDROELECTRIC PRO.JECT in ALASKA Dear Earl In response to your communication of April 281 h, I'm confirming, that you are changing the powerhouse design from a prefab steel building to a concrete structure as suggested previously. I think this is a wise decision. It would have saved all of us a lot of work, if this would have been decided earlier. You know OSSBERGER went out of their way to incorporate the addition of special dowel pins and non standard anchor methods, which of course are no longer required now. For the new powerhouse design and foundation plan please refer to OSSBERGER's plan you have approved and modified 8/16/04 already, giving all basic dimensions for the turbine installation requirements. However I would suggest to raise the embedded turbine floor beams by 50 mm, so that the generator base does not have to be recessed but can be located approx. 10 mm above powerhouse floor. Four blackouts should be provided for the generator foundation blocks, which will have to be procured separately now to accommodate the changes for the anchoring. These blocks will be grouted in after generator installation and alignment. Please send me the new powerhouse drawing, so I can prepare the pre-installation floor plan. I would suggest including an intake trust block as shown on the drawing with interconnecting dimensions, upon which the elbow and the transition piece can be fabricated. As you've already heard, the goods are in transit to Seattle and the Manuals will have to be revised now to accommodate these changes. Please note, the manuals are in general available only with the shipment of the goods and the OSSBERGER works procurement schedule has been submitted to you in the past. Enclosed are the generator drawings for your information. The manuals will be bound and sent in duplicate as soon as all drawing changes are effected. .. .. ~ -- i I, _') A 2~ •I• & ~ng by t~e _e~_~ginee~ i~ on~ for ~forma~e-:"it~ the mation given in the contract clocuma1ts. Contractor is respon· sible for dimensions to be confirmed and correlated at the job site; for information that pertains solely to the fabrica· tion processes or to techniques of c:onstruction; and tor CO· ordination of the work of all trad8l. (Approval does not con- stitute final acceptance and al tqUipmant or apparatus must perform in accordance with COntract Documents.) / Approved Approved as Corrected _...;:;v_ Revise and Resubmit Not Approved ---- Date l:j ·Z3~ZDIO By f.'{\~~ m""' Polar Consult Alaska, Inc. ~; 1?.6r ~ & & t-\tN 55PC paint 21, t4pe 0/5 '" II 5 ... ln5ide -U-.7'7 1----------'77.64------1 4 NPI Crupi iYlCl (all welded flush II 5) II 4 NPI 2Wiate stL I I 4 tnk ... ?" dia ere wrth 1-?1 4" center Me all welded to center nbo; -at level e:c:k Ribs in stl bar I (~) .~12.~0~ ' II II -""-:;;;~mrlf'll'l'fi't98~:5~&(tO;;:?~:QI -_ __... -:z. p -----II \ ~VICf/J±ICdiawlriCiVI .r1111fi!r -rA · ~ ... 5K514" ontinurus smooth transitim from rrund to rectarqula- ~ (';-. I ,..-:-f='-1 f:..LO IU A 1,...l51 ill A-r OUTSH> f'Ac.l:.--e- crt-@.L-C't • I ;;:.\"" \'l "" \[\::::::- • II • .40" ~ 055Bt:::Rctr2: flancje 2? mm II 5: 440 K '790 mm N011': 055BE:RctR fi~ to be field welded m o>rte, as of tne installatim procedure?, to assure alianmP.nt. Assure marklrtl? corre~-pmd wrth markirtls m turbine tw5i1111 ( X), lack weld first, 50 fla1111e face does not qet dio>torted ard remains strail:lht ard even, \ ,, A Yy WAl.'-••'(\\-\C.Ii!.N~$~.) Plmvrw 1 ~ & "'\ lea 9 \ -Y L.{ ------:{::;, TU 12.J~t r'-J E:__. ( t>t f~ , Code w5P y\,r..,J t7 I .I -91. Yt..~"' WAL-~ ""T"t+tG~~?~ ~ I H TS -IN L CHUNIISAX CREEK HYDRO topped with one coat black t?o not paint 11 5-area one of Hayes, Virginia, USA TEL: (804)360-7992 hts-inc@hts-inc.com I V-.111•••"""' Y -----..... • .. ..,__,-'f "1"1-l-IZ-~~~P1 1 I I DATE June 30,2005 ZONE I REV REVISIONS DESCRIP'TlON DATE APPROVED Transition Piece -Elbow I ~ ,:_~ I DWG NO. 1811-41 in inches 1 SHEET 1 of 1 REV 0 .. C0f<R0510N 5l:opped not 0/5 "' 1/5 "' 5 29.62 :t 1/?211 1/5 topped welded both -flat bar 7 x. ?/All tem I) fwo side s I 16 11 89 X welds S/ 5 .1S :t II 89x. 1/811 AW5 tJI.I 91. 21, t~pe I in ~' }.i ~ 5-c ~· as A55Ure markirJCl5 correspord hou5inCJ C X ) . rack weld not. acl distorted ~~~~.~~r§\ .c.-"'iii.c o-E -~<P~ 11)-0!!j ~.z=.,'t:l-'t:JC:- • +" ·-,s Q) c U) t'G ":" u.c~..,.c..,~'-!1 c:t:~lii-•• lll c '1:1 call: t::.S6 E<P <Pi ~B 82:-·--aE lJ > u ~dJ 1~~ ~ jJ ~ :IJJf!i J • l! ~ i H dha lji j ~ei.! vo•• .t >-8 ·&.ie~t-~f§ :!:!c:::,ctJI ... ii-.g S~E 1 .,8-~ .o-s·u;o:S!t ::s~ d:: -5'5..5 ij'E .~ =. >-Ice·-o•a o:::cA .a ·-'-o -'t:IN '1:1-cl!C C\ f ·1 ... iii§ :a;;: ·e i Ia~ tt s .~ !i "' II) ... ~ :K :A! c:g~-@ a.. $ (,) ·a .2. :2 s u a. ~ ! a '-.\) en sik even. HTS-IN CHUNIISAX CREEK HYDRO Hayes, Virginia, USA TEL:(804)360-7992 hts-inc@hts-inc.com Draft Tube r----r~+-------------------------------------+-------~----~ M~ June 30,2005 SIZE DESIGNED 8 DRAWN DWG NO. 1811-42 ZONE I REV REVISIONS DESCRIPllON DA~ APPROVED SCALE NTS inches I SHEET 1 of 1 REV 0